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' SUNSET AREA SURFACE WATER MASTER PLAN APRIL 2011 maanwaww.eu.•wW:twaw« .arrww,vw.ruauay. vv,uBn .:.: w` .k i Y;;.`m�Xwr . Y s ^1 S $ r g . .. • � k f��, `�M �•� 4 rl City of µ` NTON. AHEAD OF THE Cen on U�vE • Community and Economic Development Department Public Works -,Surface Water Utility Department f 1 CITY COUNCIL REVIEW DRAFT 2 3 Sunset Area Surface Water Master Plan 4 5 6 7 Prepared for 8 City of Renton 9 10 11 12 13 14 15 . 16 17 Prepared by 18 CH2MHILL 19 1100 112th Avenue NE 20 Bellevue,WA 98004 21 22 23 24 25 26 + 27 Q: 28 36291 &"�" 29 '^ c "��� y. 30 31 32 33 34 35 36 37 38 April 2011 39 • 1 Contents 2 Contents........................................................................................................................................iii 3 1 Introduction......................................................................................................................1 4 Purpose..............................................................................................................................1 5 Planned Action Study Area ............................................................................................1 6 Community Input.............................................................................................................1 7 Priority Levels...................................................................................................................2 8 2 Study Area Characteristics.............................................................................................3 9 Drainage Basins and Land Cover...................................................................................3 10 Groundwater.....................................................................................................................7 11 Drainage System...............................................................................................................7 12 3 Applicable Regulations..................................................................................................9 13 Federal................................................................................................................................9 14 State....................................................................................................................................9 15 Local...................................................................................................................................9 16 Sunset Area Revised Flow Control Strategy...............................................................10 17 4 Proposed Projects..........................................................................................................13 18 Green Connections.........................................................................................................13 19 Sunset Terrace Sub-Regional Facility..........................................................................19 • 20 Conveyance Improvements..........................................................................................21 21 5 Project Implementation................................................................................................25 22 Project Planning Cost Estimate.....................................................................................26 23 6 References.......................................................................................................................29 24 • \\SI MBA\PROJ\RE NTO N WACITYOF\408314\9_STORMWATER\DRAT NAGEMASTERPLAN\CO U N CI LREVIEW DRA FT\S UNSETAREA_SU RFACEWATER_MASTERPLAN_04 21_COUNCILREVIEWDRAFT.DOCX III CONTENTS 1 Tables 2 1 Targeted Level of Flow Control Mitigation by Public Infrastructure Projects 3 2 Priority Level 1 Projects and Costs 4 3 Priority Level 2 Projects and Costs 5 Figures 6 1 Drainage Basins 7 2 Soil Types&Aquifer Protection Zone 8 3 Steep Slope Areas 9 4 Green Connections 10 5 Typical Sections for Harrington and Jefferson Avenue NE 11 6 Typical Sections for Edmonds Avenue NE and NE 12th Street 12 7 Sub-Regional Flow Control Facility 13 8 Proposed Stormwater Drainage Conveyance System 14 Appendices 15 A.Summary of Expected New Effective Impervious Area 16 B. Summary of Peak Flow Rates for the Study Area 17 C. Opinion of Cost 18 D.Hydrologic and Hydraulic Model Output • IV SUNSETAREA_SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX 1 1 Introduction 2 Purpose 3 This Surface Water Master Plan was written to guide the City of Renton s surface water 4 management program within the Sunset Planned Action Study Area. It also identifies 5 surface water projects and priority needs and develop long-term solutions that meet 6 regulatory requirements,reflect the community's priorities,and can be funded by the City 7 or through future developments. A study was conducted in support of this master plan to 8 evaluate surface water infrastructure improvements necessary to support the 9 redevelopment of the Sunset Terrace public housing community and associated 10 neighborhood growth and revitalization,including other public service and infrastructure 11 improvements (e.g.,transportation improvements).This Surface Water Master Plan is 12 prepared in conjunction with a Sunset Terrace Planned Action Environmental Impact 13 Statement. 14 Planned Action Study Area 15 The study area for the Surface Water Master Plan is generally bounded by NE 21st Street on 16 the north,Monroe Avenue NE on the east,NE 7th Street on the south,and Edmonds 17 Avenue NE on the west.The development of the study area started in the mid 1940's.The 18 City utilities,includes storm drains,serving the area were installed as the area developed. 19 The age of some of the existing storm drains infrastructure is estimated to be more than fifty 20 years old.The study area land uses include mixed-use,mixed-income residential, 21 commercial,and retail properties.The businesses are primarily located along Sunset 22 Boulevard and NE 12th Street. 23 The Sunset Area Community Investment Strategy developed by the City of Renton in 2009 24 identified several residential streets in the neighborhood,designated as"Green 25 Connections," that would be transformed to improve pedestrian and bicyclist mobility, 26 improve stormwater quality,mitigate the quantity of stormwater runoff,and create an 27 inviting corridor to enhance the neighborhood. 28 Community Input 29 In 2009,a Sunset Community Investment Strategy (CIS)was initiated to create a blueprint 30 for the public investment that can be coordinated and phased in over the coming years. 31 Some of the projects listed below were based on the result of the CIS. Elements of the 32 Surface Water Master Plan were also included in the Planned Action environmental impact 33 statement process,which includes scoping meetings and comment periods,the Draft 34 Environmental Impact Statement(EIS)and comments,and responses to comments in the 35 Final EIS. SUNSETAREA_SU RFACEWATER_MASTERPLAN_N21_COU NCI LREVIEWDRAFT.DOCX 1 I INTRODUCTION 1 Priority Levels S 2 Priority levels were assigned to projects identified in this plan.These priority levels are 3 intended to inform decisions on the timing of the projects and the expenditure of limited 4 resources,and are defined as follows: 5 Priority Level 1:Projects with priority level 1 are deemed critical because they 6 address an immediate system deficiency or coincide with redevelopment of Sunset 7 Terrace or other public infrastructure improvements to support the potential 8 redevelopment.For example,the Harrington Avenue Green Connections projects, 9 which improve pedestrian mobility and safety between important public spaces and 10 schools within the Sunset Area,are priority level 1. 11 Priority Level 2:Priority level 2 projects are not immediately necessary and could be 12 implemented to support redevelopment or to reduce costs by constructing them 13 concurrently with other public infrastructure improvements,e.g.lower priority 14 Green Connections. s 2 SUNSETAREA_SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX 1 2 Study Area Characteristics 2 Drainage Basins and Land Cover 3 The Planned Action Study Area is currently developed for residential and commercial land 4 uses. In general,the stormwater runoff from this area drains to roadside ditches,catch 5 basins,and storm drains.The runoff is collected and conveyed into larger storm drains 6 within the major streets and discharges into local creeks and drainage tributaries. No 7 stream,water body,or water-related critical area is located in or immediately adjacent to the 8 Planned Action Study Area,and no local flooding has been reported in the area.The Study 9 Area is not within a special flood hazard area mapped by the Federal Emergency 10 Management Agency(FEMA). 11 The Planned Action Study Area comprises approximately 69 cres of urban developed 12 area.The area drains to three tributary creeks: Honey Cree ,May Creek(Lower May 13 Creek),and Johns Creek.All three creeks are part of the Greater Lake Washington 14 Watershed (Water Resources Inventory Area [WRIA] 8 in King County).Lake Washington, 15 the receiving water body from May Creek and Johns Creek,is the second largest natural 16 lake in Washington. Most of the immediate watershed is highly developed and urban,with 17 63 percent fully developed. 18 Approximately three (3)acres at the northeast corner of the study area drain to Honey 19 Creek,which is a tributary to May Creek.The northwest corner of the study area,which 20 includes 23 acres of primarily single-family residential land use,drains to May Creek. The 21 balance of the study area,approximately 243 acres of mixed single-family residential, 22 multifamily residential,and commercial uses, drains to Johns Creek(Figure 1). The existing 23 and preferred alternatives land cover summary are shown in Table A-2 in Appendix A. 24 SOH 25 The soils influencing the design and function of the study area generally consist of urban 26 soils (largely fill) and glacially derived outwash and till deposits. Figure 2 shows the surface 27 soil as mapped by the Natural Resources Conservation Service.The northern and southern 28 area consists of outwash soil,which is generally very permeable and has a good infiltration 29 rate. The central and western portion of the study area generally consists of till soil,which is 30 a dense,unsorted mixture of gravel,sand,silt,and clay.Till soil is less permeable than 31 outwash soil and has limited infiltration capacity. Much of the central portion of the study 32 area is designated as urban soils,which are difficult to classify due to the variable nature of 33 the soil;however,for the purposes of this study,urban soils are assumed to exhibit similar 34 infiltration characteristics as till soil. Figure 2 shows the soil conditions of the study area. 35 Figure 3 shows the area of steep slopes where an infiltration facility is not allowed per City 36 of Renton code. SUNSETAREA_SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX 3 G�eew =Sunset Study Area I Q Wetlands 5�Renton Parcels a l 0 Waterbodies y C eek Drainage Basins i �Honey Creek Basin - _ Basin �May Creek Basin Mai/ Creek aycr Johns Creek Basin Water Courses pi _ —Open Channel i =Culvert Section Pipe Section N �. Hone Creek Basin F11� t � 1 y , h , — 1 , A r �1 I :r - tT :I 1[ , c 1 aci ct k1' { , o 1 ti Y 4 ; °� i TT Y T1 r7T7 r r r r 1 i J ✓p� e i Johns Creek 5asin _ ��4 } i E 12th TEj r ? ( ?�; Gene Coulon S - = 4 Park R9 ( 0p o 47 Li TTY �T' 70, ( F i 1 i iLUT r �L , I h ` 1 1 l $ i iTT P ,, •- r j -,- 1-201111 Figure 10 CH2MHILL DRAINAGE BASINS City of Renton Sunset Area Master Drainage Plan NO Planned Action Study Area if.W POAF � ♦ �.. ►ice-!�►,.i ParcelsIF i' •. ..� ���* .�� • � IMAquiferProtection jr Soil Types A, 'r Fla W, oar rI /r/%I011. / 1 1/ ll ,rt/, ��■� vj IVlf/� %%. / .�%I 1't�.,//T1FARM Ear VA //. /',%ram ■■r .. ..:.. ►► / 1 ♦ l.. ril 1, '. 5. ♦ i� /,'/,'_.///♦ . I►ia..ii 1i 7/''. ��►10 //war 0 PA r� �� /. /ri•�/�i�.r � � ►'% � Imo. JI�/ •�.� � �r�l�.�/�r'� �■�� /vial/���r.��� % //I. f!__�I<-� �dr%; �., riAIN r �, © • .ram ,•♦HAP, Ill/��ri/,jl���►,/I/� ti �;�,�� I��i�j���► o�l►���I �i�' ��//i/� ��� / Ill% ��% r��i���17/i� ►�.-'"� ��I*� OAF �ii/�'%�1�I Ill►irp u� / `1l'i►�j��j �ri�/�,�' f % //�•►i/ Irs�J� �..� /�I..•,��Il..�'' VA/,�.�s;J�.►�i4=i I.—_/����/ �:i OAF %III 1 �• �. ®i ii■I■ 'WA W�I/%%%rJ�L�_= %' `���:�� `�rf►r `��, �s'iii*it.�i ■tom w�i`%�/�ir ,Wra �� I�S� ♦ ♦I �/ �//i #*��1 1� i� /,//�/�/� .�.��►�,_�' 'ice.*itiii PAID VAV jW A 'Pod, Ulm MIN AVAVAWA �i � ill����I■ �c -r,.�� a:■N6 Will -�-� �� V -III ;; �.� ..L?��� �. . 1111111111 �►,�/i .'.I�� =11�/�1��■ ��■ ■■ 1/1:�/ 1 try, : � NINEa row �1�■1■i OLEN �® *+ems r�/ . a,;>• r.,>• ■ rA C t.�� �■ OWN V.A.11 •■�j�Ari �MIM ■r■.r11111111111 RAW OR �, '• ��••�`•••� •.� ��•, ■ ■.1 ri►��� rya, ■1� . .� �a�: : F♦ �l� ■111 fir/ �� ■■'� �1■■■■I 1�■■� ,;:1'a,�r�7/f� ��'�,1���.>�♦r %■ ��lr1:►�'/�'���� I 111���111\�Ir1►T� ► 1i�`1�,1� >��;��► s 1111111111� � fir. ■, �� �iirlz 111111■ MIN 111111 111111 QPlanned Action Study Area �4 A , X. ,[ Slope Range � 15-25% C_1 25-40% W > >40% N Feet f o x o — _- (A r - �: ZN •� W c � • a * i t� a �►� X �L r 1 l 7th Y rp •l � F � n, Figure 3 CH2MHILL Steep Slope Hazard Areas City of Renton Sunset Area Master Drainage Plan 2 STUDY AREA CHARACTERISTICS 1 Groundwater 2 The Planned Action Study Area is within the City's Aquifer Protection Zone 2.The 3 protection areas are the portions of an aquifer within the zone of capture,and the recharge 4 area for wells owned or operated by the City. Zone 2 is the land area situated between the 5 365-day groundwater travel time contour and the boundary of the zone of potential capture 6 wells.This aquifer is the sole drinking water source for the City of Renton.The Planned 7 Action Study Area south of Sunset Boulevard lies within the source area of Cedar Valley 8 Sole Source Aquifer,designated by the U.S.Environmental Protection Agency,which is also 9 part of the City's Aquifer Protection Zone 2.The limits of the Aquifer Protection Zone and 10 infiltration potential within the study area are presented in Figure 2. 11 Drainage System 12 May Creek Basin 13 Approximately 26 acres within the northern portion of the study area drain to the May 14 Creek Basin.This area is largely developed under single-family residential land use.There is 15 one storm drain system in the study area in May Creek Basin.This system extends along NE 16 16th Street beginning west of Index Avenue NE and drains westward and then north on 17 Edmonds Avenue NE.This system eventually drains to May Creek. 18 May Creek is 7 miles long and originates in the steep forested slopes of Cougar and Squak 19 mountains and in the highlands of the Renton Plateau.The entire basin encompasses an 20 area of fourteen(14) square miles that drains to the southeast portion of Lake Washington 21 (City of Renton and King County 2001). The May Creek Basin also includes other tributaries: 22 Honey Creek,Boren Creek,and the north,east,and south forks of May Creek. May Creek 23 and its tributaries are designated by Washington Department of Ecology(Ecology) as"Class 24 AA" (superior)because May Creek is a feeder stream to Lake Washington. Class AA waters 25 can be used for water supply(domestic,industrial,and agricultural),stock watering,fish 26 spawning,wildlife habitat,and recreation(Foster Wheeler Environmental 1995). 27 Johns Creek Basin 28 Most of the study area is within the John's Creek Basin.The land use in this basin is mainly 29 single-family residential,schools,and commercial/industrial development.A small portion 30 is used for multi-family or high-density housing.The upper basin is dominated by 31 residential and commercial land use,and the lower basin is dominated by industrial and 32 commercial uses. 33 Johns Creek discharges to Lake Washington at Gene Coulon Park in Renton.Johns Creek 34 extends upstream in a southeasterly direction for less than 1 mile. Because of its proximity 35 to Lake Washington,the stream water elevation is controlled by Lake Washington,and 36 therefore it is considered to be a major receiving water body per the City amendment to the 37 King County Surface Water Design Manual(City of Renton 2010a).The Johns Creek Basin 38 covers approximately 1,236 acres and is located east of the Cedar River,in the northeastern 39 portion of Renton.The drainage system serving the overall basin consists primarily of SUNSETAREA_SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX 7 2 STUDY AREA CHARACTERISTICS 1 roadside ditches and storm drain pipes.There are three primary storm drainage systems in . 