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Home My WebLink AboutSWP272710(11) i i F ,:r }3 CITY OF RENTON OAKESDALE AVENUE SW SW 16TtI TO SW 31ST STREET 1 14� I DESIGN REPORT Prepared for ' PLANNING/BUILDING/PUBLIC WORKS DEPAR'rMENT 200 Mill Avenue South Renton, WA 98055 ' REVIEW DRAFT DECEMBER, 1996 1 R FC <<._ . DEC City of Renton ii Oakesdale Avenue SW TABLE OF CONTENTS 1. INTRODUCTION ....................................................................................................................1 2. EXISTING CONDITIONS SUMMARY....................................................................................1 3. DESIGN CRITERIA 3.1 Geometry..........................................................................................................................................2 3.2 Typical Section.................................................................................................................................3 3.3 Drainage............................................................................................................................................3 3.3.1 Conveyance Systems...............................................................................................................3 3.3.2 Retention/Detention and Water Quality Systems...................................................................3 3.3.3 Easements................................................................................................................................3 3.4 Bridges..............................................................................................................................................4 3.5 Utilities .............................................................................................................................................4 3.6 References.........................................................................................................................................4 4. RECOMMENDATIONS AND DESIGN ...................................................................................5 4.1 Roadway Sections.............................................................................................................................5 4.1.1 SW 31 st Street to SW 27th Street(Phase 2)...........................................................................5 4.1.2 SW 27th Street to SW 19th Street(Phase 1)...........................................................................5 4.1.3 SW 19th Street to SW 16th Street(Phase 1)...........................................................................5 4.2 Horizontal And Vertical Alignment.................................................................................................6 4.2.1 Control.....................................................................................................................................6 4.3 Pavement Design..............................................................................................................................6 4.4 Structures..........................................................................................................................................7 4.4.1 Springbrook Creek Bridge Crossing(Phase 1).......................................................................7 4.4.2 Bridge Over South Marsh Wetland(Phase 2).........................................................................7 4.4.3 Retaining Walls.......................................................................................................................8 4.5 Drainage............................................................................................................................................8 4.5.1 Other Project Studies and Coordination..................................................................................8 4.5.2 Conveyance Systems Analysis and Design.............................................................................9 4.5.3 Stream Protection Design......................................................................................................14 4.5.4 Watershed Protection Design................................................................................................16 4.5.5 Erosion and Sediment Control Design..................................................................................18 4.6 Traffic.............................................................................................................................................18 4.6.1 Volumes ................................................................................................................................18 4.6.2 Operations Analysis..............................................................................................................18 4.6.3 Signal Warrants Analysis......................................................................................................19 4.6.4 Accident and Safety Considerations.....................................................................................20 4.6.5 Pedestrian/Bicycle Facilities...............................................................................................20 4.7 Channelization& Signing...............................................................................................................20 4.7.1 SW 31 st Street to SW 27th Street.........................................................................................21 4.7.2 SW 27th Street to SW 19th Street.........................................................................................21 4.7.3 SW 19th Street to SW 16th Street.........................................................................................21 4.8 Illumination.....................................................................................................................................22 4.9 Landscaping....................................................................................................................................22 4.9.1 Phase 1...................................................................................................................................22 4.9.2 Phase 2...................................................................................................................................22 Design Report - Draft iii 4.10 Stage Construction........................................................................................................................23 5. SUMMARY OF ENVIRONMENTAL CONSIDERATIONS ....................................................23 5.1 Affected properties, wetlands, noise, air& water quality..............................................................23 5.2 