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HomeMy WebLinkAboutSWP272952(1) n t � OEM Duvall Avenue NE/ Coal Creek Parkway SE Reconstruction Project ,a fr� Volume 1 of 2 - Report 1 Submitted to City of Renton t Renton, Washington Submitted by u: BERGER/ABAM E N G I N E E R S I N C. Job No. FAPWT-04-032 December 2004 FINAL DESIGN REPORT Duvall Avenue NE Widening/ Coal Creek Parkway SE Reconstruction Project Volume 1 of 2 Submitted to City of Renton Renton, Washington December 2004 Submitted by BERGER/ABAM Engineers Inc. 33301 Ninth Avenue South, Suite 300 Federal Way,Washington 98003-2600 Job No. FAPWT-04-032 DUVALL AVENUE NE WIDENING/ COAL CREEK PARKWAY RECONSTRUCTION TABLE OF CONTENTS SECTION PAGE EXECUTIVE SUMMARY........................................................ SECTION1- INTRODUCTION.................................................................................................. 1-1 ProjectBackground......................................................................................................... 1-1 ProjectLocation............................................................................................................... 1-1 Community Collaboration and Vision......................................................................... 1-1 ProjectDescription.......................................................................................................... 1-1 ProjectPurpose................................................................................................................ 1-4 ProposedImprovements................................................................................................. 1-4 StudyDescription............................................................................................................. 1-4 SECTION 2-EXISTING INFORMATION AND CONDITIONS ........................................... 2-1 Administrative/Roadway Conditions.......................................................................... 2-1 RegionalRoadway Network.......................................................................................... 2-3 ExistingLand Use............................................................................................................ 2-3 Topography........................................................................................................................ 2-3 Geotechnical Considerations........................................................................................ 2-3 Hydrologyand Drainage................................................................................................ 2-3 SECTION 3-ROADWAY IMPROVEMENTS........................................................................... 3-1 Design Standards and Criteria..................................................................................... 3-1 Deviations for Duvall Avenue NE/Coal Creek Parkway SE................................... 3-4 RoadwayGeometry.......................................................................................................... 3-4 ' Pavement............................................................................................................................ 3-5 RetainingWalls................................................................................................................. 3-6 Intersections and Access................................................................................................ 3-6 Geometries......................................................................................................................... 3-7 DrivewayApproaches..................................................................................................... 3-7 Pedestrian and Bicycle Facilities................................................................................. 3-7 Landscaping and Irrigation........................................................................................... 3-7 Illumination....................................................................................................................... 3-7 Signalization...................................................................................................................... 3-8 Maintenance of Traffic During Construction............................................................ 3-8 TransitRoutes and Facilities........................................................................................ 3-8 Stormwater Management............................................................................................... 3-8 SECTION 4- ROW/EASEMENTS............................................................................................... 4-1 ExistingConditions......................................................................................................... 4-1 ProposedROW.................................................................................................................. 4-1 SECTION5- UTILITIES.............................................................................................................. 5-1 ' Utilities............................................................................................................................... 5-1 Final Design Report Duvall Avenue NE Widening/Coal Creek Parkway Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington ii December 2004 SECTION 6-ENVIRONMENTAL CONSIDERATIONS AND PERMITS........................... 6-1 Introduction....................................................................................................................... 6-1 Topography........................................................................................................................ 6-1 Geology/Soils ..................................................................................................................... 6-1 WaterResources............................................................................................................... 6-1 Vegetation.......................................................................................................................... 6-2 Wildlife................................................................................................................................ 6-2 Cultural............................................................................................................................... 6-2 LandUse............................................................................................................................. 6-3 Environmental Site Assessment................................................................................... 6-3 Wetlands............................................................................................................................. 6-3 Floodplain.......................................................................................................................... 6-5 WaterQuality.................................................................................................................... 6-5 AirQuality.......................................................................................................................... 6-5 Noise.................................................................................................................................... 6-5 Environmental Review and Permits........................................................................... 6-6 NaturalResources............................................................................................................ 6-15 Summary of Project Impacts......................................................................................... 6-15 SECTION 7- IMPLEMENTATION AND FUNDING.............................................................. 7-1 RecommendedPlan......................................................................................................... 7-1 PreliminaryProject Costs.............................................................................................. 7-1 Preliminary Cost Allocations........................................................................................ 7-1 Funding............................................................................................................................... 7-1 SECTION8-BIBLIOGRAPHY................................................................................................... 8-1 Plansand Reports............................................................................................................ 8-1 DesignStandards ............................................................................................................. 8-1 LIST OF FIGURES Figure1-1 Vicinity Map.......................................................................................................... 1-2 Figure1-2 General Site Map................................................................................................. 1-3 Figure1-3 Project Schedule.................................................................................................. 1-6 Figure1-4 Cost Estimates...................................................................................................... 1-7 Figure2-1 Drainage Basins................................................................................................... 2-5 Figure 3-1 Typical Cross Section in the City of Renton................................................. 3-2 Figure 3-2 Typical Cross Section in King County........................................................... 3-3 LIST OF TABLES Table 2-1 Existing Roadway Functional Classifications and Posted Speeds......... 2-1 Table 3-1 Summary of New and Replaced Surfaces...................................................... 3-9 Table 3-2 Summary of Project Surface Areas................................................................. 3-9 Table 3-3 Summary of Discharge Rates........................................................................... 3-10 Table 3-4 Water Quality (WQ) and Flow Control........................................................... 3-11 Table4-1 Summary of Existing ROW................................................................................ 4-1 Table5-1 Utility Conflicts.................................................................................................... 5-3 Table 6-1 Wetlands in the Duvall Avenue SE Project Area......................................... 6-4 Table 7-1 Summary of Preliminary Cost Allocations................................................... 7-1 Final Design Report Duvall Avenue NE Widening/Coal Creek Parkway Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington iii December 2004 LIST OF APPENDIXES Appendix A Design Standards Appendix B Hydraulic Calculations Appendix C Cost Estimate r t i 1 Final Design Report Duvall Avenue NE Widening/Coal Creek Parkway Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington iv December 2004 EXECUTIVE SUMMARY Background and Project Description The primary goal of the Duvall Avenue NE/Coal Creek Parkway SE reconstruction project is to improve an eight-tenths of a mile roadway section of Duvall Avenue NE/Coal Creek Parkway SE from 260 feet north of Northeast Sunset Blvd. [State Route 900 (SR 900)] in the City of Renton to Southeast 95th Way in the City of Newcastle. The improvements are planned to reduce congestion and improve safety along Duvall Avenue NE. The roadway within the project limits will be widened and will provide bike lanes, curb and gutter, and sidewalks along both sides of the roadway, in addition to adding two through traffic lanes. The existing roadway is paved with asphalt concrete and has both paved and gravel shoulders. Along the southern portion of the roadway, there are several stretches of curb and gutter and sidewalks with an enclosed drainage system. Variable depth drainage ditches exist along the northern portion of the project, which does not have sidewalks. All intersections in the project are stop-sign controlled for the approach roadways. A flashing pedestrian signal and crosswalk are located at NE 21st Street. Currently, the roadway is a two-lane roadway with limited dedicated turn lanes. The current posted speed for the roadway is 35 mph and the roadway is classified as a minor arterial. The existing land uses along the project are characterized by residential and commercial businesses. Recent development in the area has led to increase in traffic, which is beyond the current capacity of the roadway. The corridor has developed into a commuter and freight traffic route between Renton and Bellevue, and additionally acts as an alternate route to Interstate 405 (I-405) during peak hours. The widening of Duvall Avenue NE/Coal Creek Parkway will ease traffic congestion, while increasing safety, along this corridor. The project will be divided into two segments: the segment of roadway in the City of Renton, and the segment of roadway in King County. The City of Renton segment will contain the portion of Duvall Avenue NE from 260 feet north of Northeast Sunset Blvd. (SR 900)to the Renton City Limits between Northeast 23rd Street and Northeast 24th Street. The King County segment will contain the portion of Duvall Avenue NE (called Coal Creek Parkway SE within the County) from the Renton City Limits to Southeast 95th Way at the Newcastle city limits. Reconstruction of this corridor involves the City of Renton and King County. The City of Renton is the lead agency for the City of Renton and King County segments. Summary of Proposed Improvements Along Duvall Avenue NE, the proposed improvements will consist of widening the road to provide four travel lanes, a center two-way left-turn lane with turn pockets at intersections, bicycle lanes, curb and gutter, and sidewalks, as well as including drainage improvements, landscaping, and illumination. All curbs will be reconstructed to meet current curb radius design standards. ' Approximately midway along the King County portion of the roadway, the center turn lane will transition to an extruded curb where no driveways or side streets are present. Environmental mitigations for impacts to wetlands, streams, sensitive species, air and water quality, noise, and cultural and historical resources will be included, as necessary, as part of the overall project construction. Final Design Report Duvall Avenue NE Widening/Coal Creek Parkway Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington v December 2004 Summary of Project Impacts Property Acquisition The existing right-of-way (ROW) widths vary along Duvall Avenue NE from 60 to 120 feet. The proposed ROW along the project varies between 82 and 119.50 feet, dependant on the location of current ROW and cut/fill slopes required. The proposed ROW, as shown in the plans, attempts to use as much of the existing ROW along Duvall Avenue NE as possible. Along the City of Renton portion of the roadway, the ROW acquisition will be balanced between the east and west sides of the roadway. ROW required along the King County segment of the roadway will be reduced by the use of retaining walls on both sides of the roadway. At this time, it is estimated that approximately 1.4 acres are required for new roadway ROW. An additional 1.4 acres will be required for detention ponds; 0.74 acre for Pond 131 and 0.66 acre for Pond D1. Temporary construction easements will also be required to reconstruct private driveway accesses. Utilities Impacts to existing utilities are anticipated due to construction. Impacted utilities include water, storm drain, sewer, overhead electrical power with telephone and cable, underground power, fiber optic, and gas. Coordination with utility companies may be necessary for relocating impacted utilities before and during construction. Overhead power lines will be undergrounded according to the Puget Sound Energy franchise agreement in the City of Renton section of the project. Potential utility impacts due to the proposed roadway are summarized in Section 5. Environment Significant or adverse impacts to the environment are not anticipated as a result of the project. Environmental considerations included wetlands and streams, noise, biological and cultural resources, as well as air and water quality. Results of these investigations will be incorporated into the SEPA process and will be available to the public for review and comment. The preliminary wetland investigation and delineation report concluded that there are four wetlands and one intermittent stream located within the project area. Once wetland impacts have been identified and quantified, a wetland mitigation and monitoring plan will be developed. Impacts and mitigation for the stream relocation will also be addressed. Refer to the Final Wetland Investigation and Delineation Report. The noise report concluded that noise impacts are due to the sound level criterion being met or exceeded, and none are the result of a"substantial increase" over the existing condition. Abatement measures were fully evaluated in accordance with the Federal Highway Administration (FHWA) and the Washington State Department of Transportation(WSDOT)noise abatement policy, and it was determined that none of the abatement options were reasonable and feasible. A biological resource report will be required to evaluate the potential effects of the project on proposed, candidate, listed species, and potential wildlife and fauna within the project area as required by SEPA. This report will summarize potential impacts to species and fauna and will make recommendations to minimize impacts by avoidance, mitigation, or minimization measures if necessary. A cultural resources report may be required, pending consultation with the Washington State Office of Archaeology and Historic Preservation (OAHP). A project-level air quality conformity report will be prepared to address impacts to air quality. Final Design Report Duvall Avenue NE Widening/Coal Creek Parkway Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington vi December 2004 Water quality impacts during and post-construction are expected to be minor. Water quality treatment facilities will be designed, operated, and maintained in accordance with the stormwater design standards specified by the Washington State Department of Ecology(DOE) Stormwater Management Manual for Western Washington (SMMWW ). Traffic During Construction With the revisions proposed to the Duvall Avenue NE/Coal Creek Parkway SE, existing traffic will need to be accommodated by phased construction of the facilities to maintain two lanes of traffic and existing accesses. King County Metro Transit services will also need to be accommodated by the phase construction to maintain service. Access and Access Revisions Access along Duvall Avenue NE will maintain the existing intersections at all existing side streets and private roads/shared driveways. All driveways will need to be relocated to the proposed back of sidewalk due to the widening of the roadway. A limited number of driveways will need to be relocated to side streets or to different locations along the roadway, due to conflicts with intersections and sight distance concerns. Several parcels have circular driveways which will be changed to single entrance driveways. Project Implementation and Cost Funding for design and construction will come from a variety of public sources. At this time, the City of Renton and King County have acquired funding for the project. Both segments of the roadway reconstruction project will be constructed concurrently, and will involve phasing beginning in late 2005. The project is estimated to cost $11.30 million, including about$2.98 million in ROW acquisition costs and $1.90 million in engineering, permitting, and administration costs. Final Design Report Duvall Avenue NE Widening/Coal Creek Parkway Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington vii December 2004 SECTION 1—INTRODUCTION Project Background Recent growth and development in the City of Renton along the Duvall Avenue NE/Coal Creek Parkway SE project corridor has led to an increase in traffic, and with it increased congestion and accidents. The Growth Management Act (GMA) was passed in 1990 and strengthened in 1991 by the Washington State Legislature. The purpose of the act is to address the adverse effects of uncoordinated and unplanned growth in the state. In order to plan more effectively for economic and population growth, cities and counties are expected to work together to develop an overall vision. In response to the GMA, King County adopted the King County Countywide Planning Policies (KCCPP) in 1994. These policies address growth management problems in King County and the cities within King County, including transportation planning. A goal of these policies is to promote the mobility of people and goods by a multimodal transportation system. The proposed improvements along Duvall Avenue NE/Coal Creek Parkway SE, such as sidewalks and bicycle lanes, promote this ideal along with increasing safety and mobility along the corridor. An environmental impact statement (EIS) for a portion of roadway adjacent to the northern boundary of the project (Environmental Impact Statement for Improvements to Coal Creek Parkway SE, Renton City Limits to SE 72nd Street) was completed in September 1995. This study examined the existing roadway system and alternatives to alleviate congestion and increase safety while minimizing negative impacts to the environment. The findings of this study also apply to the Duvall Avenue NE corridor addressed in this project. Recommendations made in the EIS support design decisions in the current project. Project Location The Duvall Avenue NE/Coal Creek Parkway SE reconstruction project is located along Duvall Avenue NE/Coal Creek Parkway SE in the City of Renton and unincorporated King County, Washington. The widening will occur on the portion of roadway north of Sunset Blvd. (SR 900) and south of Southeast 95th Way (see vicinity map on Figure 1-1 and general site map on Figure 1-2). ! Community Collaboration and Vision Community input on the Duvall Avenue NE/Coal Creek Parkway SE reconstruction project has been solicited through public open houses and community newsletters. Community involvement will continue throughout the development of the project. Project Description Along Duvall Avenue NE/Coal Creek Parkway SE, the proposed improvements will consist of four travel lanes, a center two-way left-turn lane with turn pockets at intersections, bicycle lanes, curb and gutter, sidewalks, drainage improvements, landscaping, and illumination. About midway along the King County portion of the roadway, the center turn lane will transition to an extruded curb where no driveways or side streets exist. Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 1-1 December 2004 PORT ©II ANGELES II EVERETT • SEATTLE RENTON � 00 TACOMA ABERDEEN �© • OLYMPIA Duvall Ave NE/Coal Creek Parkway SE Figure BERGER/ABAM Reconstruction Project E"G ' ""I 51N Vicinity Map 1 -1 N 32nd SL _ SE 92nd St ayh9 q NE 31st Q 5 ... - Q N 30th St $ SE 93rd St t � P`w SE 95th Wag SE 95th Way Al. "sn9 N < SE MaY Vol%Y N 28th St NE 28th St SE 95th Way _ $ SE 95th PI N � y NE27thSt. - Project N g �th 5t� Area N 26rh St � d� s ��� < NE 26th e. 61110s NE 25th PI x i NE 24th St. NE 24th St SE 100th St NE 25th Ct N 24th i NE 23rd PI SE 101st St ONE 24th NE 24th SE 100th PI 23 < NE 23rd NE 22nd NE 23rd St 0``'ry,�a s SE 102nd NE 22nd PI Ja of NE 23rd NE 2 g < NE 21st $ NE 21st St o z �" $ NE 22nd St NE 22nd NE 22nd PI Ve NE 21st PI NE 21s1 St € NE2D NE 21st NE 201h St. c NE 20th � NE 20th N NE 19th S NE F�, 3 t t t tiF a c NE 19th St A <NE 19th r < < R 4 fi 181h ! NE 17th i ��2 NE 18TH St 7 P I m _ Whiten < < NE NE 16th St. NE 17th St < NE 17th SE 107th PI o 4 ,o, x r w y 14th a o fi c5 < NE 14th St § NE 12th St. $ t 4 A - 3 NE 12th St FS r� � < a < a 1lth PI, filth R 3 } 0900 "' yS c�' NE ttth St. a 11th NE 11th L5 �� NE 10th Pl. ❑ >!: v NE 10th 2�" C iu < _ `�� ?`" NE 10th Ct. h NE 10th PI II 0 19 % o �' NE 10TN St c, y a NE 10th St. �°�S N '� NE loth Ln. rZ•+ NE loth St — NE 9th PL NE 9th f 1Oyd 9f NE 10th SL y NE 9th St y = NE 9th SL m 9�St SE 118th St NE 9 Ct.NE 8th PI. a N $ < � � NE 9th Ct N 8th SL y' NE 7th .E > NE 8th St F NE 8th Ct NE 8th St 0 Nf 6th E 8th SL NE 7th St. NE 7th PI i i i Duvall Ave NE/Coal Creek Parkway SE Figure + BERGERIAB" Reconstruction Project NGiNEERS INC. General Site Map 1 -2 Project Purpose The purpose of the reconstruction project is to provide a safer, more efficient roadway to accommodate increases in traffic volumes due to population growth and associated development. The roadway is at capacity and does not meet City of Renton or King County design standards. Currently, sight distance at existing driveways and side streets is a concern, curves are too sharp for the posted speed, and sidewalks are absent on a majority of the roadway. Increases in traffic volumes at the intersection have led to increases in accidents. Proposed improvements would improve traffic flow and circulation, help relieve peak-hour traffic congestion, increase safety, and provide improved pedestrian and bicycle access along Duvall Avenue NE/Coal Creek Parkway SE. Proposed Improvements Proposed improvements to Duvall Avenue NE/Coal Creek Parkway SE would increase the roadway width to 79 feet in most sections. The proposed cross section includes four 11-foot travel lanes, a center 12-foot left-turn lane, two 5-foot bicycle lanes, curb and gutter, and 6-foot sidewalks on both sides of the street. The proposed roadway alignment meets horizontal and vertical curve requirements for a design speed of 40 mph and increases entering sight distance. Improvements will also include stormwater conveyance, and water quality/quantity facilities. Study Description Scope of Work The scope of work for the Duvall Avenue NE/Coal Creek Parkway reconstruction project includes four major phases: (1) predesign, (2)preliminary design and ROW plans, (3) environmental documentation, and (4)final plans. Project deliverables for the intersection reconstruction include the following. ■ Preliminary opinion of costs ■ Draft and final design report, including various technical tests, analyses, evaluations and documentation as necessary to support the scope of work ■ Preliminary plan set (approximately 30 percent design level) ■ Final contract documents, including plans, project manual, and engineer's estimate Project deliverables for the roadway reconstruction include the following. ■ Geotechnical report with recommendations ■ Preliminary opinion of costs ■ Draft and final design report, including various technical tests, analyses, evaluations, and documentation as necessary ■ Preliminary plan set (approximately 30 percent design level) ■ Final contract documents, including plans, special provisions, and engineer's estimate ■ ROW plans for all ROW required from properties Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 1-4 December 2004 ■ Permit matrix, environmental recommendations technical memorandum, and completed SEPA and NEPA environmental documentation(including flood plain analysis,biological assessment, archeological/cultural resources report, project level air quality conformity analysis, and noise analysis). See Figure 1-3 for project schedule. Study Funding Funding for design, ROW acquisition, and construction will come from a variety of public sources. At this time, the City of Renton and King County have acquired funding for the project and intend to complete project specific SEPA environmental documentation, complete preliminary design to the 30 percent complete stage, and then to final design of the entire alignment. Funding has also been acquired for construction(see Figure 1-4). Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 1-5 December 2004 FALL WINTER SPRING SUMMER FALL WINTER SPRING SUMMER FALL WINTER SPRING SUMMER FALL WINTER 2003 03/04 2004 2004 2004 04105 2005 2005 2005 05V06 2006 2006 2006 2006 ROADWAY - DUVALL AVENUE NE/ COAL CREEK PARKWAY SE FROM NE SUNSET BLVD TO SE 95TH WAY Project Kickoff Geotechnical Analysis Environmental Documentation/Permitting Roadway Design Traffic Analysis Public Meeting Storm Drainage Analysis Final Design Report Right-of-Way Plans &Acquisition Public Meeting ®� Final Construction Plans Award Contract Construction e gur Project Schedule Figure ♦� ♦ � BERGER/ARAA1 yPN.rO i i SE MaY VolleY Rq v � sF C, Creek 9 Newcastle h/y Ren on �L . Oq/ Z Cry NE 25th PI NE 26th Ct Q !yy King County Road Project o NE 25th Ct Ire $316,000 Project Engineering SE 100th St $ 1,591,000 Right-of-Way NE 24th St NE 24th St $3,707,000 Construction King County City of Renton Road Project $370,000 Construction Admin. NE 23rd St Renton $928,000 Project Engineering NE 22nd „U NE 22nd PI $ 1,385,000 Right-of-Way Z $2,713,000 Construction a> a) w NE 21 st St Q Q Z $271,300 Construction Admin. C a) NE 21 st PI W o t > Z j NE 20th St o oo NE 19th St E > NE 19th St _ m E th St Z Whitman - NF�8}h E 18th PI Q w NE 17th St SE 107th PI Q Y E S��Set g\va o s= ♦�Y p � Figure O Cost Estimates 1_4 r SECTION 2-EXISTING INFORMATION AND CONDITIONS Administrative/Roadway Conditions Functional Classifications and Posted Speeds Table 2-1 indicates the functional classifications and posted speed of each of the roadways within the project area. Table 2-1. Existing Roadway Functional Classifications and Posted Speeds Roadway Renton/WSDOT King County Posted Speed Duvall Avenue NE Minor Arterial Principal Arterial 35 mph NE Sunset Blvd. (SR 900) Principal Arterial Principal Arterial 35 mph Geometrics Duvall Avenue NE is a north-south arterial that connects between Southeast 136th Street in the City of Renton and 1-405 in the Factoria area of Bellevue. The roadway is identified as Duvall Avenue NE or 138th Avenue SE in the City of Renton and changes to Coal Creek Parkway SE as it enters King County. The existing roadway in the project limits typically consists of two 12-foot lanes, with additional turn lanes at a number of intersections. Along the southern end of the project, curb and gutter and sidewalk are located sporadically. These elements are absent on the northern portion of the project. Northeast Sunset Blvd. (SR 900) is a state roadway that connects between the City of Renton at its eastern terminus and Issaquah at its western terminus. In the vicinity of Duvall Avenue NE, the roadway runs east-west and consists of four travel lanes and one left turn lane. A separate project proposes to improve this intersection. Intersections The following is a description of the existing intersections within the project limits. Signalized Locations There are none. Unsignalized Locations The Duvall Avenue NE/Southeast 107th Place intersection is a three-legged intersection with Southeast 107th Place forming the intersection's west leg. At the intersection, Duvall Avenue NE has a two-way left turn lane. Southeast 107th Place has one approach and one departure lane. The approach from Southeast 107th Place is stop controlled. The Duvall Avenue NE/Southeast 107th Street intersection is a three-legged intersection with Southeast 107th Street forming the intersection's west leg. Each leg of the intersection has one approach and one departure lane. The Southeast 107th Street approach functions as a private driveway approach and has no posted stop control. The Duvall Avenue NE/Northeast 18th Place intersection is a three-legged intersection with Northeast 18th Place forming the intersection's east leg. Each leg of the intersection has one approach and one departure lane. The approach from Northeast 18th Place is stop controlled. Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 2-1 December 2004 The Duvall Avenue NE/Northeast 181h Street intersection is a three-legged intersection with Northeast 18th Street forming the intersection's east leg. Each leg of the intersection has one approach and one departure lane. The approach from Northeast 18th Street is stop controlled. The Duvall Avenue NE/Northeast 19th Street intersection is a four-legged intersection. Duvall Avenue NE forms the north and south legs and Northeast 19th Street forms the east and west legs. Northbound Duvall Avenue NE has dedicated left- and right-turn lanes. The right-turn lane tapers off after the intersection. Southbound Duvall Avenue NE has a dedicated left-turn lane. Both legs of Northeast 19th Street have one approach and one departure lane. The eastbound approach from Northeast 19th Street is stop controlled. No stop control is present on the westbound approach from Northeast 19th Street, but there is no indication as to why no stop control is present. The Duvall Avenue NE/Northeast 20th Place intersection is a three-legged intersection with Northeast 20th Street forming the intersection's east leg. At the intersection, Duvall Avenue NE has a two-way left-turn lane. Northeast 20th Place has one lane serving as both an approach and departure lane. The Northeast 20th Place approach functions as a private driveway approach and has no posted stop control. The Duvall Avenue NE/Northeast 21st Street intersection is a three-legged intersection with Northeast 21st Street forming the intersection's east leg. There is a dedicated left- and right-turn lane from Duvall Avenue NE to Northeast 21st Street. The right-turn lane tapers off after the intersection. Northeast 21st Street has one approach and one departure lane. There is a crosswalk at this intersection which is indicated by pavement markings, signs, and a flashing amber light across Duvall Avenue NE. The approach from Northeast 21st Street is stop controlled. The Duvall Avenue NE/Northeast 23rd Street intersections are two three-legged intersections with Northeast 23rd Street forming the intersection's east and west legs. The east leg of the intersection is 75 feet south of the west leg of the intersection. Each leg of the intersection has one approach and one departure lane. The westbound Northeast 23rd Street approach functions as a private driveway approach and has no posted stop control. The eastbound Northeast 23rd Street approach is stop controlled. The Duvall Avenue NE/Northeast 24th Street intersection is a three-legged intersection with Northeast 24th Street forming the intersection's west leg. Each leg of the intersection has one approach and one departure lane. The approach from Northeast 24th Street is stop controlled. The Coal Creek Parkway SE/Southeast 100th Street intersection is a three-legged intersection with Southeast 100th Street forming the intersection's east leg. Each leg of the intersection has one approach and one departure lane. The approach from Southeast 100th Street is stop controlled. The Coal Creek Parkway SE/Southeast 95th Way intersection is a three-legged intersection with Southeast 95th Way forming the intersection's west leg. Each leg of the intersection has one approach and one departure lane. The approach from Southeast 95th Way is stop controlled. Traffic Operations A traffic analysis was conducted for the Duvall Avenue NE/Coal Creek Parkway SE reconstruction project in April 2004. King County provided traffic forecast volumes for the year 2030 using its traffic model for the traffic analysis. Traffic volumes are expected to increase significantly by the year 2030 due to future development and regional changes in the transportation network. Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 2-2 December 2004 During the morning peak hour, peak traffic direction is northbound along Duvall Avenue NE/Coal Creek Parkway SE, with the volume peaking at Southeast May Valley Road. Peak direction reverses during the afternoon peak hour. As roadway capacity increases along the corridor, the ratio between northbound and southbound traffic decreases. Overall traffic on the intersecting side streets along the project is not forecasted to increase significantly. Residential developments in the corridor are fully developed and commercial developments in the vicinity of the intersection of Northeast Sunset Blvd. are not expected to undergo any significant development or redevelopment. iIn the year 2030, the Duvall Avenue corridor is expected to have over 900 vehicles traveling in the peak direction during peak hours. With this forecasted volume, pedestrians will have difficulty finding a gap in the traffic to cross Duvall Avenue NE/Coal Creek Parkway. This difficulty is increased with widening of the roadway. Regional Roadway Network Principal roadways in the vicinity of the project include Duvall Avenue NE/Coal Creek Parkway SE, Northeast Sunset Blvd. (SR 900), Southeast 95th Way and Southeast May Valley Road. This roadway network serves as a commuter and freight traffic route between the cities of Renton and Bellevue. Additionally, the corridor has developed into an alternative route to I-405, particularly during peak hours Existing Land Use The existing land use in the project area is residential and commercial businesses. The area is rapidly developing and the use of Duvall Avenue NE/Coal Creek Parkway SE as a commuter route has increased in recent years. Topography The proposed project is located in the City of Renton and unincorporated King County in western Washington. The elevation along the route in the City of Renton is relatively flat with an approximate downward slope of less than 1 percent to the north. Along the roadway in the King County segment of the project, the downward slope increases. Slopes range between 3 and 7 percent. Along the west side of the existing roadway the land rises significantly, while along the east side, the land drops off past the roadway. Total elevation change over the length of the project is approximately 80 feet. May Creek is located approximately 750 feet north of the Southeast 95th Way intersection. Geotechnical Considerations In the City of Renton's portion of the project, existing soil conditions consist of upper layers of medium dense to very dense silty sand with gravel. Soils in the King County segment include fill, colluvium, advanced outwash, and glaciolacustrine deposits. Groundwater levels along the whole corridor are expected to fluctuate as a result of season, precipitation, and other factors. Hydrology and Drainage Surfacewater Honey Creek flows northwest on the southeast corner of the SR 900/Duvall Avenue NE intersection. At approximately B STA 173+50,just south of the intersection, the creek flows into a 72-by 44-inch corrugated metal pipe arch. This pipe arch connects to a series of closed drainage systems that run Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 2-3 December 2004 under the parking lot in the southeast corner of the above-mentioned intersection. This system discharges into Honey Creek at the northwest corner of Union Avenue/SR 900. Honey Creek flows northwest to connect at the north to May Creek. May Creek is located approximately 750 feet north of the Southeast 95th Way Intersection. May Creek flows northwesterly to connect to the Cedar River, which discharges into East Lake Washington. Stream P9 is located on the east side of Duvall Avenue NE at approximately B STA 208+00. This small stream flows northeasterly to a wetland 400 feet from the roadside. There are no floodplains within the project vicinity. Wetlands There are four wetlands within the project footprint. A wetland mitigation and monitoring plan will be implemented if deemed necessary (see Section 6"Wetlands"). Roadway Conveyance System Within the project footprint, stormwater flows both to the north to May Creek and to the south to Honey Creek. The change in flow direction, at the crest of Duvall Avenue, is located at approximately B STA 194+50 (just south of Northeast 21st Street). There are no existing water quality treatment or flow controls for the roadway runoff. The following describes each of the two systems. May Creek In the adjacent subdivisions, on the west side of Duvall Avenue NE, off-site stormwater is primarily collected through a series of catch basins. The water is then routed in pipes towards Duvall Avenue NE to be discharged into a ditch on the west side of the roadway. The off-site water combines with roadway runoff in the ditch, conveying the water to a culvert located at approximately B STA 208+00. The corrugated metal culvert transports the water under the roadway to outfall on the eastside of Duvall Avenue in a stream. On the eastside of Duvall Avenue NE, off-site stormwater flows overland to a ditch on the east side of the roadway. Roadway runoff drains to the ditch. Both the on- and off-site water for the east side of Duvall Avenue NE is conveyed in the ditch to a plugged catch basin on the northeast corner of NE 100th Street at approximately B STA 204+75. It is not known at this time if there are any problems with this segment of the system during large storm events. From B STA 204+75, the roadway runoff along with the east side overland flows, combine in a ditch on the east side of Duvall Ave NE. This ditch flows over an embankment at approximately B STA 207+75. The stormwater from the ditch combines with the water from the above mentioned culvert to flow downhill to the head of Stream P9 (see Figure 2-1 for approximate location of Stream P9). Stream P9 feeds a wetland approximately 400 feet to the northeast. North of B STA 208+00, both on- and off-site overland (west side only) water combine in a ditch on the west side of Duvall Avenue NE. This ditch flows to an 18-inch reinforced concrete culvert at the corner of Duvall Avenue NE and Southeast 95th Way. The culvert outfalls on the northwest side of Southeast 95th Way. The stormwater is dispersed through the native vegetation. For the east side, north of B STA 208+00, the off-site water sheet flows down the hill on the east side. Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 2-4 December 2004 DRAINAGE BASIN IIAP >_ n LEGEND MAY CREEK OFFSITE A1,A2,A3,A4 SUB-BASINS SUB-BASIN MAY CREEK ONSITE gj Al (20.82 AC) SUB-BASINS -- --- HONEY CREEK OFFSITE C1 C2,Cl C4 SUB-BASINS ( I HONEY CREEK ONSITE i �D1.D2,D3,D4 SUB-BASIN i SUB-BASINS (20.27 AC) SUB-BASIN yr — N C S LE C3 SUB-BASIN K (3.58 AC) C1 (22.80 AC) � Ave NEcn SUB-BASIN D2 s i 4.18 AC w RENTON ( � 1 > d N a KING COUNTY �� May n N A ,,, _ Creek- � Uj Z - 41 w � CD T- 1 Chelan Pt L Y 1 INI"ll Ave NE- -,,,,.�,.__..__„`-_�uva _..�,�.>, _._�_ _—� _ N-_ T.�_�_ ------bu ve � SUB-BASIN 70 A (5 C) VS 1 t i _j i `l i m c -) \ "r Unnamed Honey Creek— �� zSUB-BASI � ` Stream_ ;—SU B-BASIN C2 / I Dl 7.69 AC _ r a L i � ( ) '- � SUB BASIN (3.23AC) i ! SUB-BASIN o � -___ A2 A4 0 SUB-BASIN (1.86 AC) `- " (5.28 AC) _ - sz } V-F C4 Field Ave NE (1.22 AC) i L_ Figure Drainage Basins Map 2-1 iHoney Creek South of Northeast 21st Street, stormwater from the neighboring subdivisions on both the west and east sides is collected in a series of catch basins. The stormwater is directed to a closed system of catch basins and pipes along Duvall Avenue. There are two main trunk lines running parallel to the curb on each side of Duvall Avenue. Intermittent laterals collect roadside runoff connecting to one of the main trunk lines. At approximately B STA 190+00, the west trunk line crosses under Duvall Avenue to join the east trunk line. South of this location, the on- and off-site water for the east side continues to be collected and conveyed in the same manner. On the west side, south of B STA 190+00, the off-site continues to be collected in a series of catch basins, but is now routed to a ditch. This ditch collects both the west side off-site water and roadway runoff from the west side. At B STA 180+75, the stormwater from the ditch is routed to a catch basin at the northwest corner of Southeast 107th Place. The east trunk line runs west under Duvall Avenue at B STA 179+40 where the above-mentioned catch basin joins this main trunk line. Intermittent laterals collect roadside runoff and stormwater from adjacent parking lots to be conveyed in the main trunk line. The main trunk line on the west side conveys the water south to a storm drain manhole in the parking lot at the southwest corner of the intersection of Duvall Avenue and SR 900 at approximately B STA 173+67 (south of project limits). Stormwater on SR 900 is collected by catch basins on both the north and south sides of the roadway. Runoff from eastern leg of SR 900 is conveyed south on the east side of Duvall Avenue to be discharged into Honey Creek. Honey Creek is routed, southwest, under Duvall Avenue through a 77- by 44-inch culvert. The culvert connects to a pipe that in turn connects to the previously mentioned manhole. From this point, the water is conveyed southwest through a series of pipes and manholes. The runoff from the western leg of SR 900 is conveyed south to join with this system. This system is believed to be discharged into a ditch.According to the City of Renton's drainage plans, all of the water from the ditch is conveyed in pipes southwest to two parallel culverts (58 by 36 inches). These two culverts cross northwesterly under SR 900 to discharge into Honey Creek. There are no existing water quality treatment or flow controls for the roadway runoff. Basin Descriptions Eleven existing subbasins have been identified within the project corridor (see Figure 2-1). Eight of these are off-site flows. ■ Subbasin Al (20.82 acres)— The off-site runoff from the area northwest of Northeast 24th Street flows eastward down the hill to be collected in a roadside ditch on the west side of Duvall Avenue NE. ■ Subbasin A2(5.28 acres)—The off-site runoff flows towards Duvall Avenue NE from the area to the north and south of Southeast 100th Street. This flow is collected in a ditch on the east side of Duvall Avenue NE. The ditch conveys the water over the side of the hill into Stream P9. ■ Subbasin A3(20.27 acres)—The area on the west side of Duvall Avenue NE between the south sides of Northeast 23rd Street and Northeast 24th Street. The off-site runoff is conveyed through three storm drain pipes into ditches on the west side of Duvall Avenue NE. These ditches convey the runoff to a culvert located at B STA 208+00, which outfalls to Stream P9 on the east side of Duvall Avenue. ■ Subbasin A4(1.86 acres)—The area on the east side of Duvall Avenue NE between Northeast 21st Street and Northeast 24th Street. The off-site runoff flows overland to a series of ditches on the east side of Duvall Avenue and is conveyed toward May Creek. Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGERJABAM,FAPWT-04-032 City of Renton,Washington 2-6 December 2004 ■ Subbasin BI (5.70 acres)—The area within the project footprint that conveys runoff to May Creek. The water is currently collected on both sides of Duvall Avenue in a series of ditches. ■ Subbasin CI (22.80 acres) The area on the west side of Duvall Avenue NE between Northeast 107th Place and mid-block of Northeast 24th Street/Northeast 21st Street. Off-site runoff flows south to Honey Creek through intermittent ditches and closed storm systems. ■ Subbasin C2(7.69 acres)—The area on the east side of Duvall Avenue NE between Northeast 19th Street and Southeast 107th Place. Off-site runoff is collected in a series of catch basins on the east side of Duvall Avenue NE to be routed to the south into Honey Creek. ■ Subbasin C3(3.58 acres)—The area on the west side of Duvall Avenue NE between Northeast 107th Place and Sunset Blvd. (SR 900). The off-site runoff predominately flows toward both Duvall Avenue NE and Sunset Blvd. to be collected in a series of catch basins and routed to Honey Creek. ■ Subbasin C4(1.22 acres)—The area on the east side of Duvall Avenue NE between Northeast 107th Place and Sunset Blvd. The off-site runoff predominately flows toward both Duvall Avenue NE and Sunset Blvd. to be collected in a series of catch basins and routed to Honey Creek. ■ Subbasin DI (6.75 acres)—The area within the project footprint that conveys runoff to May Creek. The water is currently collected on both sides of Duvall Avenue and Sunset Blvd. in a series of catch basin to be routed to Honey Creek. ■ Subbasin D2(4.18 acres)—The area within the project footprint that conveys runoff to Honey Creek. In the vicinity of the SR 900 and Duvall Avenue intersection, the water is currently collected on both sides of Duvall Avenue and Sunset Blvd. in a series of catch basins. This water is routed to Honey Creek. Final P Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 2-7 December 2004 SECTION 3—ROADWAY IMPROVEMENTS Design Standards and Criteria Design Standards The following are the design standards that are applicable to this project. ■ Renton Municipal Code ■ City of Renton Standard Plans for Road, Bridge, and Municipal Construction ■ WSDOT Design Manual ■ WSDOT Standard Plans ■ King County Road Standards ■ DOE Stormwater Management Manual for Western Washington (SMMWW), 2001 ■ King County Surfacewater Design Manual, 1998 ■ WSDOT Highway Runoff Manual ■ State Environmental Policy Act (RCW 43.21C) The following publications and manuals are applicable to this project when a specific subject is not covered or discussed in the above listed documents. ■ Manual on Uniform Traffic Control Devices ■ AASHTO"Policy on Geometric Design of Highways and Streets" (2001) For the design of the Duvall Avenue NE/Northeast Sunset Blvd. (SR 900) intersection, WSDOT design standards will take precedence over City of Renton and other listed design standards. Design Criteria Duvall Avenue NE/Coal Creek Parkway SE The following summarizes the design criteria for Duvall Avenue NE/Coal Creek Parkway SE. Additional details of design criteria and citation of sources are shown in Tables A-1 and A-2, included in Appendix A.. Classification: Minor arterial in the City of Renton Design Speed: 35 mph from Northeast Sunset Blvd. to Northeast 24th Street (Renton) 40 mph from Northeast 24th Street to Southeast 95th Way (King County) Traveled Way: 66 feet, face of curb to face of curb (typ) 57 feet (between STA 210+58 and STA 216+33) (A representative section is shown in Figures 3-1 and 3-2) Through Lanes: Four 11-foot through lanes are proposed. (A representative section is shown in Figures 3-1 and 3-2) Final Design Report P Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 3-1 December 2004 i j Typical Cross Section in the City of Renton 83' Right-of-Way 2' 66' Roadway � 2' 6.5' 5' 11' SB 11' SB 12' Left 11 ' NB 11 NB 5' 6.5' SW & Bike Travel Lane Travel Lane Turn Lane Travel Lane Travel Lane Bike SW & Curb Lane Lane Curb z000k zoo Existing Ground 2:1 Slope Max 3" Hot Mix Asphalt 3.5" Hot Mix Asphalt 6" Crushed Surfacing (Class 1/2 ) (Class 1 ) Top Coarse Typical Cross Section in the City of Renton Figure �� , 3-1 Typical Cross Section in KingCounty (Does Not Depict Superelevation) Right-of-Way Varies Fence 57'-66' Roadway with Median 2' i Proposed Wall 1 5.5 5 _ 11 SB 11 SB 3 12 11 NB_ _11 NB_ 5 p SW & Bike Travel Lane Travel Lane Median Travel Lane Travel Lane Bike SW & Curb Lane ��:_ Lane Curb Tiebacks - for Wall i Stabilization Proposed 22% Handrail Proposed Wall IN .5" Hot Mix Asphalt - Existing Ground p Hot Mix Asphalt 6 Crushed Surfacing (Class 1/2") (Class 1 ) Top Coarse Figure ^ Typical Cross Section in King County 3-2 Turn Lanes: One 12-foot two-way left-turn lane with turn pockets at intersections is proposed along the majority of the roadway. Midway along the King County portion of the roadway, a 3-foot median with an extruded curb will replace the center turn lane where there are no driveways or side streets. Roadside: Concrete barrier curbs and gutters with 6-foot sidewalks (5-foot sidewalks on west side of roadway from STA 203+00 north) along each side. Retaining walls or 2:1 cut/fill slopes will be required along the corridor. Grade: 0 percent (City of Renton) to 0.5 percent (King County) minimum; 7.5 percent (City of Renton) to 10 percent (King County) maximum Superelevation: 0.06 ft/ft max Horizontal Curves: 509 feet minimum for 40 mph design speed (6 percent superelevation) 6,000 feet minimum for 40 mph design speed (0 percent superelevation) Sight Distance: Entering Sight Distance: 555 feet for 40 mph design speed Stopping Sight Distance: 325 feet for 40 mph design speed Deviations for Duvall Avenue NE/Coal Creek Parkway SE The following is a summary of the deviations that are required in order to construct the project as shown in the design report plans included in Volume 2 of this report. For a more detailed description of the applicable design standards/criteria (see Tables A-1 and A-2 in Appendix A). Design Speed A King County variance is required to reduce the standard 45 mph design speed to 40 mph on Duvall Avenue NE/Coal Creek Parkway SE in the King County segment of roadway for the following reasons. ■ Adjacent sections of the roadway had design speeds of 40 mph or less for the 35 mph posted speed. ■ Reduces cost in ROW acquisition, fill materials, and walls by using smaller radii horizontal curves to keep the proposed alignment closer to existing ROW and alignment. Entering Sight Distance A King County variance is required to reduce the entering sight distances for Northeast 24th Street and for the relocated McDowell property driveway for the following reasons. ■ Entering sight distances are greatly improved over existing conditions. Roadway Geometry Horizontal Alignment Values for the proposed horizontal curves on Duvall Avenue NE/Coal Creek Parkway SE meet King County and WSDOT criteria for the proposed design speed and sight distance requirements. The minimum allowable radius for 40 mph design speeds is 6,000 feet with no superelevation and 509 feet with a 6 percent superelevation. There are four horizontal curves on the alignment; two in Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 3-4 December 2004 the Renton segment of the alignment have radii of 6,000 feet with no superelevation, and two in the King County segment of the alignment have radii of 531.50 and 527 feet with a maximum 6 percent superelevation. Vertical Alignment The proposed vertical alignment design parameters for Duvall Avenue NE/Coal Creek Parkway SE meet all design criteria for stopping sight distance and maximum grades, as specified above and in Tables A-1 and A-2 in Appendix A. The vertical profile was established based on the existing ground elevation along the alignment. The proposed profile attempts to minimize cut and fill along the corridor and allows for proper storm drainage. The proposed roadway will match into existing side streets. Lane Configuration Reconstruction of the Duvall Avenue NE/Coal Creek Parkway SE corridor will accommodate current traffic volumes, as well as future traffic. A corridor analysis was conducted to determine the lane configuration and intersection geometry required to provide acceptable operating levels of service at the Duvall Avenue NE/Northeast Sunset Blvd. intersection for the design year 2030. Widening Duvall Avenue NE/Coal Creek Parkway SE to a four-lane facility with a two-way left-turn lane will provide adequate capacity to meet expected 2030 forecasted demand (for analysis see Traffic Analysis Report by Mirai Associates). A corridor progression assessment was performed using the Synchro 6.0 modeling to determine how the corridor, as well as the individual intersections, would function under expected traffic, future traffic, and signal control. The intersection channelization requirements that resulted from this analysis are described in the "Intersections and Access" subsection below. Pavement Based on preliminary analysis, the following pavement section is used throughout the project limits to provide a 25-year pavement design life. All depths are minimum compacted depths. City of Renton ■ Hot Mix Asphalt (Class 1/2-inch) 0.25 foot ■ Hot Mix Asphalt (Class 1-inch) 0.30 foot ■ Crushed Surfacing Top Course 0.50 foot King County ■ Hot Mix Asphalt(Class 1/2-inch) 0.30 foot ■ Hot Mix Asphalt (Class 1-inch) 0.35 foot ■ Crushed Surfacing Top Course 0.50 foot A payment overlay of 0.33 foot will be placed over the existing pavement at the intersection of Duvall Avenue NE and Northeast Sunset Blvd. Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 3-5 December 2004 A detailed pavement design will be completed following additional geotechnical engineering analyses during final design efforts. See the"Geotechnical Engineering Services Duvall Avenue NE Improvements" geotechnical supplemental report for further details. Retaining Walls Retaining walls are used along the corridor as shown in the typical sections provided in the design report plans included in Volume 2. Due to groundwater seepage expected from cuts required along the west side of Coal Creek Parkway SE, soldier pile walls will be constructed. For fill sections, mechanically stabilized earth walls will be used. Cut wall sections under 6 feet in height will be supported by a rockery wall. See the "Geotechnical Engineering Services Duvall Avenue NE Improvements" geotechnical supplemental report for further details. Intersections and Access Forecast Traffic Volumes King County provided 2030 traffic forecast volumes using its traffic model for the analysis. Four future alternatives were considered for the corridor. These alternatives included a"no-action" alternative, as well as three-lane, four-lane, and five-lane alternatives. Output shows significant traffic volume increases over existing conditions. The morning peak hour numbers reveal that the peak direction is northbound. The traffic volumes build as one travels north along the study corridor and peaks at Southeast May Valley Road (outside of the project boundaries). In the afternoon, the general peak direction is southbound. However, in the higher capacity alternatives, the ratio between northbound and southbound volumes decreased. The overall traffic on the intersecting side streets is not forecasted to increase significantly. Developments along this corridor are generally built-out. Most of the side streets connect to fully developed residential areas. Development in this area of Renton and King County is primarily low- density residential development. Some commercial developments are located along Northeast Sunset Blvd. At this time, this corridor is not expected to see any significant development or redevelopment. Intersection Channelization Separate Synchro models were created with the no-action, three-lane, four-lane, and five-lane improvement alternatives and associated forecasted 2030 volumes to evaluate the level of service and delay for the intersections along the project corridor. As a result of this analysis, intersection channelization requirements for the project were identified and used to prepare the design report plans that are included in Volume 2. The required length of turn pockets were established to provide adequate storage. Synchro analysis calculated 95 percentile queue lengths for each movement at all study intersections during the AM and PM peak hour periods. The total pocket lengths may have been modified to better allow turning vehicles to bypass the through-movement queues. Conclusions The five-lane roadway section proposed will require improvements at several locations to further increase capacity, reduce congestion, and shorten queue lengths. The increase in corridor capacity would attract traffic to Duvall Avenue NE that might otherwise travel on parallel arterials or other less desirable local roads. The addition of a center two-way left-turn lane will also increase safety along the corridor. Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 3-6 December 2004 Geometries Corner radii for the intersection of Duvall Avenue NE and Northeast Sunset Blvd. (SR 900) are between 35 and 55 feet. The variation in radii is due to the skew angle of the intersection and the constraint of taking no additional ROW. The radii provided are sufficient for the bus design vehicle used. Corner radii for local access cross streets are 25 feet. Corner radii for private streets vary between 20 and 25 feet. Driveway Approaches The majority of driveways along the corridor are residential driveways. Residential driveway approaches will be in accordance with City of Renton Standard Plan F-4, Type 1. Three driveways will need to be relocated. The driveway on Parcel 5169700129 (Glass)will be relocated west of the retaining wall, off of Southeast 107th Place. The driveway on Parcel 0323059052 (McDowell) will be relocated north along the alignment to maximize entering sight distance. The driveway on Parcel 0323059287 (City of Renton Park) will be relocated to enter Coal Creek Parkway SE across from the proposed Southeast 95th Way. Driveway approaches will be provided as shown on the design report plans (Volume 2). Pedestrian and Bicycle Facilities Pedestrian facilities in the City of Renton segment will be 6-foot-wide sidewalks on each side of the roadway. Pedestrian facilities in the King County segment will be 6-foot-wide sidewalks on each side of the roadway up to Northeast 24th Street. On the west side, north of Northeast 24th Street, there will be a 5-foot-wide sidewalk. The east side will continue to have a 6-foot-wide sidewalk.A pedestrian actuated crosswalk will be provided mid-block between Northeast 21st Street and Northeast 23rd Street. Five-foot-wide bicycle lanes adjacent to curb will be provided along both sides of the roadway. Landscaping and Irrigation No landscaping is currently envisioned for the project, except for hydroseeding areas for restoration outside the limits of the sidewalk construction and restoration of private property. Mitigation for impacted wetlands will be in the form of creation and enhancement as required. No irrigation systems will be used. The use of drought-tolerant plants will be employed as required. Illumination Roadway lighting will be provided along Duvall Avenue NE/Coal Creek Parkway SE as specified in Chapter 6, 4-6-060-I, of the Renton Municipal Code, and should be designed and constructed in accordance with the City publication, "Guidelines and Standards for Street Lighting Design of Residential and Arterial Streets" and Section 5.05 of the King County Road Standards. Signalization A signal warrant assessment was conducted to evaluate the basis and warrants for the installation of traffic signals within the project limits. The warrant analysis was performed as specified under the "Manual on Uniform Traffic Control Devices." Given the forecasted traffic volumes, it is recommended that traffic signals be installed for the Duvall Avenue NE/Coal Creek Parkway SE reconstruction project at the following intersections (see the "Duvall Avenue Corridor Traffic Analysis Report" supplemental report). Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 3-7 December 2004 ■ Between Northeast 21s1 Street and Northeast 23rd Street(pedestrian actuated signal) ■ Southeast 95th Way (future—intersection is in City of Newcastle jurisdiction but adjacent to project limits) Maintenance of Traffic During Construction With the revisions proposed to Duvall Avenue NE/Coal Creek Parkway SE, both horizontally and vertically, existing traffic will need to be accommodated by phased construction of the facilities to maintain two lanes of traffic and existing accesses. Transit Routes and Facilities King County (KC) Metro Transit provides bus service along Duvall Avenue NE and Coal Creek Parkway SE. In addition to bus routes 114 and 420, the facilities provided by KC Metro Transit include bus stops, landing pads, benches and shelters. Bus routes will not be disturbed because one lane of traffic will be open in each direction during construction. When bus stops are located in the work zone, stops will be relocated either north or south along the route and signage will be placed to notify riders. Proposed transit facilities will meet KC Metro standards. Stormwater Management A stormwater analysis and design has been conducted by BERGER/ABAM in accordance with the SMMWW requirement for redevelopment. Each of the two on-site subbasins have over 35 percent of existing impervious coverage. Each of the subbasins were analyzed as separate systems. Subbasin B1 has 40 percent existing impervious coverage, but will add 50 percent or more to the existing impervious surfaces within the project limits such that the minimum requirements No. 1 through No. 10 of the SMMWW will apply to the converted pervious surfaces and also the new and replaced impervious surfaces. Subbasin D1 has 66 percent existing impervious coverage and will not add 50 percent or more to the existing impervious surfaces within the project limits such that the minimum requirements No. 1 through No. 5 of the SMMWW will apply to the converted pervious surfaces, and the new and replaced impervious surfaces. Minimum requirements No. 6 through No. 10 of the SMMWW will apply only to the new impervious surfaces and converted pervious surfaces. The existing"hydrology and drainage" conditions for the project area are described in Section 2. The following is a summary of the stormwater management findings and recommendations. Stormwater will be formally collected in catch basins, eliminating the existing open ditches and culverts under street intersections and driveways. Both detention and treatment facilities will be configured to collect, treat, and detain the runoff from the relevant surfaces The areas of the new and replaced surfaces were used to size the detention/water quality facilities (see Table 3-1 for these areas). Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 3-8 December 2004 1 ' Table 3-1. Summary of Treated Surfaces Sub-Basin Impervious Surface Converted Pervious Surfaces Total May Creek (131) 4.09 acres 1.61 acres 5.70 acres Honey Creek (D1) 0.66 acre 0.44 acre 1.01 acres Due to the proposed shift in the existing alignment, a portion of the existing impervious surfaces will ' be converted to landscaping, while on the other hand some of the existing pervious surfaces will be converted to impervious surfaces. The project will add approximately 2.41 net acres of impervious surface area to the site (see Table 3-2 for a net summary of the surface areas of the project). ' Table 3-2. Summary of Project Surface Areas Project Totals Existing Proposed Net (increase/decrease) ' Impervious Area (roadway) 4.15 acres 5.78 acres 1.63 acres (increase) Impervious Area (sidewalk) 0.23 acre 1.01 acres 0.78 acre (increase) Total Impervious Area 4.38 acres 6.79 acres 2.41 acres (increase) Pervious Area 4.55 acres 2.14 acres 2.41 acres (decrease) Total Project Area 8.93 acres 8.93 acres May Creek-B1 Existing Proposed Net (increase/decrease) Impervious Area (roadway) 2.23 acres 3.48 acres 1.25 acres (increase) Impervious Area (sidewalk) 0.03 acre 0.61 acre 0.58 acre (increase) Total Impervious Area 2.26 acres 4.09 acres 1.83 acres (increase) ' Pervious Area 3.44 acres 1.61 acres 1.83 acres (decrease) Total Project Area 5.70 acres 5.70 acres ' Honey Creek-DI Existing Proposed Net (increase/decrease) Impervious Area (roadway) 1.92 acres 2.30 acres 0.38 acre (increase) Impervious Area (sidewalk) 0.20 acre 0.40 acre 0.20 acre (increase) ' Total Impervious Area 2.12 acres 2.70 acres 0.58 acre (increase) Pervious Area 1.11 acres 0.53 acre 0.58 acre (decrease) Total Project Area 3.23 acres 3.23 acres ' Flow Control The hydraulic analysis was performed and the proposed facilities were designed using a continuous ' simulation hydraulic model based on the Environmental Protection Agency's Hydraulic Simulation Program-Fortran(HSPF). The continuous simulation hydraulic model, MGSFlood, is in accordance with the guidelines listed in Volume 3 of the SMMWW (see Appendix B for detention calculations). ' The continuous model was used to determine stormwater detention requirements. Detention facilities were sized so that developed discharge rates will match predeveloped forest conditions for the range from 50 percent of the 2-year peak flow up to the 50-year peak flow (see Table 3-3 for a summary of these discharge rates). ' Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 ' City of Renton,Washington 3-9 December 2004 ' Table 3-3. Surnrnary of Discharge Rates May Creek (Basin 131)— City of Renton and King County 2-year PRE 10-year PRE 50-year PRE ' Flows (cfs) 0.143 0.282 0.443 Precip. (in) 2.1 3.0 4.0 ' 2-year POST 10-year POST 50-year POST Flows (cfs) 1.878 ' Precip. (in) 1.201 3.0 2.663 2.1 4.0 ' In Flow Release Rates (cfs) (cfs) 2-year POST 1.201 <1/2 of 2-year PRE 0.071 10-year POST 1.878 <2-year PRE 0.143 50-year POST 2.663 <10-year PRE 0.282 Honey Creek (Basin D1)— City of Renton ' 2-year PRE 10-year PRE 50-year PRE Flows (cfs) 0.028 0.054 0.085 ' Precip. (in) 2.1 3.0 4.0 2-year POST 10-year POST 50-year POST ' Flows (cfs) 0.204 0.327 0.4744.0 Precip. (in) 2.1 3.0 ' In Flow Release Rates (cfs) (cfs) ' 2-year POST 0.204 <1/2 of 2-year PRE 0.014 10-year POST 0.327 <2-year PRE 0.028 50-year POST 0.474 <10-year PRE 0.085 ' Water Quality ' Stormwater treatment facilities for the project were analyzed and designed to meet the minimum standards identified in Volume 4 of the 2001 SMMWW. ' Water quality design volumes were determined using the above-mentioned continuous runoff model in accordance with the guidelines listed in Volume 4, Chapter 4 of the SMMWW for the six-month, 24-hour storm (see Appendix B for water quality calculations). ' Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 ' City of Renton,Washington 3-10 December 2004 ' Water quality facilities were sized to treat the impervious and converted areas containing roadway runoff. Enhanced water quality treatment applies for Subbasins B1 and D1. Subbasin D1 will employ a sand filter vault as described in Volume 4, Chapter 8 of the SMMWW. Subbasin D1 will employ a stormwater wetland as described in Volume 4, Chapter 10 of the SMMWW. By the definition of a high-use site by the SMMWW (Volume 4, Section 2.1), the project will not utilize oil control facilities. Conveyance System The project corridor was divided into two drainage areas (see Section 2 for basin areas). The drainage areas were delineated using the base map developed for the project. The delineated drainage areas reflect the configuration of the existing drainage patterns and the proposed roadway. The approximate locations of existing outfalls will be maintained to avoid flow diversions from the ' existing drainage patterns. The proposed conveyance system was analyzed and designed in accordance with the current ' guidelines listed in the SMMWW. The Rational method was used to compute the 25-year, 24-hour storm peak discharge for all pipelines (see Appendix B for conveyance system calculations). Gutter flow and inlet spacing were determined by using the gutter analysis method described in WSDOT's ' Hydraulics Manual (see Appendix B for gutter analysis calculations). Each full pipe capacity was evaluated using Manning's equation. ' Wet Pond A combined stormwater wetland/detention pond were designed for both water quality and detention for Subbasin B1. The pond will consist of two cells separated by a gravel berm. Approximately 35 percent of the water quality volume will be contained in the first cell. The second cell will contain both the detention volume (live storage) and the remaining 65 percent of water quality volume (dead storage). The water quality volume was given a safety factor of 1.5. Table 3-4 summarizes the detention volume and water quality volume required for the drainage areas. Table 3-4. Water Quality (WQ) and Flow Control Basin Detention WQ Volume Type of Facility Volume B1-May Creek 3.46 Ac-Ft 31,893 CF Combined water quality and detention pond D1-Honey Creek 0.51 Ac-Ft 5,491 CF Combined water quality and detention pond The first cell of the ponds shall contain 1 foot of sediment storage. The first cell is proposed to be ' lined with a low-permeability liner, such as compacted till liner, clay liner, or geomembrane liner. An emergency overflow structure is designed to discharge the 100-year flow for developed condition. An access ramp is provided to the first cell of each pond at a maximum grade of 7H:1V for maintenance. A birdcage/multiple orifice restrictor located in the second cell will facilitate the ' discharge rates mentioned in Section 2 "flow control" and will convey the discharge to the applicable discharge location. Pond B1 will contain the roadway runoff for Subbasin B1. Pond B1, located at approximately B STA 217+00, is positioned on a downward slope. A combination of both vertical walls and 2H:1V interior sloped will be used to avoid deep cuts to reach the desired combined volume for detention and water ' quality. Further geotechnical investigation will need to be performed on the two parcel that will contain Pond B1. This is to determine the soils present and the groundwater elevation. Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 ' City of Renton,Washington 3-11 December 2004 Locations of the outfall for Pond Bl are being investigated. Both options will involve a downstream analysis. There are two options. ' 1. A direct discharge to May Creek. Additional environmental concerns will need to be investigated. ' 2. Outfalling to the northwest corner of Duvall Avenue at B STA 220+00. Vaults ' A detention vault preceded by a sand filter vault will contain the roadway runoff for Subbasin D1. The two vaults will be located within the King County ROW along Southeast 107th Place. The sand filter vault will contain the water quality volume to be treated. The sand filter vault will be two celled. The first cell, for presettling, will contain 1 foot of sediment storage. The second cell shall contain a flow spreader to distribute the flow, sand media (18 inches minimum), and an underdrain system. The second vault will detain the detention volume (see Table 3-4 above for water quality and detention volumes). Proposed System for On-Site Runoff Computations to size the pipes are included in Appendix B and depicted in the final report plans included in Volume 2. Preliminary design of flow control and water quality facilities are shown on the design report plans included in Volume 2. Basin DI (from Northeast Sunset Blvd. to Northeast 22nd Place) ' This drainage area is in the Honey Creek basin. All runoff from the proposed roadway will be collected by catch basins at the gutter on both sides of the roadway. Meeting the requirement to treat only the new impervious and converted pervious surfaces, an equivalent area method will be utilized to direct the runoff stormwater to the series of vaults located at Southeast 107th Place. The stormwater from approximately B STA 194+50 to B STA 186+50 will tie in to the existing drainage system. The stormwater from approximately B STA 186+50 to B STA 181+50 will be directed to the above-mentioned vaults for water quality treatment and flow control. Discharge from the detention vault will be conveyed through a closed pipe system to discharge at an existing manhole located along Sunset Blvd. at approximately A STA 169+93 (66' RT). This manhole ' (discussed in Section 2) eventually discharges into Honey Creek. Basin B1 (from Northeast 22nd Place to Southeast 95th Way) This drainage area is in the May Creek Basin. Runoff from the proposed roadway will be collected by catch basins at the gutter on both sides of the roadway. ' Flow from the new and replaced impervious areas and converted pervious areas will be routed to Pond B1 for water quality treatment and flow control. Discharge from the pond will be conveyed through a closed system of pipes to one of the two locations mentioned above in the section on wet ' ponds. Proposed System for Off-Site Runoff For both subbasins, off-site runoff will be separated from on-site flows. The off-site flows will be conveyed to the existing storm system or will outfall at their current location to maintain the existing hydrology. Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 3-12 December 2004 Basin DI The pipes carrying the off-site flows from the west side of Duvall Avenue will connect to the existing storm system. For approximately 400 feet to the south of B STA 194+50, the east side off-site overland flows will be collected in a series of catch basins and tied into the existing storm system. South of this area, off-site flows are captured in the neighboring subdivisions and connected to the ' existing system either on Duvall Avenue or Sunset Blvd. Existing drainage patterns will be maintained. Basin B1 There is an existing culvert that crosses under Duvall Avenue at approximately B STA 208+00. This culvert outfalls on the east side of Duvall Avenue to Stream P9, which feeds a wetland approximately 400 feet to the northeast. Currently, both off- and on-site water are conveyed to the culvert through roadside ditches. The proposed storm system would separate the on- and off-site stormwater. Only the off-site water will be conveyed to the existing culvert. Separating the on- and off-site flows would decrease the amount of hydrology going through culvert to the Stream P9 by approximately 12 percent. There is a large area upstream of Stream P9 that produces overland flows. Further investigation needs to completed to determine the overall effect this will have on the stream. The pipes carrying the off-site flows from the west side of Duvall Avenue will connect to a trunk line within the ROW. This trunk line will convey the flow to approximately B STA 208+00 (left) where it ' will connect to the existing culvert. Off-site flows, on the west side, north of B STA 208+00, will be intercepted behind the retaining wall to be discharged on the northwest side of Southeast 95th Way. Off-site flows from the east side of Duvall Avenue flow overland to catch basins located within a drainage easement. A trunk line will transport the captured off-site flows to the existing culvert. Off-site flows, on the east side, north of B STA 208+00, will flow overland to the east. ' The proposed off-site system is shown in the final report plans included in Volume 2. Downstream Analysis ' Runoff from the project site will be collected and detained to meet the flow control requirement set by DOE. The flow control criteria reduce flow rates for the proposed condition to the rates that are characteristic of the natural conditions. The controlled flow prevents the long-term erosion in the downstream watercourses. Downstream analysis will be provided in the hydraulic technical information report. Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 3-13 December 2004 SECTION 4— ROW/EASEMENTS Existing Conditions The existing ROW width varies through the project improvement area. Along Duvall Avenue NE in the City of Renton, the minimum width is 60 feet and the maximum width is 100 feet. Along Coal ' Creek Parkway SE in King County, the typical width is 60 feet, with the ROW widening to 164 feet at the end of the project limits at B STA 217+63, near the intersection with Southeast 95th Way. ' The existing ROW width varies throughout the project site, as summarized in Table 4-1. Table 4-1. Summary of Existing ROW Section of Duvall Avenue NE/Coal Creek Pkwy SE Existing ROW Width (feet) Sta. 173+00 to Sta. 173+46 84 Sta. 173+46 to Sta. 174+76 92 Sta. 174+76 to Sta. 177+96 Varies (within intersection) Sta. 177+96 to Sta. 178+96 100 Sta. 178+96 to Sta. 180+72 Varies 75 to 100 feet Sta. 180+72 to Sta. 182+40 75 Sta. 182+40 to Sta. 185+62 80 Sta. 185+62 to Sta. 187+44 60 ' Sta. 187+44 to Sta. 188+85 80 Sta. 188+85 to Sta. 190+75 92 Sta. 190+75 to Sta. 192+07 72 ' Sta. 192+07 to Sta. 193+12 80 Sta. 193+12 to Sta. 195+14 100 Sta. 195+14 to Sta. 195+94 80 ' Sta. 195+94 to Sta. 196+29 100 Sta. 196+29 to Sta. 198+30 80 Sta. 198+30 to Sta. 199+95 95 Sta. 199+95 to Sta. 204+43 80 Sta. 204+43 to Sta. 212+79 60 Sta. 212+79 to Sta. 214+37 80 Sta. 214+37 to End of Project Varies 80'to 164' Proposed ROW ROW The ROW needs along the proposed alignment will require acquisitions from over half of the parcels adjacent to Duvall Avenue NE/Coal Creek Parkway SE. ' The most significant acquisitions will be in the King County portion of the corridor, where the proposed alignment strays from the existing alignment to meet horizontal curve requirements. ' In addition, it is anticipated that the following parcels will be acquired in their entirety. ' Parcel 0323059116(Brant) The Brant property consists of approximately 0.74 acre of land located east of the Coal Creek Parkway SE/Southeast 951h Way intersection. For the following reasons, it is recommended that ' this parcel be acquired in its entirety. Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 4-1 December 2004 1 ■ The proposed alignment will require a ROW acquisition from the property and the current ' property owner has expressed an interest in being bought out. ■ The City of Renton Parks property driveway, which accesses Parcels 0323059112 and 0323059164, will need to be relocated to meet entering sight distance requirements. The proposed relocated driveway runs through the Brant property. ■ A proposed storm drainage pond is located on the Brant property. ' The proposed ROW width varies between 82 and 120 feet, as shown on the design report plans located in Volume 2. The total number of parcels affected will be determined during the preparation ' of the final ROW plans. At this time, it is estimated that a total of approximately 2.8 acres of property, including total take parcels, will be required for this project. Of this amount, it is estimated that approximately 1.4 acres are required for new roadway ROW. The remaining 1.4 acres will be available for stormwater detention and driveway relocations. In the city of Renton, 1.1 acres of the total ROW is required. The remainder 1.8 acres of ROW is in King County. Easements Permanent Drainage Easements ' Approximately 0.43 acre of permanent drainage easements will be required for construction of catch basins and storm drainage lines to collect and convey off-site flow. Drainage easements begin along the east side of the roadway at Northeast 19th Street and continue north until approximately B STA 208+00. On the west side of the roadway, drainage easements begin at Northeast 24th Street and continue north until the relocated driveway on the McDowell property. iTemporary Slope Easements Slope easements will be required to match the proposed roadway to the existing land along the alignment. A 2:1 side slope will be used unless a flatter slope can be accommodated without requiring additional ROW. The easements will be required along the majority of the corridor and are temporary. Approximately 0.34 acre of temporary slope easements will be required, mostly on the southern end of the corridor. Temporary Construction Easements/Agreements to Reconstruct Driveways ' Temporary construction easements are required at all locations where driveway approaches are connected to the proposed roadways. Assumptions for ROW Cost Calculations The cost of ROW for partial take of parcels has been estimated at$15 per square foot. The cost for ' total takes of the parcels are estimated based on the assessed value of the land and improvements, plus 20 percent to account for the increase in market rate. The cost for removal of permanent structures within the proposed ROW is included in the estimate under the line item for"the removal of structures and obstructions." Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 4-2 December 2004 ' SECTION 5—UTILITIES Utilities Existing Utilities ' Known utilities are shown on the design report plans (Volume 2) based on survey data provided by the City of Renton and King County. The following utilities are known to have utilities within the limits of this project. Power ' Puget Sound Energy P.O. Box 90868 Bellevue, WA 98009-0868 Contact: Joe Jainga (425/224-2120, 206/604-5662) Gas Puget Sound Energy P.O. Box 90868 Bellevue, WA 98009-0868 Contact: Joe Jainga (425/224-2120, 206/604-5662) Sewer City of Renton Renton City Hall—5th Floor 1055 South Grady Way Renton, WA 98055 Contact: John Hobson (425/430-7279) King County 201 South Jackson Street MS: KSC-TR-0231 Seattle, WA 98104 Contact: Earl Fisher (206/296-6576) Coal Creek Utility District 6801— 132nd Place SE Newcastle, WA 98059-1415 Contact: Larry Jones (425/235-9200) Storm Drainage City of Renton Renton City Hall—5th Floor 1055 South Grady Way Renton, WA 98055 Contact: Ronald Straka (425/430-7248) Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 ' City of Renton,Washington 5-1 December 2004 King County 201 South Jackson Street MS: KSC-NR-0600 Seattle, WA 98104 Contact: Mark Wilgus (206/263-6324) Phone Qwest ' 23315—66th Avenue S. Kent, WA 98032 Contact: Melanie Wheeler (206/345-4055) Cable Comcast 4020 Auburn Way N. Auburn, WA 98002 Contact: Jim Nies (253/288-7531) Water City of Renton Renton City Hall—5th Floor 1055 South Grady Way Renton, WA 98055 Contact: Abdoul Gafour (425/430-7210) King County 201 South Jackson Street MS: KSC-TR-0231 Seattle, WA 98104 Contact: Earl Fisher (206/296-6576) Coal Creek Utility District 6801— 132nd Place SE Newcastle, WA 98059-1415 Contact: Larry Jones (425/235-9200) Fiber Optics 360 Network 4976—328th Avenue NE Carnation, WA 98014 Contact: Will Dronen (206/920-0248) Potential Utility Conflicts As part of the preliminary analysis, a review of existing utilities and potential conflicts was performed to identify significant impacts due to major elements of the construction. Known conflicts that will likely require utility relocations are identified in Table 5-1. Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 ' City of Renton,Washington 5-2 December 2004 Table 5-1. Utility Conflicts Existing Start B Sta. End B Sta. Offset Conflicting Proposed Utility Element Water (W) 174+30 205+72 13'—36' Rt. New Roadway/Pavement 180+50 203+00 16' Lt. New Roadway/Pavement Connections to existing side streets, water New Roadway/Pavement meters, and fire hydrants Gas (G) Line along Northeast 18th Street New Roadway/Pavement Power (P) 182+83 184+18 28' Lt. New Roadway/Pavement Overhead 186+20 192+70 26'—40' Rt. New Roadway/Pavement 191+14 192+05 40'—64' Lt. New Roadway/Pavement 196+89 204+21 24'—26' Rt. New Roadway/Pavement 204+21 212+00 0'—60'Rt. New Roadway/Pavement 212+00 219+42 0'— 72' Lt. I New Roadway/Pavement Lines run from power poles to residences in numerous locations Underground 177+00 182+36 32'—60' Rt. New Roadway/Pavement 182+51 184+36 42'—44' Rt. New Grading 183+82 184+21 49'—50' Rt. New Grading Overhead Overhead lines run from power poles to residences in numerous locations along Telephone (T) the proposed corridor. -7 29'—40' Rt. New Roadway/Pavement Buried 182+90 191+99 Telephone (T) Fiber Optic Underground lines along Sunset Blvd. within intersection limits (FO) Storm Drain 173+50 180+59 24'—33' Lt. New Roadway/Pavement (SD) 173+50 173+76 29' Rt. New Roadway/Pavement 177+29 181+50 28'—36'Rt. New Roadway/Pavement 179+39 193+41 16'—31' Rt. New Roadway/Pavement 181+14 181+52 24' Lt. New Roadway/Pavement 182+19 182+67 20'—22'Lt. New Roadway/Pavement 182+43 182+56 22'—29'Rt. New Roadway/Pavement 183+50 183+69 19' Lt. New Roadway/Pavement 183+81 184+20 17'— 19'Lt. New Roadway/Pavement 184+63 184+72 16'Lt. New Roadway/Pavement 185+35 185+61 14'— 15'Lt. New Roadway/Pavement 186+09 187+02 13'Lt. New Roadway/Pavement 189+07 191+97 41'—42' Rt. New Roadway/Pavement 189+98 196+12 16'—20'Lt. New Roadway/Pavement 196+23 199+77 29'—35' Rt. New Roadway/Pavement 196+82 197+39 14' Lt. New Roadway/Pavement 198+08 198+29 15' Lt. New Roadway/Pavement 199+53 200+26 13' - 23' Rt. New Roadway/Pavement ' 199+77 199+99 0'—28'Rt. New Roadway/Pavement 199+99 200+26 0'— 13'Lt. New Roadway/Pavement 200+46 200+71 13' Rt. New Roadway/Pavement 201+09 1 201+31 33'—34'Rt. I New Roadway/Pavement Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 5-3 December 2004 r Existing Start B Sta. End B Sta. Offset Conflicting Proposed Utility Element ' 201+44 201+72 33' Rt. New Roadway/Pavement 202+50 203+17 14' Lt. New Roadway/Pavement 204+23 204+67 29' Rt. New Roadway/Pavement Lines run to catch basins and other drainage features along corridor Sanitary Sewer 173+95 176+48 39'—41' Rt. New Roadway/Pavement (SS) 175+56 199+77 11'—71' Lt. New Roadway/Pavement 194+16 196+29 35' Rt. New Roadway/Pavement Lines run from residences in numerous locations along corridor r i 1 r i 1 1 r r r Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 5-4 December 2004 rSECTION 6—ENVIRONMENTAL CONSIDERATIONS AND PERMITS Introduction The proposed improvements and associated ROW acquisition raise several environmental considerations that must be addressed, including the following. ■ Presence of and potential impacts to wetlands and streams ■ Presence of and potential impacts to sensitive species ■ Noise impacts from both the construction and the completed project ■ Water quality impacts from both the construction and the completed project ■ Air quality impacts from both the construction and the completed project ■ Identify impacts to historic, cultural, and archaeological resources During the design process for the Duvall Avenue NE/Coal Creek Parkway SE project, these environmental issues must be addressed both during the environmental review processes and in obtaining required permits from jurisdictional regulatory agencies. A number of studies (discussed below) were conducted as part of the preliminary design phase of the project. These studies will be relied upon to complete the environmental review. Topography The proposed project is located in west central King County, Washington, approximately 2 miles southwest of Cougar Mountain and approximately 2 miles east of Lake Washington. Two-thirds of the project corridor is located within the City of Renton. The remaining one-third is located in unincorporated King County, between the cities of Renton and Newcastle. The City of Renton segment of the project is located in an upland area and the existing roadway alignment ranges in elevation from Elevation 410 feet to Elevation 428 feet. The King County segment of the project descends into the May Creek Valley, and the existing roadway alignment ranges in elevation from Elevation 350 feet in the north to Elevation 422 feet in the south. Geology/Soils The geology of the area consists primarily of glacial and postglacial deposits. Landforms in the area are primarily the result of recent glaciation, erosion, sedimentation, and modification by road building activities. Deposits include recessional outwash, glacial till, advance outwash, and glaciolacustrine silts and clays. Deposits of colluvium are also expected in the corridor. Colluvium is a soil unit that covers a hill slope and is of the same material that underlies the hill slope. Colluvium is generally very loose material and may range in thickness from a few inches to several feet depending on slope angle, age, vegetation, and geologic origin. Water Resources The project area is located within the May Creek basin in the lower basin subarea. The basin is approximately 14 square miles and drains to Lake Washington. The northern-most portion of the project area is approximately 1,000 feet south of May Creek. The project corridor is located between uplands on the west side of the roadway and the basin, which is northeast of the roadway. The principal sources of hydrology to the area are stormwater runoff, surface flows, and groundwater. Water is channelized through open ditches and culverts along the roadway. Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 6-1 December 2004 r The average annual precipitation in the area is approximately 35 inches, with 75 percent of annual precipitation occurring from October to March (Soil Survey of King County Area, Washington). Vegetation Vegetation adjacent to the project corridor consists mostly of roadside weeds and residential landscaped lawns. The vegetation in the open areas is dominated by upland plant communities:big- leaf maple (Acer macrophyllum), red alder(Alnus rubra), Himalayan blackberry (Rubus procerus), trailing blackberry (Rubus ursinus), western red cedar (Thuja plicata), sword fern (Polystichum munitum), and reed canary grass (Phalaris arundinacea). Invasives such as Himalayan blackberry (Rubus procerus) and reed canary grass (Phalaris arundinacea) are prevalent throughout the project area. Open ditches along the roadside are comprised of invasive herbaceous species. Information provided by the Washington Natural Heritage Program (October 2003)indicated that there are no records for rare plants or high-quality native ecosystems in the vicinity of the project area. Wildlife iWildlife habitat and species information has been requested from U.S. Fish and Wildlife Service (USFWS) and the Washington State Department of Fish and Wildlife (WDFW), as well as National Oceanic and Atmosphere Administration (NOAA) Fisheries. The following species were listed as potentially occurring within the project vicinity. Mammals M ■ Canada lynx ■ Gray wolf ■ Grizzly bear ■ Pacific fisher (candidate) Birds ■ Bald eagle ■ Marbled murrelet ' ■ Northern spotted owl ■ Yellow-billed cuckoo (candidate) Fish ■ Bull trout ■ Chinook salmon (Puget Sound ESU) (threatened) ■ Coho salmon (Puget Sound/Straight of Georgia ESU) (candidate) Cultural The proposed project is located within King County in the cities of Newcastle and Renton. According to the 2000 U.S. Census, the population of Renton is 50,052 and the population of Newcastle is 7,737. The consultant will coordinate consultation with OAHP. A reconnaissance survey of the area of potential effects (APE)will be undertaken and a cultural resource study would be conducted as required by OAHP. Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 6-2 December 2004 Land Use In the past, mining, logging, and farming activities took place in the region. Presently, land use in the immediate vicinity is residential and commercial development. A series of housing developments surround the area, as well as private and public open space. There are also some rural residences, small farms, and forested land outside of the immediate project vicinity. Currently, the project area is zoned as incorporated city and residential (King County Zone Atlas, November 2001). Per the King County Comprehensive Land Use Map (August 2002), the project vicinity is urban residential with small areas of open space/recreation and urban greenbelt. Duvall Avenue NE is classified as a primary arterial. Environmental Site Assessment An environmental reconnaissance study was conducted by GeoEngineers in April and May 2004. Although elements common to a Phase I Environmental Site Assessment (ESA)were evaluated, the study does not constitute an ASTM Standard E1527-00 Phase I ESA. The purpose of the study was to evaluate environmental conditions located along the project corridor to determine the potential presence of hazardous substances from on- or off-site sources that may affect or impact the project area. Visual reconnaissance of the site (45 parcels) was conducted in April and May 2004 to identify potential sources of contamination. The study included reviews of federal, state, and local environmental databases for information on environmental problems at or near the site. Historical photographs, maps, title reports, and tax records were reviewed to determine land development history and the possible use, generation, storage, disposal, and/or release of hazardous substances. Based on the information reviewed and site reconnaissance, it was concluded that there was no evidence of commercial activity within the study area with potential for environmental issues or impacts (GeoEngineers, June 2004). Heating oil underground storage tanks (USTs) and aboveground storage tanks (ASTs) were found to be located within the project area. These parcels with the USTs or ASTs received a high ranking for soil and groundwater contamination potential because of the proximity of the tanks to the existing road. It is recommended that either the construction plan incorporate a soil handling and disposal plan or that soil and groundwater sampling/testing be completed prior to construction. Those sites with tanks located within 50 feet from the existing road received a moderate ranking. Releases from these tanks were considered unlikely to impact the project due to their distance from the project site. The study also addressed the potential for petroleum release at the ARCO service station site (former 7-11 service station). It was recommended that further investigation be completed as petroleum releases may have contaminated soil and/or groundwater at the south end of the project site. Geotechnical borings were completed for determination of fill type and thickness, and it was concluded that the potential for uncontrolled and contaminated fill within the project area was low. Based on the findings from the environmental reconnaissance study, it was recommended that an ASTM Standard Phase I ESA be conducted to evaluate the long-term environmental liability (GeoEngineers, June 2004). tWetlands A Wetland Investigation and Delineation Report (Widener and Associates, 2004) was conducted to delineate the location and extent of wetlands within the project area of Duvall Avenue SE/138th Avenue SE/Coal Creek Parkway SE. Wetlands were delineated consistent with the Washington State Wetlands Identification and Delineation Manual (DOE, 1997) and the USACE Wetland 1 Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 6-3 December 2004 Delineation Manual (1987 Manual). Based on the data collected and site visits conducted in August 2004, four wetlands were identified within the project area. Wetland A is located within the drainage ditch along the west side of the roadway. It begins approximately 200 feet north of Southeast 100th and continues north beyond Southeast 95th Way and outside the project area. The primary source of hydrology to the open ditch was determined to be stormwater runoff;however, groundwater seepage contributes as well. Table 6-1. Wetlands in the Duvall Avenue SE Project Area Wetland Classification Size (sq. ft.) Ecology King King Rating County County Rating* Buffer Width* A PEM 3,220 111 III 50 B PEM 2,526 111 111 50 C PEM 1,952 111 1I1 50 E PEM, PSS 1,084 111 11I 50 PEM=Palustrine emergent,PSS=Palustrine scrub-shrub (Wetland D is not located within the project area) *Based on the proposed 2004 King County Critical Areas Ordinance(subject to revision) Wetland B is located on the west side of the roadway and extends within a ditch line north from 21st Street to the culvert just north of Southeast 100th. The water then flows through the culvert and into a stream channel in the ravine, east of the roadway. The primary source of hydrology to the ditch was determined to be stormwater runoff from the residential area west of Duvall Avenue/138th Avenue SE. Wetland C is located within a ditch line on the east side of the roadway and extends north from 21st Street to approximately 300 feet north of Southeast 100th. The water flows northward through a culvert system within the ditch, under driveways, and down into the ravine,joining the stream channel and the waters from Wetland B. The primary source of hydrology to the open ditch system of Wetland C is also stormwater runoff as well as water from a water line leak. The edge of Wetland D is located approximately 400 feet east of the roadway, outside of the project area. It is a palustrine forested, shrub, and emergent wetland that receives hydrology directly from the stream flow of stormwater runoff into the ravine, as well as surfacewater and groundwater seepage from the adjacent hillside. The wetland is hydrologically connected to May Creek through perennial stream systems and associated wetlands. Wetland E is located within a small basin, approximately 35 feet from the edge of the roadway within the steep ravine and at the toe of the slope on the east side of Coal Creek Parkway SE. The hydrology source was determined to be groundwater and surface runoff. The wetland is isolated, as it is not connected to a water body nor is it associated with another wetland. None of the wetlands in the project area were valued as having highly functioning biological capacities. Functional capacity is limited by uniform vegetation, small size, and proximity to urban areas and roadway. These wetlands were valued as having low to moderate functioning capacities for water storage and delay, sediment stabilization, nitrogen removal, and primary production. They have low habitat support function for invertebrates, amphibians, turtles, songbirds, breeding waterbirds, and wintering and migratory waterbirds. These wetlands were not valued as having thermoregulation, resident fish habitat support, or anadromous fish habitat support functional capacities. Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 6-4 December 2004 I� One stream was identified within the project area. The stream originates from the roadside ditch east of Coal Creek Parkway SE. At the time of investigation (August 2004), water was observed to be flowing north in the open ditch, and the source of some of this water was determined to be a leaking water supply line, confirmed by water samples containing chloride. The water flows down into the ravine just north of Southeast 100th near the hanging culvert. The stream channel in the ravine was steep and the flow was quite low during the site visit. The water was observed to be flowing in a northeasterly direction to other tributaries and wetlands associated with May Creek. Based on the data collected, Wetlands A, B, C, and E meet all three wetland parameters as defined by the USACE's 1987 Wetlands Delineation Manual and the Washington State Wetlands Delineation Manual. Wetlands A, B, and C are jurisdictional under USACE regulations but are nonjurisdictional per the King County Critical Areas Ordinance (CAO) and the Renton and Newcastle Municipal Codes, Wetland E is an isolated wetland and is, therefore, not regulated by USACE. Isolated wetlands are not exempt from King County, Renton, or Newcastle codes;however, Wetland E is not expected to be impacted by the proposed project activities. Once wetland impacts have been identified and quantified, a wetland mitigation and monitoring plan will be developed in accordance with USACE guidelines and King County CAO. Refer to the Final Wetland Investigation and Delineation Report. Floodplain The project area is not located within a floodplain based on the Federal Emergency Management 1 Agency (FEMA) U.S. Flood Areas Map. Water Quality The principal sources of hydrology to the area are stormwater runoff, surface flows, and groundwater. The hydrology in the area has been dramatically impacted by the increase of impervious surface from developments in the upland areas and has resulted in an increase of stormwater runoff. Water pollutants, such as total suspended solids, nitrogen, phosphorus, copper, and zinc, are commonly generated by traffic. The roadway improvements could have temporary impacts to water quality during construction operations. These impacts would be mitigated using erosion control and water pollution prevention techniques as required by DOE. Roadway runoff within the project limits will be collected and conveyed to water quality treatment facilities. Water quality treatment facilities will be designed, operated, and maintained in accordance with the stormwater design standards specified by the DOE Stormwater Management Manual for Western Washington. Air Quality A project-level air quality conformity analysis will be required. The project is located within the maintenance area for criteria pollutants carbon dioxide (CO) and ozone (03). The project is included in the Transportation Improvement Plan(TIP) for Puget Sound Region and is therefore in conformance with the State Implementation Plan (SIP)for air quality. Temporary impacts to air quality during construction will be mitigated by incorporating best management practices (BMPs)for dust control. Noise Widener &Associates undertook a technical noise study in April 2004 to document and analyze existing road traffic noise conditions and predict future traffic noise conditions in the project vicinity. Existing conditions were compared with the no build and future condition for the year 2030. Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 6-5 December 2004 The study shows that noise impacts (as defined by FHWA/WSDOT) would occur as a result of the proposed project. All impacts are due to the sound level criterion being met or exceeded, and none are the result of a"substantial increase" over the existing condition. Based on the results of this study, abatement measures were fully evaluated in accordance with FHWA and WSDOT noise abatement policy. It was concluded that none of the abatement options were reasonable and feasible. Environmental Review and Permits Biological Resource Report A biological resource report will be required to evaluate the potential effects of the project on proposed, candidate, listed species, and other wildlife species within the project area as required by SEPA. The report will address direct and indirect impacts as a result of the project within the project action area. This report will summarize potential impacts to species and will make recommendations to minimize impacts by avoidance, mitigation, or minimization measures if necessary. Environmental Review Approval of the proposed roadway and funding by local and state agencies will require SEPA documentation. Discussions with agencies responsible for the environmental documentation indicate these requirements can be met with an expanded checklist for SEPA as supported by the technical discipline reports. The following is a preliminary assessment of the questions that will need to be answered in the formal environmental review for this project during the final design phase. Environmental Legislation and Requirements Will the following environmental legislation and requirements affect the proposal? Yes Maybe No 1 Coastal Zone Management Act X 2 Executive Order 11988 (Flood Plains) X 3 Executive Order 11990 (Wetlands) X 4 National Historic Preservation Act, X (Section 106) 5 Farmland Protection Policy Act X (Prime and Unique Farmlands) 6 Land Use Requirements X 7 Section 4(f) X 8 Endangered Species Act X 9 Highway Improvements in the Vicinity X Of Airports 10 Fish &Wildlife Coordination Act X 11 Clean Water/Safe Drinking Water Act X 12 Wild & Scenic Rivers Act X 13 Clean Air Act X 14 Hazardous Waste Act X 15 Noise Requirements X 16 National Forest Management Act X Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 6-6 December 2004 r Comments No Section 4(f)properties, wild and scenic rivers, or national forest lands are present within the project area. No unique or prime farmland located within the project area. Jurisdictional determination for wetlands is pending. Permits Will the following permits be needed? Federal Yes Maybe No 1 USACE's Section 404 Permit, Clean Water Act of 1977 (P.L. X 95-217, Section 404) 2 U.S. Coast Guard Permit, Rivers & Harbors Act and the X Surface Transportation Assistance Act 3 Special Use Permit (Forest Service) X 4 Other: Forest Service Road Use, Mineral X Use, Staging/Camping, and Fire Permits 5 National Pollution Discharge Elimination System (NPDES) X Comments 1. Pending jurisdictional determination from USACE. State/County Yes Maybe No 1 Grade/Clearing Permit(King County, City of Renton, City of X Newcastle) 2 Coastal Zone Management X 3 Critical Areas Ordinance X 4 Flood lain Development X 5 Shoreline Permit X 6 State Waste Discharge Permit X 7 Hydraulic Project Approval(WDFW) X 8 Other: Section 401 Certification X 9 NPDES X Comments In-water work will require a HPA and possibly a CZM permit for stream relocation. Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 6-7 December 2004 Tribe Yes Maybe No 1 Hydraulic Permit Approval X 2 National Historic Preservation Act—Section 106 X Concurrence Comments No tribal lands within project area. Possible traditional use area by recognized tribes. Impacts Will the following environmental legislation and requirements affect the proposal? For each question, the impact is shown as high (H), medium (M), low (L), or not applicable(N/A). If the impact is high or medium, the comments section contains a discussion of the impact, mitigation being considered, and differences that may exist among alternatives. In some cases, comments have been provided for low impacts for clarification. Earth Will the proposal result in H M L N/A 1 Unstable earth conditions or changes in geologic X substructures? 2 Disruptions, landslides, displacement, compaction, or over X covering of the soil? 3 A change in topography or ground surface relief features? X 4 The destruction, covering, or modification of any unique X geologic or physical features? 5 Any increase in wind or water erosion of soils either on or off X the site? 6 Changes in deposition or erosion of beach sands, which may X modify the bed of the ocean, bay, or inlet? 7 Changes in siltation, deposition, or erosion which may X modify the channel of a river or stream or the bed of a lake? Comments 2. Construction activities include clearing, grading, laying base, and paving. These activities will not result in large areas of disturbance or cause major soil disruption. 4. No unique geologic or physical features are present or will be covered. 5. There is potential for a temporary increase in wind or water erosion during periods of construction when soils are bare. However, erosion control methods will be used to minimize erosion through the use of erosion control blankets/measures, scheduling of ground disturbing work, and revegetation and seeding. Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 6-8 December 2004 7. Temporary erosion and sedimentation control measures would be implemented to minimize siltation and deposition of material into adjacent drainage courses during the construction phase until permanent revegetation and erosion control measures can be established. Erosion and sediment control would be addressed through the NPDES permit. Air Will the proposal result in H M L N/A 1 Air emissions or deterioration of ambient air quality? X 2 The creation of objectionable odors? X 3 An inconsistency with regional air quality requirements? X Comments 1-3 Impacts to air quality will be addressed when the air quality analysis is done. Construction of the project would result in short-term exhaust emissions from construction equipment, dust generation during grading, and hauling activities. Dust abatement will be required during grading and hauling activities on nonsurfaced facilities. The project is on the SIP and is therefore consistent with regional air quality requirements. Water Will the proposal result in H M L N/A 1 Changes in currents, or the course of direction of water X movements, in either marine or fresh waters? 2 Changes in absorption rates, drainage patterns, or the rate X and amount of surfacewater runoff? 3 A change in the amount of surfacewater in any water body? X 4 Discharges into surfacewaters or any alteration of X surfacewater quality including but not limited to temperature, dissolved oxygen, or turbidity? 5 The alteration of the direction or rate of flow of X groundwaters? 6 A change in the quantity of groundwater either through X direct additions or withdrawals or through interception of an aquifer by cuts or excavations? 7 The deterioration in groundwater quality either through X direct injection or through the seepage of leachate, phosphates, detergents, waterborne virus, or bacteria, or other substances into the oundwaters? 8 The reduction in the amount of water otherwise available X for public water supplies? 9 Alterations to the course or flow of flood waters? X 10 Placing fill below the ordinary high water mark of rivers X and streams? 11 Encroachment into a 100-year flood plain or regulated X flood way? Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 6-9 December 2004 ' Comments 1. The project involves relocation of a stream carrying stormwater. 2. The project involves the realignment and widening of Duvall Avenue SE. The anticipated impact to water is related to stormwater, surface water, and groundwater flow. 4.. Short-term impacts to surfacewater quality is possible during construction. 10. Stream relocation work will involve some fill below ordinary high water. Wetlands Will the proposal cause H M L N/A 1 The removal of hydrophytic vegetation? X 2 The covering or replacing of any hydric soil? X 3 The alteration of the hydrology? X 4 1 A change in function or value? X Comments All Jurisdictional determination has not been made. Impacts will be mitigated in accordance with USACE requirements for no net loss of function or value. Flora IWill the proposal result in H M L N/A 1 A change in the diversity of species or numbers of any X species of flora (including trees, shrubs, grass, crops, micro flora, and aquaticplants)? 2 An effect on any unique, rare, or endangered species of X flora? 3 The introduction of new species of flora into an area or a X barrier to the normal replenishment of existing species? Comments All Based on the developed nature of the surrounding landscape, low impacts are currently anticipated for these categories. Fauna Will the proposal result in: H IM L I N/A 1 Changes in the diversity of species or numbers of any species X of fauna (birds, land animals including reptiles, fish and shellfish, benthic organisms, insects, or micro fauna)? 2 An effect on any threatened or endangered species of fauna? X 3 The introduction of new species of fauna into an area or result X in a barrier to the migration or movement of fauna? Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 6-10 December 2004 H IM IL N/A 4 The deterioration of, or interference with, fish or wildlife X critical habitat? Comments All Based on the developed nature of the surrounding landscape, low impacts are currently anticipated for these categories. Noise H M L N/A 1 1 Will this proposal increase existing noise levels? I I X Comments 1. Noise impacts are due to the sound level criterion being met or exceeded, and none are the result of a"substantial increase" over the existing condition. Land Use Will the proposal cause H M L N/A 1 The alteration of the present or planned land use of an area? X 2 The reduction in acreage of any agricultural products? X 3 The reduction in acreage of any prime and uni ue farmland? X Comments All ROW acquisition would be necessary for realignments.Agricultural land is not present in the immediate vicinity of the project. Natural Resources Will the proposal cause H M L N/A 1 An increase in the use of any natural resources? X 2 The reduction of any nonrenewable natural resources? I X Comments All Reconstruction of the road would require the use of crushed aggregate, a natural resource, for base and pavement. There would be a minor irretrievable commitment of fossil fuel for construction purposes. Energy Will the proposal cause H M L N/A 1 The use of substantial amounts of fuel or energy? X 2 The savings of substantial amounts of fuel or energy? X Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 6-11 December 2004 Comments All Fossil fuels would be irretrievably committed to the construction of the road improvements. Aesthetics Will the proposal cause H M L N/A 1 A change in a scenic vista or view as seen from the road? X 2 A change in a scenic vista or view for viewers of the road? X 3 A conflict with the scenic management plans of other X agencies? 4 New light or glare? X Comments 1. Within the City of Renton, power lines will be underground, which will improve the view quality of the project corridor. 2. Proximity to the roadway will change for some homes/viewers of the road. All The road would not transit through any new landscapes. Lights from the traffic traveling on the road are expected to increase the light and glare in the vicinity. Recreation H M L N/A 1 Will this proposal cause an impact upon the quality or quantity X of existing recreational opportunities? Comments 1. Recreational opportunities are currently minimal within the project area. The project will add bike lanes and continuous sidewalk to the roadway and is, therefore, expected to enhance recreational opportunities for cyclists and pedestrians. ArchaeologicabWistorical Will the proposal result in H M L N/A 1 The alteration of an important archaeological site? X 2 The alteration of a historical site, structure, object, or X building? 3 The alteration of a traditional cultural property? X Comments All Consultation with OAHP will be coordinated. Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 6-12 December 2004 Hazardous Waste Will the proposal H M L N/A 1 Affect a known hazardous waste site on the EPA's National X Priority List (NPL) or a statewide inventory? 2 Affect a site with the potential for hazardous waste (e.g., X sanitary landfills, gasoline stations, industrial sites)? 3 Affect human health by creating a health hazard or a X potentially unhealthy situation? 4 Increase the likelihood of an explosion or release of hazardous X substances (including but not limited to oil, pesticides, chemicals, or radiation) in the event of an accident? Comments All An environmental reconnaissance study has been conducted. Socioeconomic Will the proposal H M L N/A 1 Alter the location, distribution, density, or growth rate of the X human population of an area? 2 Affect racial, ethnic, religious, minority, elderly, or low-income X gr oups? 3 Affect existing housing (including but not limited to rural or X urban residences and business or commercial buildings)? 41 Create a demand for additional housing? X 51 Affect local employment, taxes, property values, etc.? X Comments 2. This impact will be addressed when the environmental justice analysis is undertaken. 3. ROW acquisition would be necessary for realignments. 5. During the construction phase, the project would provide a short-term increase in construction- related jobs and benefit local businesses and materials suppliers. In addition, the proposed safety enhancements on the roadway may have long-term benefits for the local and regional economy because they would make the roadway a safer route for residents. Owners of the affected properties shall be paid the fair market value for the land acquired and paid any damages to remaining property if damages occur. Property acquisitions, compensation, and benefits will be calculated in accordance with pertinent state laws. Public Services Will the proposal have an effect upon or result in a need for new or altered services in any of the following areas? H M L N/A 1 Fire protection? X 2 Policeprotection? X Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 6-13 December 2004 H M L N/A 3 Schools? X 4 Maintenance of public facilities (including roads)? X 5 Airports? X 6 Religious institutions or facilities? X 7 Health services? X 8 Mail delivery? X 9 Parks and recreational facilities? X 10 Other services? X Comments All Over the long term, the improvements to the roadway would provide safer and more reliable access for services such as fire protection, law enforcement, and emergency medical service. Over the short term, services may be impacted by construction and the need to use detour routes. Transportation/Circulation Will the proposal cause H M L N/A 1 An increase in motor vehicle movement? X 2 An increase in the movement of bicycles, pedestrians, or X equestrians? 3 Increased traffic hazards to cyclists, pedestrians, or X equestrians'? 4 Existing parking facilities to be affected or create a demand X for newparking? 5 Changes in access? X 6 An impact upon existing transportation systems? X 7 An impact upon waterborne, rail, or air traffic? X 8 Impacts associated with construction activities (e.g., detours, X temporary delays)? Comments 1. The project will improve the circulation of traffic by increasing vehicle capacity. 2. The project will include the installation of sidewalks and bicycle lanes, thereby improving mobility for these forms of transport. 5. The project will result in a change in access to several commercial properties near SR 900, as well as private residences. Access to all properties impacted will be maintained both during and after construction. 6. The project area is used for access to residences and surrounding rural areas, as well as local services. Improvements to the operational and safety characteristics will benefit all users. 8. Construction activities would cause minor delays for traffic during the construction period. A traffic control plan would be necessary to minimize the inconvenience to traffic. Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 6-14 December 2004 ' Utilities Will the proposal cause a need for new systems or alterations of the following utilities? H IM L N/A 1 Power or natural as? I X 2 Communications systems? X 3 Water? X ,1 4 Sanitary systems or septic tanks? X 5 Stormwater drainage? X 6 Irrigation system? X 7 Solid waste disposal? X 8 Pipelines? X 9 Cable TV? X Comments All The realignment of the road is likely to impact utilities, resulting in the need to relocate (temporarily or permanently) utility lines. Overhead utilities, including power, will be underground however, it is not anticipated to have extended periods of interrupted service. Cost of moving utilities underground will be borne by the project which will minimize the cost of relocation of utilities to the rate payors. Natural Resources It is not anticipated that the project will have any adverse impacts to natural resources. Summary of Project Impacts Environment Significant or adverse impacts to the environment are not anticipated as a result of the project. Environmental considerations included wetlands and streams, noise, biological, and cultural resources, as well as air and water quality. Results of these investigations will be incorporated into the SEPA process and will be available to the public for review and comment. The preliminary wetland investigation and delineation report concluded that there are four artificial wetlands and one intermittent stream located within the project area. Mitigation for jurisdictional wetlands is not anticipated at this time. Refer to the Final Wetland Investigation and Delineation Report. The noise report concluded that noise impacts are due to the sound level criterion being met or exceeded, and none are the result of a"substantial increase" over the existing condition. Abatement measures were fully evaluated in accordance with the FHWA and WSDOT noise abatement policy, and it was determined that none of the abatement options were reasonable and feasible. A biological resource report will be required to evaluate the potential effects of the project on proposed, candidate, listed species, and potential wildlife and fauna within the project area as required by SEPA. This report will summarize potential impacts to species and fauna and will make recommendations to minimize impacts by avoidance, mitigation, or minimization measures if necessary. A cultural resources report may be required, pending consultation with OAHP. Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 6-15 December 2004 1 ' A project-level air quality conformity report will be prepared to address impacts to air quality. Water quality impacts during and post-construction are expected to be minor. Water quality ' treatment facilities will be designed, operated, and maintained in accordance with the stormwater design standards specified by the DOE Stormwater Management Manual for Western Washington. 1 ' Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 ' City of Renton,Washington 6-16 December 2004 ' SECTION 7—IMPLEMENTATION AND FUNDING Recommended Plan The recommended plan for further implementation is defined in the design report plans included in Volume 2 and in this design report. ' Preliminary Project Costs An estimate of construction cost has been prepared for the recommended plan based on preliminary design and quantities generated from the design. The unit costs are based on bid tabulations of recent, similar municipal and WSDOT projects. A preliminary estimate of cost is provided in Appendix C. All costs include sales tax, construction contingency, design and construction ' engineering costs, administrative costs, and permitting costs. Preliminary Cost Allocations The Duvall Avenue NE/Coal Creek Parkway SE reconstruction project is divided into three areas: the intersection of Duvall Avenue NE and Northeast Sunset Blvd; Duvall Avenue NE/Coal Creek t Parkway SE in the City of Renton; and Duvall Avenue NE/Coal Creek Parkway SE in King County. The intersection project will be constructed with funds specifically allocated for the project. The funds for the roadway reconstruction will be divided between the City of Renton and King County. ' The City of Renton/King County limits are located at B STA 201+33. South of B STA 201+33 is City of Renton jurisdiction, while north is King County jurisdiction. Several parcels along the west side of Duvall Avenue NE/Coal Creek Parkway SE, north of B STA 201+33, are located in the City of Renton ' as the boundary line travels along the ROW line from B STA 201+33 to B STA 204+44. Estimated total project costs are divided between the City of Renton and King County as shown in ' Table 7-1. A more detailed breakdown of project costs is included in Appendix C. Table 7-1. Summary of Preliminary Cost Allocations ' Project Element City of Renton King County Duvall Avenue NE/Coal Creek Parkway SE Roadway $3,094,253 $3,468,202 ' Construction ROW $1,384,756 $1,591,303 ' Funding Funding sources for implementation of the Duvall Avenue NE/Coal Creek Parkway SE project include, but are not limited to, the following. Identified Sources ' ■ City of Renton ■ King County ' ■ Washington State Transportation Improvement Board (TIB) ' Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 ' City of Renton,Washington 7-1 December 2004 ' SECTION 8-BIBLIOGRAPHY Plans and Reports Geoengineers, Corridor Level Environmental Reconnaissance Study, Duvall Avenue Northeast Improvements, 28 September 2004. GeoEngineers, Geotechnical Engineering Services, Duvall Avenue Northeast Improvements (Draft), 22 March 2004. ' King County Department of Public Works, Environmental Impact Statement(Final), September 1995. ' Mirai Associates, Duvall Avenue Corridor Traffic Analysis Report (Final), August 2004. Widener &Associates, Noise Report, Duvall Avenue NE/Coal Creek Parkway Widening Project (Final), 20 October 2004. Widener &Associates, Wetland Investigation Report, Duvall Avenue NE/Coal Creek Parkway Improvements Projects (Final), 23 September 2004. Design Standards Washington State Department of Transportation (WSDOT)Publications ■ WSDOT Design Manual (2003) ■ WSDOT Standard Plans for Road, Bridge, and Municipal Construction (2004) ■ WSDOT Hydraulic Manual (2004) ■ WSDOT Highway Runoff Manual (2004) ' ■ WSDOT Sign Fabrication Manual (2000) Washington State Department of Ecology ■ Stormwater Management Manual for Western Washington (2001) King County ■ King County Road Standards (1993) ■ King County Surfacewater Design Manual (1998) ' ■ King County Code AASHTO ' ■ Policy on Geometric Design of Highways and Streets (2001) City of Renton ' ■ Renton Municipal Code ■ City of Renton Standard Plans for Road, Bridge, and Municipal Construction (1995) Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 City of Renton,Washington 8-1 December 2004 U.S.Army Corps of Engineers ■ Wetlands Delineation Manual ' Federal Highway Administration ' ■ Manual on Uniform Traffic Control Devices for Streets and Highways Final Design Report Duvall Avenue NE/Coal Creek Parkway SE Reconstruction BERGER/ABAM,FAPWT-04-032 ' City of Renton,Washington 8-2 December 2004 ' Appendix A Design Standards ' Table A-1: Design Criteria for Duvall Avenue NE (City of Renton) Design Element Standard Criteria/Proposed Criteria Design Control Design Class Existing: Urban Minor Arterial ' Proposed: Urban Minor Arterial Design Year Proposed: 2030 ' Right-of-Way Width Standard: 60 to 150 feet [Renton Municipal Code F4] Proposed: Varies from 82 to 100 feet Design Speed Standard: 35 mph [WSDOT Design Manual 440-4] ' Proposed: 35 mph Posted Speed Standard: 35 mph Proposed: 35 mph ADT Existing: 14,900 Proposed: Not Available Heavy Vehicle Existing: 1.2 percent Percentage Proposed: Assumed to match existing Roadway Geometries ' Sight Distance Stopping Sight Standard: 260 feet (35 mph) [WSDOT Design Manual 650-3] Distance (SSD) Proposed: Use standard distances Entering Sight Standard: 480 feet (35 mph) [WSDOT Design Manual 650-3] Distance (ESD) Proposed: Use standard distances ' Passing Sight Standard: 1,280 feet (35 mph) [WSDOT Design Manual 650-11 Distance (PSD) Proposed: Does not apply Horizontal ' Curvature Standard: 4,380 feet radius (35 mph) [WSDOT Design Manual 640-5] Proposed: 6,000 feet radius ' Max. Superelevation Standard: 6 percent [WSDOT Design Manual 640-4] Proposed: 2 percent normal crown Vertical ' Maximum Grade Standard: 7.5 percent [WSDOT Design Manual 440-10] Minimum Grade Standard: 0 percent, meet drainage requirements [WSDOT Design ' Manual 630-2] Roadway Number of Lanes Existing: One lane northbound, one lane southbound, with turn ' lanes/pockets provided intermittently Proposed: Two lanes northbound, two lanes southbound, one two-way left-turn lane with turn pockets as needed Lane Width Standard: 11-foot lanes [WSDOT Design Manual 440-10] Proposed: 11-foot through lanes 12-foot two-way left-turn lanes (turn pockets) Design Element Standard Criteria/Proposed Criteria ' Lane Transitions Lane Reduction Transition Standard: 4:1 minimum— 15:1 maximum, aesthetics are main consideration [WSDOT Design Manual 620-4] Proposed: Use standard transitions Lane Expansion/Addition Transition Standard: 4:1 minimum— 15:1 maximum, aesthetics are main consideration [WSDOT Design Manual 620-4] Proposed: Use standard transitions Edge Conditions Curb Type Provide curb and gutter along entire length of project. City of Renton Standard Plants F001 (Cement Concrete Barrier Curb and Gutter) Bike Lane Standard: 5 feet minimum for bike lane along outer portion of an urban-type curbed street with no parking [WSDOT Design Manual 1020-161 Proposed: One 5-foot northbound bike lane, one 5-foot southbound ' bike lane Sidewalk Provide sidewalk along entire length of project. Six-foot concrete cement sidewalk Fill Slopes Standard: Varies between 611AV and 2H:1V, depending on height of fill [WSDOT Design Manual 640-11] Proposed: 2H:1V maximum or walls where 2H:1V is not sufficient Cut Slopes Standard: Varies between 4H:1V and 2H:1V, depending on height of cut [WSDOT Design Manual 640-111 Proposed: 2H:1V maximum or walls where 2H:1V is not sufficient ' Traffic Control Turn Pockets Standard: 100 feet minimum [WSDOT Design Manual 910-27] Proposed: 50 feet as recommended by traffic analysis(turn pockets ' on side streets vary from 50 to 100 feet) ' Table A-2: Design Criteria for Coal Creek Parkway SE (King County) Design Element Standard Criteria/Proposed Criteria Design Control ' Design Class Existing: Urban Principal Arterial Proposed: Urban Principal Arterial Design Year Proposed: 2030 Right-of-Way Width Standard: 100 feet minimum Proposed: Varies from 82 to 119.5 feet Design Speed Standard: 45 mph Proposed: VARIANCE for 40 mph Posted Speed Standard: 35 mph Proposed: 35 mph ADT Existing: 14.900 Proposed: Not Available Heavy Vehicle Existing: 1.2 percent Percentage Proposed: Assumed to match existing Roadway Geometrics 1 Sight Distance Stopping Sight Standard: 325 feet(40 mph) [King County Road Standards 2.05] ' Distance (SSD) Proposed: 340 feet provided Entering Sight Standard: 555 feet(40 mph) [King County Road Standards 2.05] Distance (ESD) Proposed: VARIANCE required for Northeast 24th Street and McDowell property relocated driveway Passing Sight Standard: 1,500 feet(40 mph design speed Distance (PSD) Proposed: Does not apply Horizontal Curvature Standard: 509 feet (6 percent superelevation) Proposed: 509 feet (6 percent superelevation) Max. Superelevation Standard: 8 percent maximum [King County Road Standards 2.05] Proposed: 6 percent maximum Vertical Maximum Grade Standard: 9 percent [King County Road Standards 2.02] Minimum Grade Standard: 0.5 percent [King County Road Standards 1-001] Roadway Number of Lanes Existing: One lane northbound, one lane southbound Proposed: Two lanes northbound, two lanes southbound, one two-way left-turn lane with turn pockets as needed until midway along King County alignment where center lane transitions into"median" with extruded curb i Design Element Standard Criteria/Proposed Criteria Lane Width Standard: 11-foot lanes [King County Road Standards 2.051 Proposed: 11-foot through lanes 12-foot two-way left-turn lanes (turn pockets) 3-foot"median" (1-foot extruded curb, 1-foot shy, each side) Lane Transitions Lane Reduction Transition Standard: 1:25 or flatter (less than 45 mph) [WSDOT Design Manual 620-4] ' Proposed: Use standard transitions Lane Expansion/Addition Transition Standard: 4:1 minimum— 15:1 maximum, aesthetics are main consideration [WSDOT Design Manual 620-41 Proposed: Use standard transitions Edge Conditions Curb Type Vertical curb and gutter required [King County Road Standards 2.02] King County Standard Plan 3-002 (Cement Concrete Curb and Gutter) Bike Lane Standard: 5 feet minimum for bike lane on curbed [King County Road Standards 3.10] Proposed: One 5-foot northbound bike lane, one 5-foot southbound bike lane Sidewalk Required on both sides of street; 5-foot width, minimum [King County Road Standards 3.02] Fill Slopes Standard: 2HAV maximum [King County Road Standards 5.02] Proposed: 2H:1V maximum or walls where 2H:1V is not sufficient Cut Slopes Standard: 2HAV maximum [King County Road Standards 5.021 Proposed: 2HAV maximum or walls where 2HAV is not sufficient Traffic Control Turn Pockets 50 feet as recommended by traffic analysis (turn pockets on side streets vary from 50 to 100 feet) a S Appendix B Hydraulic Calculations r r ************************************************************************ MGS FLOOD PROJECT REPORT Program Version: 2.2.5 Run Date: 11/29/2004 8:05 PM ************************************************************************ Input File Name: FAPWT-04-032_Pond BI-fld Project Name Duvall Ave/Coal Creek Parkway Reconstruction Project Analysis Title: Pond B1 Comments This analysis is to size the pond to be located on the Brant property. Extended Timeseries Selected Climatic Region Number: 12 Full Period of Record Available used for Routing Precipitation Station : 960044 Puget East 44 in MAP 10/01/1939-10/01/2097 Evaporation Station : 961044 Puget East 44 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter-Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) ********** Watershed Definition ********** Number of Subbasins: 1 ********** Subbasin Number: 1 ********** ***Tributary to Node: 1 ***Bypass to Node : None ---------Area(Acres) ------------ -----Developed----- Predeveloped To Node Bypass Node Include GW Till Forest 5.700 0.000 0.000 No Till Pasture 0.000 0.000 0.000 No Till Grass 0.000 1.610 0.000 No Outwash Forest 0.000 0.000 0.000 No r Outwash Pasture 0.000 0.000 0.000 No Outwash Grass 0.000 0.000 0.000 No Wetland 0.000 0.000 0.000 No Impervious 0.000 4.090 0.000 SUBBASIN TOTAL 5.700 5.700 0.000 r O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\MGS—May Creek doe 11/30/2004 Page 1 of 18 *** Subbasin Connection Summary *** Subbasin 1 ------------>Node 1 *** By-Pass Area Connection Summary *** No By-Passed Areas in Watershed Pond Inflow Node : 1 Pond Outflow Node: 99 ********** Retention/Detention Facility Summary ********** Hydraulic Structures Add-in Routines Used ----------------- Pond Geometry----------------- User Specified Elevation Volume Table Used -Elevation (ft) Pond Volume (cu-ft) ----------------- ----------- .00 0000. 101.00 11297. 102.00 23014. 103.00 35159. 104.00 47738. 105.00 60758. 106.00 74227. 107.00 88150. 108.00 102150. ------------ ---- Riser Geometry----------------- Riser Structure Type : Circular Riser Diameter � : 18.00 in Common Length : 0.000 ft Riser Crest Elevation : 108.50 ft --------- Hydraulic Structure Geometry----------- Number of Devices: 3 --- Device Number 1 --- 1 Device Type : Circular Orifice Invert Elevation : 100.00 ft Diameter : 1.00 in Orientation : Horizontal Elbow : No O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\MGS—May Creek doc 2004 Page age 2 2 of 18 ---Device Number 2 --- Device Type : Vertical Rectangular Orifice Invert Elevation : 105.00 ft Length : 0.2 in Height . 18.0 in Orientation : Vertical Elbow : No --- Device Number 3 --- Device Type : Circular Orifice Invert Elevation : 107.00 ft Diameter : 0.50 in Orientation : Horizontal Elbow : Yes ***** muted Pond Hydraulic Table ***** Computed y Elev Surf Area Volume Discharge Infilt (ft) (acres) (ac-ft) (cfs) (cfs) 100.00 0.078 0.000 0.000 0.000 100.09 0.079 0.022 0.008 0.000 100.17 0.080 0.043 0.011 0.000 ' 100.34 0.082 0.087 0.016 0.000 100.51 0.084 0.131 0.019 0.000 100.68 0.086 0.175 0.022 0.000 100.85 0.088 0.220 0.025 0.000 101.02 0.090 0.265 0.027 0.000 101.19 0.092 0.310 0.029 0.000 101.36 0.094 0.355 0.031 0.000 101.53 0.096 0.401 0.033 0.000 101.70 0.099 0.447 0.035 0.000 101.87 0.101 0.493 0.036 0.000 102.04 0.103 0.539 0.038 0.000 102.21 0.105 0.586 0.040 0.000 102.38 0.107 0.633 0.041 0.000 102.55 0.110 0.680 0.043 0.000 102.72 0.112 0.728 0.044 0.000 102.89 0.114 0.776 0.045 0.000 103.06 0.117 0.824 0.047 0.000 103.23 0.119 0.873 0.048 0.000 103.40 0.121 0.921 0.049 0.000 103.57 0.124 0.970 0.050 0.000 103.74 0.126 1.020 0.052 0.000 r O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek DocumentationNGS-May Creek.doc 11/30/2004 Page 3 of 18 103.91 0.129 1.069 0.053 0.000 104.08 0.131 1.119 0.054 0.000 104.25 0.133 1.170 0.055 0.000 104.42 0.136 1.220 0.056 0.000 104.59 0.138 1.271 0.057 0.000 104.76 0.141 1.322 0.058 0.000 104.82 0.142 1.340 0.059 0.000 104.88 0.143 1.358 0.059 0.000 104.94 0.144 1.377 0.059 0.000 105.00 0.145 1.395 0.060 0.000 105.04 0.145 1.408 0.060 0.000 105.09 0.146 1.421 0.061 0.000 105.13 0.147 1.434 0.062 0.000 105.17 0.147 1.447 0.063 0.000 105.34 0.150 1.499 0.069 0.000 105.51 0.152 1.551 0.077 0.000 105.68 0.155 1.604 0.086 0.000 105.85 0.158 1.657 0.096 0.000 106.02 0.160 1.710 0.106 0.000 106.19 0.163 1.764 0.118 0.000 106.36 0.166 1.818 0.130 0.000 106.53 0.169 1.873 0.143 0.000 106.70 0.171 1.927 0.157 0.000 106.78 0.173 1.951 0.163 0.000 106.85 0.174 1.975 0.169 0.000 106.93 0.175 1.999 0.176 0.000 107.00 0.176 2.024 0.182 0.000 107.04 0.177 2.037 0.187 0.000 107.09 0.178 2.051 0.192 0.000 107.13 0.179 2.065 0.195 0.000 107.17 0.179 2.078 0.197 0.000 107.34 0.182 2.133 0.206 0.000 107.51 0.185 2.188 0.215 0.000 107.68 0.188 2.243 0.223 0.000 107.85 0.191 2.297 0.230 0.000 108.02 0.194 2.351 0.238 0.000 108.19 0.197 2.405 0.245 0.000 108.27 0.198 2.430 0.248 0.000 108.35 0.199 2.454 0.251 0.000 108.42 0.201 2.479 0.254 0.000 108.50 0.202 2.503 0.257 0.000 108.54 0.203 2.516 0.398 0.000 108.59 0.204 2.529 0.654 0.000 ' 108.63 0.204 2.543 0.984 0.000 108.67 0.205 2.556 1.370 0.000 108.71 0.206 2.569 1.799 0.000 0:\2004\FAPV'T-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreekMay Creek Documentation\MGS-May Creek doc 11/30/2004 ' Page 4 of 18 108.76 0.207 2.582 2.261 0.000 108.80 0.207 2.595 2.741 0.000 108.84 0.208 2.608 3.229 0.000 109.01 0.211 2.660 5.004 0.000 109.18 0.214 2.711 6.094 0.000 109.35 0.217 2.762 6.821 0.000 109.52 0.221 2.812 7.450 0.000 109.69 0.224 2.861 8.029 0.000 109.86 0.227 2.910 8.569 0.000 110.03 0.230 2.957 9.075 0.000 110.20 0.233 3.004 9.555 0.000 110.37 0.237 3.049 10.011 0.000 110.54 0.240 3.094 10.447 0.000 110.71 0.243 3.137 10.865 0.000 110.88 0.246 3.180 11.268 0.000 111.05 0.250 3.221 11.656 0.000 111.22 0.253 3.261 12.032 0.000 111.39 0.256 3.299 12.396 0.000 111.56 0.260 3.337 12.750 0.000 111.73 0.263 3.373 13.094 0.000 111.90 0.267 3.407 13.430 0.000 112.07 0.270 3.440 13.757 0.000 1 112.24 0.274 3.471 14.076 0.000 112.41 0.277 *3.501 14.389 0.000 112.58 0.281 3.529 14.694 0.000 112.75 0.284 3.555 14.994 0.000 ' 112.92 0.288 3.580 15.287 0.000 113.09 0.291 3.602 15.575 0.000 113.26 0.295 3.623 15.858 0.000 113.43 0.298 3.642 16.135 0.000 ******************* Annual Maxima Flow Data *********************** Subbasin 1 Runoff Pond Outflow Node Predevelopment Runoff Postdevelopment Runoff Date Annual Max (cfs) Date Annual Max (cfs) 1940 04 30 0.181 11939 12 10 0.062 19410131 0.076 11941 0118 0.046 1941 12 15 0.196 11941 1220 0.055 1943 02 10 0.073 11942 1123 0.101 1944 01 23 0.062 11943 10 17 0.041 1945 02 07 0.229 11945 0208 0.059 1946 02 05 0.139 11946 0107 0.051 1947 02 02 0.138 11946 1205 0.060 1948 03 21 0.238 11947 1019 0.059 O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\MGS-May Creekdoc 11/30/2004 Page 5 of 18 1949 02 22 0.130 11949 0223 0.057 1950 03 03 0.497 11950 0122 0.093 195102 09 0.200 11951 0209 0.148 1952 01 24 0.057 11951 1003 0.047 1953 01 11 0.089 11953 0118 0.102 1954 0122 0.129 11954 Ol 22 0.055 1955 04 12 0.056 11954 1119 0.053 1956 0106 0.131 11956 0106 0.166 1957 02 25 0.116 11957 0226 0.056 1958 01 16 0.135 11958 0117 0.057 19590112 0.150 11959 0113 0.101 1959 12 15 0.163 11959 1122 0.059 1961 02 14 0.130 11960 1124 0.114 1962 03 04 0.080 11961 1224 0.052 1963 02 03 0.086 11962 1130 0.051 19640101 0.130 11963 1125 0.055 1965 02 26 0.151 11964 1201 0.057 1966 04 11 0.105 11966 0114 0.068 19670119 0.235 11966 1215 0.103 1968 02 03 0.124 11968 0120 0.058 1968 12 03 0.134 11968 1211 0.068 1970 01 13 0.111 11970 0127 0.099 1970 12 06 0,129 11970 1210 0.070 1972 02 28 0.315 11972 0305 0.218 1973 01 13 0.118 11972 1226 0.144 1974 02 18 0.167 11973 1227 0.072 1974 12 26 0.221 11975 0114 0.055 1976 01 27 0.138 11976 0228 0.062 1977 06 03 0.045 11977 0604 0.048 1977 12 15 0.126 11977 1215 0.103 1979 03 04 0.126 11979 0305 0.051 1979 12 15 0.195 11979 1218 0.228 1980 12 26 0.087 11980 1230 0.060 1981 10 06 0,287 11981 1006 0.169 1983 01 05 0.148 11983 0310 0.069 1984 03 14 0.131 11984 0326 0.052 1985 02 11 0.096 11984 1113 0.052 1986 01 18 0.282 11986 0123 0.069 1986 11 24 0.265 11986 1124 0.171 1988 04 06 0.127 11988 0406 0.056 1989 04 05 0.143 11989 0405 0.069 19900109 0.447 11990 0109 0.195 1990 11 24 0.389 11990 1124 0.226 19920127 0.127 11992 0131 0.091 1993 03 23 0.104 11993 0411 0.050 1994 03 03 0.084 11994 0305 0.053 O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\MGS-May Creek doc 11/30/2004 Page 6 of 18 ■ 1995 02 19 0.167 11994 1227 0.115 1996 02 08 0.374 11996 0209 0.251 1997 01 02 0.232 11997 0102 0.227 1998 03 23 0.088 11997 1008 0.052 1998 11 25 0.224 11998 1126 0.227 2000 02 06 0.138 12000 0301 0.076 2001 05 05 0.100 12001 0505 0.049 2002 05 03 0.314 12001 1220 0.049 2003 03 31 0.270 12002 1126 0.204 2004 01 23 0.078 12003 1024 0.055 2005 02 05 0.136 12005 0208 0.050 ' 2006 02 27 0.148 12005 1129 0.090 2006 12 14 0.114 12006 1127 0.059 2008 03 21 0.192 12008 0108 0.073 2009 02 17 0.267 12009 0218 0.209 2010 01 10 0.180 12010 0110 0.077 2010 11 17 0.246 12010 1117 0.161 2012 0131 0.156 12011 1205 0.057 2013 01 20 0.348 12013 0120 0.243 2013 12 06 0.163 12014 0129 