2 this basin:Sunset Boulevard,NE 9th Street,and NE 7th Street. 3 Sunset Boulevard Storm Drainage System 4 Record drawings indicate the Sunset Boulevard(SR 900) storm drainage system was 5 constructed in the 1970s.The system consists of 30-inch-diameter pipe downstream of the 6 study area,west of Edmonds Avenue NE.The main trunk of the storm drainage system 7 extends along Sunset Boulevard.This storm drain directly collects runoff from Sunset 8 Boulevard and adjacent properties.This trunk also receives flows from drainage systems on 9 adjacent streets and a 12-inch diameter storm drain on Harrington Avenue NE(south of NE 10 10th Street)was constructed in the 1950s. 11 This system also conveys runoff from Edmonds Avenue NE between Sunset Boulevard and 12 south of NE 16th Street,Harrington Avenue NE,and NE 10th Street immediately north of 13 Sunset Boulevard.The Edmonds Avenue NE system conveys runoff from the NE 12th Street 14 system,Harrington Avenue NE system,Jefferson Avenue NE,and Kirkland Avenue NE. 15 The NE 12th Street system was upgraded in the early 1980s into 36-inch-diameter pipe from 16 Kirkland Avenue NE to Edmonds Avenue NE.The system remains as 12-inch-diameter 17 pipe east of Kirkland Avenue NE.The Kirkland Avenue NE system is a 12-inch-diameter 18 pipe that starts at NE 16th Avenue. It was built pre-1950.Currently,the stormwater runoff 19 from Harrington Avenue NE and Jefferson Avenue flows on the street surface and is 20 intercepted by the storm drain on NE 12th Street. 21 NE 9th Street Storm Drainage System 22 The NE 9th Street system drains the area south of Sunset Boulevard to NE 9th Street. It 40 23 starts west of Monroe Avenue NE and drains west. It intercepts a storm drain at Harrington 24 Avenue NE.The combined system continues to flow west,then turns north at Ferndale 25 Circle NE,then turns west and becomes an 18-inch-diameter pipe.This system turns west 26 again,crossing under Edmonds Avenue NE toward NE 9thh Place. 27 NE 7th Street Storm Drainage System 28 The NE 7th Street system starts east of the study area from Monroe Avenue NE.This system 29 drains west and intercepts two storm drains at Harrington Avenue NE.Only a small portion 30 of the study area drains into this storm drain. 8 SUNSETAREA SURFACEWATEIZMASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX 1 3 Applicable Regulations pp 9 2 This chapter summarizes the federal,state,and local stormwater regulations that all 3 developments should comply with.Also,the Sunset Terrance Area specific flow control 4 strategy is discussed. 5 Federal 6 Federal stormwater regulations in the Clean Water Act(33 U.S.C. §1251 et seq.) are typically 7 promulgated through local stormwater requirements (see below). Projects proposed as part 8 of the Sunset Area Surface Water Master Plan will need to meet the requirements of Section 9 7 of the Endangered Species Act(16 U.S.C. §1531 et seq.),which is regulated by the U.S. 10 Department of the Interior,National Marine Fisheries Service,and U.S.Fish and Wildlife 11 Service. 12 State 13 For projects with an area of disturbance exceeding one(1) acre,the City is required to file a 14 Notice of Intent with Ecology for coverage under the National Pollutant Discharge 15 Elimination System(NDPES)program's General Permit for Stormwater Discharges 16 Associated with Construction Activities.These filings typically require projects to provide 17 erosion-control measures consistent with Ecology's Stormwater Management Manual for 18 Western Washington(Ecology 2005). 19 The City of Renton is required to administer a stormwater management program developed 20 in accordance with the Western Washington Municipal Stormwater NDPES phase 11 Permit. 21 Among the specific obligations set forth in this NDPES permit,the City is required to adopt 22 by ordinance a stormwater design manual that is equivalent to the 2005 Ecology manual. 23 Therefore,the City has adopted the 2009 King County Surface Water Design Manual with 24 City amendments(City of Renton 2010a)for the design,construction,and maintenance of 25 stormwater management systems and facilities that are approved through the development 26 permit process. Permanent stormwater features must meet the manual's design standards 27 or be equivalent. 28 Local 29 RMC 4-3-050,Critical Areas Regulations,addresses the requirements for development 30 within or adjacent to the aquifer protection areas or any other critical area(i.e.,flood hazard 31 areas,erosion hazard areas,wetland,streams,etc). 32 Renton Municipal Code(RMC)4-6-030 and Ordinance No.5526 address storm drain 33 utilities.Technical requirements for the design of stormwater facilities are contained in the 34 King County Surface Water Design Manual(King County 2009) and the City amendments to 35 the manual(City of Renton 2010). SUNSETAREA_SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX y 3 APPLICABLE REGULATIONS 1 The City's drainage(surface water)management standards are focused on reducing • 2 potential impacts from new impervious surfaces,replaced impervious surface,new 3 pervious surface,and land disturbing activity(2009 KCSWDM and City Amendment). 4 Redevelopment and new development exceeding the thresholds specified in the 2009 5 KCSWDM(as amended by the City)are required to comply with the requirements set forth 6 in the manual,including stormwater treatment and flow control BMPs.The majority of the 7 Planned Action Study Area was developed prior to the advent of modern stormwater 8 requirements(e.g.,implementation of the 1990 King County Surface Water Design Manual) or 9 under less stringent requirements. 10 The drainage (surface water) standards also require the use of flow-control best 11 management practices(BMPs),where feasible.Flow-control BMPs include many low- 12 impact development techniques such as infiltration,dispersion,rain gardens,permeable 13 pavements,vegetative roofs,rainfall harvesting,reduction of impervious area,and retention 14 of native vegetation.Projects should implement full dispersion or full infiltration of roof 15 runoff where feasible.Where runoff from impervious surfaces cannot feasibly be dispersed 16 or infiltrated,the code requires that a minimum portion of the site or impervious area be 17 managed through these practices.Small lots of less than 22,000 square feet are required to 18 provide either full infiltration/dispersion of stormwater,where feasible,or,where not 19 feasible,provide flow-control BMPs for an impervious area equal to 10 percent of the site 20 area(for lots smaller than 11,000 square feet)or 20 percent of the site area(for lots between 21 11,000 square feet and 22,000 square feet). For lots larger than 22,000 square feet,the total 22 allowable impervious area exceeds 65 percent for all zoning classifications;therefore,all 23 potential new or redevelopment projects within the study area are required to comply with 24 the flow-control requirements for Large Lot High Impervious BMP requirements that 25 require flow-control BMPs to manage 10 percent of the site or 20 percent of the target 26 impervious surface,whichever is less.The flow control BMP requirement shall be applied to 27 the project site regardless to whether a flow control facility is required. Additional flow 28 controls may be required within the Johns Creek Basin to match peak flows under existing 29 conditions.Areas within May Creek and Honey Creek basins are required to comply with 30 the more stringent Flow Control Duration Standard,which the stormwater runoff release 31 from the site requires matching forested predevelopment conditions. 32 Sunset Area Revised Flow Control Strategy 33 Redevelopment in the study area will comply with all the stormwater regulations and 34 requirements(federal,state and City of Renton).Proposed development and redevelopment 35 projects will provide flow control BMPs (AKA low-impact development practices)onsite as 36 feasible,and water quality treatment onsite.The sub-regional facility and Green 37 Connections will provide flow control mitigation for approximately 5.7 acres of effective 38 impervious area.After flow control BMPs (as feasible and applicable)are implemented on a 39 proposed development site within the Johns Creek Basin,any additional required flow 40 control mitigation maybe fulfilled off-site by the City's sub-regional facility and Green 41 Connections.To do so,project applicants will need to demonstrate that the net effective 42 impervious area for the development or redevelopment site,constructed public 43 infrastructure improvements and post-2011 projects for the entire Sunset area is less than or 10 SUNSETAREA_SURFACEWATER_MASTERPLAN_0421 COUNCILREVIEWDRAFT.DOCX 3 APPLICABLE REGULATIONS 1 equal to the current(2011)existing conditions. Flow control mitigation for all targeted 2 surfaces will be required to be met on-site under the following conditions: 3 • Proposed projects precede construction of the public infrastructure improvements 4 • Connection to the downstream drainage system is not available. 5 • Net new effective impervious area of the proposed project plus projects constructed 6 in the Study area after 2011 (after implementing Flow Control BMPs)exceeds 5.7 7 acres (or the total area mitigated by the constructed public infrastructure projects) 8 • Or a combination of the three conditions above. 9 No public infrastructure projects are proposed within the May Creek Basin and therefore 10 individual development or redevelopment projects will be required to comply with the 11 appropriate flow control requirements on-site. SUNSETAREA_SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX 11 1 4 Proposed Projects 2 As part of the Planned Action Draft EIS(City of Renton 2010b) and the Sunset Community 3 Investment Strategy(City of Renton 2009),several stormwater projects were identified, 4 including a sub-regional flow control facility,Green Connections using low-impact 5 development facilities (LID),a new conveyance system,and upsizing of the existing system. 6 These projects will provide flow control,water quality improvements,or conveyance 7 capacity for future redevelopment. 8 Green Connections 9 Green Connections involves street improvements meeting the City of Renton Complete 10 Street requirements. Complete Streets include features that enhance the pedestrian 11 experience such as wider sidewalks,narrower travel lanes for vehicles,and landscaping in 12 the form of rain garden/planters.Harrington Avenue NE,Jefferson Avenue NE,Edmonds 13 Avenue NE,12th Street,and two alleys were identified as potential locations for Green 14 Connection improvements. Ten segments of Green Connections improvements were 15 identified for potential implementation. Three segments are located on Harrington Avenue 16 NE. Another three segments are located on NE 12th Street and Edmonds Avenue NE.One 17 segment is on Jefferson Avenue NE. Two segments are on alleys: one is west of Jefferson 18 Avenue NE,and the other one is west of Harrington Avenue NE.A last segment is on the 19 sidewalk between NE 16th Street and Index Avenue. Figure 4 shows the location of the 20 Green Connection projects. 21 The primary storm drainage features of the Green Connections projects consist of roadside 22 rain gardens and permeable sidewalks. Roadside rain gardens receive stormwater runoff 23 from the roadway and,in limited instances,from adjacent properties.The runoff is treated 24 by flowing through the bioretention soil mix(consisting of sandy loam soils and compost) 25 and vegetation,and then infiltrated into the native ground during smaller storms. During 26 larger or higher-intensity storms,the stormwater runoff will continue to infiltrate as allowed 27 by the native soil,with excess runoff stored temporarily in the soil and the active storage 28 within the rain garden.Once the storage and infiltration capacity of the rain garden is 29 exceeded,runoff would then overflow into the street.Where native soil infiltration capacity 30 is limited,the rain gardens would be installed with subsurface underdrains to collect the 31 treated water that filters through the bioretention soils.A storm drain system will be needed 32 to convey the overflow runoff from the rain garden and to meet the City's storm drain 33 design standard. Only the cost of the Low Impact Development improvements (e.g. rain 34 gardens,porous sidewalks,etc.)associated with the green connections are shown in Table 2. 35 The storm drain conveyance systems needed for street improvements are includes as part of 36 the street improvements cost estimates included in the capital facilities plan. 37 Residential Access Streets 38 Harrington Avenue,Jefferson Avenue,NE 16th Street,and NE 9th Street are classified as 39 Residential Access Streets in the City of Renton Compete Street Ordinance(5517). Per this SUNSETAREA-SURFACEWATER-MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOU 13 4 PROPOSED PROJECTS 1 Ordinance residential access streets requires a right-of-way width of 53 feet for a two-lane • 2 road.This breaks down into 20 feet of paved roadway,6 feet of parking on one side of the 3 street,a 6-foot-wide sidewalk,and an 8-foot planter strip on both sides of the street. 14 SUNSETAREA_SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX C3Planned Action Study Area Parcels •• _ ;C :�1111111111■ if�1 ��� jai i iGreen Connections �= ■11111111111� �■1■1■ � ��'■ �% i 4NEDGreen Access Green Collector Arterial Permeable Sidewalk Drainage Facility Sub-Basins �� ■ — 11 Honey Johns Creek NONE III ■■■■■� j��� j=��► � � Johns Creek-Sunset Terrace 1100 1 Creek � t�� e -� � i iiii►,��1 i ■. w�_U 600 Feet IN so 0 It■- ��� ■�■ ■■ ■�//111� �� ,r„ ■� �■ ���■ � � III SENSE FM IN 1INO ■■■■ ■�� - ■■ I: :: man _ Ism Vim■■ ���, ■■ �►■ � .��1 M ■■■■■■ .■■ ■ '�� •.r C ■■■■■■■■ ����� '! � �^ � ■ Ii � ■ iiii �������������� `�C 1�,� � �- � fir■■ �/: :C illiii �■11111111■I�►. ��`/fir :, �1 � �� � �`:11111111: �: :� ■i �' �� :C iiiiiiiiii ''■iiiii —/1�■• :11111111� i■i i■ ' �� i� 111111■111 ■1■ 11 G\� ��11111/1■ ■■ ■■``11 ' iiii '■ ME —� -� a SO no WE r �� . .■ •� •� — . -- •� On 0011 so NO amp no am a all WIN W ■III jr ■ �. �■ : ■ / � ■�■ �� �� ��;;IIIIIIIl11111 j�C ��rrrrrr�� r�;��� 11 ����!� j/ ��� �■ �r,� rrrrrrrrrrri '�' �� i r„r�rC „�� ► ''� ��■������� ►�illl�trrOma rrri r�„�t �����j ■ ���111 ���� ■�■ ■ ■ ■�' �■■� �► s■►� /�: afar�� 'r1 ■■ ■�l.J� ��►� Illlllllll'/� l r.-1■■ ��..��.�•... - r.,..,,. _ 1111111111. ON .. , i:1: �■��� ��I�jr :�;!i�.��,�-,�i �: : ■ �: 11111111111► ���� 4 PROPOSED PROJECTS 1 The existing right-of-way on these streets is 60 feet;thus there is an additional 7 feet of space 2 that can be used for low-impact development features.The proposed Green Connection 3 typical street section would include 20 feet of paved roadway with 6 feet of parking on one 4 side of the street,an 8-foot sidewalk on one side of the street and a 5-foot sidewalk on the 5 other side of the street,and a 6-foot planter and a 12-foot rain garden on one side of the 6 street. It requires a total of 58 feet of street width.Figure 5 shows the proposed roadway 7 section. 8 Harrington Avenue NE 9 Three segments of Green Connections are proposed in Harrington Avenue Ne.The northern 10 segment on Harrington Avenue NE is between NE 16th Street and NE 12th Street.This 11 Green Connection corridor would be enhanced by narrowing the through-traffic lanes to 12 calm traffic,creating wide planter areas and wider sidewalks as shown in the City's 13 complete street section.The 210 feet of vehicle travel lanes will be centered on the street 14 right-of-way.A rain garden(12 feet wide) and the 6-foot parking with 6-foot-wide planter 15 will be generally alternating on either side of the street.An 8-foot-wide sidewalk will be on 16 the west side of Harrington adjacent to the McKnight Middle School and a 5-foot sidewalk 17 on the east.At the end of the block,rain gardens will be on both sides of the street. 