Permits............................................................................................................................................24 5.3 Wetland Mitigation Plan.................................................................................................................24 5.3.1 Phase 1...................................................................................................................................24 5.3.2 Phase 2.....................................................................................................................:.............25 6. UTILITIES.............................................................................................................................26 6.1 Sanitary Sewer................................................................................................................................26 6.2 Water...............................................................................................................................................26 6.3 Power..............................................................................................................................................27 6.4 Telephone/Cable TV.......................................................................................................................27 6.5 Gas/Oil............................................................................................................................................28 7. RIGHT OF WAY...................................................................................................................28 8. COST ANALYSIS.................................................................................................................28 9. FUNDING AND SCHEDULE................................................................................................29 9.1 Other Project Coordination.............................................................................................................29 10. REFERENCES ...................................................................................................................29 11. FIGURES............................................................................................................................31 12. APPENDICES ....................................................................................................................32 LIST OF TABLES Table1 - Geometry Criteria........................................................................................................................2 Table 2 - Easement Widths and Setback Lines...........................................................................................4 Table 3 - Pavement Design Recommendations ..........................................................................................7 Table 4 - PM Peak Hour Level of Service................................................................................................19 Table 5 - Right of Way Requirements......................................................................................................28 Table 6 - Capital Cost Estimate ................................................................................................................29 LA15203\REPORTSMDSGN-RPT.DOC Printed 1212/96 Design Report - Draft 1 1. INTRODUCTION This Design Report presents the improvements to Oakesdale Avenue SW proposed by the City of Renton Transportation Systems Division. The project involves purchasing right of way and constructing an approximately one-mile long section of arterial roadway that will close the existing gap in Oakesdale Avenue SW between SW 16th Street and SW 31st Street. The improvements will be accomplished in two phases. The first phase will extend Oakesdale Avenue SW from SW 16th Street south to SW 27th Street. The second phase will link Oakesdale Avenue SW between SW 27th Street and SW 31st Street. This Design Report addresses the alignment route preferred by the City of Renton resulting from recommendations contained in the Preliminary Alternatives Study Report, February 21, 1995 and the Draft Environmental Impact Statement, December 1996. 2. EXISTING CONDITIONS SUMMARY The section of existing Oakesdale Avenue SW south of the project lies between SW 43rd Street (Kent/Renton city limits) and the cul-de-sac at SW 31 st Street and was constructed in 1984. This section is a 56-foot wide asphalt concrete paved road with four I 1-foot wide through lanes, a 12-foot wide two- way left-turn lane and curb and gutter. A 5-foot wide concrete sidewalk exists within the frontage limits of adjacent properties that are developed. The existing roadway centerline follows a straight path coincident with the 90-foot wide right of way centerline. The posted speed is 40 mph. The vertical grade is a series of undulating curves constructed to accommodate enclosed drainage across a flat existing ground. Street lighting is continuous on both sides of the road and power, water, gas, storm drain, and sanitary sewer facilities are located within the roadway right of way. Telephone line is located within a 10-foot wide easement east of the right of way. The SW 43rd Street intersection and the railroad spur crossing are signalized. SW 41st Street and SW 34th Street intersections are stop-sign controlled. The section of existing Oakesdale Avenue SW north of the project begins at SW 16th Street and extends northwest to SW 7th Street and then west to Monster Road. This roadway was constructed in 1989 and is typically a 58-foot wide portland cement concrete paved road with four 12-foot through lanes, a 10- foot raised median, curb and gutter, and 5-foot wide sidewalks oil each side. It narrows to 48 feet wide where it crosses Springbrook Creek (P-1 Channel) on a pre-stressed bulb tee bridge structure 193 feet long. There is no raised median between Grady Way and SW 16th Street. The posted speed is 35 mph. Street lighting is continuous on both sides of the road and power, water, storm drain, and sanitary sewer facilities are located within the roadway right of way. The SW 16th Street intersection is stop-sign controlled. The Grady Way and SW 7th Street intersections are signalized. An existing bridge on SW 16th Street lies im ediately west of the intersection with Oakesdale Avenue SW. This is a pre-stressed bulb tee structureeet long and was constructed in 1990. Sc,t me o, 4,4 e J The project corridor lies between the two existing sections of Oakesdale Avenue SW and, except for ee public and private utilities, is currently undeveloped land with the exception of approximately 600 feet �t Z passing through the east landscaped area of Boeing's Customer Service Training Center (CSTC) site. Existing facilities within or crossing the proposed right of