0.066 2015 03 30 0.100 12015 0330 0.051 2016 01 04 0.251 12016 0104 0.201 2017 03 07 0.074 12016 1101 0.057 2018 01 31 0.141 12018 0131 0.058 2019 02 14 0.138 12019 0112 0.082 2020 03 30 0.107 12020 0421 0.053 2021 02 10 0.220 12020 1125 0.122 2021 12 20 0.092 12021 1221 0.055 2023 03 30 0.168 12023 0331 0.057 2024 01 19 0.136 12024 0125 0.092 2024 12 22 0.276 12024 1224 0.195 2026 03 09 0.162 12026 0105 0.130 2027 01 27 0.147 12026 1213 0.055 2028 02 19 0.182 12028 0223 0.059 2028 12 04 0.145 12029 0113 0.068 2030 02 16 0.174 12030 0126 0.168 2030 12 30 0.177 12031 0304 0.060 2032 01 20 0.272 12032 0122 0.077 2033 03 01 0.086 12032 1224 0.057 2034 01 15 0.302 12034 0116 0.220 2035 02 19 0.161 12035 0220 0.059 2035 12 04 0.157 12036 0228 0.069 2037 03 08 0.028 12037 0309 0.044 2037 1124 0.115 12037 1215 0.097 2039 02 07 0.080 12038 1211 0.048 204001 14 0.299 12040 0114 0.059 O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\MGS-May Creek doc 11/30/2004 Page 7 of 18 i 2040 12 25 0.165 12040 1227 0.074 2042 02 20 0.167 12042 0415 0.075 2043 03 31 0.247 12043 0226 0.079 2044 05 01 0.114 12044 0321 0.056 2045 02 11 0.124 12044 1129 0.059 2046 02 16 0.146 12046 0223 0.058 2047 02 01 0.099 12047 0202 0.055 2048 04 21 0.088 12047 1210 0.118 2049 03 16 0.097 12049 0318 0.057 2049 12 04 0.181 12050 0209 0.054 2051 04 06 0.107 12051 0409 0.051 t2052 04 16 0.074 12052 0417 0.046 2053 06 04 0.276 12052 1210 0.052 2054 02 24 0.050 12053 1211 0.053 2055 02 17 0.220 12054 1101 0.170 2056 02 07 0.416 12056 0208 0.252 2056 11 19 0.477 12057 0102 0.216 2058 0124 0.170 12057 1125 0.058 2059 01 17 0.189 ,12058 1202 0.137 2060 01 19 0.077 12060 0124 0.051 2061 01 10 0.150 12061 0221 0.080 2062 02 03 0.566 12062 0103 0.058 2062 12 29 0.132 12063 0102 0.064 2063 12 23 0.221 12063 1223 0.151 2064 11 30 0.113 12064 1202 0.055 2066 01 13 0.068 12066 0113 0.045 2067 01 19 0.143 12066 1215 0.141 2068 01 18 0.290 12068 0120 0.127 2069 01 04 0.086 12068 1210 0.048 2070 04 09 0.081 12069 1214 0.047 2071 02 14 0.078 12070 1219 0.049 2072 02 27 0.081 12071 1104 0.053 2072 12 25 0.331 12072 1225 0.644 2074 03 16 0.179 12073 1216 0.092 2075 01 23 0.051 12074 1124 0.050 2076 03 24 0.191 12075 1030 0.137 2077 02 12 0.030 12077 0826 0.040 2077 11 25 0.095 12077 1202 0.055 2079 02 25 0.106 12079 0306 0.050 2079 12 17 0.384 12079 1217 0.230 2080 11 21 0.171 12080 1121 0.159 2082 02 13 0.207 12082 0219 0.125 2083 02 11 0.123 12083 0220 0.119 2083 11 26 0.159 12083 1126 0.193 2084 12 14 0.110 12084 1214 0.088 208601 18 0.155 12085 1101 0.058 O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\MGS-May Creek.doc 11/30/2004 Page 8 of 18 2086 12 21 0.148 12086 1124 0.066 2088 01 14 0.100 12087 1210 0.056 2088 11 05 0.224 12088 1112 0.068 2090 01 07 0.085 12089 1110 0.066 2090 12 04 0.148 12090 1209 0.203 2092 04 28 0.300 12092 0131 0.154 2093 03 22 0.086 12092 1107 0.048 2094 03 01 0.063 12093 1214 0.052 2094 12 27 0.098 12094 1227 0.072 2096 01 14 0.121 12095 1214 0.112 2097 01 29 0.243 12097 0319 0.117 I ******************* Ranked Annual Maxima Data******************* Recurrence Interval Computed Using Grin orten Plotting Position P g g Subbasin 1 Runoff Pond Outflow Node Predevelopment Runoff Postdevelopment Runoff Tr(yrs) Q(cfs) Tr(yrs) Q(cfs) 1.00 0.028 1.00 0.040 1.01 0.030 1.01 0.041 1.02 0.045 1.02 0.044 1.02 0.050 1.02 0.045 1.03 0.051 1.03 0.046 1.04 0.056 1.04 0.046 1.04 0.057 1.04 0.047 1.05 0.062 1.05 0.047 1.06 0.063 1.06 0.048 1.06 0.068 1.06 0.048 1.07 0.073 1.07 0.048 1.08 0.0,74 1.08 0.048 1.09 0.074 1.09 0.049 1.09 0.076 1.09 0.049 1.10 0.077 1.10 0.049 1.11 0.078 1.11 0.050 1.12 0.078 1.12 0.050 1.12 0.080 1.12 0.050 1.13 0.080 1.13 0.050 1.14 0.081 1.14 0.051 1.15 0.081 1.15 0.051 1.16 0.084 1.16 0.051 1.17 0.085 1.17 0.051 1.18 0.086 1.18 0.051 1.18 0.086 J 1.18 0.051 1.19 0.086 1 1.19 0.052 O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\MGS-May Creek doe 11/30/2004 Page 9 of 18 1.20 0.086 1.20 0.052 1.21 0.087 1.21 0.052 1.22 0.088 1.22 0.052 1.23 0.088 1.23 0.052 1.24 0.089 1.24 0.052 1.25 0.092 1.25 0.053 1.26 0.095 1.26 0.053 1.27 0.096 1.27 0.053 1.28 0.097 1.28 0.053 1.29 0.098 1.29 0.053 1.30 0.099 1.30 0.054 1.31 0.100 1.31 0.055 1.32 0.100 1.32 0.055 1.33 0.100 1.33 0.055 1.35 0.104 1.35 0.055 1.36 0.105 1.36 0.055 1.37 0.106 1.37 0.055 1.38 0.107 1.38 0.055 1.39 0.107 1.39 0.055 1.40 0.110 1.40 0.055 1.42 0.111 1.42 0.055 1.43 0.113 1.43 0.056 1.44 0.114 1.44 0.056 1.46 0.114 1.46 0.056 1.47 0.115 1.47 0.056 1.48 0.116 1.48 0.057 1.50 0.118 1.50 0.057 1.51 0.121 1.51 0.057 1.53 0.123 1.53 0.057 1.54 0.124 1.54 0.057 1.56 0.124 1.56 0.057 1.57 0.126 1.57 0.057 1.59 0.126 1.59 0.057 1.60 0.127; 1.60 0.058 1.62 0.127 1.62 0.058 1.64 0.129 1.64 0.058 1.65 0.129 1.65 0.058 1.67 0.130 1.67 0.058 1.69 0.130 1.69 0.058 1.71 0.130 1.71 0.059 1.73 0.131 1.73 0.059 1.75 0.131 1.75 0.059 1.77 0.132 1.77 0.059 1.79 0.134 1.79 0.059 1.81 0.135 1.81 0.059 1.83 0.136 1.83 0.059 O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\MGS-May Creek doc 11/30/2004 Page 10 of 18 1.85 0.136 1.85 0.059 1.87 0.138 1.87 0.060 1.89 0.138 1.89 0.060 1.92 0.138 1.92 0.060 1.94 0.138 1.94 0.062 1.96 0.139 1.96 0.062 1.99 0.141 1.99 0.064 2.01 0.143 2.01 0.066 2.04 0.143 2.04 0.066 2.07 0.145 2.07 0.066 2.09 0.146 2.09 0.068 2.12 0.147 2.12 0.068 2.15 0.148 2.15 0.068 2.18 0.148 2.18 0.068 2.21 0.148 2.21 0.069 2.24 0.148 2.24 0.069 2.27 0.150 2.27 0.069 2.31 0.150 2.31 0.069 2.34 0.151 2.34 0.070 2.38 0.155 2.38 0.072 2.41 0.156 2.41 0.072 2.45 0.157 2.45 0.073 2.49 0.159 2.49 0.074 2.53 0.161 2.53 0.075 2.57 0.162 2.57 0.076 2.61 0.163 2.61 0.077 2.65 0.163 2.65 0.077 2.70 0.165 2.70 0.079 2.75 0.167 2.75 0.080 2.80 0.167 2.80 0.082 2.85 0.167 2.85 0.088 2.90 0.168 2.90 0.090 2.95 0.170 2.95 0.091 3.01 0.171 3.01 0.092 3.07 0.174 3.07 0.092 3.13 0.177 3.13 0.093 3.19 0.179 3.19 0.097 3.26 0.180 3.26 0.099 3.32 0.181 3.32 0.101 3.40 0.181 3.40 0.101 3.47 0.182 3.47 0.102 3.55 0.189 3.55 0.103 3.63 0.191 3.63 0.103 3.72 0.192 3.72 0.112 3.80 0.195 3.80 0.114 3.90 0.196 3.90 0.115 O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\MGS-May Creek doc 11/30/2004 Page 11 of 18 4.00 0.200 4.00 0.117 4.10 0.207 4.10 0.118 4.21 0.220 4.21 0.119 4.32 0.220 4.32 0.122 4.45 0.221 4.45 0.125 4.58 0.221 4.58 0.127 4.71 0.224 4.71 0.130 4.86 0.224 4.86 0.137 5.01 0.229 5.01 0.137 5.17 0.232 5.17 0.141 5.35 0.235 5.35 0.144 5.54 0.238 5.54 0.148 5.74 0.243 5.74 0.151 5.95 0.246 5.95 0.154 6.19 0.247 6.19 0.159 6.44 0.251 6.44 0.161 6.71 0.265 6.71 0.166 7.01 0.267 7.01 0.168 7.33 0.270 7.33 0.169 7.69 0.272 7.69 0.170 8.08 0.276 8.08 0.171 8.52 0.276 8.52 0.193 9.00 0.282 9.00 0.195 9.55 0.287 9.55 0.195 10.16 0.290 10.16 0.201 10.86 0.299 10.86 0.203 11.66 0.300 11.66 0.204 12.59 0.302 12.59 0.209 13.68 0.314 13.68 0.216 14.97 0.315 14.97 0.218 16.54 0.331 16.54 0.220 18.47 0.348 18.47 0.226 20.92 0.374 20.92 0.227 24.10 0.384 24.10 0.227 28.44 0.389 28.44 0.228 34.68 0.416 34.68 0.230 44.42 0.447 44.42 0.243 61.77 0.477 61.77 0.251 101.36 0.497 101.36 0.252 282.36 0.566 282.36 0.644 O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\MGS-May Creek.doc 11/30/2004 Page 12 of 18 ********* Flow Frequency Data for Selected Recurrence Intervals ************* Subbasin 1 Runoff Subbasin 1 Runoff Pond Outflow Node Predevelopment* Postdevelopment* Postdevelopment** Tr (Years) Flow(cfs) Flow(cfs) Flow(cfs) 6-Month 0.083 0.904 2-Year 0.143 1.201 0.065 5-Year 0.222 1.584 0.137 10-Year 0.282 1.878 0.199 25-Year 0.369 2.303 0.227 50-Year 0.443 2.663 0.246 100-Year 0.524 3.063 0.252 200-Year 0.616 3.507 0.512 * Recurrence Interval Computed Using Generalized Extreme Value Distribution ** Computed Using Gringorten Plotting Position ******************* Flow Duration Performance*************************** Predevelopment Postdevelopment rDischarge Exceedance Discharge Exceedance (cfs) Probability (cfs) Probability 0.000E+00 1.0000E+00 0.000E+00 1.0000E+00 2.832E-03 2.6394E-01 3.219E-03 7.1697E-01 5.665E-03 2.0728E-01 6.438E-03 6.8228E-01 8.497E-03 1.7149E-01 9.657E-03 6.4316E-01 0.011 1.4556E-01 0.013 5.9309E-01 0.014 1.2518E-01 0.016 5.4387E-01 0.017 1.0874E-01 0.019 4.9374E-01 0.020 9.4670E-02 0.023 4.4236E-01 0.023 8.2497E-02 0.026 3.8960E-01 0.025 7.2312E-02 0.029 3.3688E-01 0.028 6.3685E-02 0.032 2.8299E-01 0.031 5.6317E-02 0.037 2.1183E-01 0.034 4.9951E-02 0.039 1.8537E-01 0.037 4.4447E-02 0.042 1.4293E-01 0.040 3.9566E-02 0.045 1.0713E-01 0.042 3.5392E-02 0.048 7.7558E-02 0.045 3.1686E-02 0.052 5.3211E-02 0.048 2.8341E-02 0.055 3.4426E-02 0.051 2.5396E-02 0.058 2.0395E-02 0.054 2.2759E-02 0.061 1.2684E-02 O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\MGS-May Creek.doc f 1 Paagege 13 o of 18 0.057 2.0426E-02 0.064 1.0772E-02 0.059 1.8374E-02 0.068 9.3810E-03 0.062 1.6531E-02 0.071 8.2359E-03 0.065 1.4901E-02 0.073 7.5889E-03 0.068 1.3457E-02 0.077 6.7420E-03 0.072 1.1825E-02 0.080 6.1644E-03 0.074 1.1075E-02 0.084 5.6013E-03 0.076 1.0059E-02 0.087 5.0814E-03 0.079 9.1846E-03 0.090 4.6186E-03 0.082 8.3925E-03 0.093 4.2288E-03 0.085 7.6597E-03 0.097 3.8887E-03 0.088 6.9817E-03 0.100 3.5948E-03 0.091 6.4222E-03 0.103 3.3176E-03 0.093 5.9233E-03 0.106 3.0584E-03 0.096 5.4699E-03 0.109 2.7992E-03 0.099 5.0071E-03 0.113 2.5443E-03 0.102 4.6064E-03 0.116 2.3278E-03 0.105 4.2620E-03 0.119 2.1573E-03 0.108 3.9255E-03 0.122 2.0050E-03 0.110 3.6158E-03 0.126 1.8555E-03 0.113 3.3349E-03 0.129 1.7046E-03 0.116 3.0685E-03 0.132 1.5769E-03 0.119 2.8404E-03 0.135 1.4678E-03 0.122 2.6367E-03 0.138 1.3552E-03 0.125 2.4534E-03 0.142 1.2671E-03 0.127 2.2721E-03 0.145 1.1891E-03 0.130 2.1111E-03 0.148 1.1061E-03 0.133 1.9602E-03 0.151 1.0404E-03 0.136 1.8137E-03 0.155 9.7109E-04 0.139 1.6866E-03 0.158 9.0395E-04 0.142 1.5675E-03 0.161 8.2741E-04 0.143 1.5009E-03 0.164 7.7110E-04 0.147 1.3725E-03 0.167 7.1695E-04 0.150 r 1.2859E-03 0.171 6.6135E-04 0.153 1.2195E-03 0.174 6.2236E-04 0.156 1.1487E-03 0.177 5.7760E-04 0.159 1.0779E-03 0.180 5.4655E-04 0.161 1.0231E-03 0.183 5.1984E-04 0.164 9.6676E-04 0.187 5.0323E-04 0.167 9.1261E-04 0.190 4.8157E-04 0.170 8.5485E-04 0.193 4.4981E-04 0.173 8.0647E-04 0.196 4.1515E-04 0.176 7.6171E-04 0.200 3.8555E-04 0.178 7.1622E-04 0.203 3.5017E-04 0.181 6.8012E-04 0.206 3.2201E-04 0.184 6.4836E-04 0.209 2.8880E-04 O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\MGS-May Creekdoc 11/30/2004 Page 14 of 18 0.187 6.1587E-04 0.212 2.5342E-04 0.190 5.7904E-04 0.216 2.2238E-04 0.193 5.5233E-04 0.219 1.8844E-04 0.195 5.2273E-04 0.222 1.5451E-04 0,198 5.0323E-04 0,225 1.2418E-04 0.201 4.8302E-04 0.229 8.7362E-05 0.204 4.6569E-04 0.232 7Z200E-05 0.207 4.4331E-04 0.235 6.0648E-05 0.210 4.2093E-04 0.238 4.9818E-05 0.212 4.0071E-04 0.241 3.7544E-05 0.215 3.7544E-04 0.245 2.8158E-05 0.218 3.5089E-04 0.248 2.0938E-05 0.222 3.2543E-04 0.251 1.1552E-05 0.224 3.1263E-04 0.254 5.0540E-06 0.227 2.9746E-04 0.258 3.6100E-06 0.229 2.8736E-04 0.261 3.6100E-06 0.232 2.7147E-04 0.264 3.6100E-06 0.235 2.5848E-04 0.267 3.6100E-06 0.238 2.4620E-04 0.270 3.6100E-06 0.241 2.3537E-04 0.274 3.6100E-06 0.244 2.2382E-04 0.277 3.6100E-06 0.246 2.1299E-04 0.280 3.6100E-06 0.249 2.0433E-04 0.283 3.6100E-06 0.252 1.9133E-04 0.286 2.8880E-06 0.255 1.8194E-04 0.290 2.8880E-06 0.258 1.7184E-04 0.293 2.8880E-06 0.261 1.5812E-04 0.296 2.8880E-06 0.263 1.5234E-04 0.299 2.1660E-06 0.266 1.3501E-04 0.303 2.1660E-06 0.269 1.2707E-04 0.306 2.1660E-06 0.272 1.2202E-04 0.309 2.1660E-06 1 0.275 1.1552E-04 0.313 2.1658E-06 0.278 1.0830E-04 0.315 2.1660E-06 0.280 1.0397E-04 0.319 2.1660E-06 0.283 9.5304E-05 0.322 2.1660E-06 0.286 9.0250E-05 0.325 2.1660E-06 0.289 8.3030E-05 0.328 2.1660E-06 0.292 7.8698E-05 0.332 2.1660E-06 0.295 7.7254E-05 0.335 2.1660E-06 0.297 7.2200E-05 0.338 2.1660E-06 0.300 6.3536E-05 0.341 2.1660E-06 0.303 6.1370E-05 0.344 2.1660E-06 0.306 5.7038E-05 0.348 2.1660E-06 0.309 5.1984E-05 0.351 2.1660E-06 0.312 4.8374E-05 0.354 2.1660E-06 0.314 4.2598E-05 0.357 2.1660E-06 O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\MGS-May Creekdoc 11/30/2004 Page 15 of IS t 0.317 3.8988E-05 0.361 2.1660E-06 0.320 3.8266E-05 0.364 2.1660E-06 ' 0.323 3.1768E-05 0.367 2.1660E-06 0.326 2.9602E-05 0.370 2.1660E-06 0.329 2.6714E-05 0.373 2.1660E-06 0.331 2.3826E-05 0.377 2.1660E-06 0.334 2.1660E-05 0.380 2.1660E-06 0.337 1.9494E-05 0.383 2.1660E-06 0.340 1.8772E-05 0.386 1.4440E-06 0.343 1.6606E-05 0.389 1.4440E-06 0.346 1.5884E-05 0.393 1.4440E-06 0.348 1.5162E-05 0.396 1.4440E-06 0.351 1.3718E-05 0.399 1.4440E-06 0.354 1.2274E-05 0.402 1.4440E-06 0.357 1.1552E-05 0.406 1.4440E-06 0.360 1.0830E-05 0.409 1.4440E-06 0.363 1.0830E-05 0.412 1.4440E-06 0.365 9.3860E-06 0.415 1.4440E-06 0.368 9.3860E-06 0.418 1.4440E-06 0.371 9.3860E-06 0.422 1.4440E-06 0.374 9.3860E-06 0.425 1.4440E-06 0.377 8.6640E-06 0.428 1.4440E-06 0.380 8.6640E-06 0.431 1.4440E-06 0.382 8.6640E-06 0.435 1.4440E-06 0.385 7.9420E-06 0.438 1.4440E-06 0.388 7.9420E-06 0.441 1.4440E-06 0.391 7.2200E-06 0.444 1.4440E-06 0.394 7.2200E-06 0.447 1.4440E-06 0.397 7.2200E-06 0.451 1.4440E-06 0.399 7.2200E-06 0.454 1.4440E-06 0.402 7.2200E-06 0.457 1.4440E-06 0.405 7.2200E-06 0.460 1.4440E-06 0.408 7.2200E-06 0.464 1.4440E-06 0.411 7.2200E-06 0.467 1.4440E-06 0.414 7.2200E-06 0.470 1.4440E-06 0.416 6.4980E-06 0.473 1.4440E-06 0.419 5.7760E-06 0.476 1.4440E-06 0.422 5.7760E-06 0.480 1.4440E-06 0.425 5.0540E-06 0.483 1.4440E-06 0.428 5.0540E-06 0.486 1.4440E-06 0.431 5.0540E-06 0.489 1.4440E-06 0.433 5.0540E-06 0.492 1.4440E-06 0.436 5.0540E-06 0.496 1.4440E-06 0.439 5.0540E-06 0.499 1.4440E-06 0.443 5.1505E-06 0.502 1.4440E-06 0.445 5.0540E-06 0.505 1.4440E-06 O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\MGS-May Creek.doc 11/30/2004 Page 16 of 18 0.448 3.6100E-06 0.509 1.4440E-06 0.450 3.6100E-06 0.512 1.4440E-06 0.453 3.6100E-06 0.515 1.4440E-06 0.456 3.6100E-06 0.518 1.4440E-06 0.459 2.8880E-06 0.521 1.4440E-06 0.462 2.8880E-06 0.525 1.4440E-06 0.464 2.8880E-06 0.528 1.4440E-06 0.467 2.8880E-06 0.531 1.4440E-06 0.470 2.8880E-06 0.534 1.4440E-06 0.473 2.8880E-06 0.538 1.4440E-06 0.476 2.8880E-06 0.541 1.4440E-06 0.479 2.1660E-06 0.544 1.4440E-06 0.481 2.1660E-06 0.547 1.4440E-06 0.484 2.1660E-06 0.550 1.4440E-06 ' 0.487 2.1660E-06 0.554 1.4440E-06 0.490 1.4440E-06 0.557 7.2200E-07 0.493 1.4440E-06 0.560 7.2200E-07 i0.496 1.4440E-06 0.563 7.2200E-07 0.498 7.2200E-07 0.567 7.2200E-07 ' 0.501 7.2200E-07 0.570 7.2200E-07 0.504 7.2200E-07 0.573 7.2200E-07 0.507 7.2200E-07 0.576 7.2200E-07 ' 0.510 7.2200E-07 0.579 7.2200E-07 0.513 7.2200E-07 0.583 7.2200E-07 0.515 7.2200E-07 0.586 7.2200E-07 ' 0.518 7.2200E-07 0.589 7.2200E-07 0.521 7.2200E-07 0.592 7.2200E-07 0.524 7.2200E-07 0.595 7.2200E-07 0.527 7.2200E-07 0.599 7.2200E-07 0.530 7.2200E-07 0.602 7.2200E-07 0.532 7.2200E-07 0.605 7.2200E-07 ' 0.535 7.2200E-07 0.608 7.2200E-07 0.538 7.2200E-07 0.612 7.2200E-07 0.541 7.2200E-07 0.615 7.2200E-07 ' 0.544 7.2200E-07 0.618 7.2200E-07 0.547 7.2200E-07 0.621 7.2200E-07 0.549 7.2200E-07 0.624 7.2200E-07 0.552 7.2200E-07 0.628 7.2200E-07 0.555 7.2200E-07 0.631 7.2200E-07 0.558 7.2200E-07 0.634 7.2200E-07 ' 0.561 7.2200E-07 0.637 7.2200E-07 0.564 7.2200E-07 0.641 7.2200E-07 0.566 7.2200E-07 0.644 7.2200E-07 O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\MGS-May Creek.doc 11/30/2004 ' Page 17 of 18 **** Flow Duration Performance According to Dept. of Ecology Criteria **** ' Excursion at Predeveloped 'hQ2 (Must be Less Than 0%) . -32.4% PASS Maximum Excursion from thQ2 to Q2 (Must be Less Than 0%): -19.1% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%) -16.6% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%) 0.0% PASS * POND MEETS ALL DURATION DESIGN CRITERIA: PASS *************************************************************** ******************* Water Quality Facility Data *************** Basic Wet Pond Volume (91% Exceedance) 21262. cu-ft Computed Large Wet Pond Volume, 1.5*Basic Volume: 31893. cu-ft 2-Year Stormwater Pond Discharge Rate : 0.065 cfs 15-Minute Timestep,Water Quality Treatment Design Discharge Discharge Rates Computed for Node: 1 On-line Design Discharge Rate (91% Exceedance): 0.00 cfs ' Off-line Design Discharge Rate (91% Exceedance): 0.00 cfs r O:\2004TAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\MGS—May Creek doc 11/30/2004 ' Page 18 of 18 Appended on: 12:55:20 Wednesday,November 24, 2004 ' Layout Report: May Creek Pond Event [ Precip (in)' �other � 1.0000 2 year; 2.1000 j 10 year 3.0000 25 year 3.6000 100 year 4.0000 E Reach Records Record Id: DUMMY BEGIN _.w.---- Section Shape: ! Circular Uniform Flow Manning's Coefficient: ' 0.0130 ' Method: _ Routing Method: Travel Time Contributing Translation Hyd DUMMY DnNode CB-MC 01 UpNode BEGIN Material ; Conc-Spun Size Ent Losses ' Groove End w/Headwall Length 10.0000 ft Slope 0.00% Up Invert 427.0000 ft Dn Invert 427.0000 ft ! Conduit Constraints 'l Min Vel; Max Vel Min Slope Max Slope', Min Cover 2.00 ft/s 15.00 ft/s j 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infd Rate i 0.0000 in/hr Up Invert ' 427.0000 ft Dn Invert i 427.0000 ft Hold down invert. Allow smaller size. ' O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May Creek On Site 112304.doc11/30/2004 Page 1 of 24 Record Id: R-MC 01 Section Shape: Circular --- -.__ j Uniform Flow ' Method: Manning's Coefficient: 0.0130 ' I Routing Method: Travel Time Contributing Translation i Hyd I de CB-MC 03 p ode CB-MC 01 ' Material Conc-Spun Size 1-2" Diam Ent Losses Groove End w/Headwall Length 150.0000 ft Slope - 1 00% j Up Invert 423.0200 ft Dn Invert I 421.5200 ft Conduit Constraints Min Vet F Max Vel Min Slope Slope M Cover ' 2.00 ft/s 15 00 ft/s` 0 50% 2.00% 3.00 ft 0.0000 Drop across MH 0.0000 ft Ex/Infd Rate in/hr Up Invert 421.5200 ft Dn Invert 423.0200 ft Hold up invert. __ _...-- Record Id: R-MC 02 ' Section Shape: - µmmCircular I Uniform Flow Manning's Coefficient: j 0.0130 Method: Travel Time Contributing i Routing Method: Translation Hyd DnNode CB-MC 01 UpNode CB-MC 02 Material mm Conc Spun Size 12" Diam I Ent Losses Groove End w/Headwall Length 61.5000 ft Slope 1.00% w .._ ' Up Invert ; 424 0200 ft Dn Invert 423.4050 ft Conduit Constraints Min Vel Max Vel Min Slope' Max Slope Min Cover 2.00 ft/s , 15.00 ft/s 0.50/o w 2.0 : . ° 0% 300 ft Dropacross MH 0.0000 ft Ex/Infd Rate 0.0000 in/hr Up Invert i 423.4050 ft Dn Invert 424.0200 ft ( Hold up invert ' O:\2004\FAPNW-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May Creek On Site 112304.doc11/3012004 Page 2 of 24 ' Record Id: R-MC 03 Section Shape: Circular Uniform Flow 'Mannins' Method: g Coefficient: 0.0130 {Routing Method: �' Travel Time Contributing Translation Hyd DnNode CB MC 03 UpNode CB-MC 01 Material Conc-Spun Size 12" Diam Ent Losses Groove End w/Headwall ' Length F 150.0000 ft Slope „ 1.00% Up Invert _ �421.5200 ft Dn Invert �20.0200 ft ' E Conduit Constraints _= Min Vel Max Vel '; Min Slope Max Slope Min Cover! ..m. 2.00 ft/s j 15.00 ft/s 0.50% 2.00% 3.00 ft iJ J-0.0000 Drop across MH 0.0000 ft Ex/Infil Rate in/hr Up Invert 420.0200 ft Dn Invert 421.5200 ft f Match inverts. Record Id: R-MC 04 ' Section Shape _ I Circular Uniform Flow Manning's Coefficient: ` _ 0.0130 3 Method: i Travel Time ! Contributing Routing Method: Translation Hyd j DnNode CB-MC 03 UpNode CB-MC 04 f Materials Conc-Spun Size 12" Diam ' Ent Losses Groove End w/Headwall [ Length 615000 ft Slope 100% Up Invert i 422 8900 ft Dn Invert 422.2750 ft ' Conduit Constraints Min Vela 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 Ex/Infil Rate 0.0000 in/hr Up Invert 422.2750 ft Dn Invert 422.8900 ft ' Hold up invert O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May Creek On Site 112304.doc11/30/2004 Page 3 of 24 Record Id: R-MC 05 Section Shape: Circular ' Uniform Flow Manning's 3 Coefficient: 0.0130 Method: __ f Routing Meth od• Travel Time Contributing j j � Translation Hyd DnNode CB-MC 06 UpNode CB-MC 05 Material F Cone-Spun Size 12" Diam Ent Losses Groove End w/Headwall ...__ -- Length j 80.0000 ft Slope 1.00% - - Up Invert 422.8900 ft Dn Invert 1 422.0900 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 Ex/Infd Rate in/hr Up Invert 422.0900 ft Dn Invert 422.8900 ft Record Id: R-MC 06 Section Shape: Circular Uniform Flow Manning's Coefficient: t 0.0130 Method: I Routing Method: Travel Time Contributing Translation ' Hyd DnNode CB-MC 03 UpNode CB-MC Ol Material i Conc-Spun Size 12" Diam Ent Losses , Groove End w/Headwall Length 98.8400 ft Slope 1.00% Up Invert 420.0200 ft Dn Invert 419.0316 ft Conduit Constraints Min Vel: Max Vel ' Min Slope 6 Max Slope Min Cover r � m 2.00 ft/s 15.00 ft/s; 0.50% 2.00% 3.00 ft 0.0000 Drop across MH 0.0000 ft Ex/Infil Rate ' in/hr ! i Up Invert 419.0316 ft Dn Invert E 420.0200 ft O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May Creek On Site 112304.doc11/30/2004 Page 4 of 24 Record Id: R-MC 07 1 Section Shape: F Circular _w{ 3 Uniform Flow F Manning's Coefficient: 0.0130 Method: Routing Method: Travel Time ! Contributing Translation Hyd DnNode CB-MC 09 UpNode CB-MC 07 Material Conc-Spun Size 12" Diam - Ent Losses { Groove End w/Headwall Length 115.0000 ft Slope {�1 00% Up Invert 1 0316 ft Dn Invert 417.8816 ft Conduit Constraints j Min Vel I Max WE Min Slope� Max Slope Min Cover 2.00 ft/s j 15.00 ft/s 0 50% 2 00% 3 00 ft l Drop across MH 0.0000 ft Ex/Infd Rate € in/hr Up Invert 417.8816 ft Dn Invert 419.0316 ft Match inverts Record Id: R-MC 08 Section Shape: Circular Uniform Flow Method: € Manning's Coefficient: 0.0130 Travel Time __.�... Contributing Routing Method: Translation Hyd F DnNode j B MC 07 UpNode CB-MC 08 Material Conc-Spun Size 12" Diam Ent Losses Groove End w/Headwall _ __. . Length 615000 ft Slope 1.00% ._ Up Invert 419.7700 ft Dn Invert 419.1550 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% i 3.00 ft 0.0000 � ' Drop across MH 0.0000 ft Ex/Infil Rate In/hr _ Up Invert 419.1550 ft Dn Invert E 419.7700 ft' Hold up Invert O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May Creek On Site 112304.doc11/30/2004 Page 5 of 24 i Record Id: R-MC 09 Section Shape: Circular Uniform Flow Manning's Coefficient: 0.0130 Method: ; i Travel Time i Contributing Routing Method: Translation Hyd DnNode CB-MC 11 pNode CB-MC 09 Material , Conc-Spun Size 18" Diam Ent Losses ( Groove End w/Headwall Length 95.000 ft Slope 1.00% Up Invert 417.8816 ft Dn Invert 416.9316 ft , Conduit Constraints Min Vel Max Vel Min Slope Max Slope', Min Cover[ 2.00 ft/s 15.00 ft/s 0 50% 1 2 00% 3.00 ft _. ____� Drop across MH 0.0000 ft Ex/Infil Rateh00 Up Invert 16.9316 ft Dn Invert 417.8816 ft Match invfrts. Record Id: R-MC 10 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Travel Time Contributing Routing Method: Translation Hyd DnNode i CB-MC 09 UpNode CB-MC 10 f Material Conc-Spun Size 18 Diam Ent Losses Groove End w/Headwall Length 61.5000 ft Slope 1.00% Up Invert } 419.9000 ft Dn Invert 419.2850 ft 1 _ _ 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 0.0000 1 _ _ _ _ Drop across MH 0.0000 ft Ex/Infil Rate in/hr 4 f Up Invert ~ (~ 419 2850 ft yDn Invert mm 419.9000 ft Hold up invert ' O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May Creek On Site 112304.doc11/30/2004 Page 6 of 24 ' Record Id: R-MC 11 FSection Shape: Circular Uniform Flow M ing's Coefficient: 0.0130 Method: _ Travel Time Contributing _ Routing Method: Translation ? Hyd DnNode CB-MC 13 j UpNode CB-MC 11 Material Conc-Spun Size 18" Diam Ent Losses i Groove End w/Headwall Length 40.0000 ft Slope 1.00% Up Invert 16.9316 ft Dn Invert 416.5316 ft Conduit Constraints x Slope Min Cover m M Vel Max Vel_ ^Min Slope Ma 2.00 ft/s 15.00 ft/s 0 50/0 2 00%0 3.00 ft 0.0000 Drop across MH 0.0000 ft Ex/Infil Rate in/hr l Up Invert 416.5316 ft ` Dn Invert I 416.9316 ft Record Id: R-MC 12 Section Shape. Circular ' Uniform Flow Manning's Coefficient: 0.0130 Method. 1 _ - ______.__.___._..._.._.......�..,...� Travel Time Contributing ' Routing Method: ; Translation Hyd DnNode � CB-MC 11 UpNode CB-MC 12 Material • F Conc-Spun Size 18" Diam Ent Losses Groove End w/Headwall Length 61.5000 ft Slope 1 00% Up Invert 419.8800 ft Dn Invert 419.2650 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 0.0000 Drop across MH 0.0000 ft Ex/Infil Rate in/hr Up Invert 419.2650 ft Dn Invert 419.8800 ft Hold up invert. O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May Creek On Site 112304.doc11/30/2004 Page 7 of 24 Record Id: R-MC 13 Section Shape: Circular I Uniform Flow Manning � ,�-- Uniform Method: 's Coefficient: 0.0130 Routing Method: Travel Time Contributing Translation Hyd i DnNode E CB-MC 14 UpNode CB-MC 11 Material F Conc-Spun Size j 18" Diam Ent Losses Groove End w/Headwall Length 40.0000 ft Slope ; 1.00% Up Invert­__. 416 5316 ft Dn Invert 416.1316 ft Conduit Constraints Ti ...... '. Min Vel( Max Vel j Min Slope l Max Slope Min Cover i < < 2.00 ft/s ;� 15.00 ft/s; 0.50/o -._. 2.0 ° 0% 3.00 ft I i 0.0000 Drop across MH 0.0000 ft Ex/Infd Rate r Up Invert 416.1316 ft Dn Invert 416.5316 ft Match inverts. Record Id: R-MC 14 Section-Shape ,-� Circular Uniform Flow Manning's Coefficient: 0.0130 Method: Routing Method: Travel Time ' Contributing Translation Hyd DnNode _ CB-MC 15_ UpNode_ ~ CB-MC 14 Material 1 Cone-Spun Size 18" Diam Ent Losses I Groove End w/Headwall Length 40.0000 ft Slope _ 1.00% Up Invert 416.1316 ft Dn Invert 415.7316 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 0.0000 Drop across MH 0.0000 ft Ex/Infil Rate in/hr .---------___ __ '�_..___ .._ .._ .. .._ _ Up Invert 415.7316 ft Dn Invert 416.1316 ft Match inverts. r O:\2004TAPWI'-04-032\ENGR\SELOVE\HYDRAULICS\StormSHEDMayCreek\May Creek Documentation\May Creek On Site 112304.doc11/30/2004 Page 8 of 24 Record Id: R-MC 15 Section Shape: Circular Uniform Flow FManning's Coefficient: 0.0130 Method: • �Routing Method: Travel Time Contributing I Translation ? Hyd DnNode CB-MC 18 UpNode CB-MC 17 Material Cone-Spun Size 18" Diam Ent Losses Groove End w/Headwall I Length 40.0000 ft { Slope 1.00% j Up Invert 415 7300 ft Dn Invert 415.3300 ft Conduit Constraints i E€ Min Vel F Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft 0000 Drop across MH 0.0000 ft 1 Ex/Infd Rate /hr Up Invert 415.3300 ft Dn Invert 415.7300 ft Record Id R-MC 16 Section Shape: ! Circular Uniform Flow i Method: Manning's Coefficient: 0.0130 i = Travel Time Contributing Routing Method: � € Translation Hyd � DnNode CB-MC 17 UpNode CB-MC 16 Material Conc-Spun Size 18" Diam Ent Losses Groove End w/Headwall Length 43.3400 ft Slope 100% Up Invert ; 415 3300 ft Dn Invert 414 8966 ft j Conduit Constraints Min Vel` Max Vel Min Slope' Max Slope Min Cover F 2.00 ft/s ! 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH E 0.0000 ft Ex/Infd Rate 10�Oh00 _ _.._ ....-- . Up Invert 414.8966 ft Dn Invert 415.3300 ft, Match inverts. _ O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May Creek On Site 112304.doc11/30/2004 Page 9 of 24 Record Id: R-MC 17 Section Shape: Circular Uniform Flow — Method: Mannmg s Coefficient: 0.0130 i Travel Time Contributing Routing Method: Translation Hyd DnNode . CB-MC 17 UpNode CB-MC 16 Material Conc-Spun Size 18" Diam Ent Losses Groove End w/Headwall Length 917500 ft Slope 1.00% Up Invert 414.8900 ft Dn Invert 413.9725 ft ' Conduit Constraints 3 Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s ( 15.00 ft/s j 0.50% 2.00% 3.00 ft 0.0000 Drop across MH 0.0000 ft Ex/Infil Rate iu/hr ---------- Up Invert ! 413.9725 ft Dn Invert 414.8900 ft I Match inverts._.__m..___ Record Id: R-MC 18 �.^ Section Shape Circular ............. Uniform Flow Method: E Manning's Coefficient: 0.0130 -._w_._._... —------ -____---- Travel Time Contributing z Routing Method: Translation Hyd DnNode CB-MC 17 UpNode CB-MC 16 Material i Conc-Spun Size € 18" Diam i Ent Losses Groove End w/Headwall ! Length _ 90.9000 ft Slope s 1.00% Up Invert 413.9700 ft Dn Invert 413.0610 ft Conduit Constraints Min Vel; Max Vel i Min Slope V Max Slope Min Cover 2.00 ft/s ' 15.00 ft/s 0 50% 2.00% 3.00 ft Dropv across MHj0.0000 ftEx/Infil Rate 0.0000 in/hr Up Invert i 413.0610 ft Dn Invert 413.9700 ft .Match inverts. O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May Creek On Site 112304.doc11/30/2004 Page 10 of 24 Record Id: R-MC 19 Section Shape: Circular _ Uniform Flow Method: ; Manning's Coefficient: 0.0130 Travel Time Contributing _._... - Routing Method: Translation i Hyd { DnNode CB-MC 17 UpNode CB-MC 16 Material Cone-Spun Size 18" Diam Ent Losses Groove End w/Headwall i Length 90.9000 ft Slope 1.00% Up Invert 413.0610 ft Dn Invert 412.1520 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover �' ° � 2.00% 3.00 ft 2.00 ft/s i 15.00 ft/s 0.50/o Drop across MH 0.0000 ft Ex/Infd Rate 0.0000 in/hr E Up Invert 412.1520 ft Dn Invert 413.0610 ft Match inverts. Record Id: R-MC 20 Section Shape Circular .._Uniform Flow_.._._._.- Method: Manning's Coefficient: 0.0130 Travel Time Contributing E '� Routing Method: ; # Translation Hyd DnNode DUMMY1 UpNode j CB-MC 20 Material Cone-Spun Size j 18" Diam Ent Losses Groove End w/Headwall Length [ 90.9000 ft Slope 1.00% e: w. _._. _._._.__. __ �_a_ Up Invert 4118811 ft Dn Invert 410.9721 ft .e------- Conduit Constraints Min Vel` Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0 50% 1 2 00% 3.00 ft Drop across MH 0.0000 ft Ex/Infd Rate F 0.0000 in/hr Up Invert 1 410.9721 ft Dn Invert 411.8811 ft ' O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May Creek On Site 112304.doc11/30/2004 Page 11 of 24 Node Records Record Id: CB-MC 01 Descrip: I May Creek Basin Increment 0.10 ft Start El. 423.0200 ft ( Max El. 427.0200 ft Classificatb-= Catch Basin Structure Type= GRATE INLET TYPE 2 3 ! Headwall Ent Ke i Channelization , Curved or Deflector (ke=0.50) Catch 1.2900 ft E Bottom Area 1 7.7638 sf Condition Existing Record Id: CB-MC 02 Descrip: May Creek Basin Increment 0.10 ft _.__...._............. ................ Start El. 423 0200 ft Max El. 427.0200 ft _ Structure GRATE INLET Classification Catch Basin Type TYPE 2 ' Headwall Ent Ke (ke=0.50) Channelization Curved or Deflector Catch 1.2900 ft Bottom Area 7.7638 sf Condition Existing Record Id: CB-MC 03 Descrip: Increment 0.10 ft Start El. 4215200 ft Max El. E 425.8900 ft -.--_-f Structure 'GRATE INLET Classification Catch Basin Type TYPE 2 Headwall Ent Ke Channelization Curved or Deflector (ke=0.50) Catch 1.2900 ft Bottom Area 7.7638 sf Condition Existing 1 Record Id: CB-MC 04 Descrip Increment 0.10 ft Start El. 422.8900 ft Max El. 425 8900 ft j Classification Catch Basin Structure GRATE INLET i Type TYPE 2 Ent Ke Headwall Channelization Curved or Deflector (ke=0.50) 1 Catch 1.2900 ft Bottom Area 7.7638 sf Condition Existing .. _..._ .__... _ _ . . ._._ O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May Creek On Site 112304.doc11/30/2004 Page 12 of 24 Record Id: CB-MC 05 Descrip: Prototype Record ; Increment 0.10 ft Start El. 422.8900 ft ! Max El. 425.9000 ft Structure GRATE INLET Classification Catch Basin Type TYPE 2 Headwall Ent Ke 1 Channelization Curved or Deflector (ke=0.50) Catch ' 1.2900 ft Bottom Area 7.7638 sf Condition F Existing Record Id: CB-MC 06 Descrip: Prototype Record 1 Increment 0.10 ft j Start El. 420.0200 ft �Max EL 424.5000 ft Classification Catch Basin Structure GRATE INLET Type TYPE 2 Headwall Ent Ke Channelization Curved or Deflector (ke=0.50) Catch 1.2900 ft Bottom Area 7.7638 sf Condition Existing Record Id: CB-MC 07 Descrip: Prototype Record , Increment 0.10 ft Start El. 419.0316 ft Max El. 423.7700 ft Structure GRATE INLET 1 Classification Catch Basin Type TYPE 2 Ent Ke Headwall Channelization Curved or Deflector E {ke=0.50) Catch 1.2900 ft Bottom Area _ 7.7638 sf Condition i Existing E Record Id: CB-MC 08 Descrip: Prototype Record Increment 0.10 ft Start El. 419.7700 ft Max El. 423.7700 ft Classification Catch Basin _ Structure _ GRATE INLET Type TYPE 2 Ent Ke Headwall Channelization Curved or Deflector (ke=0.50) Catch 1.2900 ft Bottom Area i 7.7638 sf Condition Existing O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May Creek On Site 112304.doc11/30/2004 Page 13 of 24 Record Id: CB-MC 09 Descrip: 1 Prototype Record Increment 0.10 ft Start El. 417.8816 ft Max El. 422.9000 ft Structure GRATE INLET Classification Catch Basin Type TYPE 2 E Headwall Ent Ke (ke=0.50) $ Channelization Curved or Deflector Catch 1.2900 ft Bottom Area 7.7638 sf Condition Existing Record Id: CB-MC 10 Descrip: Prototype Record Increment 0.10 ft Start El. 419.4000 ft Max El. 422.9000 ft i Classification Catch Basin Structure GRATE INLET Type TYPE 2 Ent Ke Headwall E Channelization Curved or Deflector (ke=0.50) Catch f 1.2900 ft t Bottom Area _= 7.7638 sf Condition. Existing Record Id: CB-MC 11 Descrip: Prototype Record Increment 0.10 ft Start El. E 416 9316 ft Max EL 422.8800 ft Structure GRATE INLET Classification Catch Basin Type TYPE 2 E _ _ Headwall Ent Ke Channelization^ Curved or Deflector (ke=0.50) Catch 1.2900 ft Bottom Area 7.7638 sf E I Condition Existing Record Id: CB-MC 12 Descrip: Prototype Record Increment 0.10 ft Start El. 419.0000 ft Max El. 422.8800 ft Structure GRATE INLET Classification Catch Basin Type TYPE 2 _ m Ent Ke_ TM Headwall Channelization . Curved or Deflector 3 (ke=0.50) Catch 1.2900 ft _ Bottom Area 7.7638 sf Condition Existing O:\2004\FAPWr-04-032\ENGR\SELOVE\HYDRAULICS\StormSHEDMayCreek\May Creek Documentation\May Creek On Site 112304.doc11/30/2004 Page 14 of 24 Record Id: CB-MC 13 Descrip: Prototype Record Increment 0.10 ft Start El. 416.5316 ft Max El. 421.2000 ft Classification Catch Basin` Structure GRATE INLET Type TYPE 2 Headwall Ent Ke (ke=0.50) Channelization r Curved or Deflector Catch E 1.2900 ft Bottom Area 7.7638 sf Condition Existing Record Id: CB-MC 14 Descrip: Prototype Record Increment € 0.10 ft E Start El. 416.1316 ft Max El. 421.2000 ft Classification Catch Basin' Structure GRATE INLET Type TYPE 2 Ent Ke Headwall Channelization= Curved or Deflector (ke=0.50) Catch 1.2900 ft Bottom Area 7.7638 sf Condition Existing Record Id: CB-MC 15 Descrip: Prototype Record Increment 0.10 ft Start El. 415.7300 ft Max El. 1 419.9500 ft Structure GRATE INLET Classification Catch Basin Type TYPE 2 Ent Ke Headwall Channelization '' Curved or Deflector Catch 1.2900 ft Bottom Area 7.7638 sf Condition Existing Record Id: CB-MC 16 Descrip: Prototype Record Increment 0.10 ft Start El. 415.3300 ft Max El. 419.2700 ft i Classification? Catch Basin Structure GRATE INLET Type TYPE 2 I Ent Ke Headwall Channelization Curved or Deflector (ke=0.50) Catch 1.2900 ft Bottom Area_ 7.7638 sf Condition_ Existing O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May Creek On Site 112304.doc11/30/2004 Page 15 of 24 Record Id: CB-MC 17 Descrip: Prototype Record Increment 0.10 ft Start El. 414.8900 ft Max El. 418.8600 ft �_. Structure GRATE INLET Classification Catch Basin Type TYPE 2 Headwall � Ent Ke I Channelization Curved or Deflector; (ke=0.50) Catch 1.2900 ft Bo ttom Area 7.7638 sf Condition Existing Record Id. CB-MC 18 Descrip: Prototype Record Increment 0.10 ft Start El. I 413.9700 ft Max El. 417.7600 ft Classification Catch Basin Structure GRATE INLET Type TYPE 2 Ent Ke Headwall Channelization Curved or Deflector (ke=0.50) Catch 1.2900 ft Bottom Area 7.7638 sf Condition Existing Record Id: CB-MC 19 Descrip Prototype Record Increment 0.10 ft Start El. 413.0610 ft Max El. 415.8000 ft Classification Catch Basin Structure GRATE INLET Type TYPE 2 Ent Ke Headwall Channelization Curved or Deflector (ke=0.50) Catch 1.2900 ft Bottom Area 7.7638 sf Condition Existing Record Id: CB-MC 20 Descrip: Prototype Record Increment 0.10 ft Start El. 411.8811 ft Max El. 429.7700 ft ,j Classification Catch Basin Structure GRATE INLET Type TYPE 2 Headwall Ent Ke (ke-0.50) Channelization Curved or Deflector Catch 1.2900 ft Bottom Area 7.7638 sf Condition Existing O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May Creek On Site 112304.doci 1/30/2004 Page 16 of 24 IRecord Id: DUMMY BEGIN 7_ Descrip: Prototype Record Increment 1 0.10 ft Start El. 427.0000 ft Max El. 430 0000 ft Dummy Type Node Record Id: DUMMY1 m � Descrip: Prototype Record'. Increment; 0.10 ft Start El. 419 0000 ft Max El. F 430.0000 ft Dummy Type Node i Contributing Drainage Areas Record Id: B-MC 01 Design Method Rational IDF Table Seattle i Composite C Calc Description SubArea Sub c Pavement (n=0.90) 0.13 ac 0.90 Directly Connected TC Cale Type r- Descriptions Length Slope ? mmCoeff _ Misc TT IMP Smooth 155.00 2.10 3.14 Sheet Surfaces.: 0.011 ft 0.75% 0.01101` in min Directly Connected TC 3.14min Record Id: B-MC 02 Design Method Rational w IDF Table Seattle Composite C Calc Description = SubArea Sub c Pavement n=0.90) 0.13 ac , 0.90 Directly Connected TC Calc Type 1 Description Length Slope E Coeff ' Misc TT E IMP Smooth 1 155.00 2.10 3.14 Sheet' 0 75% 0.0110 Surfaces 0.011 ft in min Directly Connected TC 3 14min O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May Creek On Site 112304.doc11/30/2004 Page 17 of 24 Record Id: B-MC 03 Design Method Rational IDF Table: f Seattle Composite C Cale Description SubArea Sub c Pavement (n=0.90) ? 