18 Depending on the need for street parking,parking may be available on both sides of the 19 street at selected locations. 20 The middle segment is between NE 12th Street and Sunset Boulevard. A portion of 21 Harrington Avenue NE will be vacated,becoming an open space for Sunset Terrace,and 22 there will be no Green Connection in this portion.The last segment is the south segment, . 23 between Sunset Boulevard and NE 8th Place,and on NE 9th Street between Harrington 24 Avenue NE and Index Avenue NE.The street improvements for the middle and south 25 segments would be similar to the north segment. 26 Jefferson Avenue 27 Jefferson Avenue NE is a residential access street,like Harrington Avenue NE.The typical 28 2-lane street section used on Harrington Avenue NE will be used on Jefferson Avenue NE as 29 well.It will have two 10-foot travel lanes in the center,with the rain gardens either on 30 alternating sides or both sides of the street. 31 Collector Arterials 32 NE 12th Street and Edmonds Avenue NE is classified as collector arterial in the City of 33 Renton Complete Street Ordinance.The required width for a collector arterial includes a 83- 34 foot right-of-way for a two-lane road and 94foot right-of-way for a three-lane road.The 35 street section generally requires 30 feet of paved roadway for vehicle and bicycle lanes,8 36 feet of parking,and 8-foot sidewalks and 8-foot planter strips on both sides of the street.The 37 proposed typical street section for this Green Connection would include a minimum of 30 38 feet for paved roadway,8 feet of parking,an 8-foot planter strip on one side of the street,a 39 16-foot rain garden on the other side of the street,and 8-foot-wide sidewalks on both sides 40 of the street.Figure 6 shows the proposed two-lane,three-lane,and four-lane roadway 41 sections. 42 16 SUNSETAREA_SURFACEWATER_MASTERPLAN_0421_000NCILREVIEWDRAFT.DOCX Section 1: Rain Garden on West Side of Street i AVNNuxrw►tt txisiwG HIGH I.Df•waT 8. 12' 10' 10, 6' 6' S' ( SIDEWALK RAINXARDEN PARKING PLANTER SIDEWAL ' /J-L-a r—� OL ( SB'Propoad Road W Mn ; � el Section 2: Rain Garden on Both Sides APPROXIMATE EXISTING RIGHT-OF-WAY h 8' 12' 10' 10' 12' S' i i SIDEWALK RAIN-GARDEN RAIN-GARDEN SIDEWAL I ' I ( � I I i e se'PMpwW Rftd facllen _ Section 3: Parking on Both Sides APPROXIMATE EXISTING RIGHT-OF-WAY —� I 8' 8' 6 f0' 10' i SIDEWALK PLANTER PARKING PARKING PLANTER SIDEWAL i 68'Proposed Road Section 1 i i Figure 5 Harrington and Jefferson Avenue Sections 1' Section 1: Collector Arterial with Left Turn Lane (Edmonds Ave.) PM RMI ITRFD RI(:HTl)F-WAY J Ia I � o• ts• +r I SIDEWALK RAM-GARDEN ►ARKM6 PLANTER SIDEWALK I I lk- ■� i 78 PROPOSED ROAD SECTION Section 2: Collector Arterial,2-Lane with Shared Roadway (12th St&Edmonds Ave.) 83'REQUIRED RIGHT-OF-WAY SIDEWALK RAIN GARDEN SHARED LANE SHARED LANE PARKING' PLANTER' SIDEWALK i 78'PROPOSED ROAD SECTION i RAIN GARDEN AND PARKING PLANTER SECTKNI,ALTERNATE STREET SIDES Section 3:4-Lane Collector Arterial,No Parking(12th Street) 83'REQUIRED RIGHT-OF-WAY _I n 10715' I SIDEWALK 3TORMWATEW SHAREULAN6 SHAREDLANE STORMATEF PLANTER PLANTER i It ' 4 1 : ' ... ,. ,� « u.... ,ate .'�� �;: . .,.,ta 82'PROPOSED_ROAD SECTION � I Figure 6 Edmonds and 12th Street Sections 4 PROPOSED PROJECTS 1 The Green Connection on collector arterial includes Edmonds Avenue from 7th Avenue to 18 2 NE 12th Street,then continues eastward on NE 12th Street to Monroe Avenue NE.Three 3 typical sections are proposed for these two collector arterials.These sections are shown in 4 Figure 6. 5 Other Green Connection Improvements 6 Green alleys are proposed in two locations. One is on the parcel between Jefferson Avenue 7 and Index Avenue,north of NE 12th Street,and the other is in the alley between Harrington 8 Avenue and Glennwood Avenue,south of Sunset Boulevard. Green alleys consist of a 9 narrow conventional asphalt driving aisle with adjacent permeable pavement shoulders for 10 delineating areas for pedestrians and infiltrating stormwater. 11 Pervious sidewalk is proposed between Index Avenue and NE 16th Street,connecting the 12 Index Avenue neighborhood to the Hillcrest neighborhood. 13 Sunset Terrace Sub-Regional Facility 14 Sunset Terrace is located between Sunset Boulevard (SR 900),Edmonds Ave,an NE 12th 15 Street. t is currently a multi-family and retail commercial use area. Under the Preferred 16 Alternative in the Planned Action Final Environmental Impact Statement,the Sunset Terrace 17 public housing community would be redeveloped into a mixed-use,mixed-income 18 residential and commercial space with public amenities. An open space/park would be 19 centered in this redevelopment,which has been identified as a potential location for a sub- 20 regional stormwater facility. To maximize the open space area,most of this sub-regional 21 facility will be underground. It is proposed to be located at the northwest corner of the open 22 space,which allows public usage of most of the park space and allows maintenance access 23 from NE 10th Street. 24 The Sunset Community Investment Strategy identified three additional potential locations 25 for sub-regional stormwater facilities in the John's Creek Basin: at Hillcrest Terrace,on a 26 vacant lot north of Sunset Park,and in Highland Park.Through analysis of the potential 27 land use changes and redevelopment under the Preferred Alternative of the Planned Action 28 Final EfS,it was determined that up to 2.6 acres of the 5.7 acres of additional effective 29 impervious surface area could be created aLfull build-out con it i�. It was determined that 30 ee e flow control needs oTt�is new impervious ara. e e 31 cons uction of the sub-regional faci ity can e par -r� pment and optimize the 32 construction cost.This facility can provide flow control protection and water quality 33 treatment in the basin in advance of the rest of the redevelopment. 34 A sub-regional facility will provide stormwater infiltration as practical to control the runoff 35 volume and reduce potential pollutants.Pre-treatment will be provided prior to infiltration 36 virLgardens Stormwater runoff volume that cannot be infiltrated will be detained in an 37 underground vault and will be released matching existing flow conditions. 38 Soil 39 The soil at the proposed sub-regional facility site is at the boundary of glacial till and 40 advance outwash soil.Further soil exploration is needed for the final design of the facility to SUNSETAREA_SURFACEWATER_MASTERPLAN_N21_COUNCILREVIEWDRAFT.DOCX 19 4 PROPOSED PROJECTS 1 determine the soil properties onsite.The sub-regional facility will be sized using low 2 infiltration rates typical of till soil conditions. 3 Tributary and Land Cover 4 The tributary area draining to this facility could be from Sunset Terrace,Sunset Boulevard 5 from 10th Street to Monroe Avenue,Glennwood Avenue,and Sunset Lane or some private 6 parcels along Sunset Lane.To maximize the water quality treatment benefit of pretreatment 7 and infiltration,it is preferable to convey stormwater runoff from public roadways(e.g., 8 Sunset Boulevard),which has the highest pollutant loading.The actual contributing area 9 will be determined based on the redevelopment of NE 10th Street and Sunset Boulevard in 10 the future. 11 Facility Design 12 The facility is preliminarily sized to provide flow control for the expected 2.6 acres of 13 increase in impervious surface area related to the redevelopment.Table 1 summarizes the 14 targeted design level for flow control for the subregional facility and Green Connections 15 projects.Thehe stormwater runoff f*nm S„nc�t Boulevard will drain to NE 10th Street,then 16 flow to a series of rain gardenwith a t =ain nm area of 3�13rov�idep et on the north side 17 o e propose upset Terra Park.Thgardens wouetreatment for the 1� firm snit and vegetation.Perforated drains pipes beneath 18 �yer fio.�JltlS7,Q{'�1T'Cl 1ST #-��c-� o"�z�c�cci�reo�:-eo=.._._---- H 19 the rain garden would collect treated runoff and distribute the water to an infiltration 20 .Q llepz south of the rain garden—1-would have a bottom area of 12,500 square feet to 21 increase the available area for infiltration into the native soil.Flows that exceed the 22 infiltration capacity of the rain garden and infiltration gallery would overflow into a 23 conventional storm drain system,and into an underground detention vault west of the 24 infiltration gallery.The detention vault is preliminarily sized to have an active storage 25 volume of 0.38 acre-feet.The vault would control the release rate of the water,matching the 26 peak flow rate for the existing conditions.Figure 7 shows the conceptual layout of the sub- 27 regional facility and Appendix A shows the summary of analysis of the expected new 28 effective impervious area. Appendix 131 summarizes the preliminary sizing calculations 29 using the Western Washington Hydrology Model(WWHM v.3.0). 30 Upon further investigation of the native soil infiltration capacity,design modifications could 31 include either increasing the size of the detention vault and eliminating the infiltration 32 gallery(if infiltration is largely infeasible)or decreasing the size of the detention vault(if the 33 infiltration rate is greater than the preliminary sizing assumption of 0.25 inch/hour). 34 The intent of the subsurface infiltration gallery is to preserve open space for active space 35 and recreation.The rain garden is proposed to be located in the northwest corner of the 36 open space to provide a landscaped buffer between the open space and the street.Figure 7 37 shows the conceptual layout of the facility.The stormwater runoff could be conveyed from 38 storm drains on Sunset Lane or S 10th Street.The discharge from the detention vault will 39 connect to an existing storm drain on Sunset Boulevard at Harrington Avenue S by a new 40 storm drain under the vacated Harrington Avenue. 41 20 SUNSETAREA_SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX 4 PROPOSED PROJECTS TABLE 1 Targeted Level of Flow Control Mitigation by Public Infrastructure Projects. Title Targeted Flow Reduction of Flow Net Effective Impervious Control BMPs or Facility Area Reduction(ac) 1 Sunset Terrace Regional - 100% 2.6 Facility 2 Harrington Avenue NE 30% 0.6 Green Connection 3 Jefferson Avenue NE 30% 0.5 Green Connection 4 Alley Green Connections 50% 0.5 (Harrington,Jefferson Alleys) 5 Collector Arterial Green 20% 1.5 Connection(Edmonds Avenue NE and NE 12"' Street) Total 5.7 Note:Net effective impervious area reduction includes new/reduced impervious area to construct proposed section(e.g.,new sidewalks)and effective performance of flow control BMPs within the Green Connection project. 1 2 Conveyance Improvements 3 The future development is expected to increase effective impervious surface area.A 4 schematic storm drain network model was developed to estimate the design peak flow for 5 planning purposes.This model uses Santa Barbara Unit Hydrograph methodology with 6 Type 1A storm rainfall distribution using StormShed2G computing software.Seven 7 conveyance system improvements are proposed.The conveyance improvements are shown 8 in Figure 8 and are classified based on the condition of the existing storm drain system and 9 the concurrence with other transportation improvements below.The peak flow rate 10 summary of the sub-tributary area is included in Appendix B.Conveyance capacity 11 calculations using SBUH methodology in the StormShedTM hydraulic model are provided 12 in Appendix D2. 13 New Storm Drains with Green Connections 14 Harrington Avenue NE and Jefferson Avenue NE currently do not have a storm drain 15 system.With the street improvements for the proposed Green Connections,a new storm 16 drain will be required.The conveyance system improvements in Harrington Avenue NE are 17 separated to match the same segments for the Green Connection street improvements. It is 18 assumed that the storm drain conveyance improvements needed with the street 19 improvements would occur concurrently with the proposed Green Connections 20 improvements to decrease costs. SUNSETAREA SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX 21 .., VIAL ' - 1. "Z,•,,�� �••�•��" 1 it �44��♦�� i�•�•.��tf''" one A C3Sunset Study Area will /. Renton Parcels Conveyance Existing Storm Drain 'Ar ■ �,. ...111111111��■ .r�l ,��I i, Proposed to Replace MR Proposed to Abandon III 01111 op ON NN dam. Feet ■■ ■■■■ ■ To May Creek Via EdmondsAveN , ■■■ AM ,� , ■ .. =011 ME MI Mail MMIN ■ I■■■■ r. _ • �J ENNIS 1 III � . ■■■■■■ �, ■�� / ��■��■■■■r ��` :, � lip ■� ��i1/."■. ■. NUNN �' �1/ i1■ ■- ■... ■�■ -'r �� i� 1111111111 WWI I In MIN all � - � �� �� ■� 1111111111 ■1 MI IN am Min ■r�rrr rr .. .. a �� i �■■■/IIIIiIIt ��,�i�x�ir�[ii�� r�•-,, '��'��� `�� /���',, Ili'"" CreekVia iM 1 FLOWS INDICATED ARE FOR THE t no 25-YEAR DESIGN EVENT ONLY. ME WIN 2 PIPE DIAMETERS SHOWN INDICATED �■ ■��/ �!i �-��I ��I/1� i�I��♦�►j♦ �i �, SIN REQUIRED SIZE U • ...•. 4 PROPOSED PROJECTS 1 Replace Storm Drains with Green Connections 2 The Edmonds Avenue NE and NE 12th Street storm drain systems are undersized for both 3 existing and future redevelopment conditions.The proposed conveyance system 4 improvements are separated to match the segments for Green Connections.It is assumed 5 that these storm drain conveyance improvements needed for the street improvements 6 would occur concurrently with the proposed the Green Connections improvements to 7 decrease costs. 8 Replace Existing Storm Drain without Street Improvement 9 The existing storm drain system of Kirkland Avenue NE is undersized for existing and 10 future development conditions.No Green Connections or street improvements are 11 proposed for Kirkland Avenue NE,and therefore these improvements are assumed to occur 12 independently. 13 New Storm Drain without Street Improvement 14 Glennwood Avenue NE currently has no conveyance system and will require a new storm 15 drain system to serve as a connection for future redeveloped properties.No Green 16 Connections or street improvements are proposed for Glenwood Avenue NE,and therefore 17 these improvements are assumed to occur independently. 18 Replace Existing Storm Drain with Street Improvement 19 Sunset Boulevard is a major east-west arterial connecting the Sunset Terrace neighborhood, 20 the Renton Highland area,and Interstate I-405.As part of redevelopment plan for Sunset 21 Terrace,improvements on Sunset Boulevard are proposed to provide the Complete Street 22 section requirements,including bicycle lanes,planter strips,and sidewalks. 23 The current GIS map shows that a portion of the eastbound Sunset Boulevard storm drain 24 system will leave the street right-of-way and go underneath several private properties near 25 NE 9th Street and Ferndale Circle NE.Then this system will continue west under NE 9th 26 Place down to the valley.With the improvements on Sunset Boulevard,it is preferable to 27 reroute these conveyance system back and remain along the Sunset Boulevard.A field 28 investigation is needed to confirm the location and routing of this storm drain.Further 29 analysis is needed to verify the capacity of the storm drain downstream of the study area. 30 City of Renton staff has indicated that the storm drain system at NE 9th Place may have 31 capacity issues further downstream.Further engineering analysis is needed to determine 32 whether to continue to route the stormwater runoff from Sunset Boulevard to this storm 33 drain system. • 24 SUNSETAREA_SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX 1 5 Project Implementation p 2 Consistent with existing and proposed goals and policies,two priority levels for surface 3 water improvements have been identified in order to prioritize projects presented in this 4 plan. Conceptual project solutions were developed for other problems based on the Sunset 5 Community Investment Strategy (City of Renton 2009) and other information provided by 6 the City.The development of a conceptual project solution began with a review of the study 7 area to determine if property is available for a detention facility and the need to upsize the 8 existing pipe systems or the need to add a new pipe system where there is no existing 9 system. Pipe capacity was analyzed with a schematic hydrological and hydraulic model 10 using Santa Barber Unit Hydrograph method and hydraulic grade line analysis. 11 Project implementation requires future engineering analysis, soil exploration,and 12 engineering design to confirm all assumptions and design information. For the conveyance 13 system, the design will provide protection at the level of a 25-year storm. The flow control 14 facilities will maximize infiltration where feasible and control release rates to match the 2-, 15 10-,and 100-year runoff rates for existing pre-development conditions. 16 Table 2 and Table 3 show the projects that are categorized for priority level 1 and level 2. 17 The implementation of each project depends on the availability of City funding,the possible 18 developer contribution,and the pace and scale of redevelopment happening in this area in 19 the future. TABLE 2 Priority Level 1 Projects and Costs Title Description Opinion of Cost 1 Sunset Terrace Regional Sunset Terrace Regional Facilities including $722,700.00 Facility bioretention swale, infiltration gallery, and detention vault 2aa Harrington Avenue NE Segment 1 froml6th Street to 12th Street. $602,250.00 Green Connection- Construct rain gardens on the sides of the street. Segment 1 2ba Harrington Avenue NE Segment 2 from NE 12th Street to NE 10th $328,500.00 Green Connection- Street. Construct rain gardens on the sides of the Segment 2 street. 2Ca Harrington Avenue NE Segment 3 from Sunset Blvd.to NE 9th Street. $459,900.00 Green Connection- Construct rain garden on the sides of the street. Segment 3 Total $2,113,350.00 Note:The cost represents the construction cost in March 2011 dollars. a Cost only includes the low impact development features;the storm drain conveyance cost is part of the street improvements. • SU NSETAREA-SU RFACEWATER_MASTERPLAN_0421_CO UNCI LREVIEW DRAFT.DOU 25 5 PROJECT IMPLEMENTATION TABLE 3 • Priority Level 2 Projects and Costs Title Description Opinion of Cost 3 Glennwood Avenue Construct new storm drainage pipes. $328,500.00 NE Storm Drainage Conveyance Improvements 4a NE 12th Street Green From Jefferson Avenue NE to Edmunds $646,050.00 Connection Avenue NE.Construct rain garden on the sides of the street. 5aa Edmunds Avenue NE From NE 12th Street to NE 10th Place. $372,300.00 Green Connection Construct rain garden on the sides of the Street. 5ba Edmunds Avenue NE From NE 10th Place to NE 6th Place. Construct $755,550.00 Green Connection rain garden on the sides of the Street. 6 Kirkland Avenue NE Upsize existing storm drainage pipes $602,250.00 Storm Drainage Conveyance Improvements 7 Jefferson Avenue NE From NE 16th Street to NE 12th Street. $328,250.00 Green Connection Construct rain garden on the sides of the Street. $3,032,900.00 Total Note:The cost represents the construction cost in March 2011 dollars. a Cost only include the low impact development features;the storm drain conveyance cost is part of the street improvements. 1 Project Planning Cost Estimate 2 A conceptual estimate of construction cost has been prepared for these new projects.These 3 costs are shown in Table 1 for Priority Level land Table 2 for Priority Level 2.The cost tables 4 in this chapter present the construction cost estimates in March 2011 dollars. The cost for the 5 Green Connection is only included the LID features.The cost for the conveyance system is 6 part of the roadway improvement cost,when one is proposed. However,if street 7 improvements are not proposed, the new or replaced conveyance cost would be included in 8 the estimates.The cost estimates do not include design engineering and construction plans 9 development,the purchase of right-of-way or construction easement,City administration, 10 and construction management.The breakdown of the summary of cost is included in 11 Appendix C. 12 These improvements would be needed within the 2011-2030 time frame.The project costs 13 and funding sources for these projects are identified in the Sunset Area Community Capital 14 Facilities Plan found within the City's Capital Facilities Element.Funding for the surface 15 water master plan improvements will come through a variety of sources and means. Public 16 funding will be sought through grant programs,dedication of funds through City Council 17 or partial funding through available utility fees. Where public funding cannot be secured, 18 the remaining funding will be provided by future development through a combination of • 26 SUNSETAREA_SURFACEWATER_MASTERPLAN_0421_COUNCILREVIEWDRAFT.DOCX 5 PROJECT IMPLEMENTATION i1 frontage improvements and fee assessments under various structures depending on 2 applicable city codes,implementation schedule and rate of redevelopment such as collection 3 of impact fees,fee in lieu of mitigation and special assessment districts. • • SUNSETAREA_SURFACEWATER_MASTERPLAN_6421_COUNCILREVIEWDRAFT.DOCX 27 1 6 References 2 City of Renton.2010a.Amendments to King County Surface Water Design Manual.Available at: 3 http://rentonwa.gov/uploadedFiles/Government/PW/UTILITIES/Surface Water/City% 4 20Amendments%20to%20the%2OKing%2OCounty%2OSurface%2OWater%2ODesign%2OMan 5 ual.pdf. February 2010. 6 City of Renton.2010b. Draft Sunset Area Community Planned Action NEPA/SEPA 7 Environmental Impact Statement.Prepared for City of Renton and Renton Housing Authority. 8 Available at: 9 http://rentonwa.gov/uploadedFiles/Business/CED/planning/2010/Voll SunsetArea- 10 PA_DraftEIS.1df. December 2010. 11 City of Renton.2009. Sunset Community Investment Strategy. Available at: 12 hW2://rentonwa.gov/uploadedFiles/Business/EDNSP/planning/091123-SunsetCIG- 13 FinalRelort-Adopted-lowres.pdf.Adopted November 23,2009. 14 City of Renton and King County.2001.May Creek Basin Action Plan.April 2001. 15 Foster Wheeler Environmental Corporation. 1995.May Creek Current and Future Conditions 16 Report.August. Washington State Department of Ecology. 2009. 17 King County.2009. King County, Washington, Surface Water Design Manual. King County 18 Department of Natural Resources and Parks.Available at: 19 hgp://your.kingcounty. ovg /dnrl2/library/water-and-land/stormwater/surface-water- 20 design-manual/SWDM-2009.12df.January 9,2009. 21 Washington Department of Ecology. 2005. Stormwater Management Manual for Western 22 Washington.Available at: 23 http://www.ecy.wa.gov/programs/wq/stormwater/manual.htrnl.April2005. • SUNSETAREA-SURFACEWATER-MASTERPLAN-0421-COUNCILREVIEWDRAFT.DOCX 29 • Appendix A - Summary of Expected New Effective Impervious Surface Area • • • Table A-1. Existing Land Cover Summary Total Total Impervious Total Total Total Area Area Pervious PGISa Untreated Effective (acres) (acres) Area(acres) (acres) PGISa(acres) Impervious Planned Action Study 255.82 161.17 94.65 92.86 88.10 161.17 Area Potential Sunset 12.64 4.73 7.91 1.83 1.83 4.73 Terrace Redevelopment Subareab Total 268.46 165.90 102.56 94.69 89.93 165.90 aPGIS=pollution-generating impervious area bThe Sunset Terrace Redevelopment Subarea is slightly smaller than the subarea in the DEIS due to the adjusted boundary at Sunset Boulevard and Harrington Ave. Table A-2. Land Cover Summary-Preferred Alternative Total Total Total Impervious Pervious Total Total Effective Area Area Area PGIS Untreated Impervious (acres) (acres) (acres) (acres) PGIS(acres) (acres) Planned Action Study Area 255.82 174.40 81.42 76.44 46.26 165.41 • Potential Sunset Terrace Redevelopment Subareaa 12.64 6.1 6.54 1.7 0 3.66 Total 268.46 180.50 ',87.96 78.14 46.26 169.07 Table,A-3.Change in Land Cover Summary-Preferred Alternative Net Change in Net Change in Net Change in Net Change in Effective Impervious PGIS Area Untreated PGIS Impervious Area Project Area Area(acres) (acres) (acres) (acres)a Planned Action Study 13.23 (8.2%) -16.41 (-17.7%) -41.84(-47.5%) 4.24(2.6%)b Area Potential Sunset Terrace 1.37(29.0%) -0.13(-7.1%) -1.83 (-100%) -1.07(-22.6%)b Redevelopment Subarea Total 14.60 (16..60 -16.54(-18.4%) -43.67(-48.6%) r3. 7 1.9%) Note:All areas are expressed relative to existing conditions. See Section 3.3 of the Dra Environmental Impact Statement(Table 3.3-1)for a summary of existing conditions. a Impervious area not directly connected to a stream or drainage system. b The net change in effective impervious area within the Johns Creek Basin,excluding mitigation through regional detention,is equal to 2.63 acres.Within the May Creek Basin,the net change is equal to 0.54 acre. i � Appendix B - Summary of Peak Flow Rates for the Study Area • • Table B-1.The Existing Conditions Area Breakdown for the Sub-Tributary Area Existing Condition Impervious Pervious Lawn Sub- Roof' Total Basin Road outwash Roof till Impervious Outwash Till Forest Total Area Area (ac) (ac ac ac ac ac ac ac 1 6.4 7.31 16.95 30.66 6.63 6.39 0.80 44.48 2 5.5 2.46 - 7.96 1.96 - - 9.92 3 1.91 0.34 0.65 2.90 6.51 12.31 - 21.72 4 4.92 2.12 4.25 11.29 2.88 4.25 - 18.42 5 0.92 0 1.71 2.63 5.41 1.25 - 9.29 6 3.77 0 11.67 15.44 - 4.46 - 19.90 7 2.47 0 9.22 11.69 - 5.21 - 16.90 9 8.79 0 17.88 26.67 0.02 6.03 - 32.72 10 1.39 14.58 14.04 30.01 19.77 2.91 - 52.69 11 5.58 4.78 0.92 11.28 1.37 0.55 - 13.20 12 2.15 10.83 0.39 13.37 4.66 - - 18.03 13 12.30 -_j 4.3 16.60 16.60 Total 56.10 42.42 81.98 180.50 49.21 43.34 0.80 273.85 a. The roof runoff is modeled as hydrological soil group B grass to estimate potential low range under existing conditions reflecting potential rooftop disconnection. Table B-2.The Proposed Conditions Area Breakdown for the Sub-Tributary Area Preferred Pro osed Condition Im ervious Pervious Lawn Sub- Roof Total Basin Road outwash Roof till Impervious HSGB HSGC Forest Total Area Area (ac) (ac ac ac ac ac ac ac 1 6.40 7.85 17.36 31.61 6.09 5.98 0.80 44.48 2 5.50 2.74 - 8.24 1.67 - - 9.91 3 1.91 0.34 0.65 2.90 6.51 12.305 - 21.72 4 4.92 2.86 5.1 12.88 2.14 3.4 - 18.42 5 0.92 3.55 2.37 6.84 1.86 0.59 - 9.29 6 3.77 0.00 13.9 17.67 - 2.23 - 19.90 7 2.47 0.00 9.45 11.92 - 4.98 - 16.90 9 8.79 0.00 18.24 27.03 0.02 5.67 - 32.72 10.0 1.39 15.4 13.7 30.4 18.99 3.26 - 52.69 11 5.58 5.52 1.31 12.41 0.63 0.16 - 13.20 12 2.14 13.17 0.37 15.68 2.32 0.03 - 18.03 13 12.30 - 4.3 �194 16.60 Total 56.09 51.39 86.74 40.23 38.60 0.80 273.85 ■■■ ■■■ions■■■■■i■■1■� MEN =-:-: : .- • .- :. .- :C �=11111111■ice �i1r�1 �t �r,: s .� �■�■■■ �r_ __wm . s��1 r� 1� i lii■r■l .� ■ ■■ gip ■■. ■� ■ ■ � on ii ■■11� a ■i iCi �i ■� � ' ■� ■■ i �� w1111■ ■■ = C�� . , is IN NO , �inf a� ■si �111111 ■ ■■Ron ■ ■■ ■ Pis no win 1 ■■■■■■■■ �� - ' ■ �■ ,' noon■■/■ ■■■ �� NEE BIN 94 ,-`" � ■■ ■■■■■■■■ noon _ ��•111 *'�• =:~�ir�rr� � , � :� n ���■11i1 �IIi11 1� �i■ �■ �— fir._- ®,■ r ,�,■� U ,■�■ ■� iiliiilii■ ■ili11111 —/1_■■ .!l111111 i■! �� � r� i �� nliiiliii� ■In ■i■ ail: �■•+�tr■■�,,� � :;: : ; ;t'►�'� ■� ■r ,�� �1�■ ■■ ■■■ .I�i ■"�'■�#s i ��: :■ •�s�i i� ` �� �■■■IIIil11ii11iii�l ��♦f ■i������.Ali i■� � it s r� « ■ ■ << .i � 1 �IIIIOR �..:� �. . I . ..■, 1111111 �■■■■ �1" ►i �■ a1��1► ` ■■ 1 111111111\y�r ���� �i-1� � ♦ �''i►+ ♦ �/�,. ,� ,/� ■0 IIIIIIIiII►ij�� 1C►� w ■ �■ f Ijtlsi � � I.. � ■ �1 . . �; ��. a�`jJ►, �111'i f�'t�I ��'� ��� ■'� ���■ �■ 111111i1111► .a't'1.r1�. t '/ _--as►ti..ir._.. �i�'I. .�� i �■ _� r■ �� ■f�■�■rrrrr rrrr■■■■■r■ The stormwater runoff peak flow rate is calculated using Santa Barbara Unit Hydrograph (SBUH) • (TR55) methodology and it was computed by the Stormshed2G program. Table B-3.Existing Conditions Stormwater Runoff Peak Flow Rate Stormwater Runoff Peak Flow Rate Sub- Design Event SBUH Basin Area 2-year 10- ear 25- ear 100- ear 1 8.4 14.7 18.1 21.5 2 2.3 4.0 4.9 5.9 3 2.2 4.9 6.4 7.9 4 3.1 5.5 6.8 8.1 5 1.5 3.1 3.9 4.8 6 4.4 7.1 8.5 9.9 7 4.2 6.9 8.3 9.7 9 9.5 15.2 18.1 21.0 10 14.0 24.2 29.6 35.1 11 2.4 4.3 5.3 6.4 12 1 4.1 1 6.7 8.1 1 9.4 13 1 6.0 1 9.3 10.9 1 12.5 Table B-4.Proposed Conditions Stormwater Runoff Peak Flow Rate • Stormwater Runoff Peak Flow Rate Sub- Design Event(SBUH Basin Area 2-year 10- ear 25- ear 100- ear 1 10.4 17.2 20.7 24.2 2 3.2 5.1 6.0 7.0 3 2.3 5.0 6.5 8.0 4 3.8 6.4 7.7 9.0 5 2.8 4.6 5.6 6.5 6 4.8 7.5 8.9 10.3 7 4.2 6.9 8.3 9.7 9 9.6 15.3 18.2 21.1 10 14.2 24.4 29.9 35.4 11 3.9 6.1 7.2 8.3 12 4.7 7.4 8.8 10.2 13 6.0 1 9.3 10.9 12.5 � Appendix C - Opinion of Cost • • RENTON SUNSET PLAN ACTION EIS PROJECT DATE: 3/9/2011 REGIONAL FACILITIES PROJECT NO.:408314 ORDER OF MAGNITUDE ESTIMATE TOTAL UNIT TOTAL DESCRIPTION OTY UNIT COST COST Bioretention Swale(vegetated) Excavation&Waste 1,421 CY $20.00 $28,420 Compost 350 CY $30.00 $10,500 Seeding 654 SY $3.76 $2,458 Misc.Detail Allowance 1 LS $4,137.80 $4,138 Bioretention Swale Subtotal $45,516 Infiltration Gallery Excavation 3,100 CY $10.00 $31,000 Waste 694 CY $10.00 $6,940 Native Backfill 2,406 CY $15.00 $36,090 Drain Rock 694 CY $30.00 $20,820 Seeding 1,390 SY $3.76 $5,221 Geotextile(wrap around drain rock x2) 2,780 SY $2.00 $5,560 6"Perforated Pipe,4'O.C.(32 ea at 100') 3,200 LF $3.00 $9,600 Cleanout(32 ea,per 6"pipe) 32 EA $200.00 $6,400 Birdcage Overflow Structure(CB Type 2) 1 EA $1,000.00 $1,000 Misc.Detail Allowance 1 LS $12,263.07 $12,263 Infiltration Vault Subtotal $134,894 Detention Vault Detention Vault(135'x20'x7.5') 1 EA $180,000.00 $180,000 Excavation 1,775 CY $10.00 $17,750 Waste(Vault Size,135'x20'x7.5') 750 CY $10.00 $7,500 Native Backfill 1,025 CY $15.00 $15,375 Seeding 690 CY $3.76 $2,592 CSBC(6"layer) 74 CY $35.00 $2,590 Detention Vault ManHole Access 3 EA $1,000.00 $3,000 Flow Control Structure,at south end of Det.Vault 1 EA $3,000.00 $3,000 12"CPEP Storm Drain 420 LF $49.69 $20,868 Manhole 1 EA $2,000.00 $2,000 Manhole(Tie into Existing SD) 1 EA $2,500.00 $2,500 Misc.Detail Allowance 1 LS $25,717.45 $25,717 Detention Vault Subtotal $282,892 SUBTOTAL $463,302 MOBILIZATION,BONDS,INSURANCE,TEMP.FACILITIES,DEMOB,ETC 10.0% $46,330 SUBTOTAL $509,632 CONTINGENCY 30.0% $152,890 CONSTRUCTION TOTAL(ROUNDED) $660,000 SALES TAX 9.5% $62,700 CONSTRUCTION TOTAL(ROUNDED) $722,700 Low range -30.0% $510,000 High Range 50.0% $1,080,000 NOTE: The above cost opinion is in March 2011 dollars and does not include future escalation, financial or O&M costs. The cost opinion shown has been prepared for guidance in project evaluation from the information available at the time of preparation. The final costs of the project will depend on actual labor and material costs,actual site conditions,productivity,competitive market conditions,final project scope,final schedule and other variable factors. As a result,the final project costs will vary from those presented above. Because of these factors,funding needs must be carefully reviewed prior to making specific financial decisions or establishing final budgets. project scope,final schedule and other variable factors. As a result,the final project costs will vary from those presented above. Because of these factors,funding needs must be carefully reviewed prior to making specific financial decisions or establishing final budgets. RENTON SUNSET PLAN ACTION EIS PROJECT DATE: 3/9/2011 HARRINGTON AVE GREEN CONNECTION PROJECT NO.:408314 ORDER OF MAGNITUDE ESTIMATE . TOTAL UNIT TOTAL F-- DESCRIPTION OTY UNIT COST COST HARRINGTON GREEN CONNECTION TOTAL LENGTH 1,791 LF From 16th Street to 12th Street Section 1:Rain Garden on West Side of Harrington 1,279 LF 12-ft Rain Garden Strip 15,348 SF $18.86 $289,446 Section 1 Subtotal $289,446 Section 2:Rain Garden Both Sides 205 LF 12-ft Rain Garden Strip(x2) 4,920 SF $18.86 $92,786 Section 2 Subtotal $92,786 SUBTOTAL $382,231 MOBILIZATION,BONDS,INSURANCE,TEMP.FACILITIES,DEMOB,ETC 10.0% $38,223 SUBTOTAL $420,454 CONTINGENCY 30.0% $126,136 CONSTRUCTION TOTAL(ROUNDED) $550,000 SALES TAX 9.5% $52,250 CONSTRUCTION TOTAL(ROUNDED) $602,250 Low range -30.0% $420,000 High Range 50.0% $900,000 