0.13 ac 0.90 Directly Connected TC Cale Type,1 Description Length ! Slope i Coeff j Misc ! TT _E IMP Smooth 155.00 ! 0.00 0.00 Sheet i 0.75% 0.0110 Surfaces.: 0.011 ! ft in min Directly Connected TC 3.14min Record Id: B-MC 04 Design Method Rational IDF Table: Seattle £ Composite C Cale Description _ SubArea Sub c Pavement(n=0.90) 0.13 ac '� 0.90 Directly Connected TC Cale Type Description Length Slope Coeff Misc TT - IMP Smooth 155.00 0.00 0.00 Sheet 0.75% ; 0.0110` Surfaces.: 0.011 ft min E Directly Connected TC 3.14min Record Id:.B-MC 05 Design Method Rational IDF Table: [ Seattle I Composite C Cale Description SubArea Sub c Pavement(n 0 90) 016 ac 0.90 _... Directly Connected TC Cale -..._. ............. ___�_ Type `= Description Length t Slope Coeff ( Misc TT IMP Smooth 187.11 2.10 3.66 Sheet Surfaces.: 0.011 ft 0.75% 0.0110 in min Directly Connected TC 3.66min E t.._......._.._..,-...._:_....,_...,._........._„_..., m,._..._ ......e.............._...._...,_....._..... _._.......____„___.........._......._._ _,.._.:..,.,.__.............. ..,._...»,... .,e._...._..__........._.�_...e_.,......�._� O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May Creek On Site 112304.doc11/30/2004 Page 18 of 24 Record Id: B-MC 06 Design Method Rational ' IDF Table: Seattle Composite C Cale Description SubArea Sub c Pavement (n=0.90) 0.13 ac 0.90 Directly Connected TC Cale Type ' Description Length , Slope ( Coeff Misc TT IMP Smooth 1 155.00 0.00 ' 0.00 Sheet 0.75% 0.0110 z Surfaces.: 0.011 ft _ min Directly Connected TC 3.14min Record Id: B-MC 07 Design Method Rational IDF Table: Seattle Composite C Cale Description SubArea Sub c Pavement(n=0.90) 0.08 ac 0.90 Directly Connected TC Cale Type E Description Length ; Slope i Coeff Misc TT { GIMP Smooth ,� 106.00 -�- , �� 2.10�, 2.32 Sheet Surfaces.: 0.011 ft 0.75% 0.0110 min Directly Connected TC 2.32min Record Id: B-MC 08 Design Method Rational IDF Table: Seattle Composite C Cale Description SubArea Sub c S Pavement(n=0.90) 0.08 ac 0.90 Directly Connected TC Cale Type„ Description Length ; Slope 1 Coeff Misc TT IMP Smooth 106.00 0.00 0.00 Sheet 0.75% 0.0110 Surfaces.: 0.011 ft in min Directly Connected TC 2.32min O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May Creek On Site 112304.doc11/30/2004 Page 19 of 24 i Record Id: B-MC 09 Design Method t Rational IDF Table: Seattle I Composite C Calc Description SubArea Sub c i Pavement(n=0.90) _ 0.10 ac ! 0.90 _ Directly Connected TC Cale Type ; Description Length 1 Slope I Coeff Misc TT IMP Smooth 121.50 - 2.10 2.59 s Sheet Surfaces.: 0.011 ft E 0.75% . 0.0110 in min Directly Connected TC 2 59min Record Id: B-MC 10 Design Method ? Rational IDF Table Seattle Composite C Calc Description SubArea Sub c Pavement(n=0.90) 0.10 ac _j 0.90 Directly Connected TC Calc Type Description Length Slope Coeff — Misc TT IMP Smooth 121.50 0.00 0.00 Sheet 0.75% 0.0110E i Surfaces.: 0.011 ft in min Directly Connected TC 2.59min Record Id: B-MC 11 Design Method Rational IDF Table: I Seattle Composite C Calc Description SubArea E Sub c Pavement(n=0.90) 0.09 ac 0.90 Directly Connected TC Cale (I Type Description Length ; Slope Coeff Mist TT IMP Smooth 103.00 2.10 2.27 i Sheet; 0.75% 0.0110 ! i Surfaces.: 0.011 ft 1n min __.____. Directly Connected TC 2.27min O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May Creek On Site 112304.doc11/30/2004 Page 20 of 24 Record Id: B-MC 12 Design Method I Rational IDF Table: Seattle Composite C Calc Sub c Description SubArea S i _ Pavement(n=0.90) 0.09 ac 0.90 � Directly Connected TC Calc it Type Description Length Slope Coeff Misc TT '3 IMP Smooth 1 0 0.00 l Sheet E 0.75% 0.0110 Surfaces.: 0.011 ft in min Directly Connected TC 2.27min Record Id: B-MC 13 Design Method Rational IDF Table: Seattle ..............._�w_�.. Composite C Calc Description SubArea Sub c Pavement(n=0.90) 0.09 ac 0.90 Directly Connected TC Calc Type Descriptions Length Slope Coeff FMisc ° TT I IMP Smooth 103.00 4.00% ' 0.0110 2.10 1.16 Sheen Surfaces.: 0.011 ft m min Directly Connected TC 1.16min .._. 4 Record Id: B-MC 14 Design Method Rational _ IDF Table: Seattle Composite C Calc Description SubArea Sub c 4 Pavement(n=0.90) 0.09 ac 0.90 Directly Connected TC Calc 1 j Type = Description Len........ _...... IMP Smooth 103.00 o 0.0110= 0.00 0.00 Sheet 4.00/o Surfaces.: 0.011 ft i in min Directly Connected TC1.16min O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May Creek On Site 112304.doci 1/30/2004 Page 21 of 24 ' Record Id: B-MC 15 Design Method ` Rational IDF Table: Seattle Composite C Cale Description SubArea Sub c Pavement(n=0.90) 0.09 ac 0.90 I Directly Connected TC Cale Type FDescriphon Length Slope Coeff Misc ! TT �- Fw IMP Smooth 103.00 0 0.00 Sheet' Surfaces.: 0.011 ft 4.00%' 0.0110 in min Directly Connected TC 1.16min Record Id: B-MC 16 Design Method Rational IDF Table: Seattle Composite C Cale Description SubArea Sub c Pavement(n=0.90) 0.09 ac 0.90 ' Directly Connected TC Cale E, Type Description Length Slope Coeff Misc TT IMP Smooth 103.00 2.10 0.99 Sheet= 6.00% 0.0110 I Surfaces.: 0.011 ft m min Directly Connected TC 0.99min Record Id B-MC 17 Design Method Rational IDF Table: Seattle Composite C Cale Description SubArea Sub c Pavement(n=0.90) 0.09 ac 0.90 s Directly Connected TC Cale Type Description Length Slope 'i Coeff Misc TT IMP Smooth 1 103.00 600%= 00110` 0.00 0.00 Sheet;' . . Surfaces.: 0.011 ft ¢ in min Directly Connected TC 0.99min ' O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May Creek On Site 112304.doc11/30/2004 Page 22 of 24 ' Record Id: B-MC 18 Design Method Rational IDF Table: Seattle Composite C Calc ' i Description SubArea Sub c Pavement(n=0.90) 0.09 ac ; 0.90 j Directly Connected TC Calc jType Description Length Slope Coeff j Misc ( TT IMP Smooth 103.00 0.00 0.00 ' Sheet,' Surfaces.: 0.011 ft6.00% 0.0110in min _ Directly Connected TC 0.99min Record Id: B-MC 19 Design Method Rational IDF Table: Seattle ' Composite C Calc Description ! SubArea S c Pavement(n=0.90) 0.09 ac 0.90 Directly Connected TC Calc Type Description ; Length Slope Coeff Misc TT IMP Smooth 103.00 ! 0.00 0.00 ' Sheet ( 6.00% 0.0110 ft Surfaces.: 0.011 I in min Directly Connected TC _ 0.99min ' Record Id: B-MC 20 Design Method ti �` Rational_ '_ IDF Table: Seattle { Composite C Calc Description � � SubArea � �` _ Sub c....... Pavement (n=0.90) 0.09 ac E 0.90 Directly Connected TC Cale Type i Description Length Slope Coeff Misc TT IMP Smooth 103.00 '; 0.00 0.00 Sheet Surfaces.: 0.011 3 ft 6.00% 0.0110{ in min ............ Directly Connected TC 0.99min O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May Creek On Site 112304.doc11/30/2004 Page 23 of 24 O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHEDMayCreek\May Creek Documentation\May Creek On Site 112304.doc11/30/2004 Page 24 of 24 ' Appended on: 14:12:14 Monday, November 29, 2004 Layout Report: MC Offsite ----- - —(in)— , i Event Precip (in) ......... ..... other 11.0000 2 year 12.1000 10 year 13.0000 25 year 13.6000 400 year 14.00 0 ' Reach Records Record Id CB-MCF 01 ,Section Shape: !Circular Uniform Flow Method: 'Manning's lCoefficient: 10.0130 1Routing Method: ;Travel Time Translation!Contributing Hyd bnNode CB-MCF 003 VpNode !C CF 0011 'Material {Conc Spun ;Size 12" Diam 'Ent Losses !Groove End w/HeadwgH _ t .Length 214.6200 ft jSlope 4.00%� Vp Invert 425 5000 ft On Invert 423.3538 ft ' Conduit Constraints 'Min Vel!Ma Vex l Min Slope;Max Slope;Min Cover 2.00 ft/s f15.00 ft/s 10.50% 2.00% 1.00 ft Drop across MH x0 0000 ft Ex/Infd Rate 0.0000 in/hr ' Up Invert 423.3538 ft 1Dn Invert 425.5000 ft Match inverts. 3 , O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek DocumentationMay_OffsiteSystem 11 29_04.doc Page 1 of 21 Record Id: CB-MCF 02 ;Section Shape: !Circular Uniform Flow Method: Manning's !Coefficient: 10.0130 ,Routing Method: ?Travel Time Translation€C n ributing Hyd (DnNode CB-MCF 005 UpNode JCB-MCF 002 ;Material 1Conc-Spun jS 118" Diam ! I E n t Losses !Groove End w/Headwall ;Length 246.1600 ft €Slope 4.25% 'Up Invert 424.4400 ft II)n Invert 4421.3630 ft Conduit Constraints ,'Min Vel IMax Vel Min Slope!Max Slope lMin Cover # 2.00 ft/s 45.00 ft/s 10.50% 1.00% 2.00 ft ! !Drop across MH 10.0000 ft Ex/Infil Rate 10.0000 in/hr Up Invert 421.3630 ft !Dn Inve rt 424.4400 ft ! ;Match inverts. ' Record Id: CB-MCF 03 ;Section Shape: Circular Uniform Flow Method: Manning's !Coefficient: 0.0130 _ ......_....__ __.m. �___��.__ ;__� �__���.._ ..... Routing Method: Travel Time Translation!Contributing Hyd`. DnNode — iCB-MCF 004� — lUpNode _ iCB MCF 003 1 Material IConc-Spun —'Size 12" Diam ;Ent Losses !Groove End w/Headwall !Length 200.6200 ft !Slope 11.00% Up Invert 423.3538 ft On Invert 421.3476 ft Conduit Constraints ! Min Vel Max Vel ;Min Slope Max Slope tMin Cover. __ 2.00 ft/s 115.00 ft/s IO 50% 2 00% i2 00 ft Drop across MH_ 10.0000 ft _ ,Ex/Infil Rate _ !0.0000 in/hr Up Invert '421.3476 ft Dn Invert 423.3538 ft ;Match inverts. s ' O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May_OffsiteSystem 11 29_04.doc Page 2 of 21 Record Id: CB-MCF 04 'Section Shape: (Circular 'Uniform Flow Method: Manning's €Coefficient: 10.0130 !Routing Method: ;Travel Time Translation iContributing I3yd' IDnNode ICB-MCF 007 UpNode CB-MCF 004 !Material !Conc-S un !Size 12" Diam Ent Losses � ��iGroove End w/Headwall Length 219.8100 ft Slope 11.00/o Up Invert _ 421.3476 ft �Dn Invert '19.1495 ft Conduit Constraints Min Vel!Max Vel Min Slope Max Slope',Min Coverj 2.00 ft/s '15 00 ft/s 10.50% 2.00% 2.00 ft Drop across MH 10.0000 ft IEx/Infil Rate 10.0000 in/hr IUp Invert 419.1495 ftDn Invert 4213476 ft :Match inverts. Record Id: CB-MCF 05 Section Shape: iCircular Uniform Flow Method: ;Manning's Coefficient: (0.0130 ;Routing Method: 'Travel Time Translation iContributing Hyd 1 DnNode ICB-MCF 006 !UpNode fCB MCF 005 MaterialConc-Spun ;Size 18" Diam Ent Losses !Groove End w/Headwall I Len h ^_249.6000 ft 4 'Slope `0.50% Up Invert �421.3630-ft jDn Invert 1420.1150 ft Conduit Constraints ! ....... Min Vel;Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s F0.50% 2.00% 2.00 ft 1 _ _ Drop across MH 0.0000 ft Ix/Infil Rate 0.0000 in/hr __.._� . . . Up Invert 420.1150 ft 'Dn Invert 421.3630 ft Match inverts O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May_OffsiteSystem 11 29_04.doc Page 3 of 21 Record Id: CB-MCF 06 1 'Section Shape: Circular � !Uniform Flow Method: Manning's Coefficient: 10.0130 Routing Method: ;Travel Time Translation!Contributing Hyd i DnNode CB-MCF 009 ;UpNode ,CB�-MCF 006' ;Material Conc-Spun ;Size �;4 Diam !Ent Losses Groove End w/Headwall !Length j249.6200 ft ',,Slope 10.50% !Up Invert 420.1150 ft Dn Invert 1418.8669 ft Conduit Constraints "Min Vel Max Vel FMin Slope Max Slope iMin Cover 2.00 ft/s A5.00 ft/s 0.50% 12.00% 1.00 ft -.Drop across MH 10.0000 ft !Ex/Infil Rate 10.0000 in/hr __........._ Up Invert �418.8669 ft Dn Invert 420.1150 ft 'Match inverts ' Record Id: CB-MCF 07 'Section Shape: __ _ !Circular Uniform Flow Method: Manning's ;Coefficient: 10.0130 [ Routing Method: Travel Time Translation iContributing Hyd =C DnNode B-MCF 012 �UpNode GCB-MCF 007 Material � Conc-SpunSize12" Diam Ent Losses ;Groove End w/Headwall !Length 201.7800 ft ISlope 4.00% 'Up Invert =419.1495 ft Dn Invert 417 1317 ft {' Conduit Constraints I Min Vel Max Vel Min Slope Max Slope';Min Cover. 2.00 ft/s 15.00 ft/s!0.50% 2.00% f2.00 ft Drop across MH 0.0000 ft � 1x/Infil Rate 10.0000 in/hr 'Up Invert 417.1317 ft Dn Invert 419.1495 ft Match inverts. ! _ ..._..... _. w . ___ . , __.- O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek DocumentationlMay_OffsiteSystem 11 29_04.doc Page 4 of 21 i Record Id: CB-MCF 08 'Section Shape: _ !Circular Uniform Flow Method: Manning's [Coefficient: 10.0130 [Routing Method: 'Travel Time Translation!Contributing Hyd OnNode iCB-MCF 009 jUpNode CB-MCF 008 !Material !Conc-Spun Size 12" Diam Ent Losses ?Groove End w/Headwall Length 10.0000 ft !Slope 1.00/o _ �420.6200 ft IUp Invert 420.7200 ft IDn Invert Conduit Constraints 'Min Vel';Max Vel 'Min Slope;Max Slope W, m Cover' 2.00 ft/s '15 00 ft/s 10 50% i2 00% 12.00 ft [Drop across MH '0.0000 ft Ex/Inrd Rate Inv 10.0000 in/hr �_ ___ __. _ _ __ __.� .___ .. Up Invert 420.6200 ft Dn ert 420.7200 ft ;Match inverts. ' Record id: ,CB-MCF 09 !Section Shape: _ 'CircularV 'Uniform Flow Method: ;Mannmg's !Coefficient: 10.0130 Routing Method: ;Travel Time Translation Contributing Hyd _ DnNode ICB MCF 011 UpNode ICB MCF 009 Material !Cone-Spun !Size 24" Diam Ent Losses !Groove End w/Headwall ?Length ?48.1800 ft _ !Slope 1.00% Up Invert +418.7700 ft "Dn Invert 418 2882 ft Conduit Constraints Min Vel Max Vel ;Min Slope;Max SlopelMin Cover 2.00 ft/s !15 OO�ft/s µ0.50% _ 2.00% 2.00 ft } ,Drop across MH 0.0000 ft ?Ex/Infil Rate 10.0000 in/hr !Up Invert 418.2882 ft On Invert 418.7700 ft Match inverts. O:\2004\FAPW]r-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May_OffsiteSystem 11 29_04.doc Page 5 of 21 Record Id: CB-MCF 10 ISection Shape: jCircular IUniform Flow Method: ;Manning's !Coefficient- 0.0130 }Routing Method: Travel Time Translation(Contributing Hyd F { !DnNode CB-MCF O11 'U Node _ _!CB-MCF 010 ?Material jConc-Spun ISize ?12" Diam 'Ent Losses Groove End w/Headwall !Length 25.0000 ft !Slope 11.00% 'Up Invert '420.9200 ft �?Dn Invert 420.6700 ft Conduit Constraints Min Vet;Maxex l''M p;Max Slope Min Cover f 2 11 00 ft/s 115.0 0 50% 100% 1.00 ft Drop across MH 0.0000 ft Ex/Infd Rate 10.0000 in/hr �Up Invert 420.6700 ft 1Dn Invert 1420 9200 ft 'Match inverts. Record Id: CB-MCF 11 Section Shape: Circular '!Uniform Flow Method: ; ?Coefficient:;Manning's 0.0130 Routing Method `Travel Time Translation'Contributing Hyd DnNode CB-MCF 013 UpNo& CB MCF 011 Material FConc-S un Size 24" Diam ;Ent Losses ?Groove End w/Headwall !Length 191.4200 ft ;Slope 11.25% _. .... _ .._. __ �.___ __.__ _.�.__�_ �_ _ _ 'Up Invert 418.2882 ft fDn Invert 417.1455 ft Conduit Constraints Min Vel Max Vel Min Slope;Max Slope Min Cover 2.00 ft/s 15.00 ft/s 4.50% 2.00% 2.00 ft f Drop across MH 0.0000 ft EEx/Infil Rate 0.0000 in/hr ?Up Invert 417.1455 ft Dn Invert =418.2882 ft _ Match inverts. O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May_OffsiteSystem 11_29_04.doc Page 6 of 21 i Record Id: CB-MCF 12 !Section Shape: !Circular !Uniform Flow Method: !Manning's (Coefficient: 0�0130 !Routing Method: ;Travel Time Translation(Contributing Hyd OnNode !CB-MCF 014 1UpNode CB-MCF 012 ;Material !Conc-Spun 'Size =12" Diam Ent Losses jGroove End w/Headwall ;Length !91.4200 ft _ !Slope _ !1.25% Up Invert _ 417.1317 ft On Invert 1415 9890 ft Conduit Constraints Min Vel Max Vel '(Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ftls'10.50 2.00% 12.00 ft F !Drop across MH 0.0000 ft !Ex/Infil Rate ;0.0000 In/hr 'Up Invert 415.9890 ft On Invert _ 417.1317 ft j 'Match inverts. Record Id: CB-MCF 13 !Section Shape: _ Circular ;Uniform F1ow Method: Manning's 'Coefficient: 10.0130 Routing Method: Travel Time Translation=Contributing Hyd DnNode CB-MCF 014 U Node !CB-MCF 013 P ,Material !Conc-SpunSlze 24" Diam Ent Losses ?Groove End w/Headwall Length 98.6200 ft !Slope J.25% !Up Invert _ 417.1000 ft ;Dn Invert 1415.8673 ft Conduit Constraints I Min Vel jMax Vel `Min Slope!Max Slope(Min Cover 2.00 ft/s 15.00 ft/s!0.50% 2.00% _ 12.00 ft i Drop across MH 10.0000 ft �,Ex/Infil Rate 10.0000 in/hr Up Invert 415.8673 ft 1Dn Invert 417.1000 ft Match inverts. O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek DocumentationuMay_OffsiteSystem 11 29_04.doc Page 7 of 21 i i Record Id: CB-MCF 14 !Section Shape: ►Circular (Uniform Flow Method: iManning's lCoefficient: 10.0130 ;Routing Method: Travel Time Translation Contributing Hyd 1 DnNode jCB-MCF 015 UpNode ICB-MCF 014 'Material IConc-Spun 'Size 24" Diam ';Ent Losses a_ !Groove End w/Headwall ►Length �1,167.6200�ft���� _._P._._�___ !Slope 1.50% 'Up Invert 3415.8673 ft 1Dn Invert 1413.3530 ft ' Conduit Constraints Min Vel Max VefIMin Slope;Max Slope Min Cover 2.00 ft/s !15 00 ft/s 0.50% 2.00% 12.60 ft Drop across MH 10.0000 ft Ex/Infil Rate W 10.0000 in/hr Up Invert 413.3530 ft Dn Invert 415.8673 ft 'Match inverts. t Record id: CB-MCF 15 ;Section Shape: !Circular Uniform Flow Method: Manning's Coefficient: 10.0130 Routing Method: Travel Ti�me T�ra�nsla�tion Contrib uting Hyd DnNode fCB MCF 018 jUpNode €CB-MCF 015 _......... ;Material lConc-Spun 'Size v '24" Diam Ent Losses Groove End w/Headwall {Length 1160.1700 ft Slope 13.00% Up Invert 413.3530 ft jDn Invert 408 5479 ft Conduit Constraints Min Vel;Max Vel ;Min Slope'Max Slope;Min Cover 2.00 ft/s `15.00 ft/s I0.50% '2.00% 2.00 ft a Drop across MH 0.0000 ft %InfilRate 0.0000 in/hr 'Up Invert 408.5479 ft Dn Invert 413.3530 ft ;Hold down invert. Match inverts. O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreekMay Creek Documentation\May_OffskeSystem 11 29_04.doc Page 8 of 21 Record Id: CB-MCF 16 .'Section Shape: Circular (Uniform Flow Method: Vanning's (Coefficient: 10.0130 Routing Method: Travel Time Translation?Contributing Hyd DnNode CB-MCF 015 JUpNode CB-MCF 016 ;Material iConc-Spun (Size 12" Diam _................. ._ ..___._.._....___.__... Ent Losses (Groove End w/Headwall Length 96.2100 ft Slope j.00% ! � ft Up Invert `420.8750 ft jDn Invert �419.9129 Conduit Constraints 1-.r...._..�....... [ __,......,._'- ....._µ Min Vel Max Vel Min Slope;Max Slope;Min Cover` 2.00 ft/s A5.00 ft/s,0 50% 12 00% 2.00 ft Drop across MH 0.0000 ft Ex/Infd Rate 0.0000 in/hr Up Invert 419.9129 ft On Invert 420.8750 ft j Match inverts. III Record Id: CB-MCF 17 ,Section Shape: Circular Uniform Flow Method: 'ManningIs Coefficient 0.0130 !Routing Method: Travel Time Translation Contributing Hyd JDnNode jCB MCF 018 !UpNode =CB MCF 017, Material !Conc-Spun Size 12" Diam Ent Losses^_ _Groove d w/Headwall Length '92.6200 ft (Slope 10.50/o Up Invert 412 0900 ft Dn Invert 411 6269 ft Conduit Constraints Min Ve1Max Vel ;Min Slope 3Max Slope Min Cover' 2.00 ft/s 15.00 ft/s A.50% 2.00% J.00 ft Drop across MH 0.0000 ft EEx/Infil Rate 10.0000 in/hr Up Invert 411.6269 ft !Dn Invert .412.0900 ft Match inverts. O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May_OffsiteSystem 11 29_04.doc Page 9 of 21 r Record Id CB-MCF 18 Section Shape: (Circular ';Uniform Flow Method: Manning's 1Coefficient: 10.0130 !Routing Method: 'Travel Time Translation(Contributing Hyd DnNode CB-MCF 019 p ode C MCF 0181 '24! " Diam 'Material 4Conc-Spun ;Size� 11 ;Ent Losses �,Groove End w/Headwall .Length � 95.5500 ft IS lope � � 15.25% ?Up Invert 408.5479 ftDn Invert 403.5315 ft Conduit Constraints 'Min Vel€Max Vel (Min Slope!!Max Slope Min Cover} :2 00 ft/s 45.00 ft/s 10.50% :2.00% 0 ft Drop across MH 0.0000 ft _ Ex/Infd Rate 0.0000 in/hr Up Invert 403.5315 ft � Dn Invert 408.5479 ;Match inverts. Record Id: MCF EX CULV PIPE Section Shape Circular .Uniform Flow Method Manning's =Coefficient: 0.0130 Routing Method: _ Travel Time Translation?Contributin Hd g y r _....__. _ DnNode CB-MCF EXCUL V UpNode CB-MCF 019 'Material !Cone-Spun Size 24" Diam�_` Ent Losses Groove End w/Headwall Length 30.2300 ft ,Slope 15.83% Up Invert 398.0315 ft jDn Invert 393.2461 ft Conduit Constraints Min Vel Max Vel 'Min Slope:Max Slope Min Cover 2.00 ft/s 115.00 ft/s 0.50% 2.00% 2.00 ft =Drop across MH 5.5000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 393.2461 ft Dn Invert 398.0315 ft ='Hold down invert. 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May_OffsiteSystem 11_29_04.doc Page 10 of 21 r i Node Records Record Id: CB-MCF 001 IDescrip: £Increment F0.10 ft 'Start El. 1425.5000 ft Max EL 42 000 ft ZClassification Manhole 'Structure Type CB-TYPE 148 Ent Ke !Groove End w/Headwall (ke=0.20) Channelization!Curved or Deflector' iCatch 2.0000 ft 'Bottom Area 19.6350 sf iCondltlon :Existing Record Id: CB-MCF 002 Descrip: Increment 10.10 ft Start El. 424.4400 ft :Max El. 427.9400 ft Classification,Manhole Structure Type CB-TYPE 248 __.�..___"__�"� _-._...._.._._.d_��m_..n._. Ent Ke Groove End w/Headwall(ke-0.20) Channelization iCurved or Deflector .......... _ - ''Catch 2.0000 ft � Bottom Area 12.5664 sf Condition Existing Record Id: CB-MCF 003 Descrip: Increment io.10 ft Start El. 423.3538 ft :Max El. 426.9500 ft Classification;Catch Basin !Structure Type CB-TYPE 2-48 ___.... __ :Ent Ke Groove End w/Headwall (ke=0.20) ;Channelization lCurved or Deflector Catch 2.0000 ft����-.�._.__. 'Bottom Area Area � 112.5664 sf Condition :Existing r Record Id: CB-MCF 004 Descrip: 'Increment 0.10 ft Start El. 421 3476 ft '';Max El 425 7500 ft : _. . wd_ ...._.......... . Classification Catch Basin Structure Type CB-TYPE 248 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector 'Catch 2.0000 ft :Bottom Area12.5664 sf Condition ;Existing ! O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSAED\MayCreek\May Creek Documentation\May_OffsiteSystem 11 29 04.doc Page 11 of 21 i Record Id CB-MCF 005 3Descrip: lIncrement 1010 ft !Start El. 1421.3630 ft ;Max El. 1425.0750 ft !Classification!Catch Basin ;Structure Type CB-TYPE 248 ',Ent Ke `Groove End w/Headwall(ke=0.20) Channelization lCurved or Deflector !Catch 2.0000 ft 'Bottom Area 12.5664 sf !Condition Y Zxisting 1 Record Id: CB-MCF 006 !Descrip: ;Increment 10.10 ft !Start El. 420.1150 ft ;Max El. E424.7000 it 'Class ification Catch Basin ;Structure Type 1CB-TYPE 248 Ent Ke ?Groove End w/Headwall (ke=0.20)1Channelization{Curved or Deflector, Catch 1.0000 ft Bottom Area j12.5664 sf 1 (Condition Existing _�J Record Id: CB-MCF 007 bescrip: Increment 10.10 ft ! ;Start El. 419 1495 ft Max El. 423.8750 ft Classification Catch Basin Structure Type!CB-TYPE 248 !Ent Ke Groove End w/Headwall(ke=0.20) Channelization!Curved or Deflector 1Catch 1.0000 ft Bottom Area 12.5664 sf ?Condition Existing Record Id: CB-MCF 008 !Descrip: Increment 0 10 ft 'Start El. 420.7200 ft Max El 423 7200 ft _ .-m�.�� __.._.. _______ __v._. ___ .__._. --_ Classification'Catch Basin ;Structure Type GCB-TYPE 248 Ent Ke !Groove End w/Headwall(ke=0.20);Channehzation !Curved or Deflector' Catch 12.0000 ft Bottom Area 42.5664 sf !Condition ,Existing O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May_pHsiteSystem 11_29_04.doc Page 12 of 21 Record Id: CB-MCF 009 Descrip: Increment 10.10 ft I (Start El. 418.7700 ft 'Max El. 1422.2700 ft iClassification iCatch Basin ;Structure Type 1CB-TYPE 248 !Ent Ke 'Groove End w/Headwall (ke=0.20) Channelization£Curved or Deflector j €Catch 2.0000 ft ;'Bottom Area � 12.5664 sf I (Condition =Existing Record Id: CB-MCF 010 IDescrip: ;Increment � 0.10 ft Start El. 420.9200 ft Max El. 423.9200 ft _F.._.._:_. 2- Classification Catch Basin ;Structure Type, 48 ._...._ _w Ent Ke Groove End w/Headwall (ke=0.20) Channelization(Curved or Deflector Catch 2.0000 ft ;Bottom Area 112.5664 sf ?Condition Existing Record Id::CB-MCF 011 Descrip: -� Increment �!0.10 ft Start L 418.2882 ft M._ a� m� ': E 'Max El. - {422.4000 ft Classification:Catch Basin 'Structure Type:CB-TYPE 2-48 1 }Ent Ke 'Groove End w/Headwall (ke=0.20) 'Channelization(Curved or Deflector __.. =Catch __ i2.0000 ft 'Bottom Area !12.5664 sf _..._ ...... _Condition Existing -.- � __- _.4._ _�_� __.._ ___ __- _..__ Record Id: CB-MCF 012 Descrip: Increment 10.10 ft Start El. 417.1317 ft `Max El. 424.2200 ft 'Classification Catch Basin Structure Type iCB-TYPE 2-48 Ent Ke 'Groove End w/Headwall(ke 0.20) Channelization Curved or Deflector _._...___.._. ,Catch 2.0000 ft Bottom Area 12.5664 sf Condition Existing O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek DocumentationuNlay_OffsiteSystem 11_29_04.doc Page 13 of 21 Record Id CB-MCF 013 Descrip: ! IIncrement 10.10 ft ;Start El. 417.1000 'Max El. #4 6000 ft !Classification!Catch Basin ,Structure Type CB-TYPE 248 'Ent Ke !Groove End w/Headwall(ke=0.20) Channelization!Curved or Deflector 1Catch 12.0000 ft Bottom Area 112 664 sf Condition Existing.����� .��_ Record Id: CB-MCF 014 !Descrip: ;Increment 10.10 ft ;Start El, =415.8673 ft ;Max El. M1424.8400 ft Classification Catch Basin Structure Type ICB-TYPE 2-48 ;Ent Ke !Groove End w/Headwall (ke=0.20)'Channelization ICurved or Deflector, !Catch 2 0000 ft -Bottom Area 12.5664 sf 1Condition 6P��Existing�_e_____ ! Record Id: CB-MCF 015 Descrip: Increment 0 10 ft ,Start El. 413.3530 ft Max El. 424.0000 ft Classification!Catch Basin Structure Type GCB-TYPE 2-48 Ent Ke _ 'Groove End w/Headwall (ke=0.20)lChannelization!Curved or Deflector Catch 2.0000 ft Bottom Area `12.5664 sf Condition Existing Record Id: CB-MCF 016 Descrip: !increment }0.10 ft � 'Start El. 420.8750 ft !Max El. 423.8750 ft Classification Catch Basin `Structure Type'CB-TYPE 248 Ent Ke Groove End w/Headwall(ke=0 20) Channelization Curved or Deflector; !Catch 2.0000 ft 'Bottom Area 12.5664 sf _.__.... Condition Existing O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May_OffskeSystem 11 29_04.doc Page 14 of 21 Record Id CB-MCF 017 1Descrip: 'Increment 0.10 ft ;Start El. 412.0900 ft ::Max El. `425.2091 ft 'Classification!Catch Basin 'Structure Type CB-TYPE 248 !Ent Ke !Groove End w/Headwall(ke=0.20)iChannefization,Curved or Deflector !Catch 2.0000 ft Bottom Area 12.5664 sf !Condition "Existing Record Id: CB-MCF 018 ____� Descrip: � mY_ M µ ®� .Increment (0.10 ft ;Start El. 8.5479 ft sMax El. 417.0000 ft Classification!Catch Basin 'Structure Type ICB-TYPE 248 ;Ent Ke !Groove End w/Headwall (ke=0.20) Channellzation!Curved or Deflector' Catch 2.0000 ft ;Bottom Area j12.5664 sf !Condition :Existing Record Id: CB-MCF 019 Descrip: _ :Increment 40.10 ft ;Start El. .398.0315 ft Max El. 415.0000 ft !Classification"Catch Basin 'Structure Type!CB-TYPE 2-48 'Ent Ke :Groove End w/Headwall (ke=0.20)?Channelization!Curved or Deflector Catch 1.0000 ft `Bottom Area 12.5664 sf �j Condition :Existing ■ Record Id: CB-MCF EXCULV Descrip: 'Increment 0.10 ft Start El. '393.3000 ft Max El. 1410.0000 ft Classification;Catch Basin Structure Type CB-TYPE 2-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector 3 Catch 2.0000 ft Bottom Area 12.5664 sf Condition Existing O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May_OffsiteSystem 11 29 04.doc Page 15 of 21 r Contributing Drainage Areas Record Id: B-MCF 001 Design Method Rational IDF Table: Seattle z f Composite C Calc Description 1SubArea ;Sub c 4.0 Dwelling Units/Gross Acre (n=0.48) 10.25 ac mm10.48 Directly Connected TC Calc _.e... ..... Type Description Length Slope Coeff Misc TT Sheet 'IMP Smooth Surfaces.: 0.011 214.62 ft 10.75% 10.0110 2.10 in 4.08 min Directly Connected TC 4.08min Record Id: B-MCF 002 Design Method Rational IDF Table: Seattle Composite C Calc =Description 1SubArea Sub c 6.0 Dwelling Units / Gross Acre (n=0.60) 1.90 ac 0.60 Directly Connected TC Calc Type _ Description ,r Length Slope Coeff z Misc TT .. ...___ . _______._ _.. �_.__ Sheet ;A3e- IMP Smooth Surfaces.: 0.011 N8.00 ft 100% 0.0110 1.10 in ;9.45 min Directly Connected TC 9.45nun .. Record Id: B-MCF 003 Design Method Rational IDF Table. Seattle r Compositq C Calc Description SubArea Sub c 4.0 Dwelling Units/Gross Acre (n=0.48) 0.23 ac 0.48 Directly Connected TC Calc _.......... Type ; Description Length Slope Coeff Misc TT Sheet ;IMP Smooth Surfaces.. 0.011 246.16 ft 0.75% 0.0110 2.10 in 4.55 min Directly Connected TC 4.55min O:\2004\FAP'AT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May_OffsiteSystem 11 29 04.doc Page 16 of 21 r Record Id: B-MCF 004 Design Method I Rational IDF Table Seattle Composite C Cale !Description !SubArea !Sub c 14.0 Dwelling Units/Gross Acre (n=0.48) 10.25 ac 10.48 Directly Connected TC Cale Type � Descnphon Length 1 Slope ; Coeff Misc TT Sheet lIMP Smooth Surfaces.: 0.011 219.81 ft 10.75% 0.0110 t2.10 in E4.16 min Directly Connected TC 4.16min Record Id: B-MCF 005 Design Method Rational IDF Table Seattle } _ Composite C Cale Description 'SubArea ;Sub c 16.0 Dwelling Units/Gross Acre (n=0.60) 3.47 ac _ 0.60 Directly Connected TC Cale Type Description Length Slope Coeff Misc TT ....___. !Sheet zA3d- IMP Smooth Surfaces.: 0.011 '1118.00 ft 1.00% '0.0110 2.10 in 113.61 min Directly Connected TC 13.61min Record Id: B-MCF 006 ! Design Method Rational IDF Table Seattle Composite C Cale ?Description SubArea Sub c 16.0 Dwelling Units/Gross Acre (n=0.60) �3.51 ac 0.60 Directly Connected TC Cale Type `, Description I Length Slope r Coeff Misc TT Sheet A3c- IMP Smooth Surfaces.: 0.011 1124.00 ft 1.00% 0.0110 2.10 in 13.67 min Directly Connected TC 13.67min O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May_OffsiteSystem 11_29_04.doe Page 17 of 21 Record Id B-MCF 007 Design Method Rational IDF Table: Seattle Composite C Calc =Description €SubArea ';Sub c =4.0 Dwelling Units/Gross Acre (n=0.48) 10.23 ac #0.48 Directly Connected TC Calc Type Description Length 1 Slope 'I Coeff Misc TT =Sheet ;IMP Smooth Surfaces.: 0.011 20178 ft 0 75% 0 0110 2.10 In 3.88 min Directly Connected TC 3.88min Record Id: B-MCF 008 Design Method Rational IDF Table Seattle _. ._ Composite C Calc ;Description 'SubArea ?Sub c 6.0 Dwelling Units / Gross Acre (n=0.60) 5.09 ac 0.60 __ _ _ Directly Connected TC Calc Type Descriptionn� Length Slope Coeff Misc TT Sheet `A3b- IMP Smooth Surfaces 0.011 1953 00 ft '1 00% 10 0110 210 in 2127 min Directly Connected TC 21 27 __ ..............___ . .. __ .... Record Id: B-MCF 010 Design Method Rational IDF Table Seattle Composite C Calc Description SubArea !Sub c 6.0 Dwelling Units/Gross Acre (n=0.60) _ 5.29 ac �0.60 Directly Connected TC Calc Type Description Length 1 Slope Coeff Misc i TT Sheet A3a IMP Smooth Surfaces 0.011 1956.00 ft 1.00% 0.0110 2.10 in 2130 min Directly Connected TC 21.30min 1 O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May_OffsiteSystem 11 29_04.doc Page 18 of 21 Record Id: B-MCF 012 Design Method I Rational IDF Table: I Seattle Composite C Calc bescription ?SubArea 'Sub c +4.0 Dwelling Units / Gross Acre (n=0.48) 10.14 ac ±0.48 �, i ......._...._r_gym.. .__'_____ .�.._......_ .._..._..,._.._. .._......._._...«............... _..�....... Directly Connected TC Calc Type Description Length,S e , C,e Misc TT 'Sheet JIMP Smooth Surfaces.: 0.011 123.13 ft 10.75% FO .0110 t2.10 in 12.62 min 33 Directly Connected TC 2.62min ----------- Record Id: B-MCF 013 _ Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pasture (n=0.20) 10.94 ac 0.20 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Sheet IMP Smooth Surfaces 0.011 200 00 ft 0.75% 0.0110 2.10 in 3.86 min Directly Connected TC 3 86min Record Id: B-MCF 014 Design Method Rational IDF Table: Seattle _.__._. ._._ .�._._..,... ------.-......-Composite C Calc !Description 'SubArea ;Sub c 4.0 Dwelling Units/Gross Acre (n=0.48) 0.19 ac 0.48 Directly Connected TC Calc Type ? Description Length : Slope Coeff Misc TT Sheet ;IMP Smooth Surfaces 0.011 167 62 ft 10.75% i0 0110 210 in 33.35 min Directly Connected TC 3 35min ................_._._®.._.A.. _ .._... O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek DocumentationUMay_OffsiteSystem 1 1_29_04.doc Page 19 of 21 Record Id: B-MCF 015 Design Method Rational IDF Table: j Seattle Composite C Calc (Description 1SubArea ISub c _E4.0 Dwelling Units/Gross Acre (n=0.48) 10.18 ac {0.48 Directly Connected TC Calc Type Description Length Slope '[—Coeff Misc TT Sheet 'IMP Smooth Surfaces.: 0.011 160.17 ft 10.75% 10.0110 2.10 in '3.23 min Directly Connected TC 3.23min Record Id B-MCF 016 Design Method Rational IDF Table: Seattle Composite C Calc ,Description ISubArea ;Sub c Pasture (n=0 20) 10.94 ac E0.20 Directly Connected TC , � Calc Type 1 Description Length Slope Coeff Misc TT Sheet IMP Smooth Surfaces 0.011 200 00 ft 10 75% 10.0110 0.00 in 10.00 min Directly Connected TC 3.86min .........-------- Record id: B-MCF 017 Design Method Rational IDF Table: Seattle Composite C Calc 'Description ESubArea `Sub c ;Pasture (n=0.20) 0.94 ac 10.20 ' Directly Connected TC Calc Type Description Length Slope Coeff Misc TT _ _ �. Sheet =IMP Smooth Surfaces 0.011 200.00 ft !0 75% 10.0110 0.00 in 0.00 min Directly Connected TC 3 86min _._ ___...r____. _ _ ._. . _.. ____..__.� O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May_OffsiteSystem 11_29 04.doc Page 20 of 21 Record Id B-MCF 018 Design Method Rational � IDF Table: Seattle Composite C Calc !Description ISubArea !Sub c _ [632 }Pasture (n=0.20) 10.08 ac ;0.20 .__.._. Directly Connected TC Calc 'i Type I Description ; Length ? Slope ; Coeff i Misc TT ;Sheet IIMP Smooth Surfaces.: 0.011 95 55 ft 10 75% 0 0110 2.10 in 1214 min Directly Connected TC 2 14min Licensed to: BERGER/ABAM Engineers Inc. O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\May_OffsiteSystem 11_29 04.doc Page 21 of 21 Y � Basin D1 Gutter'Flow: Duvall Ave/Coal Creek Parkway Zd=Width �l d=depth I STA 195+00 193+65--For Each side of the Roadway Q = CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 I Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/ hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Length between CB's 150.00 feet Held by SL, 150' max Area 5850.00 SF Area 0.1343 Acres Qroad 0.38 cfs Qbypass 0.00 cfs Qtotal 0.38 cfs Depth of Flow / d [Q'St/ (37*(SL)A0.5)]A(3/8) d=depth of flow at face of curb 0.103 ft 1.23 inches Q=the gutter discharge 0.38 cfs OK Spacing SL=the longitudinal slope of the gutter 0.0080 ft/ft St=the superelevation slope 0.020 ft/ft Zd=the top with of the flow prism 5.15 ft Check Width req'd from face of curb (Zd) < bike lane + 1/2 travel lane 10.50 OK Bypass Flow QBP = Q * ( Zd-GW)/Zd]A(8/3) Zd=the top width of the flow prism 5.15 ft GW =width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2 Q=the gutter discharge 0.38 cfs Used for consistency Q Bp=portion of flow outside grate 0.02 cfs O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Duvall Gutter_Analysis new 11-10-04.xls Page 1 of 11 Sheet: Honey Creek—Gutter Flow Renton Gutter Flow. Duvall Ave/Coal Creek Parkway Basin D1 SZd=Width d=depth STA 193+65 to 192+25 -For Each side of the Roadway Q= CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 I Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Length between CB's 150.00 feet Held by SL, 150' max Area 5850.00 SF Area 0.1343 Acres Qroad 0.38 cfs ' Qbypass 0.02 cfs Qtotal 0.40 cfs Depth of Flow d (Q"St/(37' (St.)"o.