NOTE: The above cost opinion is in March 2011 dollars and does not include future escalation, financial or O&M costs. The cost opinion shown has been prepared for guidance in project evaluation from the information available at the time of preparation. The final costs of the project will depend on actual • labor and material costs,actual site conditions,productivity,competitive market conditions,final project scope,final schedule and other variable factors. As a result,the final project costs will vary from those presented above. Because of these factors,funding needs must be carefully reviewed prior to making specific financial decisions or establishing final budgets. • RENTON SUNSET PLAN ACTION EIS PROJECT DATE: 3/9/2011 • HARRINGTON AVE GREEN CONNECTION PROJECT NO.:408314 ORDER OF MAGNITUDE ESTIMATE TOTAL UNIT TOTAL DESCRIPTION CITY UNIT COST COST HARRINGTON GREEN CONNECTION TOTAL LENGTH 980 LF From 12th Streettol0th Street Section 1:Rain Garden on West Side of Harrington 700 LF 12-ft Rain Garden Strip 8A00 SF $18.86 $158,414 Section 1 Subtotal $158,414 Section 2:Rain Garden Both Sides 112 LF 12-ft Rain Garden Strip(x2) 2,688 SF $18.86 $50,696 Section 2 Subtotal $50,696 Section 3 Subtotal $0 SUBTOTAL $209,110 MOBILIZATION,BONDS,INSURANCE,TEMP.FACILITIES,DEMOB,ETC 10.0% $20,911 SUBTOTAL $230,021 CONTINGENCY 30.0% $69,006 CONSTRUCTION TOTAL(ROUNDED) $300,000 SALES TAX 9.5% $28,500 CONSTRUCTION TOTAL(ROUNDED) $328,500 Low range -30.0% $230,000 High Range 50.0% $490,000 NOTE: The above cost opinion is in March 2011 dollars and does not include future escalation, financial or O&M costs. The cost opinion shown has been prepared for guidance in project evaluation from the information available at the time of preparation. The final costs of the project will depend on actual labor and material costs,actual site conditions,productivity,competitive market conditions,final project scope,final schedule and other variable factors. As a result,the final project costs will vary from those presented above. Because of these factors,funding needs must be carefully reviewed prior to making specific financial decisions or establishing final budgets. • RENTON SUNSET PLAN ACTION EIS PROJECT DATE: 3/9/2011 HARRINGTON AVE GREEN CONNECTION PROJECT NO.:408314 • ORDER OF MAGNITUDE ESTIMATE TOTAL UNIT TOTAL DESCRIPTION CITY UNIT COST COST HARRINGTON GREEN CONNECTION TOTAL LENGTH 1,371 LF From Sunset Blvd to 9th Street Section 1:Rain Garden on West Side of Harrington 979 LF 12-ft Rain Garden Strip 11,748 SF $18.86 $221,554 Section 1 Subtotal $221,554 Section 2:Rain Garden Both Sides 157 LF 12-ft Rain Garden Strip(x2) 3,768 SF $18.86 $71,060 Section 2 Subtotal $71,060 $292,614 SUBTOTAL MOBILIZATION,BONDS,INSURANCE,TEMP.FACILITIES,DEMOB,ETC 10.0% $29,261 $321,875 SUBTOTAL , CONTINGENCY 30.0% CONSTRUCTION TOTAL(ROUNDED) $42020,000 00 SALES TAX 9.5% $39,900 CONSTRUCTION TOTAL(ROUNDED) $459,900 Low range -30.0% $320,000 High Range 50.0% $690,000 NOTE: The above cost opinion is in March 2011 dollars and does not include future escalation, financial or O&M costs. The cost opinion shown has been prepared for guidance in project evaluation from the information available at the time of preparation. The final costs of the project will depend on actual labor and material costs,actual site conditions,productivity,competitive market conditions,final project scope,final schedule and other variable factors. As a result,the final project costs will vary from those presented above. Because of these factors,funding needs must be carefully reviewed prior to making specific financial decisions or establishing final budgets. • RENTON SUNSET PLAN ACTION EIS PROJECT DATE: 3/9/2011 • GLENNWOOD AVE STORM DRAIN PROJECT NO.:408314 ORDER OF MAGNITUDE ESTIMATE ESTIMATE BY: D Hedglin REVIEW BY: TOTAL UNIT TOTAL DESCRIPTION QTY UNIT COST COST GLENNWOOD AVENUE 16TH ST TO 12TH ST 1,000 LF Remove Curb,Gutter&Sidewalk 1,000 LF $15.00 $15,000 Replace Curb,Gutter&Sidewalk 1,000 LF $40.00 $40,000 2-in ACP Overlay 3,333 SY $9.95 $33,167 12-in CPEP Storm Drain(1 total) 1,000 LF $81.07 $81,074 12-in CPEP Storm Drain Lateral 150 LF $81.07 $12,161 Catch Basins(at 200-ft intervals both sides) 10 EA $800.00 $8,000 Misc.Detail Allowance 1 LS $18,940.23 $18,940 Subtotal 1 $208,343 SUBTOTAL $208,343 MOBILIZATION,BONDS,INSURANCE,TEMP.FACILITIES,DEMOB,ETC 10.0% $20,834 SUBTOTAL $229,177 CONTINGENCY 30.0% $68,753 CONSTRUCTION TOTAL(ROUNDED) $300,000 SALES TAX 9.5% $28,500 CONSTRUCTION TOTAL(ROUNDED) $328,500 Low range -30.0% $230,000 High Range 50.0% $490,000 NOTE: The above cost opinion is in March 2011 dollars and does not include future escalation, financial or O&M costs. • The cost opinion shown has been prepared for guidance in project evaluation from the information available at the time of preparation. The final costs of the project will depend on actual labor and material costs,actual site conditions,productivity,competitive market conditions,final project scope,final schedule and other variable factors. As a result,the final project costs will vary from those presented above. Because of these factors,funding needs must be carefully reviewed prior to making specific financial decisions or establishing final budgets. RENTON SUNSET PLAN ACTION EIS PROJECT DATE: 3/9/2011 12TH STREET GREEN CONNECTION PROJECT NO.: 408314 ORDER OF MAGNITUDE ESTIMATE • TOTAL a UNIT TOTAL DESCRIPTION OTY I UNIT COST COST 12TH STREET SEG.2 TOTAL LENGTH 1,370 LF 2 Lanes Section, Jefferson-Harrington 620 LF 16-ft Rain Garden Strip 9,920 SF $18.86 $187,080 Subtotal 1 $187,080 2 Lanes Section, Harrington-Edmonds 750 LF 16-ft Rain Garden Strip 12,000 SF $18.86 $226,306 Subtotal 2 $226,306 SUBTOTAL $413,386 MOBILIZATION,BONDS,INSURANCE,TEMP.FACILITIES,DEMOB,ETC 10.0% $41,339 SUBTOTAL $454,725 136417 CONTINGENCY 30.0% $ , CONSTRUCTION TOTAL(ROUNDED) $59090,000 00 SALES TAX 9.5% $56,050 CONSTRUCTION TOTAL(ROUNDED) $646,050 Low range -30.0% $450,000 High Range 50.0% $970,000 NOTE: The above cost opinion is in March 2011 dollars and does not include future escalation, financial or O&M costs. The cost opinion shown has been prepared for guidance in project evaluation from the • information available at the time of preparation. The final costs of the project will depend on actual labor and material costs,actual site conditions,productivity,competitive market conditions,final project scope,final schedule and other variable factors. As a result,the final project costs will vary from those presented above. Because of these factors,funding needs must be carefully reviewed prior to making specific financial decisions or establishing final budgets. RENTON SUNSET PLAN ACTION EIS PROJECT DATE: 3/9/2011 • EDMONDS AVE GREEN CONNECTION PROJECT NO.:408314 ORDER OF MAGNITUDE ESTIMATE TOTAL UNIT TOTAL DESCRIPTION QTY UNIT COST COST EDMONDS SEG.3 TOTAL LENGTH 1,400 LF 3 Lanes Section, 12th-Sunset Blvd 850 LF 9-ft Rain Garden Strip 7,650 SF $18.86 $144,270 Subtotal 1 $144,270 3 Lanes Section,Sunset Blvd-10th pl 550 LF 9-ft Rain Garden Strip 4,950 SF $18.86 $93,351 Subtotal 2 $93,351 SUBTOTAL $237,622 MOBILIZATION,BONDS,INSURANCE,TEMP.FACILITIES,DEMOB,ETC 10.0% $23,762 SUBTOTAL $261,384 CONTINGENCY 30.0% $78,415 CONSTRUCTION TOTAL(ROUNDED) $340,000 SALES TAX 9.5% $32,300 CONSTRUCTION TOTAL(ROUNDED) $372,300 Low range -30.0% $260,000 High Range 50.0% $560,000 NOTE: The above cost opinion is in March 2011 dollars and does not include future escalation, financial or O&M costs. • The cost opinion shown has been prepared for guidance in project evaluation from the information available at the time of preparation. The final costs of the project will depend on actual labor and material costs,actual site conditions,productivity,competitive market conditions,final project scope,final schedule and other variable factors. As a result,the final project costs will vary from those presented above. Because of these factors,funding needs must be carefully reviewed prior to making specific financial decisions or establishing final budgets. RENTON SUNSET PLAN ACTION EIS PROJECT DATE: 3/9/2011 EDMONDS AVE GREEN CONNECTION PROJECT NO.:408314 ORDER OF MAGNITUDE ESTIMATE • TOTAL UNIT TOTAL DESCRIPTION OTY UNIT COST COST EDMONDS SEG.4 TOTAL LENGTH 1,600 LF 2 Lanes Section, 101h pi-6th Street 1,600 LF Subtotal 1 $482,787 SUBTOTAL $482,787 MOBILIZATION,BONDS,INSURANCE,TEMP.FACILITIES,DEMOB,ETC 10.0% $48,279 SUBTOTAL $531,065 CONTINGENCY 30.0% $ , 0 CONSTRUCTION TOTAL(ROUNDED) $69090,000 SALES TAX 9.5% $65,550 CONSTRUCTION TOTAL(ROUNDED) $755,550 Low range -30.0% $530,000 High Range 50.0% $1,130,000 NOTE: The above cost opinion is in March 2011 dollars and does not include future escalation, financial or O&M costs. The cost opinion shown has been prepared for guidance in project evaluation from the information available at the time of preparation. The final costs of the project will depend on actual labor and material costs,actual site conditions,productivity,competitive market conditions,final project scope,final schedule and other variable factors. As a result,the final project costs will vary from those presented above. Because of these factors,funding needs must be carefully reviewed prior to making specific financial decisions or establishing final budgets. • • RENTON SUNSET PLAN ACTION EIS PROJECT DATE: 3/9/2011 KIRKLAND AVE STORM DRAIN PROJECT NO.: 408314 ORDER OF MAGNITUDE ESTIMATE ESTIMATE BY: D Hedglin REVIEW BY: TOTAL UNIT TOTAL DESCRIPTION CITY UNIT COST COST KIRKLAND AVENUE 16TH ST TO 12TH ST 1,450 LF Remove Curb,Gutter&Sidewalk 1,450 LF $15.00 $21,750 Replace Curb,Gutter&Sidewalk 1,450 LF $40.00 $58,000 2-in ACP Overlay 4,833 SY $9.95 $48,092 24-in CPEP Storm Drain(1 total) 1,450 LF $133.04 $192,906 12-in CPEP Storm Drain Lateral 218 LF $81.07 $17,634 Catch Basins(at 200-ft intervals both sides) 15 EA $800.00 $11,680 Misc.Detail Allowance 1 LS $35,006.14 $35,006 Subtotal 1 $385,068 SUBTOTAL $385,068 MOBILIZATION,BONDS,INSURANCE,TEMP.FACILITIES,DEMOB,ETC 10.0% $38,507 SUBTOTAL $423,574 CONTINGENCY 30.0% $127,072 CONSTRUCTION TOTAL(ROUNDED) $550,000 SALES TAX 9.5% $52,250 CONSTRUCTION TOTAL(ROUNDED) $602,250 Low range -30.0% $420,000 High Range 50.0% $900,000 NOTE: The above cost opinion is in March 2011 dollars and does not include future escalation, financial or O&M costs. The cost opinion shown has been prepared for guidance in project evaluation from the information available at the time of preparation. The final costs of the project will depend on actual labor and material costs,actual site conditions,productivity,competitive market conditions,final project scope,final schedule and other variable factors. As a result,the final project costs will vary from those presented above. Because of these factors,funding needs must be carefully reviewed prior to making specific financial decisions or establishing final budgets. RENTON SUNSET PLAN ACTION EIS PROJECT DATE: 3/9/2011 JEFFERSON GREEN CONNECTION PROJECT NO.:408314 • ORDER OF MAGNITUDE ESTIMATE TOTAL UNIT TOTAL DESCRIPTION CITY UNIT COST COST JEFFERSON GREEN CONNECTION TOTAL LENGTH 1,300 LF Section 1:Rain Garden on one side of Steet 850 LF 12-ft Rain Garden Strip 10,200 SF $18.86 $192,360 Section 1 Subtotal $192,360 Section 2:Rain Garden both Sides of Street 150 LF 12-ft Rain Garden Strip(x2) 3,600 SF $14.26 $51,336 Section 2 Subtotal $51,336 SUBTOTAL $243,696 MOBILIZATION,BONDS,INSURANCE,TEMP.FACILITIES,DEMOB,ETC 10.0% $24,370 SUBTOTAL $268,066 CONTINGENCY 30.0% $80,420 CONSTRUCTION TOTAL(ROUNDED) $350,000 SALES TAX 9.5% $33,250 CONSTRUCTION TOTAL(ROUNDED) $383,250 Low range -30.0% $270,000 High Range 50.0% $570,000 NOTE: The above cost opinion is in March 2011 dollars and does not include future escalation, financial or O&M costs. The cost opinion shown has been prepared for guidance in project evaluation from the information available at the time of preparation. The final costs of the project will depend on actual labor and material costs,actual site conditions,productivity,competitive market conditions,final project scope,final schedule and other variable factors. As a result,the final project costs will vary from those presented above. Because of these factors,funding needs must be carefully reviewed prior to making specific financial decisions or establishing final budgets. � Appendix D Hydrologic and Hydraulic Model Output • s Appendix D1 - Sub-Regional Flow Control Facility • MODELING LOG CH2MHILL Run Description Sheet MODELER: Raymond Chung/SEA REVIEWER: Dustin Atchison/SEA PROJECT: Renton Sunset Terrace CLIENT: City of Renton PROJECT NUBER: 408314 DATE: April 14 2011. RUN NO: RF_1 MODEL USED: WWHM (ver3) DRIVE AND \\simba\proj\RentonWACityOf\408314\9_Stormwater\Analysis\RegionalDet PATH: ention PURPOSE OF Preliminary determine the size of a regional detention size needed to RUN: control the peak flow rate for the additional)2.6 fs* Preferred Alternative.JWQ design flow go to Infiltration to native soil • (0.2 ' �igh flow go to a detention vault. Input Description FILE NAMES: RF 1 COMMENTS: Scale Factor= 1.0 using SeaTac gage. The new impervious area estimated to be detained is 2.6 ac. Adding 10% safety factor,the detention facility to be sized fro 2.9 ac. The water will flow thru rain garden for treatment with 1.5"/hr of infiltration rate. Rain garden 6"was ponding, and 18" of compost soil with 30% void. A total of 0.95 feet of storage and 1.45 feet deep with freeboard. Infiltration gallery assumes 18" of gravel with 30% void and underdrain pipe. Output Description FILE NAMES: RF Sunset.doc SEA/MODELLOG_REG10NALFACIUTY.DOC 1 1 RUN DESCRIPTION SHEET COMMENTS: See output summary.The release rate from the detention vault meets the Peak flow rate matching standard. All the water quality flow is infiltrated into native ground. Rain Vault Infiltration Garden Gallery Pond Dimensions Bottom Length x Width (feet) 155 x 20 135x20 125x100 Depth (feet) 1.45 6.5 3 Side slopes(H:V) 4 Vert Vert Discharge Structure Riser Height(feet) 0.95 6 2.9 Riser Diameter(in) 18 18 Orifice 1 Diameter(in) 0 1.75 Orifice 1 Height(feet) 0 0 Orifice 2 Diameter(in) 0 2.2 • Orifice 2 Height(feet) 0 3.5 Orifice 3 Diameter(in) 0 1.5 Orifice 3 Height(feet) 0 5 Modeled Infiltration Rate 1.5 0 0.25 (inches/hour) Side infiltration Off Off Off Evaporation On Off Off Precipitation on Facility On Off Off SEA/MODELLOG_REG10NALFACILITY.DOC 2 2 �----- __.1 - _ � ;• LEGEND y i _ Pedestrian Paths Commun' en Plaza Area/Hardscape Seatwalls ' A a r . Shaded Tables 4 z , • ;_� ., fi �, Outdoor g Room o �--� Fountain Community Garden Planting Beds -Seatw S�tage/Shaded �,. �` '• Play Area -t t Pergolas Net Climbing Structure/Multi-Age room !Open Lawn Performance Stage I Concert � - ,•� Seating " f Faingarden �� "�` -''-: 4 �f. J X y t ,. � 71- Library {!{J 4 r g ry ~' U n S e t-B ^r'���� / 1 inch = 100 feet =1 ud-- �,!- � Feet 0 50 100 200 Data Sources:Sunset Area Planned Action HIS FEIS:Sunset Terrace Redevelopment Area MITCHUN (i,r,I 3 : Sunset Planned Actl irk *oncept Plan _ _...-r''"'I I , © 0 _ _ .L1 June 2011 1 1 •1 1 �� S. • �'VF i �� �rarir��tt4Mak��!M�1 '�'*'+���'•Q�a�'�*� VA l Mn, ilrsd Sub-Regional WateQuality Control City of Renton Western Washington Hydrology Model PROJECT REPORT Project Name: RF_1 Site Address: City Renton Report Date 4/15/2011 Gage Seatac Data Start 1948/10/01 Data End 1998/09/30 Precip Scale: 1.00 WWHM3 Version: PREDEVELOPED LAND USE Name Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres C, Lawn, Flat 2.9 Impervious Land Use Acres Element Flows To: Surface Interflow Groundwater Name 10000SF Bypass: No GroundWater: No Pervious Land Use Acres Impervious Land Use Acres ROADS FLAT 2.9 Element Flows To: Surface Interflow Groundwater etention Rain Garden, etention Rain Garden, Name etention Rain Garden . Bottom Length: 155ft, Bottom Width: 20ft. 3 Depth : 1.45ft. Volume at riser head 0.0826ft. Infiltration On Infiltration rate 1.5 Infiltration saftey factor 1 Side slope 1: 4 To 1 Side slope 2: 4 To 1 Side slope 3: 4 To 1 Side slope 4: 4 To 1 Discharge Structure Riser Height: 0.95 ft. Riser Diameter: 18 in. Element Flows To: Outlet 1 Outlet 2 Detention Vault 1, Infiltration Bed, Pond Hydraulic Table Sta e(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.071 0.000 0.000 0.000 0.016 0.072 0.001 0.000 0.108 0.032 0.072 0.002 0.000 0.108 0.048 0.073 0.003 0.000 0.108 0.064 0.073 0.005 0.000 0.108 0.081 0.074 0.006 0.000 0.108 0.097 0.074 0.007 0.000 0.108 0.113 0.075 0.008 0.000 0.108 0.129 0.075 0.009 0.000 0.108 0.145 0.076 0.011 0.000 0.108 0.161 0.076 0.012 0.000 0.108 0.177 0.077 0.013 0.000 0.108 0.193 0.077 0.014 0.000 0.108 0.209 0.078 0.016 0.000 0.108 0.226 0.078 0.017 0.000 0.108 0.242 0.079 0.018 0.000 0.108 0.258 0.080 0.019 0.000 0.108 0.274 0.080 0.021 0.000 0.108 0.290 0.081 0.022 0.000 0.108 0.306 0.081 0.023 0.000 0.108 0.322 0.082 0.025 0.000 0.108 0.338 0.082 0.026 0.000 0.108 0.354 0.083 0.027 0.000 0.108 0.371 0.083 0.029 0.000 0.108 0.387 0.084 0.030 0.000 0.108 0.403 0.084 0.031 0.000 0.108 0.419 0.085 0.033 0.000 0.108 0.435 0.085 0.034 0.000 0.108 0.451 0.086 0.035 0.000 0.108 0.467 0.087 0.037 0.000 0.108 0.483 0.087 0.038 0.000 0.108 0.499 0.088 0.040 0.000 0.108 0.516 0.088 0.041 0.000 0.108 0.532 0.089 0.042 0.000 0.108 0.548 0.089 0.044 0.000 0.108 4 0.564 0.090 0.045 0.000 0.108 0.580 0.090 0.047 0.000 0.108 0.596 0.091 0.048 0.000 0.108 0.612 0.091 0.050 0.000 0.108 0.628 0.092 0.051 0.000 0.108 0.644 0.092 0.053 0.000 0.108 0.661 0.093 0.054 0.000 0.108 0.677 0.094 0.056 0.000 0.108 0.693 0.094 0.057 0.000 0.108 0.709 0.095 0.059 0.000 0.108 0.725 0.095 0.060 0.000 0.108 0.741 0.096 0.062 0.000 0.108 0.757 0.096 0.063 0.000 0.108 0.773 0.097 0.065 0.000 0.108 0.789 0.097 0.066 0.000 0.108 0.806 0.098 0.068 0.000 0.108 0.822 0.099 0.070 0.000 0.108 0.838 0.099 0.071 0.000 0.108 0.854 0.100 0.073 0.000 0.108 0.870 0.100 0.074 0.000 0.108 0.886 0.101 0.076 0.000 0.108 0.902 0.101 0.078 0.000 0.108 0.918 0.102 0.079 0.000 0.108 0.934 0.102 0.081 0.000 0.108 0.951 0.103 0.083 0.000 0.108 0.967 0.104 0.084 0.031 0.108 0.983 0.104 0.086 0.087 0.108 0.999 0.105 0.088 0.158 0.108 1.015 0.105 0.089 0.242 0.108 1.031 0.106 0.091 0.337 0.108 1.047 0.106 0.093 0.443 0.108 1.063 0.107 0.094 0.557 0.108 1.079 0.108 0.096 0.680 0.108 1.096 0.108 0.098 0.811 0.108 1.112 0.109 0.100 0.950 0.108 1.128 0.109 0.101 1.095 0.108 1.144 0.110 0.103 1.247 0.108 1.160 0.110 0.105 1.406 0.108 1.176 0.111 0.107 1.571 0.108 1.192 0.112 0.109 1.742 0.108 1.208 0.112 0.110 1.918 0.108 1.224 0.113 0.112 2.100 0.108 1.241 0.113 0.114 2.288 0.108 1.257 0.114 0.116 2.481 0.108 1.273 0.114 0.118 2.679 0.108 1.289 0.115 0.119 2.882 0.108 1.305 0.116 0.121 3.090 0.108 1.321 0.116 0.123 3.303 0.108 1.337 0.117 0.125 3.520 0.108 1.353 0.117 0.127 3.742 0.108 1.369 0.118 0.129 3.968 0.108 1.386 0.119 0.131 4.199 0.108 1.402 0.119 0.133 4.434 0.108 1.418 0.120 0.135 4.674 0.108 1.434 0.120 0.137 4.917 0.108 1.450 0.121 0.138 5.165 0.108 • 5 Name Infiltration Bed Bottom Length: 125ft. Bottom Width : 100ft. Trench bottom slope 1: 0.005 To 1 Trench Left side slope 0: 0.1 To 1 Trench right side slope 2: 0.1 To 1 Material thickness of first layer : 3 Pour Space of material for first layer 0.33 Material thickness of second layer : 0 Pour Space of material for second layer 0 Material thickness of third layer : 0 Pour Space of material for third layer 0 Infiltration On Infiltration rate : 0.25 Infiltration saftey factor 1 Discharge Structure Riser Height: 2.9 ft. Riser Diameter: 18 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrq(cfs) Infilt(cfs) 0.000 0.287 0.000 0.000 0.000 0.033 0.287 0.003 0.000 0.072 0.067 0.287 0.006 0.000 0.072 0.100 0.287 0.009 0.000 0.072 0.133 0.287 0.013 0.000 0.072 0.167 0.287 0.016 0.000 0.072 0.200 0.287 0.019 0.000 0.072 0.233 0.287 0.022 0.000 0.072 0.267 0.287 0.025 0.000 0.072 0.300 0.287 0.028 0.000 0.072 0.333 0.287 0.032 0.000 0.072 0.367 0.287 0.035 0.000 0.072 0.400 0.287 0.038 0.000 0.072 0.433 0.287 0.041 0.000 0.072 0.467 0.287 0.044 0.000 0.072 0.500 0.287 0.047 0.000 0.072 0.533 0.287 0.051 0.000 0.072 0.567 0.287 0.054 0.000 0.072 0.600 0.287 0.057 0.000 0.072 0.633 0.287 0.060 0.000 0.072 0.667 0.287 0.063 0.000 0.072 0.700 0.287 0.066 0.000 0.072 0.733 0.287 0.069 0.000 0.072 0.767 0.287 0.073 0.000 0.072 0.800 0.287 0.076 0.000 0.072 0.833 0.287 0.079 0.000 0.072 0.867 0.287 0.082 0.000 0.072 0.900 0.287 0.085 0.000 0.072 0.933 0.288 0.088 0.000 0.072 . 6 0.967 0.288 0.092 0.000 0.072 1.000 0.288 0.095 0.000 0.072 1.033 0.288 0.098 0.000 0.072 1.067 0.288 0.101 0.000 0.072 1.100 0.288 0.104 0.000 0.072 1.133 0.288 0.107 0.000 0.072 1.167 0.288 0.111 0.000 0.072 1.200 0.288 0.114 0.000 0.072 1.233 0.288 0.117 0.000 0.072 1.267 0.288 0.120 0.000 0.072 1.300 0.288 0.123 0.000 0.072 1.333 0.288 0.126 0.000 0.072 1.367 0.288 0.130 0.000 0.072 1.400 0.288 0.133 0.000 0.072 1.433 0.288 0.136 0.000 0.072 1.467 0.288 0.139 0.000 0.072 1.500 0.288 0.142 0.000 0.072 1.533 0.288 0.145 0.000 0.072 1.567 0.288 0.149 0.000 0.072 1.600 0.288 0.152 0.000 0.072 1.633 0.288 0.155 0.000 0.072 1.667 0.288 0.158 0.000 0.072 1.700 0.288 0.161 0.000 0.072 1.733 0.288 0.164 0.000 0.072 1.767 0.288 0.168 0.000 0.072 1.800 0.288 0.171 0.000 0.072 1.833 0.288 0.174 0.000 0.072 1.867 0.288 0.177 0.000 0.072 1.900 0.288 0.180 0.000 0.072 1.933 0.288 0.183 0.000 0.072 1.967 0.288 0.187 0.000 0.072 2.000 0.288 0.190 0.000 0.072 2.033 0.288 0.193 0.000 0.072 2.067 0.288 0.196 0.000 0.072 2.100 0.288 0.199 0.000 0.072 2.133 0.288 0.202 0.000 0.072 2.167 0.288 0.206 0.000 0.072 2.200 0.288 0.209 0.000 0.072 2.233 0.288 0.212 0.000 0.072 2.267 0.288 0.215 0.000 0.072 ' 2.300 0.288 0.218 0.000 0.072 2.333 0.288 0.221 0.000 0.072 2.367 0.288 0.225 0.000 0.072 2.400 0.288 0.228 0.000 0.072 2.433 0.288 0.231 0.000 0.072 2.467 0.288 0.234 0.000 0.072 2.500 0.288 0.237 0.000 0.072 2.533 0.288 0.241 0.000 0.072 2.567 0.288 0.244 0.000 0.072 2.600 0.289 0.247 0.000 0.072 2.633 0.289 0.250 0.000 0.072 2.667 0.289 0.253 0.000 0.072 2.700 0.289 0.256 0.000 0.072 2.733 0.289 0.260 0.000 0.072 2.767 0.289 0.263 0.000 0.072 2.800 0.289 0.266 0.000 0.072 2.833 0.289 0.269 0.000 0.072 7 2.867 0.289 0.272 0.000 0.072 2.900 0.289 0.275 0.000 0.072 2.933 0.289 0.279 0.089 0.072 2.967 0.289 0.282 0.251 0.072 3.000 0.289 0.285 0.462 0.072 Name Detention Vault 1 Width 20 ft. Length 135 ft. Depth: 6.5ft. Discharge Structure Riser Height: 6 ft. Riser Diameter: 18 in. Orifice 1 Diameter: 1.75 in. Elevation: 0 ft. Orifice 1 Diameter: 2.2 in. Elevation: 3.5 ft. Orifice 1 Diameter: 1.5 in. Elevation: 5 ft. Element Flows To: Outlet 1 Outlet 2 Vault Hydraulic Table stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.062 0.000 0.000 0.000 0.072 0.062 0.004 0.022 0.000 0.144 0.062 0.009 0.031 0.000 0.217 0.062 0.013 0.037 0.000 0.289 0.062 0.018 0.043 0.000 0.361 0.062 0.022 0.048 0.000 0.433 0.062 0.027 0.053 0.000 0.506 0.062 0.031 0.057 0.000 0.578 0.062 0.036 0.061 0.000 0.650 0.062 0.040 0.065 0.000 0.722 0.062 0.045 0.068 0.000 0.794 0.062 0.049 0.072 0.000 0.867 0.062 0.054 0.075 0.000 0.939 0.062 0.058 0.078 0.000 1.011 0.062 0.063 0.081 0.000 1.083 0.062 0.067 0.084 0.000 1.156 0.062 0.072 0.086 0.000 1.228 0.062 0.076 0.089 0.000 1.300 0.062 0.081 0.092 0.000 1.372 0.062 0.085 0.094 0.000 1.444 0.062 0.090 0.097 0.000 1.517 0.062 0.094 0.099 0.000 1.589 0.062 0.098 0.101 0.000 1.661 0.062 0.103 0.104 0.000 1.733 0.062 0.107 0.106 0.000 1.806 0.062 0.112 0.108 0.000 1.878 0.062 0.116 0.110 0.000 1.950 0.062 0.121 0.112 0.000 2.022 0.062 0.125 0.114 0.000 2.094 0.062 0.130 0.116 0.000 2.167 0.062 0.134 0.118 0.000 8 2.239 0.062 0.139 0.120 0.000 2.311 0.062 0.143 0.122 0.000 2.383 0.062 0.148 0.124 0.000 2.456 0.062 0.152 0.126 0.000 2.528 0.062 0.157 0.128 0.000 2.600 0.062 0.161 0.130 0.000 2.672 0.062 0.166 0.131 0.000 2.744 0.062 0.170 0.133 0.000 2.817 0.062 0.175 0.135 0.000 2.889 0.062 0.179 0.137 0.000 2.961 0.062 0.184 0.138 0.000 3.033 0.062 0.188 0.140 0.000 3.106 0.062 0.192 0.142 0.000 3.178 0.062 0.197 0.143 0.000 3.250 0.062 0.201 0.145 0.000 3.322 0.062 0.206 0.147 0.000 3.394 0.062 0.210 0.148 0.000 3.467 0.062 0.215 0.150 0.000 3.539 0.062 0.219 0.176 0.000 3.611 0.062 0.224 0.195 0.000 3.683 0.062 0.228 0.209 0.000 3.756 0.062 0.233 0.220 0.000 3.828 0.062 0.237 0.230 0.000 3.900 0.062 0.242 0.239 0.000 3.972 0.062 0.246 0.248 0.000 4.044 0.062 0.251 0.256 0.000 4.117 0.062 0.255 0.263 0.000 • 4.189 0.012 0.260 0.270 0.000 4.261 0.062 0.264 0.277 0.000 4.333 0.062 0.269 0.283 0.000 4.406 0.062 0.273 0.290 0.000 4.478 0.062 0.278 0.296 0.000 4.550 0.062 0.282 0.302 0.000 4.622 0.062 0.287 0.308 0.000 4.694 0.062 0.291 0.313 0.000 4.767 0.062 0.295 0.319 0.000 4.839 0.062 0.300 0.324 0.000 4.911 0.062 0.304 0.329 0.000 4.983 0.062 0.309 0.334 0.000 5.056 0.062 0.313 0.353 0.000 5.128 0.062 0.318 0.365 0.000 5.200 0.062 0.322 0.376 0.000 5.272 0.062 0.327 0.385 0.000 5.344 0.062 0.331 0.393 0.000 5.417 0.062 0.336 0.401 0.000 5.489 0.062 0.340 0.409 0.000 5.561 0.062 0.345 0.416 0.000 5.633 0.062 0.349 0.424 0.000 5.706 0.062 0.354 0.431 0.000 5.778 0.062 0.358 0.437 0.000 5.850 0.062 0.363 0.444 0.000 5.922 0.062 0.367 0.450 0.000 5.994 0.062 0.372 0.457 0.000 6.067 0.062 0.376 0.714 0.000 6.139 0.062 0.381 1.225 0.000 6.211 0.062 0.385 1.892 0.000 6.283 0.062 0.389 2.684 0.000 9 6.356 0.062 0.394 3.584 0.000 a 6.428 0.062 0.398 4.579 0.000 6.500 0.062 0.403 5.662 0.000 6.572 0.062 0.407 6.827 0.000 6.644 0.000 0.000 8.066 0.000 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.146865 5 year 0.231604 10 year 0.295364 25 year 0.384285 50 year 0.456469 100 year 0.533678 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.127516 5 year 0.208151 10 year 0.270392 25 year 0.358881 . 50 year 0.43189 100 year 0.510955 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1950 0.180 0.115 1951 0.475 0.125 1952 0.244 0.285 1953 0.110 0.096 1954 0.078 0.103 1955 0.137 0.078 1956 0.187 0.230 1957 0.185 0.138 1958 0.201 0.134 1959 0.127 0.121 1960 0.097 0.122 1961 0.218 0.280 1962 0.122 0.115 1963 0.072 0.074 1964 0.127 0.101 1965 0.143 0.090 1966 0.104 0.124 1967 0.119 0.081 1968 0.222 0.147 1969 0.158 0.090 1970 0.122 0.121 1971 0.128 0.109 1972 0.137 0.104 • 10 • 1973 0.298 0.177 1974 0.105 0.094 1975 0.140 0.069 1976 0.246 0.207 1977 0.137 0.106 1978 0.052 0.086 1979 0.149 0.125 1980 0.064 0.074 1981 0.192 0.199 1982 0.164 0.106 1983 0.347 0.364 1984 0.137 0.120 1985 0.129 0.096 1986 0.072 0.119 1987 0.251 0.312 1988 0.228 0.331 1989 0.088 0.095 1990 0.062 0.031 1991 0.498 0.398 1992 0.410 0.387 1993 0.124 0.099 1994 0.097 0.108 1995 0.047 0.028 1996 0.129 0.119 1997 0.309 0.276 1998 0.228 0.380 1999 0.151 0.105 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.4985 0.3980 2 0.4752 0.3866 3 0.4102 0.3802 4 0.3466 0.3637 5 0.3086 0.3312 6 0.2979 0.3120 7 0.2509 0.2849 8 0.2456 0.2796 9 0.2435 0.2759 10 0.2280 0.2299 11 0.2279 0.2072 12 0.2218 0.1993 13 0.2176 0.1769 14 0.2015 0.1474 15 0.1919 0.1379 16 0.1872 0.1337 17 0.1849 0.1254 18 0.1805 0.1253 19 0.1637 0.1240 20 0.1575 0.1224 21 0.1508 0.1214 22 0.1491 0.1211 23 0.1435 0.1198 24 0.1404 0.1194 25 0.1374 0.1187 26 0.1372 0.1154 11 27 0.1369 0.1147 i 28 0.1366 0.1094 29 0.1289 0.1082 30 0.1288 0.1063 31 0.1279 0.1060 32 0.1274 0.1046 33 0.1271 0.1037 34 0.1238 0.1030 35 0.1224 0.1013 36 0.1222 0.0989 37 0.1192 0.0965 38 0.1095 0.0960 39 0.1049 0.0952 40 0.1043 0.0939 41 0.0974 0.0901 42 0.0972 0.0897 43 0.0878 0.0860 44 0.0784 0.0808 45 0.0724 0.0776 46 0.0717 0.0740 47 0.0645 0.0738 48 0.0621 0.0687 49 0.0520 0.0308 50 0.0466 0.0282 POC #1 Facility FAILED duration standard for 1+ flows. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0734 2357 1986 84 Pass 0.0773 2032 1802 88 Pass 0.0812 1754 1634 93 Pass 0.0850 1555 1475 94 Pass 0.0889 1420 1350 95 Pass 0.0928 1238 1195 96 Pass 0.0966 1094 1056 96 Pass 0.1005 974 926 95 Pass 0.1044 861 816 94 Pass 0.1083 770 702 91 Pass 0.1121 687 608 88 Pass 0.1160 627 540 86 Pass 0.1199 556 464 83 Pass 0.1237 485 396 81 Pass 0.1276 442 353 79 Pass 0.1315 396 319 80 Pass 0.1353 356 274 76 Pass 0.1392 317 242 76 Pass 0.1431 283 214 75 Pass 0.1469 270 194 71 Pass 0.1508 247 178 72 Pass 0.1547 224 173 77 Pass 0.1586 206 170 82 Pass 0.1624 183 166 90 Pass 0.1663 159 163 102 Pass 0.1702 141 160 113 Fail 12 • 0.1740 125 155 124 Fail 0.1779 115 154 133 Fail 0.1818 97 149 153 Fail 0.1856 87 144 165 Fail 0.1895 74 139 187 Fail 0.1934 66 133 201 Fail 0.1972 60 131 218 Fail 0.2011 58 128 220 Fail 0.2050 52 124 238 Fail 0.2088 47 123 261 Fail 0.2127 44 120 272 Fail 0.2166 43 119 276 Fail 0.2205 39 116 297 Fail 0.2243 34 113 332 Fail 0.2282 31 102 329 Fail 0.2321 28 96 342 Fail 0.2359 27 90 333 Fail 0.2398 25 88 352 Fail 0.2437 21 80 380 Fail 0.2475 18 78 433 Fail 0.2514 17 77 452 Fail 0.2553 17 75 441 Fail 0.2591 16 70 437 Fail 0.2630 15 67 446 Fail 0.2669 15 65 433 Fail 0.2708 14 60 428 Fail 0.2746 13 56 430 Fail 0.2785 12 50 416 Fail 0.2824 12 47 391 Fail 0.2862 10 39 390 Fail 0.2901 10 36 360 Fail 0.2940 10 35 350 Fail 0.2978 10 34 340 Fail 0.3017 9 30 333 Fail 0.3056 9 30 333 Fail 0.3094 8 28 350 Fail 0.3133 8 27 337 Fail 0.3172 8 25 312 Fail 0.3211 8 21 262 Fail 0.3249 8 20 250 Fail 0.3288 8 19 237 Fail 0.3327 8 16 200 Fail 0.3365 8 16 200 Fail 0.3404 7 16 228 Fail 0.3443 7 16 228 Fail 0.3481 6 16 266 Fail 0.3520 6 16 266 Fail 0.3559 6 14 233 Fail 0.3597 6 12 200 Fail 0.3636 6 10 166 Fail 0.3675 6 8 133 Fail 0.3713 6 8 133 Fail 0.3752 6 8 133 Fail 0.3791 6 6 100 Pass 0.3830 6 5 83 Pass 0.3868 6 5 83 Pass • 0.3907 6 4 66 Pass 13 0.3946 5 4 80 Pass • 0.3984 5 3 60 Pass 0.4023 5 2 40 Pass 0.4062 5 1 20 Pass 0.4100 5 1 20 Pass 0.4139 4 1 25 Pass 0.4178 4 0 0 Pass 0.4216 4 0 0 Pass 0.4255 4 0 0 Pass 0.4294 4 0 0 Pass 0.4333 4 0 0 Pass 0.4371 3 0 0 Pass 0.4410 3 0 0 Pass 0.4449 3 0 0 Pass 0.4487 3 0 0 Pass 0.4526 3 0 0 Pass 0.4565 2 0 0 Pass The development has an increase in flow durations from 1/2 predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. Water Quality BW Flow and Volume for POC 1. On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Perind and Impind Changes No changes have been made. This program and accompanying documentation is provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. 14 Figure 1 . Screen Capture of the Rain Garden Input and Infiltration Output Ge Eor y+_tYb 09'Hp 6 " B VE�OS •._- N— Aeb 6mhn Oeaet1 Oellrt 0I ] —ANQ P9➢�_:__Owdr PeM tide Bts<HM ..tw. . ........... .—__ bHmsHM uacn iy�. . - AYfINHM '. rfl�lf�eMM . faAlf]r pimension[Aeq.em '' OrM1u [tiemerr llMgla GBBv �Fs Nnmbe. na_ e► w fssY(rYFcnl it!! 1 B ^:��!'j a Ttltl Vela.Peu9rR«Iaenl L.)Bt PPrI.VdemtlA HssBlsaeBl .BA Hew EYr4 Potllmelmn tltl Volese ll.a..yr Fciyl.vMl AI03 610 !-� ,�•���w` ...._..-. _....... y M4sa fl.0i Shoe PoW TA4M �Um11YH �! S.w W Lmd W� Lj x p J v uts►am� m� Figure 2 . Screen Capture of the Rain Garden Input and Infiltration Output Eb Ht ib se+ gdn oDia s Fenlny Nerve sm BeE `= Outlet t Outlets 0.") i FeciBy Type rM FieaMM R,—,EMM—F _.QNLkIRnS11_J MPH htY DmOm EfeveAAn(If) ! F 'MY Oieensiena � imrd LepH 1E Ouael$ImUw Fail FmMarrWM 10B Rnn lteGNll 29 -wl :—T-Dr Rae Dime al B- onedomtlTmN ggf Rmitve - � • I.h Sbe Skq F _• Rye Sde SFoe 1 :MMnd layers hx ywliM1Arw.Url ) Od- Dime ,B qM DMm : lMFsawBF p Number (In) � �� .�.... lamipwmBv 2 'yW—� a �..._. .. Fye3ibcMrexx lhl 3 'yw 'H g 1 M r 'on hFS--!y imchvm.-e wlsvW M How FMmw yad lrcrm, rtAelion Rtl,FuM �-`) CIO r - encnvrFw ���$howP dTebM DRmtlh !! + -=_ ! Wren surem�m.l.aeebl ,Ir10!ti • _J Tmlvamlrr..aewq mBf reevolem rl.agrFecaHm.a 953 YJ9 s.w �mB� �l i ......_. _ _..