$)]A(3/8) d=depth of flow at face of curb 0.105 ft 1.26 inches Q=the gutter discharge 0.40 cfs OK Spacing SL=the longitudinal slope of the gutter 0.0080 ft/ft St=the superelevation slope 0.020 ft/ft Zd=the top with of the flow prism 5.24 ft Check Width req'd from face of curb (Zd) < bike lane + 1/2 travel lane 10.50 OK Bypass Flow Q8P = Q [ ( Zd-GW)/Zd]^(8/3) Zd=the top width of the flow prism 5.24 ft GW=width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2 Q=the gutter discharge 0.40 cfs Minimizes by pass flow Q BP=portion of flow outside grate 0.02 cfs O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Duvall_Gutter_Analysis new 11-10-04.xls Page 2 of 11 Sheet: Honey Creek—Gutter Flow_Renton ' Ave Coal a Basin D1 Gutter Flow: Duvall i Creek Parkway ' Zd=Width 1 � l d=depth STA 192+26 to 191+00---for Each side of the Roadway, East side has combo grate Q= CIA 1 C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(TC)^n 2.89 in/ hour 3.28 in/ hour ' Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 1 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 ' Other Lanes 0.00 Total Width 39.00 feet Length between CB's 150.00 feet Held by SL, 150' max ' Area 5850.00 SF Area 0.1343 Acres Qroad 0.38 cfs Qbypass 0.02 cfs Qtotal 0.41 cfs Depth of Flow 1 d'= [Q-St/(37 *(SL)Ao.5)1A(3/8) d=depth of flow at face of curb 0.105 ft 1.26 inches Q=the gutter discharge 0.41 cfs OK Spacing SL=the longitudinal slope of the gutter 0.0080 ft/ft St=the superelevation slope 0.020 ft/ft Zd=the top with of the flow prism 5.26 ft 1 Check Width req'd from face of curb (Zd) < bike lane + 1/2 travel lane 10.50 OK Bypass Flow QBP = Q * ( Zd-GW)/Zd)A(8/3) Zd=the top width of the flow prism 5.26 ft 1 GW =width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2 Q=the gutter discharge 0.41 cfs Minimizes by pass flow Q BP= portion of flow outside grate 0.02 cfs 1 O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Duvall_Gutter_Analysis new 11-10-04.xis Page 3 of 11 Sheet: Honey Creek_Gutter Flow Renton ' Flow: Ave/Coal Creek:Parkway Basin D1 Gutter o . Duvall y Zd=Width �l d=depth STA 191+00 to 189+50--For Each Side of the Roadway Q = CIA ' C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/hour 3.28 in/ hour ' Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) ' Width Travel Lane, 11.00 Travel Lanez 11.00 ' Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Length between CB's 150.00 feet Held by SL, 150' max ' Area 5850.00 SF Area 0.1343 Acres Qroad 0.38 cfs ' Qbypass 0.02 Icfs Qtotal 0.41 1 cfs Depth of Row ' d = [Q-St/(37- (SL)AO s)]n(3i8) d =depth of flow at face of curb 0.105 ft 126 Inches ' Q=the gutter discharge 0.41 cfs OK Spacing SL=the longitudinal slope of the gutter 0.0080 ft/ft St=the superelevation slope 0.020 ft/ft ' Zd =the top with of the flow prism 5.26 ft Check Width req'd from face of curb (Zd) < bike lane + 1/2 travel lane 10.50 OK Bypass Flow ' QBP = Q * [ ( Zd-GW)/ZdjA(813) Zd=the top width of the flow prism 5.26 ft ' GW =width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2 Q=the gutter discharge 0.41 cfs Minimizes by pass flow Q BP=portion of flow outside grate 0.02 cfs 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Duvall_Gutter_Analysis new 11-10-04.xis Page 4 of 11 Sheet: Honey Creek—Gutter Flow Renton ' Gutter Flow: Duvall Ave/Coal Creek Parkway Basin D1 Gutt a y Zd=Width � l ' d=depth STA 191+00 to 189+50-- For Each side of Roadway Q = C I A ' C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 I Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/ hour 3.28 in/ hour ' Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) ' Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 ' Other Lanes 0.00 Total Width 39.00 feet Length between CB's 150.00 feet Held by SL, 150' max Area 5850.00 SF Area 0.1343 Acres Qroad 0.38 cfs ' Qbypass 0.02 cfs Qtotal 0.41 Jcfs Depth of Flow ' d = [Q#St/ (37 * (SL)A0.5)]A(3/8) d=depth of flow at face of curb 0.105 ft 1.26 inches Q=the gutter discharge 0.41 cfs OK Spacing SL=the longitudinal slope of the gutter 0.0080 ft/ft St=the superelevation slope 0.020 ft/ft Zd=the top with of the flow prism 5.26 ft ' Check Width req'd from face of curb (Zd)< bike lane + 1/2 travel lane 10.50 OK Bypass Flow QBP =Q * [ ( Zd-GW)/Zd]A(8/3) Zd=the top width of the flow prism 5.26 ft GW =width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2 Q=the gutter discharge 0.41 cfs Minimizes by pass flow Q BP=portion of flow outside grate 0.02 cfs ' 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Duvall_Gutter_Analysis new 11-10-04.xis Page 5 of 11 Sheet: Honey Creek—Gutter Flow_Renton ' Gutter Flow; Duvall Ave/Coal Creek Parkway Basin D1 ' Zd=Width 1 ' d=depth STA 189+50 to 188+00 --For Each side of the Roadway Q= CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 I Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)An 2.89 in/hour 3.28 in/ hour ' Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 ' Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Length between CB's 150.00 feet Held bySL, 150'max Area 5850.00 SF ' Area 0.1343 Acres Qroad 0.38 cfs Qbypass 0.00 cfs Qtotal 0.38 1cfs Depth of Flow ' d = [Q*St/ (37 *(SL)A0.5)]A(3/8) d=depth of flow at face of curb 0.103 ft 1.23 Inches Q=the gutter discharge 0.38 cfs OK Spacing SL=the longitudinal slope of the gutter 0.0080 ft/ft St=the superelevation slope 0.020 ft/ft Zd=the top with of the flow prism 5.15 ft Check Width req'd from face of curb (Zd) < bike lane + 1/2 travel lane 10.50 OK Bypass Flow QBP = Q * ( Zd-GW)/Zd]A(8/3) Zd=the top width of the flow prism 5.15 ft GW =width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2 Q=the gutter discharge 0.38 cfs Minimizes by pass flow Q BP=portion of flow outside grate 0.02 cfs O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Duvall_Gutter_Analysis new 11-10-04.xis Page 6 of 11 Sheet: Honey Creek—Gutter Flow Renton ' Gutter Flow; Duvall Ave/Coat Creek Parkway Basin D1 G D Y Zd=Width = 1 ' d=depth STA 188+00 to 186+50--For Each side of the;Roadway Q= CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI ' n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)An 2.89 in/hour 3.28 in/ hour Runoff Coef Adjustment Factor 1 1.10 10% Safety Factor Area (pavement) ' Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Length between CB's 150.00 feet Held by SL, 150' max ' Area 5850.00 SF Area 0.1343 Acres Qroad 0.38 cfs Qbypass 0.02 cfs Qtotal 0.40 1 cfs Depth of Flow ' d = [Q*St/ (37 *(SL)A0.5)]A(3/8) d=depth of flow at face of curb 0.105 ft 1.26 inches ' Q=the gutter discharge 0.40 cfs OK Spacing SL=the longitudinal slope of the gutter 0.0080 ft/ft St=the superelevation slope 0.020 ft/ft Zd=the top with of the flow prism 5.24 ft Check Width req'd from face of curb (Zd) < bike lane + 1/2 travel lane 10.50 OK Bypass Flow ' QBP = Q * ( ( Zd-GW) /ZdJA(8/3) Zd=the top width of the flow prism 5.24 ft GW =width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2 Q=the gutter discharge 0.40 cfs Minimizes by pass flow Q B,=portion of flow outside grate 0.02 cfs ' O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Duvall_Gutter_Analysis new 11-10-04.xls Page 7 of 11 Sheet: Honey Creek—Gutter Flow_Renton ' Gutter Flow: Duvall Ave/Coal Creek Parkway Basin Der-: ' Gu a Y <:� ' Zd=Width ' d=depth STA 186+50 to 185+00 For Each side of the Roadway, use combo grate at 185+00 Q=CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI ' n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/ hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Length between CB's 150.00 feet Held by SL,150'max Area 5850.00 SF Area 0.1343 Acres Qroad 0.38 cfs Qbypass 0.02 1cfs Qtotal 0.41 Jcfs Depth off low d IQ*St/'(37 *(SL)Ao.5AA(3/8) _. d=depth offlow at face of curb 0.105 ft 1-2-6-1 inches Q=the gutter discharge 0.41 cfs OK Spacing SL=the longitudinal slope of the gutter 0.0080 ft/ft St=the superelevation slope 0.020 ft/ft Zd=the top with of the flow prism 5.26i ft Check Width req'd from face of curb (Zd)< bike lane + 1/2 travel lane 10.50 OK Bypass Flow QBP =Q ( Zd-GW)/Zd]A(8/3) Zd=the top width of the flow prism 5.26 ft GW =width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2 Q=the gutter discharge 0.41 cfs Minimizes by pass flow Q BP= portion of flow outside grate 0.02 cfs O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Duvall_Gutter_Analysis new 11-10-04.x1s Page 8 of 11 Sheet: Honey Creek Gutter Flow_Renton ' Gutter Flow: Duvall Ave/Coal Creek Parkway Basin D1 Zd=Width � l d=depth STA 185+00 to 183+50—For Each side of the Roadway Q =CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 I Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI ' n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Length between CB's 150.00 feet Held by SL, 150' max Area 5850.00 SF Area 0.1343 Acres Qroad 0.38 cfs Qbypass 0.02 cfs Qtotal 0.41 cfs Depth of Flow ' d = [Q*St/(37 . (SL)Ao.$)jA(3/8) d =depth of flow at face of curb 0.105 ft 1.26 linches Q=the gutter discharge 0.41 cfs OK Spacing r SL=the longitudinal slope of the gutter 0.0080 ft/ft St=the superelevation slope 0.020 ft/ft Zd=the top with of the flow prism 5.26 ft Check Width req'd from face of curb (Zd) < bike lane + 1/2 travel lane 10.50 OK Bypass Flow QBP = Q * [ ( Zd-GW)/ZdjA(813) Zd=the top width of the flow prism 5.26 ft GW=width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2 Q=the gutter discharge 0.41 cfs Minimizes by pass flow Q Bp=portion of flow outside grate 0.02 cfs ' O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Duvall_Gutter_Analysis new 11-10-04.xls Page 9 of 11 Sheet: Honey Creek—Gutter Flow_Renton Gutter Flow: Duvall Ave/Coal''Creek Parkway Basin D1 Zd=Width d=depth STA 183+50 to 182+00—For Each side of the Roadway Q = CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/ hour 3.28 in/ hour ' Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) ' Width Travel Lane, 11.00 Travel Lanez 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Length between CB's 150.00 feet Held by SL, 150'max Area 5850.00 SF Area 0.1343 Acres Qroad 0.38 cfs Qbypass 0.02 cfs Qtotal 0.41 cfs Depth of Flow ' d = [Q*St/(37 * (SL)^o.5AA(3/8) d=depth of flow at face of curb 0.105 ft 1.26 inches Q=the gutter discharge 0.41 cfs OK Spacing SL=the longitudinal slope of the gutter 0.0080 ft/ft St=the superelevation slope 0.020 ft/ft Zd =the top with of the flow prism 5.26 ft Check Width req'd from face of curb (Zd) < bike lane + 1/2 travel lane F 10.50 OK Bypass Flow ' QBP = Q * I ( Zd-GW)/Zd1'(8/3) Zd=the top width of the flow prism 5.26 ft GW =width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2 ' Q=the gutter discharge 0.41 cfs Minimizes by pass flow Q Bp= portion of flow outside grate 0.02 cfs O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Duvall_Gutter_Analysis new 11-10-04.xls Page 10 of 11 Sheet: Honey Creek—Gutter Flow_Renton r Flow: Ave/Coal Creek Parkway Basin D1 Gutte F o . Duvall y Zd=Width 1 � 1 d=depth STA 183+50 to 182+00--For Each side of the Roadway Q= CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI ' n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/hour r777gin/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lanez 11.00 1 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 ' Total Width 39.00 feet Length between CB's 150.00 feet Held by SL, 150' max Area 5850.00 SF Area 0.1343 Acres Qroad 0.38 cfs Qbypass 0.02 cfs Qtotal 0.41 cfs Depth of Flow / d = [Q*St/ (37 * (SL)Ao.5)]A(3/8) d=depth of flow at face of curb 0.105 ft 126 Inches ' Q=the gutter discharge 0.41 cfs OK Spacing SL=the longitudinal slope of the gutter 0.0080 ft/ft St=the superelevation slope 0.020 ft/ft Zd=the top with of the flow prism 5.26 ft Check Width req'd from face of curb F 10.50 OK Bypass Flow QBP = Q * ( Zd-GW)/Zd]A(8/3) Zd=the top width of the flow prism 5.26 ft GW =width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2 Q=the gutter discharge 0.41 cfs Minimizes by pass flow Q BP=portion of flow outside grate 0.02 cfs 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Duvall_Gutter_Analysis new 11-10-04.xis Page 11 of 11 Sheet: Honey Creek—Gutter Flow Renton r r Water Quality --- Basin D1 (Honey Creek) r Sub-Basin Areas Weighted Impervious Roof Top = 0 Ac CN = 98 Impervious Sidewalk/ Pavmnt = 0.58 Ac CN = 98 Pervious / Landscaped = 0.44 Ac CN = 87 CN = 93.25 Pervious / Forested = 0 Ac CN = 0 Total Area = 1.02 Ac r S = 1000 -10 S = 0.72 CN 0.2*S = 0.14 0.8*S = 0.58 r From Appendix IB, Table B1, DOE August 2001 P = 1.32 inches r if P >_ 0.2*S Qd = (P-0.2*S)2 r (P+0.8*S) if P < 0.2*S Qd = 0 Qd = 0.73 inches Vol Runoff (ft) = 3,360 (cu-ft / ac-in) * Qd (in) * Area (ac) 1 Vol Runoff = 2,494 (ft) rSafety Factor = 1.5 ' Final Vol Runoff(ft3) = 3,740 (ft) Wetpond 1 st Cell = 35% of Final Vol Runoff Wetpond 1st Cell (ft) = 1,309 r 1 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Drainage Tables new 11-13-04.xis 11/30/2004 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 MGS FLOOD PROJECT REPORT ' Program Version: 2.2.5 Run Date: 11/30/2004 12:48 PM ************************************************************************ Input File Name: FAPWT-04-032_VAULT_New Surfaces Only DOE.fld Project Name Duvall Ave/Coal Creek Parkway Reconstruction Project Analysis Title: City of Renton-Vault for Basin D1 Comments This analysis is to size a vault for Honey Creek Basin D1. The analysis is using DOE 2001 requirements based on NEW IMPERVIOUS and CONVERTED PERVIOUS areas only (not replaced impervious areas). Extended Timeseries Selected Climatic Region Number: 12 Full Period of Record Available used for Routing Precipitation Station : 960044 Puget East 44 in MAP 10/01/1939-10/01/2097 Evaporation Station : 961044 Puget East 44 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) ********** Watershed Definition ********** Number of Subbasins: 1 ********** Subbasin Number: 1 ********** ***Tributary to Node: 1 ***Bypass to Node : None --------Area(Acres) ------------ -----Developed---- Predeveloped To Node Bypass Node Include GW Till Forest 1.101 0.000 0.000 No 1 Till Pasture 0.000 0.000 0.000 No Till Grass 0.000 0.442 0.000 No Outwash Forest 0.000 0.000 0.000 No Outwash Pasture 0.000 0.000 0.000 No Outwash Grass 0.000 0.000 0.000 No Wetland 0.000 0.000 0.000 No Impervious 0.000 0.659 0.000 SUBBASIN TOTAL 1.101 1.101 0.000 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\MGS Flood\Honey Creek\Vault DI\MGS FLOODHoney Creek.doc 2004 Page age 1 1 of 18 *** Subbasin Connection Summary *** ' Subbasin 1 --------—----> Node 1 *** By-Pass Area Connection Summary *** No By-Passed Areas in Watershed Pond Inflow Node : 1 Pond Outflow Node: 99 ********** Retention/Detention Facility Summary ********** Hydraulic Structures Add-in Routines Used ----------------- Pond Geometry----------------- Prismatic Pond Option Used ' Pond Floor Elevation . 100.00 ft Riser Crest Elevation . 107.50 ft Maximum Pond Elevation : 108.00 ft Maximum Storage Depth 7.50 ft Pond Bottom Length 140.0 ft Pond Bottom Width 20.0 ft Side Slope 0.00 ft/ft Infiltration Rate 0.00 in/hr Pond Bottom Area 2800. sq-ft Area at Riser Crest El 2800. sq-ft 0.064 acres Volume at Riser Crest : 21000. cu-ft : 0.482 ac-ft Area at Max Elevation : 2800. sq-ft 0.064 acres Volume at Max Elevation : 22400. cu-ft : 0.514 ac-ft ----------------- Riser Geometry ----------------- Riser Structure Type : Circular Riser Diameter : 18.00 in Common Length : 0.000 ft Riser Crest Elevation : 107.50 ft 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\MGS Flood\Honey Creek\Vault DI\MGS FLOODHoney CreeLdoc 11/30/2004 Page 2 of 18 Hydraulic Structure Geometry--------- ' Number of Devices: 2 --Device Number 1 --- Device Type : Circular Orifice Invert Elevation : 101.00 ft Diameter : 0.50 in Orientation : Horizontal Elbow : No ---Device Number 2 --- Device Type : Vertical Rectangular Orifice Invert Elevation : 105.00 ft Length : 0.1 in Height : 6.0 in Orientation : Vertical Elbow : No ***** Computed Pond Hydraulic Table ***** Elev Surf Area Volume Discharge Infilt (ft) (acres) (ac-ft) (cfs) (cfs) 100.00 0.064 0.000 0.000 0.000 100.06 0.064 0.004 0.000 0.000 100.11 0.064 0.007 0.000 0.000 100.22 0.064 0.014 0.000 0.000 100.33 0.064 0.021 0.000 0.000 100.44 0.064 0.028 0.000 0.000 100.55 0.064 0.035 0.000 0.000 100.66 0.064 0.042 0.000 0.000 100.77 0.064 0.049 0.000 0.000 100.88 0.064 0.057 0.000 0.000 100.91 0.064 0.058 0.000 0.000 100.94 0.064 0.060 0.000 0.000 100.97 0.064 0.062 0.000 0.000 101.00 0.064 0.064 0.000 0.000 101.03 0.064 0.066 0.001 0.000 101.06 0.064 0.068 0.002 0.000 101.08 0.064 0.070 0.002 0.000 101.11 0.064 0.071 0.002 0.000 101.22 0.064 0.078 0.003 0.000 101.33 0.064 0.085 0.004 0.000 101.44 0.064 0.093 0.004 0.000 101.55 0.064 0.100 0.005 0.000 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\MGS Flood\Honey Creek\Vault Dl\MGS FLOODHoney Creek doc 11/30/2004 Page 3 of 18 101.66 0.064 0.107 0.005 0.000 101.77 0.064 0.114 0.006 0.000 101.88 0.064 0.121 0.006 0.000 101.99 0.064 0.128 0.007 0.000 102.10 0.064 0.135 0.007 0.000 102.21 0.064 0.142 0.007 0.000 102.32 0.064 0.149 0.008 0.000 102.43 0.064 0.156 0.008 0.000 102.54 0.064 0.163 0.008 0.000 102.65 0.064 0.170 0.009 0.000 102.76 0.064 0.177 0.009 0.000 102.87 0.064 0.184 0.009 0.000 102.98 0.064 0.192 0.009 0.000 103.09 0.064 0.199 0.010 0.000 103.20 0.064 0.206 0.010 0.000 103.31 0.064 0.213 0.010 0.000 103.42 0.064 0.220 0.010 0.000 103.53 0.064 0.227 0.011 0.000 103.64 0.064 0.234 0.011 0.000 103.75 0.064 0.241 0.011 0.000 103.86 0.064 0.248 0.011 0.000 103.97 0.064 0.255 0.011 0.000 104.08 0.064 0.262 0.012 0.000 104.19 0.064 0.269 0.012 0.000 104.30 0.064 0.276 0.012 0.000 104.41 0.064 0.283 0.012 0.000 104.52 0.064 0.291 0.013 0.000 104.63 0.064 0.298 0.013 0.000 104.74 0.064 0.305 0.013 0.000 104.85 0.064 0.312 0.013 0.000 104.89 0.064 0.314 0.013 0.000 104.93 0.064 0.317 0.013 0.000 104.96 0.064 0.319 0.013 0.000 105.00 0.064 0.321 0.013 0.000 105.03 0.064 0.323 0.014 0.000 105.06 0.064 0.325 0.014 0.000 105.08 0.064 0.327 0.014 0.000 105.11 0.064 0.328 0.015 0.000 105.22 0.064 0.336 0.017 0.000 105.33 0.064 0.343 0.019 0.000 105.44 0.064 0.350 0.022 0.000 105.55 0.064 0.357 0.026 0.000 105.66 0.064 0.364 0.029 0.000 I 105.77 0.064 0.371 0.032 0.000 105.88 0.064 0.378 0.034 0.000 105.99 0.064 0.385 0.036 0.000 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\MGS Flood\Honey Creek\Vault DI\MGS FLOODHoney Creekdoc 11/30/2004 Page 4 of 18 106.10 0.064 0.392 0.037 0.000 106.21 0.064 0.399 0.039 0.000 106.32 0.064 0.406 0.040 0.000 106.43 0.064 0.413 0.042 0.000 106.54 0.064 0.420 0.043 0.000 106.65 0.064 0.427 0.044 0.000 106.76 0.064 0.435 0.046 0.000 106.87 0.064 0.442 0.047 0.000 106.98 0.064 0.449 0.048 0.000 107.09 0.064 0.456 0.049 0.000 107.20 0.064 0.463 0.050 0.000 107.31 0.064 0.470 0.052 0.000 107.36 0.064 0.473 0.052 0.000 107.41 0.064 0.476 0.052 0.000 107.45 0.064 0.479 0.053 0.000 107.50 0.064 0.482 0.053 0.000 107.53 0.064 0.484 0.126 0.000 107.56 0.064 0.486 0.259 0.000 107.58 0.064 0.487 0.431 0.000 107.61 0.064 0.489 0.633 0.000 107.64 0.064 0.491 0.862 0.000 107.67 0.064 0.493 1.113 0.000 107.69 0.064 0.494 1.383 0.000 107.72 0.064 0.496 1.668 0.000 107.83 0.064 0.503 2.900 0.000 107.94 0.064 0.510 4.115 0.000 108.05 0.064 0.517 5.113 0.000 108.16 0.064 0.525 5.783 0.000 108.27 0.064 0.532 6.278 0.000 108.38 0.064 0.539 6.709 0.000 108.49 0.064 0.546 7.113 0.000 108.60 0.064 0.553 7.495 0.000 ******************* Annual Maxima Flow Data *********************** Subbasin 1 Runoff Pond Outflow Node Predevelopment Runoff Postdevelopment Runoff Date Annual Max (cfs) Date Annual Max (cfs) 1940 04 30 0.035 11939 1207 0.013 19410131 0.015 11941 0118 9.615E-03 1941 12 15 0.038 11941 1220 0.011 1943 02 10 0.014 11942 1123 0.014 1944 01 23 0.012 11943 1017 8.188E-03 1945 02 07 0.044 11945 0208 0.013 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\MGS Flood\Hone Creek\Vault DI\MGS FLOODHone Creek doc Y Y 11/30/2004 Page 5 of 18 1946 02 05 0.027 11946 0206 0.010 1947 02 02 0.027 11946 1205 0.012 1948 03 21 0.046 11947 1019 0.012 1949 02 22 0.025 11949 0223 0.012 1950 03 03 0.096 11950 0122 0.015 1951 02 09 0.039 11951 0209 0.031 1952 0124 0.011 11951 1003 9.235E-03 1953 01 11 0.017 11953 0118 0.018 1954 0122 0.025 11954 0107 0.011 1955 04 12 0.011 11954 1119 0.011 1956 01 06 0.025 11956 0106 0.034 1957 02 25 0.022 11957 0226 0.012 1958 01 16 0.026 11958 0117 0.012 1959 01 12 0.029 11959 0113 0.016 195912 15 0.032 11959 1122 0.013 1961 02 14 0.025 11960 1124 0.022 1962 03 04 0.015 11961 1224 0.011 1963 02 03 0.017 11962 1130 0.010 1964 01 01 0.025 11963 1125 0.011 1965 02 26 0.029 11964 1201 0.012 1966 04 11 0.020 11966 0107 0.012 1967 01 19 0.045 11966 1216 0.019 1968 02 03 0.024 11968 0120 0.012 1968 12 03 0-026 11968 1211 0.013 1970 01 13 0.021 11970 0127 0.017 197012 06 0.025 11970 1207 0.013 1972 02 28 0.061 11972 0305 0.044 1973 01 13 0.023 11972 1226 0.032 1974 02 18 0.032 11974 0302 0.012 197412 26 0.043 11974 1227 0.011 1976 01 27 0.027 11976 0228 0.012 1977 06 03 8.761E-03 11977 0604 9.884E-03 1977 12 15 0.024 11977 1215 0.017 1979 03 04 0.024 11979 0305 0.010 1979 12 15 0.038 11979 1218 0.046 1980 12 26 0.017 11980 1231 0.012 1981 10 06 0.055 11981 1006 0.035 1983 01 05 0.029 11983 0310 0.012 1984 03 14 0.025 11984 0326 0.011 1985 02 11 0.019 11984 1112 0.011 198601 18 0.055 11986 0123 0.013 1986 11 24 0.051 11986 1124 0.036 1988 04 06 0.025 11988 0406 0.012 1989 04 05 0.028 11989 0406 0.013 1990 01 09 0.086 11990 0109 0.042 1990 11 24 0.075 11990 1124 0.044 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\MGS Flood\Honey Creek\Vault Dl\MGS FLOODHoney Creekdoc 11/30/2004 Page 6 of 18 1992 0127 0.025 11992 0131 0.019 1993 03 23 0.020 11993 0411 0.010 1994 03 03 0.016 11994 0305 0.011 1995 02 19 0.032 11994 1227 0.018 1996 02 08 0.072 11996 0209 0.049 1997 01 02 0.045 11997 0102 0.045 1998 03 23 0.017 11997 1008 0.010 1998 11 25 0.043 11998 1126 0.044 2000 02 06 0.027 12000 0301 0.013 2001 05 05 0.019 12001 0506 0.010 2002 05 03 0.061 12001 1116 9.973E-03 2003 03 31 0.052 12002 1126 0.040 2004 01 23 0.015 12003 1024 0.011 2005 02 05 0.026 12005 0208 0.011 2006 02 27 0.029 12005 1129 0.016 2006 12 14 0.022 12006 1127 0.012 2008 03 21 0.037 12008 0108 0.013 2009 02 17 0.052 12009 0218 0.042 2010 01 10 0.035 12010 0110 0.013 2010 11 17 0.048 12010 1117 0.033 2012 01 31 0.030 12011 1205 0.012 2013 01 20 0.067 12013 0120 0.049 2013 12 06 0.031 12014 0129 0.013 2015 03 30.- 0.019 12015 0330 0.010 2016 01 04 0.048 12016 0104 0.039 2017 03 07 0.014 12016 1101 0.012 2018 01 31 0.027 12018 0131 0.012 2019 02 14 0.027 12019 0112 0.014 2020 03 30 0.021 12020 0421 0.011 2021 02 10 0.043 12021 0211 0.025 2021 1220 0.018 12021 1221 0.011 2023 03 30 0.032 12023 0331 0.012 2024 01 19 0.026 12024 0125 0.014 2024 12 22 0.053 12024 1224 0.038 2026 03 09 0.031 12026 0103 0.028 2027 0127 0.028 12027 0129 0.011 2028 02 19 0.035 12028 0223 0.013 2028 12 04 0.028 12028 1211 0.012 2030 02 16 0.034 12030 0126 0.033 2030 12 30 0.034 12031 0304 0.012 2032 01 20 0.053 12032 0123 0.015 2033 03 01 0.017 12032 1224 0.012 2034 01 15 0.058 12034 0116 0.044 2035 02 19 0.031 12035 0220 0.012 2035 12 04 0.030 12036 0228 0.013 2037 03 08 5.328E-03 12037 0309 8.657E-03 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\MGS Flood\Honey Creek\Vault DI\MGS FLOODHoney Creekdoc 11/30/2004 Page 7 of 18 2037 11 24 0.022 12037 1216 0.015 2039 02 07 0.015 12038 1204 9.632E-03 2040 01 14 0.058 12040 0114 0.012 2040 12 25 0.032 12040 1227 0.013 2042 02 20 0.032 12042 0415 0.013 2043 03 31 0.048 12043 0226 0.013 2044 05 01 0.022 12044 0321 0.012 2045 02 11 0.024 12045 0212 0.012 2046 02 16 0.028 12046 0223 0.012 2047 02 01 0.019 12047 0202 0.012 2048 04 21 0.017 12047 1210 0.026 2049 03 16 0.019 12049 0318 0.012 2049 12 04 0.035 12050 0209 0.011 2051 04 06 0.021 12051 0409 0.011 2052 04 16 0.014 12052 0417 9.371E-03 2053 06 04 0.053 12052 1210 0.010 2054 02 24 9.638E-03 12053 1211 0.011 2055 02 17 0.043 12054 1101 0.037 2056 02 07 0.080 12056 0208 0.051 205611 19 0.092 12057 0102 0.042 2058 01 24 0.033 12057 1125 0.012 2059 01 17 0.037 12058 1202 0.030 2060 01 19 0.015 12060 0124 0.011 20610110 0.029 12061 0115 0.013 2062 02 03 0.109 12062 0103 0.012 2062 12 29 0.025 12063 0102 0.013 2063 12 23 0.043 12063 1223 0.031 2064 11 30 0.022 12064 1202 0.012 2066 01 13 0.013 12066 0113 9.248E-03 206701 19 0.028 12066 1217 0.026 2068 01 18 0.056 12068 0120 0.030 2069 01 04 0.017 12069 0924 9.369E-03 2070 04 09 0.016 12069 1214 9.777E-03 2071 02 14 0.015 12070 1219 9.834E-03 2072 02 27 0.016 12071 1104 0.011 2072 12 25 0.064 12072 1225 0.134 2074 03 16 0.035 12073 1216 0.013 2075 0123 9.827E-03 12074 1124 0.010 2076 03 24 0.037 12075 1030 0.023 2077 02 12 5.735E-03 12077 08 26 7.991E-03 2077 11 25 0.018 12077 1202 0.012 2079 02 25 0.020 12079 0306 0.010 2079 12 17 0.074 12079 1217 0.047 2080 11 21 0.033 12080 1121 0.032 2082 02 13 0.040 12082 0219 0.029 2083 02 11 0.024 12083 0220 0.025 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\MGS Flood\Honey Creek\Vault DI\MGS FLOODHoney CreeLdoc 11/30/2004 Page 8 of 18 2083 11 26 0.031 12083 1126 0.038 2084 12 14 0.021 12084 1214 0.013 2086 01 18 0.030 12085 1101 0.012 2086 12 21 0.029 12086 1124 0.013 2088 01 14 0.019 12087 1210 0.011 2088 11 05 0.043 12088 1108 0.013 2090 01 07 0.016 12089 1110 0.013 2090 12 04 0.029 12090 1209 0.039 2092 04 28 0.058 12092 0131 0.034 2093 03 22 0.017 12092 1107 9.412E-03 2094 03 01 0.012 12093 1214 0.010 2094 12 27 0.019 12094 1228 0.013 2096 01 14 0.023 12095 1215 0.017 2097 01 29 0.047 12097 0319 0.019 ******************* Ranked Annual Maxima Data******************* Recurrence Interval Computed Using Gringorten Plotting Position Subbasin 1 Runoff Pond Outflow Node Predevelopment Runoff Postdevelopment Runoff Tr rs cfs rs Q cfs) �Y ) QC ) Tr�Y ) � 1.00 5.328E-03 1.00 7.991E-03 1.01 5.735E-03 1.01 8.188E-03 1.02 8.761E-03 1.02 8.657E-03 1.02 9.638E-03 1.02 9.235E-03 1.03 9.827E-03 1.03 9.248E-03 1.04 0.011 1.04 9.369E-03 1.04 0.011 1.04 9.371E-03 1.05 0.012 1.05 9.412E-03 1.06 0.012 1.06 9.615E-03 1.06 0.013 1.06 9.632E-03 1.07 0.014 1.07 9.777E-03 1.08 0.014 1.08 9.834E-03 1.09 0.014 1.09 9.884E-03 1.09 0.015 1.09 9.973E-03 1.10 0.015 1.10 0.010 1.11 0.015 1.11 0.010 1.12 0.015 1.12 0.010 1.12 0.015 1.12 0.010 1.13 0.015 1.13 0.010 1.14 0.016 1.14 0.010 1.15 0.016 1.15 0.010 1.16 0.016 1.16 0.010 1.17 0.016 1.17 0.010 1.18 0.017 1.18 0.010 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAOLICS\MGS Flood\Honey Creek\Vault DI\MGS FLOODHoney Creek doe 11/30/2004 Page 9 of 18 1.18 0.017 1.18 0.010 1.19 0.017 1.19 0.011 1.20 0.017 1.20 0.011 1.21 0.017 1.21 0.011 1.22 0.017 1.22 0.011 1.23 0.017 1.23 0.011 1.24 0.017 1.24 0.011 1.25 0.018 1.25 0.011 1.26 0.018 1.26 0.011 1.27 0.019 1.27 0.011 1.28 0.019 1.28 0.011 1.29 0.019 1.29 0.011 1.30 0.019 1.30 0.011 1.31 0.019 1.31 0.011 1.32 0.019 1.32 0.011 1.33 0.019 1.33 0.011 1.35 0.020 1.35 0.011 1.36 0.020 1.36 0.011 1.37 0.020 1.37 0.011 1.38 0.021 1.38 0.011 1.39 0.021 1.39 0.011 1.40 0.021 1.40 0.012 1.42 0.021 1.42 0.012 1.43 - 0.022 1.43 0.012 1.44 0.022 1.44 0.012 1.46 0.022 1.46 0.012 1.47 0.022 1.47 0.012 1.48 0.022 1.48 0.012 1.50 0.023 1.50 0.012 1.51 0.023 1.51 0.012 1.53 0.024 1.53 0.012 1.54 0.024 1.54 0.012 1.56 0.024 1.56 0.012 1.57 0.024 1.57 0.012 1.59 0.024 1.59 0.012 1.60 0.025 1.60 0.012 1.62 0.025 1.62 0.012 1.64 0.025 1.64 0.012 1.65 0.025 1.65 0.012 1.67 0.025 1.67 0.012 1.69 0.025 1.69 0.012 1.71 0.025 1.71 0.012 1.73 0.025 1.73 0.012 1.75 0.025 1.75 0.012 1.77 0.025 1.77 0.012 1.79 0.026 1.79 0.012 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\MGS Flood\1loney Creek\Vault Dl\MGS FLOODHoney Creek.doc 11/30/2004 Page 10 of 18 1.81 0.026 1.81 0.012 1.83 0.026 1.83 0.012 1.85 0.026 1.85 0.012 1.87 0.027 1.87 0.012 1.89 0.027 1.89 0.012 1.92 0.027 1.92 0.012 1.94 0.027 1.94 0.012 1.96 0.027 1.96 0.012 1.99 0.027 1.99 0.013 2.01 0.028 2.01 0.013 2.04 0.028 2.04 0.013 2.07 0.028 2.07 0.013 2.09 0.028 2.09 0.013 2.12 0.028 2.12 0.013 2.15 0.029 2.15 0.013 �! 2.18 0.029 2.18 0.013 2.21 0.029 2.21 0.013 2.24 0.029 2.24 0.013 2.27 0.029 2.27 0.013 2.31 0.029 2.31 0.013 2.34 0.029 2.34 0.013 2.38 0.030 2.38 0.013 2.41 0.030 2.41 0.013 2.45 0.030 2.45 0.013 2.49 0.031 2.49 0.013 2.53 0.031 2.53 0.013 2.57 0.031 2.57 0.013 2.61 0.031 2.61 0.013 2.65 0.032 2.65 0.013 2.70 0.032 2.70 0.013 2.75 0.032 2.75 0.013 2.80 0.032 2.80 0.013 2.85 0.032 2.85 0.014 2.90 0.032 2.90 0.014 2.95 0.033 2.95 0.014 3.01 0.033 3.01 0.015 3.07 0.034 3.07 0.015 3.13 0.034 3.13 0.015 3.19 0.035 3.19 0.016 3.26 0.035 3.26 0.016 3.32 0.035 3.32 0.017 3.40 0.035 3.40 0.017 3.47 0.035 3.47 0.017 3.55 0.037 3.55 0.018 3.63 0.037 3.63 0.018 3.72 0.037 3.72 0.019 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\MGS Flood\Honey Creek\Vault DI\MGS FLOODHoney CreeLdoc 11/30/2004 Page 11 of 18 3.80 0.038 3.80 0.019 3.90 0.038 3.90 0.019 4.00 0.039 4.00 0.022 4.10 0.040 4.10 0.023 4.21 0.043 4.21 0.025 4.32 0.043 4.32 0.025 4.45 0.043 4.45 0.026 4.58 0.043 4.58 0.026 4.71 0.043 4.71 0.028 4.86 0.043 4.86 0.029 5.01 0.044 5.01 0.030 5.17 0.045 5.17 0.030 5.35 0.045 5.35 0.031 5.54 0.046 5.54 0.031 5.74 0.047 5.74 0.032 5.95 0.048 5.95 0.032 6.19 0.048 6.19 0.033 6.44 0.048 6.44 0.033 6.71 0.051 6.71 0.034 7.01 0.052 7.01 0.034 7.33 0.052 7.33 0.035 7.69 0.053 7.69 0.036 8.08 0.053 8.08 0.037 8.52 0.053 8.52 0.038 9.00 0.055 9.00 0.038 9.55 0.055 9.55 0.039 10.16 0.056 10.16 0.039 10.86 0.058 10.86 0.040 11.66 0.058 11.66 0.042 12.59 0.058 12.59 0.042 13.68 0.061 13.68 0.042 14.97 0.061 14.97 0.044 16.54 0.064 16.54 0.044 18.47 0.067 18.47 0.044 20.92 0.072 20.92 0.044 24.10 0.074 24.10 0.045 28.44 0.075 28.44 0.046 34.68 0.080 34.68 0.047 44.42 0.086 44.42 0.049 61.77 0.092 61.77 0.049 101.36 0.096 101.36 0.051 282.36 0.109 282.36 0.134 ************** Flow Frequency Data for Selected Recurrence Intervals ************* Subbasin 1 Runoff Subbasin 1 Runoff Pond Outflow Node 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\MGS Flood\Honey Creek\Vault D1\MGS FLOODHoney Creek.doe 11/30/2004 Page 12 of 18 Predevelopment* Postdevelopment* Postdevelopment** Tr (Years) Flow(cfs) Flow(cfs) Flow(cfs) 6-Month 0.016 0.151 2-Year 0.028 0.204 0.013 5-Year 0.043 0.273 0.030 10-Year 0.054 0.327 0.039 25-Year 0.071 0.406 0.045 50-Year 0.085 0.474 0.049 100-Year 0.101 0.549 0.051 200-Year 0.119 0.634 0.106 * Predeveloped Recurrence Interval Computed Using Gringorten Plotting Position Due to High Skew Coefficient * Postdeveloped Recurrence Interval Computed Using Generalized Extreme Value Distribution ** Computed Using Gringorten Plotting Position ******************* Flow Duration Performance*************************** Predevelo meat Postdevelo went P P Discharge Exceedance Discharge Exceedance (cfs) Probability (cfs) Probability 0.000E+00 1.0000E+00 0.000E+00 1.0000E+00 5.471E-04 2.6394E-01 6.685E-04 6.6885E-01 1.094E-03 2.0728E-01 1.337E-03 6.3238E-01 1.641E-03 1.7149E-01 2.005E-03 5.8405E-01 2.188E-03 1.4556E-01 2.674E-03 5.2941E-01 2.735E-03 1.2518E-01 3.342E-03 4.7948E-01 3.282E-03 1.0874E-01 4.011E-03 4.2821E-01 3.830E-03 9.4670E-02 4.679E-03 3.7619E-01 4.377E-03 8.2497E-02 5.348E-03 3.2474E-01 4.924E-03 7.2312E-02 6.016E-03 2.7367E-01 5.471E-03 6.3685E-02 6.685E-03 2.2467E-01 6.018E-03 5.6317E-02 7.120E-03 1.9494E-01 6.565E-03 4.9951E-02 8.022E-03 1.4153E-01 7.112E-03 4.4447E-02 8.690E-03 1.0712E-01 7.659E-03 3.9566E-02 9.358E-03 7.9265E-02 8.206E-03 3.5392E-02 0.010 5.7401E-02 8.753E-03 3.1686E-02 0.011 3.9691E-02 9.300E-03 2.8341E-02 0.011 2.7243E-02 9.847E-03 2.5396E-02 0.012 1.7345E-02 0.010 2.2759E-02 0.013 1.0535E-02 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\MGS Flood\Honey Creek\Vault DI\MGS FLOODHoney Creekdoc 11/30/2004 Page 13 of 18 0.011 2.0426E-02 0.013 5.8027E-03 0.011 1.8374E-02 0.014 4.8938E-03 0.012 1.6531E-02 0.015 4.5241E-03 0.013 1.4901E-02 0.015 4.1724E-03 0.013 1.3457E-02 0.016 3.8504E-03 0.014 1.1825E-02 0.017 3.5602E-03 0.014 1.1075E-02 0.017 3.3458E-03 0.015 1.0059E-02 0.018 3.1479E-03 0.015 9.1846E-03 0.019 2.9530E-03 0.016 8.3925E-03 0.019 2.7674E-03 0.016 7.6597E-03 0.020 2.6057E-03 0.017 6.9817E-03 0.021 2.4656E-03 0.018 6.4222E-03 0.021 2.3169E-03 0.018 5.9233E-03 0.022 2.1725E-03 0.019 5.4699E-03 0.023 2.0570E-03 0.019 5.0071E-03 0.023 1.9443E-03 0.020 4.6064E-03 0.024 1.8339E-03 0.020 4.2620E-03 0.025 1.7415E-03 0.021 3.9255E-03 0.025 1.6454E-03 0.021 3.6158E-03 0.026 1.5610E-03 0.022 3.3349E-03 0.027 1.4931E-03 0.022 3.0685E-03 0.027 1.4238E-03 0.023 2.8404E-03 0.028 1.3631E-03 0.024 2.6367E-03 0.029 1.2982E-03 0.024 2.4534E-03 0.029 1.2390E-03 0.025 2.2721E-03 0.030 1.1829E-03 0.025 2.1111E-03 0.031 1.1047E-03 0.026 1.9602E-03 0.031 1.0353E-03 0.026 1.8137E-03 0.032 9.8698E-04 0.027 1.6866E-03 0.033 9.1983E-04 0.027 1.5675E-03 0.033 8.3391E-04 0.028 1.5009E-03 0.034 7.6821E-04 0.028 1.3725E-03 0.035 7.0684E-04 0.029 1.2859E-03 0.035 6.4619E-04 0.030 1.2195E-03 0.036 5.8193E-04 0.030 1.1487E-03 0.037 5.2634E-04 0.031 1.0779E-03 0.037 4.8230E-04 0.031 1.0231E-03 0.038 4.4331E-04 0.032 9.6676E-04 0.039 4.0649E-04 0.032 9.1261E-04 0.039 3.8122E-04 0.033 8.5485E-04 0.040 3.5667E-04 0.033 8.0647E-04 0.041 3.2851E-04 0.034 7.6171E-04 0.041 2.9385E-04 0.034 7.1622E-04 0.042 2.5559E-04 0.035 6.8012E-04 0.043 2.1516E-04 0.036 6.4836E-04 0.043 1.8555E-04 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\MGS Flood\Honey Creek\Vault DI\MGS FLOODHoney Creekdoc 11/30/2004 Page 14 of 18 0.036 6.1587E-04 0.044 1.5162E-04 0.037 5.7904E-04 0.045 1.3501E-04 0.037 5.5233E-04 0.045 1.1985E-04 0.038 5.2273E-04 0.046 9.6026E-05 0.038 5.0323E-04 0.047 7.5088E-05 0.039 4.8302E-04 0.047 6.0648E-05 0.039 4.6569E-04 0.048 4.9096E-05 0.040 4.4331E-04 0.049 3.8266E-05 0.040 4.2093E-04 0.050 2.5653E-05 0.041 4.0071E-04 0.050 2.0938E-05 0.042 3.7544E-04 0.051 1.4440E-05 0.042 3.5089E-04 0.051 8.6640E-06 0.043 3.2543E-04 0.052 6.4980E-06 0.043 3.1263E-04 0.053 4.3320E-06 0.044 2.9746E-04 0.053 2.1660E-06 0.044 2.8736E-04 0.054 2.1660E-06 Q\ 0.045 2.7147E-04 0.055 2.1660E-06 0.045 2.5848E-04 0.055 2.1660E-06 0.046 2.4620E-04 0.056 2.1660E-06 0.047 2.3537E-04 0.057 2.1660E-06 0.047 2.2382E-04 0.057 2.1660E-06 0.048 2.1299E-04 0.058 2.1660E-06 0.048 2.0433E-04 0.059 2.1660E-06 0.049 1.9133E-04 0.059 2.1660E-06 0.049 1.8194E-04 0.060 2.1660E-06 0.050 1.7184E-04 0.061 2.1660E-06 0.050 1.5812E-04 0.061 2.1660E-06 0.051 1.5234E-04 0.062 2.1660E-06 0.051 1.3501E-04 0.063 2.1660E-06 0.052 1.2707E-04 0.064 2.1660E-06 0.053 1.2202E-04 0.064 2.1660E-06 0.053 1.1552E-04 0.065 1.4440E-06 0.054 1.0830E-04 0.066 1.4440E-06 0.054 1.0397E-04 0.066 1.4440E-06 0.055 9.5304E-05 0.067 1.4440E-06 0.055 9.0250E-05 0.068 1.4440E-06 0.056 8.3030E-05 0.068 1.4440E-06 0.056 7.8698E-05 0.069 1.4440E-06 0.057 7.7254E-05 0.070 1.4440E-06 0.057 7.2200E-05 0.070 1.4440E-06 0.058 6.3536E-05 0.071 1.4440E-06 0.059 6.1370E-05 0.072 1.4440E-06 0.059 5.7038E-05 0.072 1.4440E-06 0.060 5.1984E-05 0.073 1.4440E-06 0.060 4.8374E-05 0.074 1.4440E-06 0.061 4.2598E-05 0.074 1.4440E-06 0:\2004\FAPWT-04-032\ENGR\SELOVE\HVDRAULICS\MGS Flood\Honey Creek\Vault Dl\MGS FLOODHoney Creek doc 11/30/2004 Page 15 of 18 0.061 3.8988E-05 0.075 1.4440E-06 0.062 3.8266E-05 0.076 1.4440E-06 0.062 3.1768E-05 0.076 1.4440E-06 0.063 2.9602E-05 0.077 1.4440E-06 0.063 2.6714E-05 0.078 1.4440E-06 0.064 2.3826E-05 0.078 1.4440E-06 0.065 2.1660E-05 0.079 1.4440E-06 0.065 1.9494E-05 0.080 1.4440E-06 0.066 1.8772E-05 0.080 1.4440E-06 0.066 1.6606E-05 0.081 1.4440E-06 0.067 1.5884E-05 0.082 1.4440E-06 0.067 1.5162E-05 0.082 1.4440E-06 0.068 1.3718E-05 0.083 1.4440E-06 0.068 1.2274E-05 0.084 1.4440E-06 0.069 1.1552E-05 0.084 1.4440E-06 0.069 1.0830E-05 0.085 1.4440E-06 0.070 1.0830E-05 0.086 1.4440E-06 0.071 9.3860E-06 0.086 1.4440E-06 0.071 9.3860E-06 0.087 1.4440E-06 0.072 9.3860E-06 0.088 1.4440E-06 0.072 9.3860E-06 0.088 1.4440E-06 0.073 8.6640E-06 0.089 1.4440E-06 0.073 8.6640E-06 0.090 1.4440E-06 0.074 8.6640E-06 0.090 1.4440E-06 0.074 7.9420E-06 0.091 7.2200E-07 0.075 7.9420E-06 0.092 7.2200E-07 0.075 7.2200E-06 0.092 7.2200E-07 0.076 7.2200E-06 0.093 7.2200E-07 0.077 7.2200E-06 0.094 7.2200E-07 0.077 7.2200E-06 0.094 7.2200E-07 0.078 7.2200E-06 0.095 7.2200E-07 0.078 7.2200E-06 0.096 7.2200E-07 0.079 7.2200E-06 0.096 7.2200E-07 0.079 7.2200E-06 0.097 7.2200E-07 0.080 7.2200E-06 0.098 7.2200E-07 0.080 6.4980E-06 0.098 7.2200E-07 0.081 5.7760E-06 0.099 7.2200E-07 0.082 5.7760E-06 0.100 7.2200E-07 0.082 5.0540E-06 0.100 7.2200E-07 0.083 5.0540E-06 0.101 7.2200E-07 0.083 5.0540E-06 0.102 7.2200E-07 0.084 5.0540E-06 0.102 7.2200E-07 0.084 5.0540E-06 0.103 