�J TetlVsl,r TM1e9A Agtl,wA1 aoN 1w.w l,rowe FQl x r • 15 Sunset Terrace Study Area M Existing Conditions-KCRTS Output ,-Area_�.._..... Till Forest 0.00 acres Till Pasture 0.00 acres Till Grass 2.90 acres` Outwash Forest 0.00 acres Outwash Pasture 0.00 acres Outwash Grass 0.00 acres Wetland 0.00 acres Impervious 0.00 acres Total 2.90 acres Scale Factor: 1.00 Hourly Historic Time Series: 141`1-e� » Compute Time Series -� Modify User Input File for computed Time Series [.TSF] Flow Frequency Analysis LogPearson III Coefficients Time Series File:rfl-ex.tsf Mean= -0.795 StdDev= 0.226 Project Location:Sea-Tac Skew= 0.298 ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak -- Peaks-- Rank Return Prob (CFS) (CFS) Period 0.196 15 2/16/49 21:00 0.533 1 80.57 0.988 0.533 1 3/03/5016:00 0.522 2 28.92 0.965 0.259 8 2/09/51 2:00 0.431 3 17.63 0.943 0.119 34 1/30/52 8:00 0.363 4 12.67 0.921 0.090 39 3/24/5315:00 0.329 5 9.89 0.899 0.155 21 12/19/5319:00 0.270 6 8.12 0.877 0.195 16 2/07/5517:00 0.266 7 6.88 0.855 0.201 14 12/20/5517:00 0.259 8 5.97 0.832 0.220 12 12/09/5614:00 0.238 9 5.27 0.810 0.143 27 12/25/5716:00 0.232 10 4.72 0.788 16 • 0.108 37 1/26/59 20:00 0.220 11 4.27 0.766 0.220 11 11/20/59 21:00 0.220 12 3.90 0.744 0.139 29 2/14/6121:00 0.215 13 3.59 0.722 0.081 41 11/22/61 2:00 0.201 14 3.33 0.699 0.146 25 12/15/62 2:00 0.196 15 3.10 0.677 0.151 22 12/31/63 23:00 0.195 16 2.90 0.655 0.112 35 12/21/64 4:00 0.177 17 2.72 0.633 0.132 32 1/05/6616:00 0.172 18 2.57 0.611 0.232 10 1/19/6714:00 0.165 19 2.43 0.589 0.172 18 8/24/6816:00 0.158 20 2.31 0.566 0.132 33 12/03/6816:00 0.155 21 2.19 0.544 0.133 30 1/13/70 22:00 0.151 22 2.09 0.522 0.148 24 12/06/70 8:00 0.150 23 2.00 0.500 0.329 5 2/27/72 7:00 0.148 24 1.92 0.478 0.111 36 1/13/73 2:00 0.146 25 1.84 0.456 0.165 19 11/28/73 9:00 0.144 26 1.77 0.434 0.270 6 12/26/74 23:00 0.143 27 1.70 0.411 0.144 26 12/02/75 20:00 0.143 28 1.64 0.389 0.054 45 8/26/77 2:00 0.139 29 1.58 0.367 0.158 20 9/22/7819:00 0.133 30 1.53 0.345 0.067 44 11/19/78 0:00 0.133 31 1.48 0.323 0.215 13 12/14/79 21:00 0.132 32 1.43 0.301 0.177 17 11/21/8011:00 0.132 33 1.39 0.278 0.363 4 10/06/8115:00 0.119 34 1.34 0.256 0.143 28 1/05/83 8:00 0.112 35 1.31 0.234 0.150 23 3/15/84 20:00 0.111 36 1.27 ,0.212 0.073 42 6/06/85 23:00 0.108 37 1.23 0.190 0.266 7 1/18/8616:00 0.101 38 1.20 0.168 0.238 9 11/24/86 3:00 0.090 39 1.17 0.145 0.090 40 1/14/8812:00 0.090 40 1.14 0.123 0.068 43 11/05/8814:00 0.081 41 1.11 0.101 0.522 2 1/09/90 6:00 0.073 42 1.09 0.079 0.431 3 11/24/90 8:00 0.068 43 1.06 0.057 0.133 31 1/27/9215:00 0.067 44 1.04 0.035 0.101 38 3/22/93 22:00 0.054 45 1.01 0.012 Computed Peaks 0.601 100.00 0.990 Computed Peaks 0.506 50.00 0.980 Computed Peaks 0.419 25.00 0.960 Computed Peaks 0.317 10.00 0.900 Computed Peaks 0.297 8.00 0.875 Computed Peaks 0.246 5.00 0.800 Computed Peaks 0.156 2.00 0.500 Computed Peaks 0.107 1.30 0.231 17 • Appendix D2 - Proposed Conveyance System Figure 1. Node ID and Pipe ID • a rt 1M uY.A w IK u► od0 r+ • t u*:V't11Wi0a<tz z r f�v.Yann,>WTat t w -- u s 1 6 f 9 /NOTOn1! i 12 DW&" 1 Mdr.Va7. tafaub P—dR.h ;r. A rod.. MN7 MN! 1 Mad>tz R1104 i "IA # 0.A09 R 03 *1111117 IHOi ow" ' to 06 R IN11A >V a:1W v:.316:72 Nodv.110.nde -..... 14�m.d R./aiWM hCOEID FFACH ID.... Figure 2. CB Rim Elevations and Pipe Sizes 0ai0 z 6 ! t u%T ii.Kkz Y t tD u n 3N.tN e u 3!l.73!R s 6 f 9 .10TOTYR r.. ,Dw-l'a ldr' i m 24' lam ♦:�Mvd'aV4's lavGlb Ropowd Rah 328.27111 R 3! /N F M!R MAN,1 a. awns aC'niam 3( m 346.8"R .522 R 367.93011 27l.MlR 3V' 2 3' lam 24' 32lAl0 R 5.71!R >v z:]!0 Y:-Y13:17 tbbz.11 PladiO impawdR.hrrNM MM6 S3 1 iFigure 3. HGL at CB and 25-year Peak Flow Rate D1aG • f 'Ili\ELL I �a 377.626 X u 372.730 X / v I oac'a.K ��'8nnn a.e+x u u is s�XvluOed'f zn.5 �1: I.w�C 327.171 it341.1850 35 782X 00.eadin 364.112 X 4 51.7 cis 336.850 X 212.215 X E 335.353 N tse.sao��'� 320.193 N {{ 3�f3.520X �:iS:L`tu3e.:i ziedic vek-rcl�t LES:".-i; 2 a History Cleared: 13:26:05 Friday,April 15,2011 ROUTEHYD[]THRU[Proposed Preferred Alt]USING TYPEIA AND [25 year]NOTZERO RELATIVE SCS/SBUH Reach Area Flow Full Q Full nDepth Size nVel fVel CBasm/ ID (ac) (cfs) (cfs) ratio (ft) (ft/s) (ft/s) Hyd �� P-006 19.9000 8.9390 [10.8248 0.83 1.0389 Diam [6.8445 6.1256 I6 � - P-007 F-69000 8.3385 12.5181 0.67 L1929 Diam F .2671 13.9846 P-011 F50-.0000 F24 .4783 [5o 9-39 9Fo-4-8 lo9771 Diam 16.0524 16.2147 'I11 24" P-011A 66.6000 34.9215 51.0254 0.68 1.2144 Diam 17.4940 116.2419 13 P-012 18.0300 8.7961 11.5595 0.76 0:9789 Diamm [7-2011 F .5413 F12 -- Fo-72 �Fg-.1238F- rp-ool 44.4800 [2o.6655F28-6632 1.2573 9.9367 Diam II-p-o09 [[32-72oo [[-18.2o62F22.6394 [o.8o 1.3579 Diam 8.0167- 7.2064 Fq P-01A 77.2000 38.8614 44. 5548 0.87 1.8069 3"m10-228qFq-o766- - -FDia - F 36 �F12.5533 [P-0-0-4- [113.6500 55.3268 88.7341 0.62 1.7157 13.2388 4Diam�-[[135.3700 �F 1.3400 m23.063222.4225 3P-00361.79 0.07 0.56181 Dia P-005 211.2600 l0l 1.89 99.6277 1.02 FDiam 20.7577 [20-2960 3 From To Rch Loss App Bend Junct Loss HW Loss Elev Max El Node Node (ft) (t) I (ft) (ft) C (ft) (ft) �- 258.5000 No approach losses at node N-003 because inverts and/or crowns are offset. N-005 Outfall 1 282.2148 F F - 282.2148 r284.5200 N-011A N-005 321.0049 0.9427 0.1312 -- 320.1934 F320.9600 No approach losses at node N-006 because inverts and/or crowns are offset. N-011 N-011A f 333.5197 �----- 333.5197� 335.3100 N-006 N-011 r 336.8504r -- 336.8504 F340.0000 N-007 ! 1V-0 1 335.9533 - -- � ------ r 335.9533 367.6300 &b approach losses at node N-004 because inverts and/or crowns are offset. N-003 C N-005 327.1708 j -- --- � ------ 327.1708 328.2700 N-004 rN-003 343.9864 0.9732 0.0055 0.1666 343.1853 _ 350. 8800 N-012 N-004 377.8257 ------ ------ � 377.8257 380.0000 N-01A ! N-004 353.1676 0.6719 0.8655 1 0.3412 F 353.7023 355.0000 N-001 N-01A 372.7299 F---- -- ------ F 372.7299 380.3300 N-009 N-01A 364.1122 ^� -- � 364.1122 366.6600 Layout Report: Proposed Preferred Alt Event Precip(in) 2 year 2.0000 10 year 3.0000 25 year 3.5000 100 year 4.0000 4 Reach Records Record Id: P-001 Section Shape: Circular Uniform Flow Method:IManning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd DnNode N-01 A UpNode N-001 Material Conc-Spun Size 24" Diam Ent Losses Groove End w/Headwall Length 1470.0000 ft ,Slope 1.36% Up Invert 370.0000 ft Dn Invert 350.0000 ft —� Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0. 0000 ft Exh4il Rate 0.0000 in/hr Up Invert 350.0000 ft Dn Invert 370.0000 ft Match inverts. Record Id: P-003 Section Shape. Circular , Uniform Flow Method: Manning's !Coefficient: 0.0120 Routing Method: ITravel Time Translation;Contributing Hyd F— DnNode N-005 [UpNode N-003 Material Conc-Spun Size 30" Diam Ent Losses Groove End w/Headwall Length 750.0000 ft Slope 6.10% Up Invert 320.7700 ft Dn Invert 275.0000 ft �— Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.500/, 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert '275.0000 ft Dn Invert 320.7700 ft Match inverts. 5 Record Id: P-004 Section Shape: ICircular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: ITravel Time Translation lContributing Hyd --- DnNode N-003 jUpNode N-004 Material Conc-Spun ,Size- 36" Diam _-- _ Ent Losses Groove End w/Headwall -- — Length 770.0000 ft -Slope 1.50%� o Up Invert 340.0000 ft Dn Invert 328.4500 ft - Conduit Constraints Min Vel Max Vel IiMin Slope[Max Slope,Min Cover 2.00 ft/s 15.00 ft/s 0.50% [2.00% 3.00 ft Drop across MH J0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 328.4500 ft iDn Invert 340.0000 ft Match inverts. Record Id: P-005 Section Shape: Circular r Uniform Flow Method: jManning's Coefficient: 0.0120 Routing Method: Travel Time Translation lContributing Hyd - DnNode jOutfall UpNode N-005 [Material Conc-Spun ISize 30" Diam Ent Losses IGroove End w/Headwall Length 1300.0000 ft ISlope — 5.0011/o Up Invert 1271.0000 ft ---jDn Invert 256.0000 ft rConduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 fUs 0.50% 2.00% 3.00 ft Drop across MH 10.0000 ft E i/ fil Rate 0.0000 in/hr [Up Invert 256.000"0 ft Dn Invert 271.0000 ft Match inverts. 6 Record Id: P-006 • Section Shape: Circular i Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd r�...�� DnNode N-011 UpNode N-006 M [Size aterial Conc-Spun 18" Diam Fnt Losses ii Groove End w/Headwall Length 450.0000 ft Slope 0.90% Up Invert 335.0000 ft Dn Invert 330.9500 ft Conduit Constraints Min Vel Max Vel Min Slope'Max Slope Min Cover 2.00 fds 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft FEx/Infil Rate 0.0000 in/hr Up Invert 330.9500 ft — Dn Invert 335.0000 ft ne Match inverts. Record Id:P-007 Section Shape: iCircular _ Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd F — DnNode N-011 UpNode N-007 Material Conc-Spun Size W Diam Ent Losses Groove End w/Headwall Length 2000.0000 ft _ ___Slope _0.26% Up Invert 332.6300 ft Dn Invert 327.4400 ft �- Conduit Constraints Min Vel Max Vel rMin Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH� 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert T 327.4400 ft Dn Invert 332.6300 ft Match inverts. 7 Record Id: P-009 __ _-- -I Section Shape: !Circular Uniform Flow Method:[Manning's Coefficient: 0.0120 Routing Method: jTravel Time Trans lation�[Contributing Hyd DnNode N-OlA UpNode N-009 +Material Conc-Spun Size 24"Diam [Ent Losses lGroove End w/Headwall Length 1820.0000 ft Slope 0.8517c FUp Invert 361.6600 ft Dn Invert 354.7000 ft �— Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s ,15.00 st/f st/f ,0.50% 2.001/, 3.00 f 'Drop across MH ,0.0000 ft (Ex/Infil Rate 10.0000 in/hr jUp Invert �354.7000 ft Dn Invert 361.6600 ft Match inverts. Record Id: P-011 Section Shape: Circular j Uniform Flow Method: Manning's (Coefficient: 0.0120 Routing Method: Travel Time Translation(Contributing Hyd F _. I _ -011 DnNode N-011A jUpNode N Material Conc-Spun Size 24" Diam Ent Losses Groove End w/Headwall Length 350.0000 ft ISlope 4.30% UUp Invert 330.3100 ft Dn Invert �31-5-2700—ft P F F �I �— Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 sdf sdf 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr . ........ .... ____ __ ;Up In 315.2700 ft v Dn Invert 330.3100 ft Match inverts. 8 Record Id:P-011A • Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd DnNode — N-005 UpNode N-011A FMaterial Conc-Spun Size 24" Diam Ent Losses IGroove End w/Headwall Length 950.0000 ft Slope _4.31' Up Invert 315.9600 ft Dn Invert 275.0000 ft Conduit Constraints ax Vel Min Slope Max Slope Min Cover Min Vel Fm 2— ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 1275.0000 ft Dn Invert 315.9600 ft Match inverts. Record Id: P-012 Section Shape: Circular Uniform Flow Method: Manning's �~Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd F DnNode —�N-004 UpNode N-012 Material —�Conc-Spun Size 18"Diam Ent Losses Groove End w/Headwall` Length �— 1900.0000 ft � —Slope — 1.03% Up Invert 376.0000 ft Dn Invert 356.5000 ft rConduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 0fs 0.50 2.0 300 ft 15.00 ft/s Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 356.5000 ft Dn Invert 376.0000 ft Match inverts. 9 Record Id: P-OIA Section Shape: Circular Uniform Flow Method: ,Ma� Coefficient: 0.0120 lRouting Method: ;Travel Time Translation lContributing Hyd DnNode IN UpNode N-OlA [Material Conc-Spun ISize 30" Diam [Ent Losses Groove End w/Headwall Length �950.0000 ft ISlope �! 1.00% [up InI349.5000 ft Dn Invert 340.0000 ft -- Conduit Constraints [Min Vel,Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 10.50% 2.00% 3.00 ft Drop across MH 10.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 340.0000 ft DDn Invert 349.5000 ft Match inverts. 10 Node Records • Record Id: N-001 Descrip: Node Increment 0.10 ft jStart El. ,370.0000 ft Iax El. 380.3300 ft Classification Manhole IStructure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall(ke--0.20) Channelization Curved or Deflector Catch 1.5000 ft Bottom Area 19.6350 sf Condition lExisting Record Id: N-003 Descrip: Node Increment 6.16 ft Start El. ;320.7700 ft Max El. 328.2700 ft Classification Manhole Structure Type CB-TYPE 1-48 Ent Ke ,Groove End w/Headwall (ke=0.20);Channelization lCurved or Deflector Catch 1.5000 ft Bottom Area 119.6350 sf Condition Existing Record Id: N-004 Descrip: Node Increment 0.10 ft Start El. F340.0000 ft Max El. 350.7800 ft Classification(Manhole Structure Type ICB-TYPE 1-48 nt Ke [Groove End w/Headwall(ke=0.20) Channelization lCurved or Deflector ;Catch 1.5000 ft Bottom Area 119.6350 sf Condition lExisting Record Id: N-005 DDescrip: Node Increment 10.10 ft [Start El. 271.0000 ft Max El. 284.5200 ft (Classification Manhole Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall(ke=0.20)1Channelization Curved or Deflector Catch 1.5000 ft Bottom Area il9.6350sf Condition Existing 11 Record Id: N-006 Descrip: INode Increment 10.10 ft Start El. 335.0000 ft IMax El. [340.0000 ft Classification;Manhole Structure Type ;,CB-TYPE 1-48 Ent Ke [Groove End w/Headwall (ke=0.20)IChannelization Icurved or Deflector Catch F.5000 ft jBottom Area 119.6350 sf Condition Existing Record Id: N-007 Descrip: INode jIncrement 10.10 ft Start El. 332.6300 ft Max El. i367.6300 ft Classification Manhole Ftructure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall(ke=0.20)[Channelization Curved or Deflector Catch 1.5000 ft BBottom Area 19.6350 sf Condition Existing Record Id: N-009 Descrip: INode Increment �0.10 ft Start El. 1361.6600 ft Max El. 366.6600 ft Classification IManhole _,Structure Type CB-TYPE 1-48 Ent Ke IGroove End w/Headwall ke=0.20 [Channelization lCurved or Deflector Catch r.5000 ft jBottom Area 119.6350 sf Condition xisting Record Id: N-011 Descrip: Node lIncrement 10.10 ft Start El. 0.3 33100 ft IMax El. 1335.3100 ft Classification Manhole IStructure Type JB-TYPE 1-48 Ent Ke IGroove End w/Headwall(ke=0.20)IChannelization ICurved or Deflector Catch 11.5000 ft jBottom Area 19.6350 sf Condition i Existing 12 • Record Id: N-011A Descrip: Prototype Record Increment O.la ft Start El. 1315.9600 ft IMax El. 320.9600 ft Classification IManhole Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall(ke=0.20) Channelization Curved or Deflector Catch 1.5000 ft Bottom Area 19.6350 sf Condition Existing Record Id: N-012 Descrip: ,Node Increment 0.10 ft Start El. 376.0000 ft Max El. 380.0000 ft�� Classification Manhole Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall(ke=0.20) Channelization Curved or Deflector Catch 1.5000 ft FBottom Area 19.6350 sf Condition Existing — Record Id: N-OIA Descrip: INode Increment 0.10 ft Start El. 349.5000 ft Max El. 355.0000 ft Classification Manhole Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall(ke=0.20) Channelization Curved or Deflector lCCatch 1.5000 ft Bottom Area 19.6350 sf Condition Existing Record Id: Outfall Descrip: Prototype Record Increment 6.10 ft Start El. 1258.0000 ft Max El. 270.0000 ft Dummy Type Node 13 • 1 Event Summary Event Peak Q(cfs) Peak T(hrs)jHyd Vol(acft) Area(ac) Method Raintype 2 year 10.4257 8.17 i 5.3837 44.4800 SBUH TYPElA 10 year �17.1903 8.17 8.7917 44.4800 SBUH TYPElA 25 year F20.6655 F 8.17 10.5397 44.4800 SBUH TYPElA 100year 24.1797 F 8. 77 12.3061 i44.4800 j SBUH TYPE IA ', Record Id:1 Design Method r SBUH Rainfall type TYPEIA Hyd Intv F 10.00 min Peaking Factor 484.00 ---- Abstraction Coeff j 0.20 Pervious Area(AMC 2) 12.87 ac DCIA F 31.61 ac Pervious CN F 82.29 DC CN 98.00 'Pervious TC F 34.79 min DC TC �34.79 min Pervious CN Cale Description SubArea� Sub cn Open spaces,lawns,parks(>75%grass) 6.09 ac 80.00 --�_, Open spaces,lawns,parks(>75%grass) w 5.98 ac 86.00 Wood/forest land(young 2nd growth/brush) I 0.80 ac F 72.00 Pervious Composited CN(AMC 2) F 82.29 • Pervious TC Calc Type Description Length 9 Slope Coeff FMisc F TT -g - - Sheet Short rairie grass and lawns.:0.15 250.00 ft 11.60% 0.1500 2.00 in 28.20 min P Shallow IShort grass,pasture and lawns(n=0.030) 280.00 ft 4.30- 0.0300 [ 2.10 min Channel(interm) Concrete pipe(n=0.012) 1350.00 ft 1.40% 0.0120 F 4.48 min Pervious TC 34.79 min Directly Connected CN Cale FDescription F-SubArea 7 Sub cn �- ---- Impervious surfaces(pavements,roofs,etc) 6.40 ac 98.00 FImpervious surfaces(pavements,roofs,etc) �7.36 ac 98.00 FImpervious surfaces(pavements,roofs,etc) 7.85 ac F 98.00 DC Composited CN(AMC 2) 98.00 Directly Connected TC Cale -�.. p ion Type Descri tion Length Slope Coeff Misc TT Sheet Short prairie grass and lawns. 0 15 250.00 ft 1.60% 0.1500 2.00 in 28.20 min Shallow --Short grass,pasture and lawns(n=0.030) 280.00 ft _4.30% 6.0300 I -2.10 min _. _ ���� - Channel(interm) Concrete pipe(n=0.012) �1350.00 ft 1.40% 0.0120 4.48 min Directly Connected TC �34.79min 14 2 Event Summary . Event Peak Q(cfs) Peak T(hrs)[Hyd Vol (acft);Area(ac) Method Raintype 2 year 3.1630 8.00 1.2966 9.9100 SBUH TYPElA 10 year 5.0572 8.00 2.0748 9.9100 SBUH TYPEIA F25 y-ear 6.0178 8.00 �2.4707 9.9100 SBUH TYPElA 1 y �� 9 _. 100 ear 6.9847 8.00 2 8694 9.9100 SBUH TYPElA. Record Id:2 Design Method I SBUH Rainfall type �-TYPEIA Oyd Intv 10.00 min Peaking Factor F-484.00 F �- Abstraction Coeff 0.20 Pervious Area(AMC 2) 1.67 ac DCIA 8.24 ac Pervious CN 80.00 DC CN 98.00 Pervious TC 17.32 min DC TC 17.32 min Pervious CN Calc Description SubArea Sub cn --� Open spaces,lawns,parks(>75%grass) r 1.67 ac 80.00 �- Pervious Composited CN(AMC 2) 80.00 Pervious TC Calc • Type Description Length Slope Coeff Misc TT Sheet IShort prairie grass and lawns.:0.15 130.00 ft 5.66% 0.1500 2.00 in 10.60 min Shallow Paved 1100.00 ft 1.80010 0.0100 �-6.72 an Pervious TC F 17.32 min Directly Connected CN Calc Description SubArea Sub cn Impervious surfaces(pavements,roofs,etc) 5.50 ac 98.00 Impervious surfaces(pavements,roofs,etc) 2.74 ac r 98.00 DC Composited CN(AMC 2) F 9 88.00 Directly Connected TC Calc _ Y Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and lawns.: 0.15 130.00 ft 5.00% 0.1500 2.00 in 16.60 min Shallow Paved 1100.00 ft 1.80% 0.0100 -�72 min Directly Connected TC 17.32min 15 • 3 Event Summary Event Peak Q(cfs)zPeak T(hrs) Hyd Vol(acft) Area(ac) Method FRaintype 2 year 2.2713 8.17 r 1.5895 (21.7200 SBUH TYPElA 10 year 4.9741 r-8.17 . �� 3.0386 21.7200 SBUH TYPElA 25 year 6.4650 8.17 3.8171 21.7200 SBUH TYPEIA 100 year F 8.0 229 F 8. 77 4.6183 21.7200 FSBUH TYPEIA Record Id:3 Design Method SBUH Rainfall type F TYPE 1 A Hyd Intv F 10.00 min Peaking Factor �484.00 -_�- ,Abstraction Coeff 0.20 - Pervious Area(AMC 2) 18.82 ac F CIA 2.90 ac Pervious CN 83.92 [C CN 98.00 Yervious TC F 43.73 min DC TC 43.73 min Pervious CN Cale Description SubArea Sub cn Open spaces,lawns,parks(>75%grass) 6.51 ac 80.00 -- Open spaces,lawns,parks(>75%grass) F-12.31 ac 86.00 Pervious Composited CN(AMC 2) T 83.92 Pervious TC Cale • Type Description i Length Slope FCoeff F Misc I TT Sheet IShort prairie,grass and lawns.:0.15 200.00 ft ;0.50% 0.1500 2.00 in 37.57 min Shallow Short grass,pasture and lawns(n=0.030) ,600.00 ft 2.30% 0.0300 6.16 min - - Pervious TC LL J 43.73 min Directly Connected CN Calc Description I SubArea F Sub cn Impervious surfaces(pavements,roofs,etc) 0.65 ac 98.00 FImpervious surfaces(pavements,roofs,etc) 1.91 ac _ 98.00 Impervious surfaces(pavements,roofs,etc) 0.34 ac 1 98.00 DC Composited CN(AMC 2) F 98.00 Directly Connected TC Cale Type -- Description Length I Slope Coeff Misc TT Sheet Short prairie grass and lawns.: 0.15 200.00 ft jo.50% 0.1500 2.00 in 37.57 min Shallow Short grass,pasture and lawns(n=0.030) 600.00 ft 2.30% 0.0300�� 6.16 min Directly Connected TC F43.73min 16 4 Event Summary • Event !Peak Q(cfs) 'Peak T(hrs) Hyd Vol(acft) Area(ac) Method Raintype 2 year 3.8254 8.17 j 2.2405 18.4200 SBUH JYPEIA �10year 6.3643 8.17 3.6609 18.4200 SBUH YPTYPT EIA 25 year 7.6693 I 8.17 ( 4.3885 18.4200 SBUH TYPE I A 100 year F-8.9888 8.17 5.1233 18.4200 j SBUH aTYPEIA Record Id: 4 [Design Method SBUH Rainfall type TYPE I A Hyd Inty F 10.00 min `Pealdng Factor 484.00 F-- Abstraction Coeff �� 0.20 Pervious Area(AMC 2) 5.54 ac DCIA 12.88 ac Pervious CN 83.68 DC CN 98.00 ;Pert vious TC 40.31 min DC TC 50.70 min Pervious CN Cale Description ! SubArea Sub cn Open spaces,lawns,parks(>75%grass) 3.40 ac 86.00 Open spaces,lawns,parks(>75%grass) 2.14 ac 80.00 F Pervious Composited CN(AMC 2) _ 83.68 Pervious TC Cale Type �- Description Length Slope Coeff Misc TT Sheet Short prairie grass and lawns.:0.15 280.00 ft 1.--- 0.1500 2.00 in 32.57 min • Shallow Paved 1300.00 ft 1.90% 0.0100 �-7.73 min Pervious TC 40.31 min Directly Connected CN Cale Description SubArea F Sub cn _.. Impervious surfaces(pavements,roofs,etc) 5.10 ac 98.00 Impervious surfaces(pavements,roofs,etc) 4.92 ac 98.00 Impervious surfaces(pavements,roofs,etc) 2.86 ac 98.00 DC Composited CN (AMC 2) 98.00 Directly Connected TC Cale Type Description Length Slope Cceff Misc TT Sheet lCultivated Soil w/residue cover(s>20%)..: 0.17 ,280.00 ft 1.40% 0.1700 2.00 in 36.01 min _ .m Shallow Short grass,pasture and lawns(n=0.030) �1300. 0 ft 1.90% '0.0300 F 14 n F Directly Connected TC 50.70min 17 5 Event Summary Event Peak Q(cfs) Peak T(hrs) Hvd Vol(acft) Area(ac);Method Raintype 2 year 2.8289 8.00 1.1387 9.2900 SBUH TYPE 1 A 10 year 4.6317 8.00 1.8519 9.2900 SBUH !TYPEIA 25 year 5.5558 8.00 2.2174 9.2900 SBUH jTYPElA _.._.�. 100 year 6.4899 8.00 2.5865 9.2900 SBUH TYPElA Record Id:5 Design Method 1_ SBUH FRainfall type �TYPEIA Hyd Intv 10.00 min rPeaking Factor 484.00 F FAbstraction Coeff F-0.20 'Pervious Area(AMC 2) F... 2.45 ac �rDCIA _ 6.84 ac _ Pervious CN 81.44 DC CN 98.00 Pervious TC F 15.25 min IDC TC 15.25 min Pervious CN Cale rDescription SubArea r Sub en Open spaces, lawns,parks(>75%grass) 0.59 ac r 86.00 Open spaces, lawns,parks(>75%grass) T 1.86 ac �F 80.00 Pervious Composited CN(AMC 2) r 81.44 Pervious TC Cale • Type F_ Description Length Slope Ccet1F Misc TT Sheet Short prairie grass and lawns.: 0.15 200.00 ft 5.50% 0.1500 '>2.00 in 114.40 min Shallow IShort grass,pasture and lawns(n=0.030) 250.00 ft 20.80% 0.0300 0.85 min Pervious TC 15.25 min Directly Connected CN Cale Description SubArea Sub cn I Impervious surfaces(pavements,roofs,etc) 2.37 ac 98.00 I Impervious surfaces(pavements,roofs,etc) 0.92 ac [-98.00 Impervious surfaces(pavements,roofs,etc) 3.55 ac -F-98.00 DC Composited CN(AMC 2) 98.00 Directly Connected TC Cale Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and lawns.:0.15 200.00 ft 5.50% _F0.1500 2.00 in 14.40 min Shallow Short grass,pasture and lawns(n=0.030) 250.60 ft 20.8'- F.0300 0.85 min _.._-_--.-.--.- - Directly Connected TC 15.25min 18 6 Event Summary Event Peak Q(cfs) Peak T(hrs) Hyd Vol(acft) Area(ac) Method.Raiff ntype 2 year F4.7747 8.17 2.7704 14.9000 ' SBUH ;TYPEIA 10 year F 7.5487 F 8.17 4.3851 19.9000 SBUH JTYPElA' 25 year F8.9390 8.17 5.1998 19.9000 SBUH TYPEIA 100 year 10. 3301 8.17 �6.0172 1.9000 SBUH TYPEIA Record Id:6 Design Method I SBUH lRainfall type FTYPEIA Hyd Intv 10.00 min jPeaking Factor F-----484.00 �-- Abstraction Coeff 0.20 Pervious Area(AMC 2) 2.23 ac jDCL4, F 17.67 ac Pervious CN 86.00 JDC CN 98.00 Pervious TC 52.81 min DC TC 521l min Pervious CN Calc Y -- Description SubArea Sub cn Open spaces,lawns,parks(>75%grass) 2.23 ac F 86.00 Pervious Composited CN(AMC 2) 86.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and lawns.:0.15 300.00 ft 0.70% 01500 2.00 in 45.42 min • Shallow Short grass,pasture and lawns(n=0.030) 450.00 ft 0.90% 0.0300 �-7.39 min Pervious TC _ 52.81 min Directly Connected CN Calc Description SubArea _ Sub cn Impervious surfaces(pavements,roofs,etc) F13.90 ac _ 98.00 �- Impervious surfaces(pavements,roofs,etc) 3.77 ac F98 00 DC Composited CN(AMC 2) 98.00 Directly Connected TC Calc Type f Description Length Slope FCoeff [Misc TT Sheet IShort prairie grass and lawns.:0.15 300.00 ft 10.70% 0.1500 2 00 in 45.42 min Shallow Short grass,pasture and lawns(n=0.030) 450.00 ft 0.901 0.0300 F 7.39 min Directly Connected TC F52.81min • 19 7 Event Summary Event ;Peak Q(cfs) Peak T(hrs)[Hyd Vol(acft) Area(ac) Method Raintype 1 2 year 4.2411 8.17 r 2.1148 16.9000 SBUH TYPEIA 10 year 1 6. 59 61 8.17 1 3.4397 16.9000 'SBUH TYPEIA 25 year 8.3385 8.17 4.1155 16.9000 SBUH TYPEIA 100 year 9.7299 8.17 4.7966 16.9000 [SBUH ;TYPEIA Record Id:7 Design Method I SBUH IRainfall type TYPEIA - Hyd Intv 1 10.00 min jPeaking Factor F484.00 Abstraction Coeff 6.20 Pervious Area(AMC 2) 4.98 ac DCIA F11.92 ac Pervious CN �86.00 JDC CN F 98.00 Pervious TC 32.36 min DC TC 32.36 min Pervious CN Calc Description �SubArea Sub cn Open spaces,lawns,parks(>75%grass) F-4.98 ac 86.00 - Pervious Composited CN(AMC 2) 86.00 Pervious TC Calc Type Description Length I Slope Coeff Misc F TT . Sheet Short prairie grass and lawns.:0.15 250.00 ft 1.60% 0.1500 2.00 in 28.20 min Shallow IShort grass,pasture and lawns(n=0.030) 520.00 ft 3.80% 0.0300 14.15 min Pervious TC 32.36 min Directly Connected CN Calc �! Description SubArea F Sub cn Impervious surfaces(pavements,roofs,etc) F 9.45 ac F 98.00 Impervious surfaces(pavements,roofs,etc) 1 2.47 ac F 98.00 DC Composited CN(AMC 2) 98.00 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT I � _I Sheet :Short prairie grass and lawns.:0.15 250.00 ft 1.60% 0.1500 2.00 in 28.20 min Shallow (Short grass,pasture and lawns(n=0.030) 520.00 ft 3.80% 0.0300 �-4�15 min Directly Connected TC 32.36min 20 9 Event Summary ! Event Peak Q(cfs) Peak T(hrs) Hyd Vol(acft) Area(ac) Method Raintype I 2 year F 9.6179 F 8.17 4.3985 32.7200 SBUH •TYPE 1 A 10 year F 15. 2232 F 8.17 7.0229 32.7200 SBUH TYPEIA 25 year F 18.2062 8.00 8.3518 32.7200 SBUH '�YPElA 100 year F 21. 0026 8.00 9.6872 32.7200 I SBUH TYPEIA Record Id:9 Design Method F SBUH lRainfall type TYPEIA Hyd Intv 10.00 min jPeaking Factor F 484.00 Abstraction Coeff F0.20 Pervious Area(AMC 2) 1 5.69 ac JDCIA F- .03 ac Pervious CN 85.98 JDC CN F 98.00 Pervious TC 25.17 min JDC TC F 25.17 min Pervious CN Cale _ Description SubArea F Sub cn Open spaces,lawns,parks(>75%grass) 5.67 ac F 86.00 Open spaces,lawns,parks(>75%grass) 0.02 ac F 80.00 Pervious Composited CN(AMC 2) 85.98 Pervious TC Cale Type Description Length Slope Coeff Misc TT • Sheet Short prairie grass and lawns.:0.15 200.00 ft -T 0.1500 2.00 in 19.74 min Shallow IShort grass,pasture and lawns(n=0.030) 130. 00 ft 2.30,7 0.0300 F- 1.34 min Shallow IPaved 600.00 ft 2.70% 0.0100 1 2.99 min Channel(interm) lConcrete pipe(n=0.012) 400. 00 ft 2.00% 0.0120 F 1.11 min Pervious TC 25.17 min Directly Connected CN Cale Description I SubArea Sub cn I - Impervious surfaces(pavements,roofs,etc) 18.24 ac_ 98.00 T Impervious surfaces(pavements,roofs,etc) 8.79 ac 98.00 DC Composited CN(AMC 2) 98.00 Directly Connected TC Cale Type Description FLength Slope Fcoeff Fmisc I TT Sheet Short prairie grass and lawns.:0.15 �2°0-0-00-•�•f-t�--2.50% 0.1500 2.00 in 19.74 rmn I ��F-�Shallow Short grass,pasture and lawns(n=0.030) 130.00 ft 2.30% 0.0300 1.34 rmn Shallow Paved 600.00 ft 2.70- 0.0100 F 2.99 min Channel(mterm) Concrete pipe(n=0.012) 400.00 ft 2.00% 0.0120 �- 1.11 min Directly Connected TC 25.17min 21 10 Event Summary Event [Peak Q(cfs)jPeak T(hrs)jHyd Vol(acft) Area(ac) Method Raintype 2 year 14.2083 8.00 5.6225 52.7900 SBUH TYPEIA 10 year 24.4884 8.00 9.4609 52.7900 SBUH TYPEIA 25 year [ 29.8801 8.00 11.4593 52.7900 FSBUHFTYPEIA'' 100 year 35.3817 8.00 11.4918 52.7900 SBUH TYPEIA Record Id: 10 Design Method SBUH 'Rainfall type IYPEIA Hyd Intv F10.00 min Peaking Factor 1 484.00 Abstraction Coeff I 6.20 Pervious Area(AMC 2) F-22.30 ac IDCU F30.49 ac Pervious CN F 80.89 _DC CN F 9-8.00 Pervious TC F11.96 min JDC TC 11.96 min Pervious CN Cale Description SubArea Sub cn - Open spaces,lawns,parks(>75%grass) 19.00 ac 80.00 Open spaces,lawns,parks(>75%grass) 3.30 ac 86.00 Pervious Composited CN(AMC 2) 80.89 Pervious TC Calc Type Description Length Slope F Coeff Fmisc F TT __. Shallow Paved r250.00 ft 2.00% 6.6100 �- 1.45 min Channel(interm) Concrete pipe(n=0.012) 1550.00 ft 5.30% 0.0120 �-2.64 min Channel(interm) Concrete pipe(n=0.012) 1550.00 ft 1.50010 ;0.0120 1.76 min Channel(interm) Concrete pipe(n=0.012) 1100.00 ft 0.50% 0.0120 6.11 min Pervious TC F11.96 min Directly Connected CN Cale Description F SubArea - Sub cn Impervious surfaces(pavements,roofs,etc) 1.39 ac 98.00 Impervious surfaces(pavements,roofs,etc) 15.40 ac 98.00 Impervious surfaces(pavements,roofs,etc) 13.70 ac F98. 00 DC Composited CN(AMC 2) 98.00 Directly Connected TC Calc Type Description Length""-Fs,opeF Coeff FMisc F TT 100 45 mnShallow Paved 250 0 -- r Channel(interm) Concrete pipe(n=0.012) 1550.00 ft 5.30% 0.0120 I -2.64 min Channel(interm) Concrete pipe(n=0.012) 1100.00 ft 0.50°Io 0.0126 6.11 rmn Channel(interm) [Concrete pipe(n=0.012) 550.00 ft 1.50% 0.0120 �- 1.76 min Directly Connected TC r11.96min 22 11 Event Summary _ Event Peak Q(cfs) Peak T(hrs) �Hyd Vol(acft) Area(ac)jiMethod Raintype 2 year 3.9121 8.17 1.8753 13.2000 [SBUH ;,TYPEIA 10 year 6.1050 8.17 2.9502�F13.2000 SBUH �TYPEIA 25 year 7.2008 8.17 3.4916 r 13.2000 SBUH FTYPEIA, 100 year 8.2963 8. 77 4.0345 13.2000 SBUH iTYPEIA Record Id: 11 _ Design Method SBUH TFRainfall type TYPEIA Hyd Intv 10.00 min�[Peaking Factor 484.00 Abstraction Coeff 0.20 (Pervious Area(AMC 2) 0.79 ac JDCIA 12.41 ac - Pervious CN 81.22 JDC CN 98.00 Pervious TC 31.21 min DC TC 31.21 min- Pervious CN Cale Description I-SubArea Sub cn Open spaces,lawns,parks(>75%grass) 0.16 ac 86.00 Open spaces,lawns,parks(>75%grass) F- 0.63 ac 80.00 Pervious Composited CN(AMC 2) 81.22 Pervious TC Calc Type Description _ Length Slope Coeff Misc TT • Sheet Short prairie grass and lawns.:0.15 200.00 ft 1.00% 0.1500 2.00 in 28.47 min Shallow Paved 350.00 ft 1.10% 0.0100 F -2.74 min Pervious TC 31.21 min Directly Connected CN Calc Description SubArea� Sub cn 9 Impervious surfaces(pavements,roofs,etc) � 1.31 ac 8.00-� Impervious surfaces(pavements,roofs,etc) 5.58 ac 98.00 Impervious surfaces(pavements,roofs,etc) 5.52 ac 98.00 DC Composited CN(AMC 2) Directly Connected TC Calc Type Description Length [ Slope Coeff Misc TT Sheet Short prairie grass and lawns.:0.15 F00.00 ft 1.00% 0.1500 2.00 in 28.47 min Shallow Paved 350.00 ft 1.10- 0.0100 �-2.74 min I � Directly Connected TC 31.21 min 23 12 Event Summary Event Peak Q(cfs) 1Peak T(hrs) Hyd Vol(acft) Area(ac)[Method�Raintype �2year 4.6749 17 _1 2.4291 18.0 000 SBUH [TYPEIA 10 year 7.4137 -8.17 [- 3.8629 1 18.0300 SBUH ,TYPEIA �25 year 8.7961 F8.17 --j 4.5897- 18.0300 SBUH TYPEIA 100 year 10.1844 F 8.17 5.3207 18.0300 SBUH TYPEIA Record Id: 12 Design Method i SBUH Rainfall type TYPE IA Hyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area(AMC 2) 2.35 ac DCIA 15.68 ac Pervious CN 80.08 DC CN 98.00 Pervious TC 1 38.55 min DC TC 38.55 min Pervious CN Calc Description I SubArea Sub en Open spaces, lawns,parks(>75%grass) 2.32 ac 80.00 Open spaces,lawns,parks(>75%grass) F_ 0.03 ac F-----k.00 Pervious Composited CN(AMC 2) ( 80.08 Pervious TC Calc _. -. __-__ _. tT Type l Description Length 1 Slope r CoeMisc r TT Sheet Short prairie grass and lawns.:0.15 P00.00 ft 2 00% 0 1500 02 0 in 29 85 min Shallow IShort grass,pasture and lawns(n=0.030) 500.00 ft 0.80% 0.0300 18.71 min Pervious TC F38.55 min Directly Connected CN Cale Description �SubArea Sub cn Impervious surfaces(pavements,roofs,etc) 0.37 ac 98.00 Impervious surfaces(pavements,roofs,etc) 2.14 ac F_ 98.00 Impervious surfaces(pavements,roofs,etc) 13.17 ac 98.00 DC Composited CN(AMC 2) 98.00 _ Directly Connected TC Calc Type Description Length Slope Coeff Misc TT _ Sheet Short prairie grass and lawns.: 0.15 300.00 ft �2.00% 0.1500 2.00 in 29.85 min Shallow Short grass,pasture and lawns(n=0.030) 500 00 ft 0.80% 0.0300 10.11 min Directly Connected TC 38.55min 24 13 Event Summary Event Peak Q(cfs)jPeak T(hrs)jHyd Vol(acft) Area(ac) Method Raintype 2 year F6.0184 F8.00 1 2.4544 F16. 0000 1 SBUH TYPEIA Floyear 9.2869 8.00 3.8293 16.6000 SBUH TYPElA 8.00 4.5186 F16.6000 I SBUH ,T�ElA F25 Year _16-46-81 100 year 12.5236 I 8.00 5.2082 16.6000 SBUH ' YPEIA Record Id: 13 _ Design Method I SBUH Rainfall type TYPEIA Hyd Intv 10.00 min Peaking Factor- 484.00 action Coeff r 0.20 Pervious Area(AMC 2) F_ 0.00 ac DCIA 16.60 ac Pervious CN 0.00 DC CN 98.00 Pervious TC �18.84 min DC TC 18.84 min Pervious TC Calc F Type - Description Length Slope Coeff I Misc F TT Sheet _ Short prairie grass and lawns.:0.15 128.40 ft 13.12% 0.1500 2.00 in 12.67 min _ - ���� Shallow Paved 165.80 ft 2.41% 0.0100 0.88 nun (Channel(interm) Concrete pipe(n=0.012) !847.00 ft 5.87% 0.0120 1.37 rmn Channel(interm) Concrete pipe(n=0.012) 1770.00 ft 3.14% 0.0120 I �3.92 min Pervious TC 18.84 min - Directly Connected CN Cale Description- - SubArea T Sub cn Impervious surfaces(pavements,roofs,etc) F 16.60 ac 98.00 F_ DC Composited CN(AMC 2) F 98.00 Directly Connected TC Cale Type -- Description Length Slope Coeff Misc TT Sheet Short prairie grass and lawns.: 0.15 128.40 ft 3.12010 0.1500 2.00 in 12.67 min Shallow jPaved 165.80 ft 2.410l0 0.0100 F_0.88 min Channel(in term) Concrete pipe(n=0.012) 847.00 ft 5.87% 0.0120 �- 1.37 min Channel(interm) Concrete pipe(n=0.012) 1770.00 ft 3. % 0.140126 F 3.92 min F_ Directly Connected TC F18.84min' Licensed to:Ch2M Hill-Bellevue,WA 25