7.2200E-07 0.085 5.0540E-06 0.104 7.2200E-07 0.085 5.1505E-06 0.104 7.2200E-07 0.086 5.0540E-06 0.105 7.2200E-07 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\MGS Flood\Honey Creek\Vault D1\MGS FLOODHoncy Creek doc 11/30/2004 Page 16 of 18 0.086 3.6100E-06 0.106 7.2200E-07 0.087 3.6100E-06 0.106 7.2200E-07 0.088 3.6100E-06 0.107 7.2200E-07 0.088 3.6100E-06 0.108 7.2200E-07 0.089 2.8880E-06 0.108 7.2200E-07 0.089 2.8880E-06 0.109 7.2200E-07 0.090 2.8880E-06 0.110 7.2200E-07 0.090 2.8880E-06 0.110 7.2200E-07 0.091 2.8880E-06 0.111 7.2200E-07 0.091 2.8880E-06 0.112 7.2200E-07 0.092 2.8880E-06 0.112 7.2200E-07 0.092 2.1660E-06 0.113 7.2200E-07 r 0.093 2.1660E-06 0.114 7.2200E-07 0.094 2.1660E-06 0.114 7.2200E-07 0.094 2.1660E-06 0.115 7.2200E-07 0.095 1.4440E-06 0.116 7.2200E-07 0.095 1.4440E-06 0.116 7.2200E-07 0.096 1.4440E-06 0.117 7.2200E-07 0.096 7.2200E-07 0.118 7.2200E-07 0.097 7.2200E-07 0.118 7.2200E-07 ' 0.097 7.2200E-07 0.119 7.2200E-07 0.098 7.2200E-07 0.120 7.2200E-07 0.098 7.2200E-07 0.120 7.2200E-07 0.099 7.2200E-07 0.121 7.2200E-07 0.100 7.2200E-07 0.122 7.2200E-07 0.100 7.2200E-07 0.122 7.2200E-07 0.101 7.2200E-07 0.123 7.2200E-07 0.101 7.2200E-07 0.124 7.2200E-07 0.102 7.2200E-07 0.124 7.2200E-07 0.102 7.2200E-07 0.125 7.2200E-07 0.103 7.2200E-07 0.126 7.2200E-07 0.103 7.2200E-07 0.126 7.2200E-07 0.104 7.2200E-07 0.127 7.2200E-07 0.104 7.2200E-07 0.128 7.2200E-07 0.105 7.2200E-07 0.128 7.2200E-07 0.106 7.2200E-07 0.129 7.2200E-07 0.106 7.2200E-07 0.130 7.2200E-07 ' 0.107 7.2200E-07 0.130 7.2200E-07 0.107 7.2200E-07 0.131 7.2200E-07 0.108 7.2200E-07 0.132 7.2200E-07 0.108 7.2200E-07 0.132 7.2200E-07 0.109 7.2200E-07 0.133 7.2200E-07 0.109 7.2200E-07 0.134 7.2200E-07 **** Flow Duration Performance According to Dept. of Ecology Criteria **** 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\MGS Flood\Honey Creek\Vault D1\MGS FLOODHoney Creek.doe 11/30/2004 Page 17 of 18 Excursion at Predeveloped Y2Q2 (Must be Less Than 0%) . -56.8% PASS ' Maximum Excursion from thQ2 to Q2 (Must be Less Than 0%) : -8.8% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%) : 7.1% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%) 10.4% PASS *************************************************************** * POND MEETS ALL DURATION DESIGN CRITERIA: PASS ******************* Water Quality Facility Data *************** ' Basic Wet Pond Volume 91% Exceedance): 3661. cu-ft ' Computed Large Wet Pond Volume, 1.5*Basic Volume: 5491. cu-ft ' 2-Year Stormwater Pond Discharge Rate: 0.013 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge ' Discharge Rates Computed for Node: 1 On-line Design Discharge Rate (91% Exceedance): 0.00 cfs ' Off-line Design Discharge Rate (91% Exceedance): 0.00 cfs *************************************************************** 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\MGS Flood\Honey Creek\Vault D1\MGS FLOODHoney Creekdoe 11/30/2004 Page 18 of 18 ' Appended on: 14:33:00 Monday, November 22, 2004 ' Layout Report: Vault Renton Honey Creek 04032 Event Precip (in) 2 year 1.0000 other 2.1000 10 y[3.0 0 l !25 year l3.6000 TOO 4.0000 11 ' Reach Records Record Id: R-HC 01 !Section Shape: ►Circular ' !Uniform Flow Method. !Manning's !Coefficient: I0.0130 !Routing Method: !Travel Time Translation!Contributing Hyd IDnNode lDUMMY1 =UpNode 1CB-HC 01 ;Material lConc-Spun ';Size IS" Diam ;Ent Losses IGr End w/Headwall !Length l4.0000 ft !Slope !1.00% lUp Invert l413.1025 ft iDn Invert 413.0625 ft Conduit Constraints Min Vel!Max Vel !Min Slope[[Max SlopelMin Cover! l2.00 ft/s 15.0 s I0.50% i2.00% 12.00 ft jDrop across MH 0.0000 ft !Ex/Infil Rate 10.0000 in/hr ,Up Invert 11413.0625 ft bn Invert 146.1025 ft Hold up invert. O:\2004\FAPWT-04-0321ENGR\SELOVEIHYDRAULICS\StormSHED\Honey Creek\Honey Creek VAULT D1 11_22_04.doc Tuesday,November 30,2004 ' Page 1 of 13 Record Id: R-HC 02 ;Section Shape: Circa !Uniform Flow Method:1. Manning's� Coefficient: 0.0130 ;Routing Method: [Travel Time Translation lContributing Hyd F 1DnNode CB-HC 01 jUpNode ICB-HC 02 Material .Conc-Spun ;Size 12" Diam !Ent Losses Gr—Dove End w/Headwall ' Length 161.5000 ft Slope 11.00% 41 Invert Invert 1 !413.5410 ft Conduit Constraints Min Vel[Max Vel IMin Slope Max Slope'Min Cover'; ' 2.00 ft/s '15.00 ft/s 10 50% 2.00% 2.00 ft ;Drop across MH 10.0000 ft IEx/Infil Rate0.0000 in/hr' ' IUp Invert 413.5410 ft up e Dn Invert j414.1560 ft °Hold4 invrt._ ! `Record Id: R-HC 03 --- _�_ ------ , Section Shape: Circular ..a Uniform Flow Method: Manning's (Coefficient: 10.0130 ;Routing Method: ;Travel Time Translation lContributing Hyd DnNode 1.CB-HC 01 !UpNode 'CB-HC 03 ' :Material IConc-Spun !Size _ 118"Diam Ent Losses Groove End w/Headwall jLength 1139.0000 ft ;Slope 10.75% _ _ Up Invert ,4 4.1450 ft IDn Invert ' 413.1025 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% 2.00 ft Drop across MH0.0000 ft TEx/Infil'Rate _ �10.0000 in/hr !Up Invert 1413.1025 ft =Dn Invert 414.1450 ft Match inverts. O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Hone Creek\Hone Creek VAULT D1 11 22 04.doc Y Y _ _ Tuesday,November 30,2004 Page 2 of 13 ' Record Id: R-HC 04 !Section Shape (Circular rCmiorm Flow Method: [Manning's !Coefficient: 10.0130 rRouting Method:iTravel Time Translation(Contributing Hyd I PnNode CB-HC 03 IUpNode CB-HC 04 Material Conc-Spun Size 12" D1am r !Ent LossesGroove End w/Headwall (Length61.5000 ft !Slope E1.00% ' Up Invert 414.7600 ft 1Dn Invert 1414.1450 ft Conduit Constraints 1IMin Vel jMax Vel (Min Slope"Max Slope'fMin Cover Hi.00 ft/s 15.00 ft/s 0.50%o 2.00% 2.00 ft E Drop across MH 0.0000 ftEx/Infil Rate 110.0000 in/hr lUp Invert 414.1450 ft !Dn Invert 414.7600 ft Hold up invert. ' Record Id: R-HC 05 'Section Shape: #Circular F _ !Uniform Flow Method: Manning's !Coefficient: 0.01304Wyyv~ 1Ro muting Method: ?Travel Time Translation Contributing Hyd ' CB-HC 03 lU Node !CB-HC 05 �DnNode ! p ;Material !Conc-Spun ;Size 112" Diam Ent Losses Groove End w/Headwall ;Length 1150.0000 ft !Slope 0.75% Up Invert 415.8530 ft On Invert ;4 7280 ft Conduit Constraints Min Vel Max Vel [Min-Slope'Max Slope!Mm Cover 12.00 ft/s 115.00 ft/s 10 50% 2.00% 2 00 ft " f w_... Drop across MH !0.0000 ft 'Ex/Infil Rate 0.0000 in/hr Up Invert 414.7280 ft Dn Invert 1415.8530 ft ;Match inverts. 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek VAULT D1 11_22_04.doc Tuesday,November 30,2004 Page 3 of 13 Record Id: R-HC 06 ' !Section Shape: Circular !Uniform Flow Method: M anning's Coeffi cient: 0.0130 ;Routing Method: ,Travel Time Translation!Contributing Hyd IDnNode CB-HC OS IUpNode ICB-HC 07 'Material IConc-Spun ;Size I12 Diam !Ent Losses IGroove End w/Headwall ;Length 61.5000 ft .;Slope �1.00% ' IUp Invert 1416.4680 ft IDn rt 1415.8530 ft l'; Conduit Constraints ,Min Vel!Max Vel IMin SlopeMax Slope'IMin Cover! 3 i2.00 ft/s {15.00 ft/s 0.50% 2.00% 2.00 ft !Drop across MH 10.0000 ft Ex Mhl Rate 0.0000 in/hr �.-.A. _...»_e. .__.._..,.._ ...,.m..e�_„_.e.�.. �.a...��_-.�—....�..e...-._�..._�.�._.._.. ...m... __......._. _ �-.__.. Fri.._._......_,......�...._..e.J.me..e. !Up Invert �415.8530 ft Dn Invert 416.4680 ft !Hold up invert. ' Record Id: R-HC 07 ;Section Shape: !Circular { !Uniform Flow Method: lManning's Coefficient: !0.0130 ;Routing Method: !Travel Time Translation' Contributing Hyd 'DnNode CB-HC OS !UpNode CB-HC 07 !Material Icon-Spun ---!Size 12" Diam !Ent Losses !Groove End w/Headwall r--..:...�.- -,�.W.-_gym !Length I15 000 ft ;Slope 0.75% !Up Invert 417.0536 ft IDn Invert 415.9286 ft Conduit Constraints 3:Min Vel iMax Vel IMin Slope Max Slope!Min Cover`. ,2.00 ft/s !15.00 ft/s 10.50% 2.00%� '2.00 ft =Drop across MH 0.0000 ft Ex/Infil Rate 10.0000 in/hr Up Invert !415.9286 ft Dn Invert 417.0536 ft `Match inverts ! ............. _______. 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek VAULT D1 11_22_04.doc Tuesday, November 30,2004 ' Page 4 of 13 Record Id: R-HC 08 ' 'Section Shape: lCircular !Uniform Flow Method: Manning's f Coefficient: 10.0130 Routing Method: !Tr a Time Translation!Contributing Hyd IDnNode ICB-HC 07 UpNode CB-HC 08 :Material ;,Conc-Spun !Size 12" Diam Ent Losses I Groove End w/Headwall !Length 161.5000 ft ISlope 11.00% !Up Invert 417.6686 ft JDn Invert 417.0536 ft I ! Conduit Constraints ;Min Vel Max Vel !Min Slope Max Slope;Min Cover 22 00 Ws !15.00 ft/s' 0.50 0 2 00% 2.00 ft _.am.�v.�_ ..��� _.__mod ?Drop across ME 0 0000 ft Ex/Infi Rate ate 0.0000 in�j IUp Invert K1417.0536 ft 1Dn Invert 417.6686 ft Hold up invert. !Match inverts Record Id: R-HC'09 ;Section Shape: !Circular !Uniform Flow Method: Manning's ,!Coefficient: !0.0130 !Routing Method: `Travel Time Translation!Contributing Hyd! !DnNode !CB-HC 07 !UpNode !CB-HC 09 Material lConc-Spun ;Size 112" Diam ;Ent Losses !Groove End w/Headwall !Length 150.0000 ft Slope �l0.75% !Up Invert 14 8 8671 ft Dn Invert 1417.7421 ft Conduit Constraints Min Vel!Max Vel ;Min Slope Max Slope Min Cover 2 00 ft/s E 15.00 ft/s€0 50% 2 00% 2.00 ft Drop across MH 10.0000 ft- Ex/Infil Rate 10.0000 in/hr Up Invert i4 i i6n Invert 418.8671 ft :Hold up invert. !Match inverts. .__........... O:120041FAPWT-04-0321ENGRlSELOVEIHYDRAULICS1StormSHED\Hone CreekMone Creek VAULT D1 11 22 y y _ 04.doc Tuesday, November 30,2004 Page 5 of 13 ' Node Records ' Record Id: CB-HC 01 Descrip: !Prototype Record !Increment 10.10 ft 'Start El. —413� (Max El. 417.1560 ft (Classification lCatch Basin !Structure Type IGRATE INLET TYPE 21 !Ent Ke !Groove End w/Headwall (ke=0.20)lChannelization!Curved or Deflector Catch-��®'1.2900 ft M-tlmA `Bottom Area 7.7638�7.7638 sf Condition !Existing Record Id: CB-HC 02 Descrip: !Prototype Record !Increment 10.10 ft ;Start El. 414.1560 ft !Max El. _ '417.1560 ft 3Classification!Catch Basin Structure Type !GRATE INLET TYPE 2 !Ent Ke ?Groove End w/Headwall (ke=0.20)lChannelization!Curved or Deflector !Catch 1.2900 ft ;Bottom Area 7.7638 sf !Condition ''Existing 1 j Record Id: CB-HC 03 Descrip: Prototype Record .Increment 10.10 ft !St E 414.1450 ft Max El. 418.2680 ft !Classification jCatch Basin ;Structure Type !GRATE INLET TYPE 2 E !Ent Ke (Groove End w/Headwall (ke=0.20) Channelization!Curved or Deflector ' I' atch 1.2900 ft F ottom Area �7. 6638 sf !Condition _!Existing Record Id: CB-HC 04 Descrip: ;Prototype Record !Increment i0.10 ft Start El. 414.7600 ft ;Max El 418.2680 ft !Classification$Catch Basin `Structure Type GRATE INLET TYPE 2 f !Ent Ke :Groove End w/Headwall (ke=0.20)jChannelization'Curved or Deflector i 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Hone Creek VAULT D1 11 22_04.doc Y — Tuesday,November 30,2004 Page 6 of 13 'Catch ?1.2900 ft \Bottom Area 1.7.7638 sf (Condition !Existing ' Record Id: CB-HC 05 bescrip: !Prototype Record lIncrement ;0.10 ft ! !Start El. 415.8530 ft �ax El. ?419.4680 ft \Classification!Catch Basin !Structure Type 3GRATE INLET TYPE 21 jEnt Ke \Groove End w/Headwall (ke=0.20)lChannelization'Curved or Deflector 'Catch J.2900 ft ',Bottom Area 7.7638 sf !Condition (Existing Record Id: CB-HC 06 IDescrip: \Prototype Record Increment _ 10.10 ftV_r :Start El. 3416.4680 ft ;Max El. '419.4680 ft 4 !Classification!Catch Basin !Structure Type !GRATE INLET TYPE 2 j `Ent Ke \Groove End w/Headwall (ke=0.20)'5Channelization!Curved or Deflector [Catch ftBottom Area 7.7638 sf !Condition Existing Record Id: CB-HC 07 Descrip: !Prototype Record !Increment ?0.10 ft ;Start El. 1417.0536 ft !Max El. 420.6676 ft !Classlfication;Manhole }Structure Type !GRATE INLET TYPE 21 ;Ent Ke 'Groove End w/Headwall (ke=0.20) Channelization!Curved or Deflector !Catch 1.2900 ft 'Bottom Area '7.7638 sf !Condition \Existing Record Id: CB-HC 08 Descrip Prototype Record Increment €0 10 ft Start El. 417.6686 ft Max El. _ 420.6686 ft 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek VAULT D1 11_22_04.doc Tuesday,November 30,2004 Page 7 of 13 ;Classification!Manhole £Structure Type !GRATE INLET TYPE 2' !Ent Ke ;Headwall (ke-0.50)!Channelization Curved or Deflector !Catch 11.2900 ft !Bottom Area 17.7638 sf !Condition !Existing Record Id: CB-HC 09 Descrip: !Prototype Record ;Increment 410 ft `Start El. 1418.8671 ft Max El. =421.8671 ft !Classification!Catch Basin IStructure Type [GRATE INLET TYPE 2` ;Ent Ke !Groove End w/Headwall (ke=0.20)'C�hannelization=Curved or Deflector (Catch 11.2900 ft jBottom Area 7.7638 sf (Condition !Existing Record Id: DUlVI1VIY1 IDescrlp. (Prototype Record`Increment 0.10 ft ;Start El. 426.0000 ft Max El. 430.0000 ft _ F ;Dummy Type Node Contributing Drainage Areas Record Id: B-HC 01 Design Metho Rational IDF Table: Seattle Composite C Cale 'Description ;SubArea _ (Sub c jPavement(n 0.90) 10.15 ac 0.90 Directly Connected TC Cale Type Description Length !Slope 3 Coeff I 14 } TT _. `Sheet !IMP Smooth Surfaces.: 0.011 144.37 ft !0.80% iO.0110 11.00in 114.19 min Directly Connected TC 4.19min ' Record Id: B-HC 02 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek VAULT D1 11_22_04.doc Tuesday,November 30,2004 Page 8 of 13 Design Method Rational IDF Table: Seattle Composite C Calc (Description jSubArea Sub c ;Pavement(n=0.90) 0.15 ac 0.90 Directly Connected TC Calc Type Description Length I' Slope Coeff M TT ;Sheet ,IMP Smooth Surfaces.: 0.011 44.37 ft (0.80% 10.01-10 11 00 in 4.19 min Directly Connected TC���M.__�.__.�_ 4.19min Record Id: B-HC 03 Design Method Rational IDF Table: Seattle Composite C Cale Description 'SubArea � 'Sub c ;Pavement(n=0.90) 0.15 ac io.90 Er-._,.,,__.�.....e,�_�,...q._„..._.._„_,._ __._..._4�...... ..,.-_�..e..�._ems.n._.__.. _ ......_.__..-.m.._.m.._...._.. »._.......__..___...._._._._.�___....�......_s,.,......._...._ ,. ,.,,„..v-._._.. Directly Connected TC Cale Type Description Length Slope Coeff Misc TT Sheet ;IMP Smooth Surfaces.: 0.011 51 4.99 ft0.80% 0.0110 _ 1.00 in 4.44 min Directly Connected TC 4.44min i } Record Id: B-HC 04 Design Method Rational - IDF Table: Seattle Composite C Cale Description !SubArea !Sub c Pavement(n=0 90) _ 0.15 ac ' 0.90 _ Directly Connected TC Cale t Type Description Length Slope Coeff Misc TT ;Sheet =IMP Smooth Surfaces.: 0.011 154.98 ft j0.80% 10.0110 4.00 in 4.44 min Directly Connected TC 4.44min Record Id: B-HC 05 0:\20041FAPWT-04-032\ENGRISELOVEIHYDRAULICS1StormSHED\Honey CreeklHoney Creek VAULT D1 11_22_04.doc Tuesday,November 30,2004 Page 9 of 13 Design Method [ Rational IDF Table: Seattle j Composite C Calc (Description ,SubArea Sub c (Pavement(n=0.90) �0�15 ac ti0.9 Directly Connected TC Calc Type E Description Length j Slope ' Coeff ,s TT ;Sheet 1MP Smooth Surfaces.: 0.011 154.98 ft 10.80% 10.0110 1.00 in 4.44 min Directly Connected TC 4.44min Record Id: B-HC 06 Design Method 'I Rational F IDF Table: Seattle Composite C Calc (Description ^ SubArea 1Sub c 1Pavement(n=0.90) 0 15 ac 10.90 __.Directly Connected TC Calc Type Description _ Length ! Slope Coeff Misc TT ;Sheet !IMP Smooth Surfaces.: 0.011 `154.98 ft 10.80% A0110 1.00 in 34.44 min Directly Connected TC� 4.44min Record Id: B-HC 07 Design Method ry Rational _ IDF Table: Seattle Composite C Calc (Description jSubArea _ Sub c .Pavement(n=0.90) 10.15 ac 10.90 Directly Connected TC Calc Type _: Description Length Slo . Sheet :IMP Smooth Surfaces.: 0.011 154.98 ft 10.80% 0.0110 1.00 in �4.44 min _ Directly Connected TC� � � 4.44min Record Id: B-HC 08 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek VAULT D1 11_22_04.doc Tuesday, November 30,2004 ' Page 10 of 13 Design Method Rational IDF Table: Seattle Composite C Calc ,Description 1SubArea jSub c IPavement(n=0.90) 10.15 ac F6.90 3 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT ;Sheet IlVIP Smooth Surfaces.: 0.011 154.98 ft [0.80% l0 0110 1 00 in4.44 min Directly Connected TC ! 4.44min Record Id: B-HC 09 Design Method R t onal IDF Table: ;, Seattle Composite C Calc !Description 'SubArea� � Sub c jPavement (n=0.90) 10.15 ac 10.90 Directly Connected TC Calc Type ; Description Length Slope Coeff Misc TT I Sheet IMP Smooth Surfaces.: 0.011 154.98 ft 10.80% 9.0110 1.00 in 14.44 min I _ Directly Connected TC i 4.44min Layout Hydrographs Hydrograph ID: DUMMY1 -25 year Area 11.2156 ac Hyd Int l 0 min ;Base Flow 'Pending tt translation 13.75 min ;Peak flow 0.9582 cfs INN Time 7.83 hrs Hyd Vol IO 3121 acft � ;Time (hr) IFlow (cfs)i Time (hr) Flow (cfs) Time (hr) Flow (cfs) 0.67 0.0016 8.67 0.3617 16.33 0.1269 0.83 0.0087 8.83 ? 0.3152 a 16.50 0.1269 t 1.00 0.0180 9.00 0.3297 � 16.67 0.1270 1.17 0.0284 9.17 0.2729 16.83 0.1270 133 ��;3 2 9.33 0.2379 17.00 0.1271� 1.50 0.0445 9.50 0.2489 17.17 0.1216 1.67 0.0527 9.67 0.2298 17.33 0.1178 0:A2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek VAULT D1 11_22_04.doc Tuesday, November 30,2004 Page 11 of 13 1'.83 0.0596 9.83 # 0.2202 17.50 0.1190 2.00 0.0637 10-00 0.2234 17.67 0.1187 2.17 0.0707 1 10.17 0.2066 17.83 0.1188 2.33 __F�_-0764 10.33 0.1960 18.00 8 2.50 1 0.0790 10.50 0.1995 18.17 0.1133 2.67 82 0 10.67 i 0.1878 18.33 0.1095 ...............1.1-11-11........... 2.83 0.0843 10.83 0.1809 18.50 0.1107 3.00 0.0864 11.00 0.1832 18.67 0.1104 3.17 0.0883 11.17 0.1773 18.83 0.1105 3.33 0.0899 11.33 0.1739 19.00 0.1105 3.50 0.095 11.50 0.1751 19.17 0.1050 3.67 0.0963 11.67 0.1695 19.33 0.1012 3.83 0.1014 11.83 0.1660 19.50 0.1024 4.00 1-0.10276 12.00 0.1672 19.67 0.1020 4.17_ _I i-5- 12.1761615 19.83 0.1022 4.33 0.1200 12.33 0.1580 20.00 0.1022 4.50 0.1204 12.50 0.1592 2017. 0.1022 4.67 0.1309 12.67 0.1535 20.33 0.1022 4.83 0.1386 12.83 0.1499 20.50 0.1023 5.00 0.1388 13.00 0.1511 20.67 0.1023 - 5.17 0.1496 13.17 0.1508 20.83- 0.1023 5.33 0.1574 13.33 a 0.1511 21.00 0.1023 5.50 0.1575 13.50 0.1511 21.17 0.1023 5.67 0.1686 13.67 0.1457 21.33 0.1024 5.83 0.1765 13.83 0.1420 21.56 F 0.1024 6.00 0.1765 14.00 0.1432 21.67 0.1024 0.1971 14.17 0.1429 21.83 0.1024 6.33 0.2118 14.33 0.1431 22.00 0.1024 56.-6- .50 F_16_ 2100 14.50 0.1431 22.17 969 6.67 1 0.2414 14.67 0.1377 22.33 0.0931 6.83 1 0.2632 14.83 0.1340 22.50 0.0942 7.00 0.2598 15.00 0.1352 22.67 0.0939 7.17 0.2977 15.17 0.1349 22.83 0.0940 7.33 I 0.3236 15.33 0.1-351 23.00 0.0940 7.50 j 0.3193 15.50 0.1351 23.17 0.0940 0:\2004\FAPWT-04-032\ENGR\SELOVEXHYDRAULICS\StormSHED\Honey Creek\Honey Creek VAULT Dl 11-22-04.doc Tuesday,November 30,2004 Page 12 of 13 7.67 ��0.6918 z 15.67 0.1296 23.33 j 0.0940 A 7.83 0.9582 15.83 0.1259 23.50 0.0941 8.00 0.8963 1 16.00 0.1271 23.67 0.0941 T 8.17 0.6135 6.17 0.1268 23 83 0.0941 8.33 0.3920 i 16 33 0.1269 24.00 0.0941 f` 8.50 0.4609 1 16.50 0.1269 24.17 0.0324 Licensed to: BERGER/ABAM Engineers Inc. 1 O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek VAULT Di 11_22_04.doc Tuesday,November 30,2004 Page 13 of 13 1 Gutter Flow: Duvall Ave/Coal Creek Parkway Basin BI Zd=Width � 1 d=depth STA 194+42.54 to 201+53.85- For Both Sides of the Roadway Q = CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 I Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/ hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane1 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Length between CB's 150.00 feet Held by SL,1ao maX Area : 5850.00 SF Area 0.1343 Acres 0.0689 Ac Landscaped Qroad 0.38 cfs 0.2032 Ac Total Qbypass 0.00 cfs Qtotal 0.38 cfs Depth of Flow` d = [Q-St/(37 (SL)^o.5)1A(3/8) d=depth of flow at face of curb 0.10 ft 1.25 linches Q=the gutter discharge 0.38 cfs OK Spacing SL=the longitudinal slope of the gutter 0.0075 ft/ft St=the superelevation slope 0.020 ft/ft Zd=the top with of the flow prism 5.21 ft Check Width req'd from face of curb 10.50 OK Bypass Flaw QBP = Q * [( Zd-GW)/Zd]A(8/3) Zd=the top width of the flow prism 5.21 ft GW =width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2 Q=the gutter discharge 0.38 cfs Minimizes by pass flow Q Bp=portion of flow outside grate 0.02 cfs O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Duvali_Gutter_Analysis new 11-10-04.xis Sheet: May Creek-Gutter Flow Page 1 of 10 Gutter Flow: Duvall Ave/Coal Creek Parkway Basin B1 Zd=Width 1 d=depth STA 201+53.35 to 203+10.01 ---West side of Roadway(2%St}(East flows to west side) Q = CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 I Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 150-YR MRI Tc 5.00 min I = m/(Tc)^n 1 2.89 in/ hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 39.00 Total Width 78.00 feet Length between CB's 105.00 feet Area 8190.00 SF Area 0.1880 Acres 0.0482 Ac Landscaped Qroad 0.54 cfs 0.2362 Ac Total Qbypass 0.02 cfs Qtotal 0.56 cfs Depth of Flow d = [Q*St/ (37 * (SL)A0.5)]A(3/8) d=depth of flow at face of curb 0.120 ft 1.44 inches Q=the gutter discharge 0.56 cfs OK Spacing ' SL=the longitudinal slope of the gutter 0.0075 ft/ft St=the superelevation slope 0.020 ft/ft Zd =the top with of the flow prism 5.99 ft Check Width req'd from face of curb 10.50 OK Bypass Flow QBP = Q * I ( Zd-GW)/Zd]A(813) Zd=the top width of the flow prism 5.99 ft GW=width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2 Q=the gutter discharge 0.56 cfs Minimizes by pass flow Q BP=portion of flow outside grate 0.06 cfs O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Duvall_Gutter_Analysis new 11-10-04.xis Sheet: May Creek_Gutter Flow r Page 2 of 10 Gutter Flow. Duvall Ave/Coal Creek Parkway. s'+ Basis B1 ' Zd=Width _ 1 d=depth STA 203+10.01 to 204+66.68--West side of Roadway(transitions 2-6%,East flows to west side) Q = CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 I Seattle m = 6.89 25-Yr MRI 7.88 150-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/ hour 3.28 in/ hour Runoff Coef Adjustment Factor 1,10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 39.00 Total Width 78.00 feet Length between CB's 40.00 feet Area 3120.00 SF Area 0.0716 Acres 0.0184 Ac Landscaped Qroad 0.21 cfs 0.0900 Ac Total Qbypass 0.06 cfs Qtotal 0.26 cfs Depth of Flow d = [Q#St/(37 *(SL)A0.5)]A(3/8) d=depth of flow at face of curb 0.117 ft 1.40 inches Q=the gutter discharge 0.26 cfs OK Spacing SL=the longitudinal slope of the gutter 0.0075 ft/ft St=the superelevation slope 0.040 ft/ft Avg cross slope Zd=the top with of the flow prism 2.92 ft Check Width req'd from face of curb 10.50 OK Bypass Flow QBP = Q * L( Zd-GW)/Zd]A(8/3) Zd=the top width of the flow prism 2.92 ft GW=width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2 Q=the gutter discharge 0.26 cfs Minimizes by pass flow Q BP=portion of flow outside grate 0.000 cfs O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Duvall_Gutter_Analysis new 11-10-04.xls Sheet: May Creek_Gutter Flow Page 3 of 10 Gutter Flow: Duvall Ave/Coal Creek Parkway Basin B1 Zd=Width _ 1 d=depth 1 STA 204+66.68 to 205+21.88--West side of Roadway(full super,Roadway flows to west side) Q = C I A C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)"n 1 2.89 in/hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lanez 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 39.00 Total Width 78.00 feet Length between CB's 36.00 feet Area 2808.00 SF Area 0.0645 Acres 0.0165 Ac Landscaped Qroad 0.18 cfs 0.0810 Ac Total Qbypass 0.000 cfs Qtotal 0.18 cfs Depth of Flow d = [Q-St/(37 " (SL)n0 .5)]"(3/8) d=depth of flow at face of curb 0.119 ft 1.43 Inches Q=the gutter discharge 0.18 cfs OK Spacing SL=the longitudinal slope of the gutter 0.0075 ft/ft St=the superelevation slope 0.060 ft/ft Zd =the top with of the flow prism 1.99 ft Check Width req'd from face of curb 10.50 OK Bypass Flow QBP = Q * [ ( Zd-GW)/Zd]"(a/3) Zd =the top width of the flow prism 1.99 ft GW =width of grate inlet perp to flow 1.67 ft ' Q=the gutter discharge 0.18 cfs Q BP=portion of flow outside grate 0.001 cfs 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Duvall_Gutter-Analysis new 11-10-04.xls Sheet: May Creek-Gutter Flow Page 4 of 10 Gutter Flow: Duvall Ave/Coal Creek Parkway Basin 81, Zd=Width d=depth 1 STA 205+21.88 to 209+09.94---West side only, (full super, change in longitudinal slope) Q = CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/ hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 39.00 Total Width 78.00 feet Length between CB's 97.00 feet Area 7566.00 SF Area 0.1737 Acres 0.0445 Ac Landscaped Qroad 0.50 cfs 0.2182 Ac Total Qbypass 0.00 cfs Qtotal 0.50 cfs Depth of Flow d = [Q*St/(37 * (SL),0.5)1l A(3/8) d=depth of flow at face of curb 0.120 ft 1.43 inches Q =the gutter discharge 0.50 cfs OK Spacing SL=the longitudinal slope of the gutter 0.0544 ft/ft St=the superelevation slope 0.060 ft/ft Zd=the top with of the flow prism 1.99 ft Check Width req'd from face of curb 10.50 OK Bypass Flow QBP = Q * [( Zd-GW)/Zd1A(8/3) Zd=the top width of the flow prism 1.99 ft GW=width of grate inlet perp to flow 1.67 ft Q=the gutter discharge 0.50 cfs Q Bp=portion of flow outside grate 0.004 cfs O:\2004\FAPVVT-04-032\ENGR\SELOVE\HYDRAULICS\Duvall_Gutter_Analysis new 11-10-04.xis Sheet: May Creek_Gutter Flow Page 5 of 10 Gutter Flow: Duvall Ave/Coal Creek Parkway Basin B1 Zd=Width �1 d=depth 1 STA 209+09.94 to 211+4493--Transitioning to Zero Q= CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/ hour 3.28 in/hour Runoff Coef Adjustment Factor 1 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 39.00 Total Width 78.00 feet Length between CB's 146.00 feet Area 11388.00 SF Area 0.2614 Acres 0.0670 Ac Landscaped Qroad 0.75 cfs 0.3285 Ac Total Qbypass 0.004 cfs Qtotal 0.75 cfs Depth of Flow d = [Q#St/(37 * (SL)A0.5)]A(3/8) d=depth of flow at face of curb 0.120 ft 1.44 inches Q=the gutter discharge 0.75 cfs OK Spacing SL=the longitudinal slope of the gutter 0.0544 ft/ft St=the superelevation slope 0.040 ft/ft Avg Slope Zd=the top with of the flow prism 1 3.00 ft Check Width req'd from face of curb 10.50 OK Bypass Flow QBP = Q * ( Zd-GW)/Zd]^(8/3) Zd=the top width of the flow prism 3.00 ft GW=width of grate inlet perp to flow 1.67 ft Q=the gutter discharge 0.75 cfs Q BP=portion of flow outside grate 0.086 cfs O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Duvall_Gutter_Analysis new 11-10-04.xls Sheet: May Creek-Gutter Flow Page 6 of 10 Gutter Flow: Duvall Ave/Coal Creek Parkway Basin B1 Zd=Width - 1 d=depth STA 211+44.93 to 214+45.06---Transitioning to super, begin 3'median Q=CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 150-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 1.50 Sidewalk 6.00 Other Lanes 34.00 5.5' SW LT Total Width 68.50 feet Length between CB`s 148.00 feet Area 10138.00 SF Area 0.2327 Acres 0.0680 Ac Landscaped Qroad 0.67 cfs 0.3007 Ac Total Qbypass 0.09 cfs Qtotal 0.75 Jcfs Depth of Flow d = [Q-St/(37 (SL)A0.5)]A(3/8) d=depth of flow at face of curb 0.1198 ft 1.44 inches Q=the gutter discharge 0.75 cfs OK Spacing SL=the longitudinal slope of the gutter 0.0544 ft/ft St=the superelevation slope 0.040 ft/ft Avg Slope Zd=the top with of the flow prism 2.99 ft Check Width req'd from face of curb 10.50 OK Bypass Flow QBP = Q * ( Zd-GW)/Zd)A(8/3) Zd=the top width of the flow prism 2.99 ft GW=width of grate inlet perp to flow 1.67 ft Q=the gutter discharge 0.75 cfs Q BP=portion of flow outside grate 0.085 cfs O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Duval[_Gutter_Analysis new 11-10-04.xis Sheet: May Creek-Gutter Flow Page 7 of 10 Gutter Flow: Duvall Ave/Coal Creek Parkway Basin,B Zd=W idth I� � 1 d=depth STA 214+45.06 to 215+48.91' ---East side,full super Q = CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 150-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lanez 11.00 Bike Lane 5.00 Median 1.50 Sidewalk 6.00 Other Lanes 34.00 Total Width 68.50 feet Length between CB's 92.00 feet Area 6302.00 SF Area 0.1447 Acres 0.0422 Ac Landscaped Qroad 0.41 cfs 0.1869 Ac Total Qbypass 0.09 cfs Qtotal 0.50 cfs Depth of Flow d = [Q*St/ (37 *(SX0.5)]A(3/8) d =depth of flow at face of curb 0.120 ft 1.44 inches Q=the gutter discharge 0.50 cfs OK Spacing SL=the longitudinal slope of the gutter 0.0544 ft/ft St=the superelevation slope 0.060 ft/ft Zd=the top with of the flow prism 1.99 ft Check Width req'd from face of curb 10.50 OK Bypass Flow QBP = Q * ( Zd-GW)/Zd]^(8/3) Zd=the top width of the flow prism 1.99 ft GW =width of grate inlet perp to flow 1.67 ft Q=the gutter discharge 0.50 cfs Q BP=portion of flow outside grate 0.004 cfs 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Duvall_Gutter-Analysis new 11-10-04.xls Sheet: May Creek-Gutter Flow Page 8 of 10 Gutter Flow: Duvall Ave/Coal Creek Parkway Basin B1 Zd=Width 1 d=depth STA 215+48.91 to 218+75.08-East side of Roadway,fullsuper Q =CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = m/(Tc)^n 2.89 in/ hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 1.50 Sidewalk 6.00 Other Lanes �-34.00 Total Width 68.50 feet Length between CB's 130.00 feet rA rea 8905.00 SF rea 0.2044 Acres 0.0597 Ac Landscaped Qroad 0.59 cfs 0.2641 Ac Total Qbypass 0.00 cfs Qtotal 0.59 cfs Depth of Flow d = [Q*St/(37* (SL)A0.5)]A(3/8) d=depth of flow at face of curb 0.118 ft 1.42 inches Q=the gutter discharge 0.59 cfs OK Spacing SL=the longitudinal slope of the gutter 0.0800 ft/ft new slope St=the superelevation slope 0.060 ft/ft Zd=the top with of the flow prism 11.97 ft Check Width req'd from face of curb 10.50 OK Bypass Flow QBP = Q * ( Zd-GW)/Zd]A(8/3) Zd=the top width of the flow prism 1.97 ft GW =width of grate inlet perp to flow 1.67 ft MQ=the gutter discharge 0.59 cfs Q BP=portion of flow outside grate 0.004 cfs O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Duvall_Gutter_Analysis new 11-10-04.xls Sheet: May Creek-Gutter Flow Page 9 of 10 Gutter Flow: , Duvall Ave/Coal Creek Parkway Basin B1 IZd=Width- � l d=depth STA 218+75.08 to 221+88.41 - Q = CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 I Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 150-YR MRI Tc 5.00 min I = m/(Tc)An 2.89 in/ hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lanez 11.00 Bike Lane 5.00 Median 1.50 Sidewalk 0.00 Other Lanes 0.00 Total Width 28.50 feet Length between CB's 200.00 feet Area 5700.00 SF Area 0.1309 Acres 0.0918 Ac Landscaped Qroad 0.37 cfs 0.2227 Ac Total Qbypass 0.00 cfs Qtotal 0.38 cfs Depth of Flow d = [Q'S,/(37* (SL)A0.5)1A(3/8) d=depth of flow at face of curb 0.086 ft 1.03 inches Q=the gutter discharge 0.38 cfs OK Spacing SL=the longitudinal slope of the gutter 0.0800 ft/ft St=the superelevation slope 0.040 ft/ft Avg slope Zd=the top with of the flow prism 2.15 ft Check Width req'd from face of curb 10.50 OK Bypass Flow QBP = Q * (( Zd-GW)/Zd]A(8/3) Zd=the top width of the flow prism 2.15 ft GW =width of grate inlet perp to flow 1.67 ft Q=the gutter discharge 0.38 cfs Q BP=portion of flow outside grate 0.007 cfs O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Duvall-Gutter- y Anal sis new 11-10-04.xls Sheet: May Creek-Gutter Flow Page 10 of 10 Water Quality --- Basin B1 (May Creek) Sub-Basin Areas Weighted Impervious Roof Top = 0.00 Ac CN = 98 Impervious Sidewalk/ Pavmnt = 4.09 Ac CN = 98 Pervious / Landscaped = 1.61 Ac CN = 87.9 CN = 95.15 Pervious / Forested = 0 Ac CN = 0 Total Area = 5.70 Ac � 1000 _10 S = 0.51 S =' CN 0.2*S = 0.1 0.8*S = 0.41 From Appendix IB, Table B1, DOE August 2001 P = 1 .32 inches if P >_ 0.2*S Qd = (P-0.2*S)2 (P+0.8*S) if P < 0.2*S Qd = 0 Qd = 0.86 inches Vol Runoff (ft) = 3,360 (cu-ft / ac-in) * Qd (in) * Area (ac) 3 Vol Runoff = 16,450 (ft ) Safety Factor = 1.5 Final Vol Runoff (ft) = 24,674 (ft) Wetpond 1 st Cell = 35% of Final Vol Runoff Wetpond 1 st Cell (ft) = 8,636 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Drainage Tables new 11-13-04.xis 11/30/2004 Appendix C Cost Estimate Preliminary Cost Estimate King Co, Renton Proposed Alignment along Duvall Ave/Coal Creek Parkway SE No. Item Description Unit Price Unit Quantity Cost Quantity Cost ROADWAY CONSTRUCTION COST Mobilization @10% LS $ 225,417 1 $ 179,558 Construction Surveying LS $ 20,000 1 $ 20,000 Mobilization Sub-total $ 245,417 $ 199,558 TRAFFIC CONTROL Temporary Traffic Control Devices Per Project LS 1 $ 6,000 1 $ 8,000 Traffic Control Labor $ 35 HRS 4,200 $ 147,000 4,300 $ 150,500 Traffic Control Supervisor $ 310 DAY 107 $ 33,170 115 $ 35,650 Construction Signs Per Project LS 1 1 $ 2,500 1 $ 3,000 Plastic Drums Per Project LS 1 $ 1,500 1 $ 2,000 Traffic Control Sub-total $ 190,170 $ 199,150 PREPARATION Remove Trees Incl.Haul $ 350 EA 103 $ 36,050 83 $ 29,050 Clearing&Grubbing $ 4,000 AC 1.81 $ 7,224 1.11 $ 4,442 Remove ACP $ 4 SY 6,582 $ 26,328 14,019 $ 56,076 Roadway Excavation,Incl.Haul $ 15 CY 848 $ 12,720 6,108 $ 91,620 Remove Concrete Sidewalk,Incl.Haul $ 5 SY 0 $ - 1,340 $ 6,700 Remove Curb and Gutter,Incl.Haul $ 5 LF 0 $ - 1,994 $ 9,970 Remove Fence&Reset $ 27 LF 331 $ 8,937 1,705 $ 46,035 Remove Guardrail $ 12 LF 828 $ 9,522 0 $ - Removal&Relocation of Existing Private Improvements Per Project LS 1 $ 10,000 1 $ 10,000 Adjust Monument Case&Cover $ 216 EA 1 $ 216 5 $ 1,080 Preparation Sub-total $ 110,997 $ 254,973 TRAFFIC Permanent Signing Per Project LS 1 $ 2,000 1 $ 2,000 White Stop Bar $ 10 LF 44 $ 435 182 $ 1,815 Raised Pavement Marker Type 1 $ 150.00 HUN 28 $ 4,200 55 $ 8,250 Raised Pavement Marker Type 2 $ 360.00 HUN 3 $ 1,080 6 $ 2,160 White Crosswalk Stripe $ 6 LF 0 $ - 220 $ 1,320 Right/Left Traffic Arrow $ 72 EA 10 $ 720 28 $ 2,016 White Bike Marking $ 50 EA 15 $ 750 21 $ 1,050 Traffic Signal Per Project LS 0 $ - 1 $ 25,800 Install Fire Hydrant Reflector $ 5 EA 0 $ - 6 $ 30 Traffic Sub-total $ 9,185 $ 44,441 PAVEMENT Grading $ 2 SF 116,255 $ 255,761 179,837 $ 395,642 Cement Concrete Sidewalk,4 IN $ 30 SY 1,839 $ 55,159 2,851 $ 85,527 Cement Concrete Curb and Gutter $ 17 LF 3,257 $ 55,377 4,587 $ 77,974 HMA Class 1/2" $ 80 TON 2,463 $ 197,023 2,998 $ 239,834 HMA Class 1" $ 75 TON 2,873 $ 215,494 3,598 $ 269,813 Crushed Surfacing Base Course $ 15 TON 3,714 $ 55,706 5,425 $ 81,372 Pavement Sub-total $ 834,520 $ 1,150,162 STRUCTURE Retaining Wall,Solider Pile Wall $ 125 SF 6,655 $ 831,875 0 $ - Retaining Wall,MSE Wall $ 25 SF 1,800 $ 45,000 0 $ - Retaining Wall,Rockery Wall $ 15 SF 1,980 $ 29,700 804 $ 12,060 Structural Fill for Retaining Wall $ 16 CY 1,927 $ 30,825 0 $ - Excavation for Retaining Wall $ 20 CY 4,475 $ 89,499 475 $ 9,493 Grading $ 2 SF 20,196 $ 40,392 0 $ - Structure Sub-total $ 1,026,899 $ 21,553 Preliminary Cost Estimate King Co Renton Proposed Alignment along Duvall Ave/Coal Creek Parkway SE No. Item Description Unit Price Unit Quantity Cost Quantity Cost DRAINAGE/STORM SEWER Remove Existing Catch Basin $ 250 EA 2 $ 500 31 $ 7,750 Remove Existing Storm Drain Manhole $ 300 EA 0 $ - 3 $ 900 Grate Inlet Type 2 w/grate $ 2,300 EA 18 $ 41,400 20 $ 46,000 Catch Basin Type 2,48" $ 2,000 EA 22 $ 44,000 0 $ - Man Hole Type 2,48"w/lid $ 2,150 EA 5 $ 10,750 4 $ 8,600 Install Grated Cover&Frame $ 43 EA 22 $ 946 0 $ - Drop Inlet Type 2 $ 1,200 EA 2 $ 2,400 0 $ - 12"HDPE $ 9.50 LF 1,667 $ 15,837 1,239 $ 11,771 15"HDPE $ 12.00 LF 0 $ - 29 $ 348 18"HDPE $ 17.25 LF 2,185 $ 37,691 143 $ 2,467 24"HDPE $ 24.50 LF 846 $ 20,727 0 $ - 30"HDPE $ 36.50 LF 0 $ - 0 $ - Excavation $ 15.00 CY 10,022 $ 150,326 2,759 $ 41,379 Shoring $ 2 SF 44,083 $ 88,166 4,031 $ 8,062 Detention Facility Per Project LS 1 $ 150,000 1 $ 178,000 Pipe Bedding $ 30 CY 3,314 $ 99,419 616 $ 18,468 Drainage/Storm Sewer Sub-total $ 662,162 $ 323,744 UTILITIES Resolution of Utility Conflicts Per Project LS 1 $ 3,000 1 $ 3,000 Utility Potholing $ 500 EA 2 $ 1,000 10 $ 5,000 Remove &Relocate Water Meter $ 600 EA 5 $ 3,000 30 $ 18,000 Remove Gas Valve $ 500 EA 0 $ - 2 $ 1,000 Adjust Water Valve to Grade $ 300 EA 3 $ 900 21 $ 6,300 Move Fire Hydrant $ 1,500 EA 0 $ - 3 $ 4,500 Reconnecting Fire Hydrant $ 1,000 EA 0 $ - 3 $ 3,000 Illumination System Per Project LS 1 $ 20,000 1 $ 30,000 Utility Sub-total $ 27,900 $ 70,800 EROSION CONTROL&LANDSCAPING Erosion and Sedimentation Control $ 25,000 LS 1 $ 25,000 1 $ 25,000 Landscaping&Irrigation $ 4,000 LS 1 $ 4,000 1 $ 4,000 SPCC Plan $ 1,000 LS 1 $ 1,000 1 $ 1,000 Roadside Cleanup $ 4,500 LS 1 $ 4,500 1 $ 4,500 Erosion Control &Landscaping Sub-total $ 34,500 $ 34,500 Sub-Total $ 3,141,749 $ 2,298,882 18%Contigency $ 565,515 $ 413,799 Total $ 3,707,264 $ 2,712,681 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1