way include a drainage vault and associated landscape irrigation for an engineered wetland constructed by The Boeing Company in 1994; a 72" and 108" Renton sewer interceptor and 36" Tukwila sewer interceptor constructed by King County Metro; I I5kV and 12kV overhead Puget Sound Power and Light Company (PSPLC) power lines; a crossing by Seattle Water Department's Cedar River Pipeline No. 4 water main; City of Renton water lines, a sewer lateral and an assortment of storm pipes that serviced the former Longacres Raceway complex; a LA15203\REPORTS\DSGN-RPT.DOC Printed 12/2/96 City of Renton 2 Oakesdale Avenue SW crossing by Olympic Petroleum Company fuel oil lines; and natural gas mains owned by Washington Natural Gas. SCe r � /1dC 3 The land parcels needed for the project corrido are public and private, owned by the City of Renton, the City of Seattle, The Boeing Company, mmar - Metro Inc and Benaroya Inc. Land is zoned for a mixture of office and light industrial use. All three private property owners have development planning and/or approval activities in process. The existing terrain is primarily flat with ight mounds and swales dissected by road fills, marshes, drainage ditches, and a pond. Surface ru ff within the proposed corridor drains into Springbrook Creek and empties into Green River to the orth, passing through the P-1 Channel and Black River pump station. Springbrook Creek is Class tream flowing northerly along the east side and crossing the roadway alignment near SW 19th Street. Three wetlands exist in the vicinity between the project corridor and Springbrook Creek and convey surface runoff to the creek. Approximately two-thirds of the project corridor lies within the FEMA 100-year flood plain (1995 mapping). SW 27th Street extends from Lind Avenue and terminates at the project centerline, intersecting with private drives to the north and west and south (former Longacres Parkway) on the Boeing property. Traffic into and out of the project vicinity on SW 27th Street amounts to less than 20 cars a day, resulting from access to the Washington Thoroughbred Breeders Association office. No public access to the project corridor at the north or at the south is provided from existing Oakesdale Avenue SW. 3. DESIGN CRITERIA The design criteria was developed in accordance with the latest edition of applicable ordinances of the Municipal Code of the City of Renton and the latest edition of those County and State Standards publications adopted by the Municipal Code. 3.1 Geometry Oakesdale Avenue Southwest is classified as a principal arterial per the City of Renton Draft Comprehensive Plan. The design speed is 40 mph. Horizontal and vertical alignment requirements are detailed in Table 1. Horizontal curvature will be set to allow normal crown in all locations. Intersections will be at-grade and will accommodate a WB 50 design vehicle. Curb returns will have a minimum 35- foot radius. Table 1 - Geometry Criteria Horizontal Alignment Minimum Radius with superelevation 575 ft normal crown 825 ft Minimum Length 250 ft Minimum Tangent 200 ft Minimum Sight Distance 275 ft Vertical Alignment Maximum Grade 7% Minimum Grade 0.5% Minimum Curve Length 200 ft Profile Grade Point Centerline Printed12/2/96 1:115203keportsldsgn-rpt.doc Design Report - Draft 3 3.2 Typical Section The minimum right of way width will be 90 feet. The roadway type will be a boulevard with barrier curb and gutter, raised median, bike lane, planting strip, and sidewalk. Lane widths will be a minimum 11- feet wide with an additional 1 foot minimum curb offset. All surfaces will have a 2% cross slope and all runoff will be conveyed to enclosed drainage. Bike lanes will be 5 feet wide. Sidewalks will be 6 feet wide. Planting strips will be a minimum of 6 feet wide from the face of curb. A minimum 3-foot clear zone will be maintained from the face of curbs. Side slopes will be 3:1 behind sidewalks and a minimum of 2:l on bridge approach embankments. 3.3 Drainage The proposed drainage facilities will be completely independent of the xisting Boeing and other private property drainage systems. Surface water runoff will be conveyed in an enclosed system. e-erred detention will be in open ponds. Treatment will be by bio-filtration s ales. Tile systems are designed to meet or exceed local requirements according to the City of Renton Storm and Surface Water Drainage Ordinance. The City of Renton has provided additional guidelines for local Sevf- interpretation or other local standards which typically complement these ordinances. Until a FEMA map '^f revision is performed, adopted FEMA 100-year elevations are to be used to compute compensatory Y storage requirements aolu0 nay /SG, 3.3.1 Conveyance Systems ,�GSw-"' f'OfL GaAoir Surface flow will be collected every 200 feet(preferred) or up to 300 feet(maximum). ASS 710, e 1 70, Minimum pipe size is 12 inches. Minimum clearance from the storm sewer to the pavement base is commonly 2 feet except for special csonditioo s. Clearances of less than 2 feet would require a check for load bearing andeLeRy pipe materials. Pipe systems are sized to convey the 25-year design storm without pooling on the roadway and with the 25-year tail water condition in the outlet channel. �r �looJ Uow^ Jr 140J, m 40 ut An extreme event analysis is required to ensure that the 100-year design storm „P,',•,a O^•• w uJt s!!4 Lures ax cat a very a ,3u�pact�d..by: op tl srtstrn�tie��. 3.3.2 Retention/Detention and Water Quality Systems Th��K�qq ing County Surface Water Design Manual City of Renton ordinance �. is very specific on the issue of storm water retention/detention systems. However, the City of Renton is open to innovative equivalent stream protection methods. Oakesdale Avenue SW improvements are designed to satisf I / I s. 3.3.3 Easements -J K4 publicly maintained conveyance ystems shall be located in drainage easements or covenants granted to Table 2, frane King County Surface Water Design Manua provides the basis for drainage and storm water treatment area easements. r�,. " �,c E�� s 6 k"r L\15203\REPORTS\DSGN-RPT.DOC Printed 12/2/96 City of Renton 4 Oakesdale Avenue SW Table 2 - Easement Widths and Setback Lines Easement Width Building Setback Line For Pipes: Inside Dia. (ID) (From Easement) I D s 18" 10 feet 5 feet 18" < I D <36" 12 feet 5 feet 36" < I D s 60" 15 feet 7.5 feet 60" < ID ID plus 10 feet 10 feet For Channels and Swales: Top Width of Channel (W) W<_ 10 feet W plus 10 feet on one side 5 feet 10 feet <W_< 30 feet W plus 15 feet on one side 7.5 feet 30 feet<W W plus 15 feet on both sides 10 feet 3.4 Bridges Bridge design will be by the AASHTO Load Factor design method. The bridges will be designed for AASHTO HS 25 live loads, seismic acceleration coefficient of 0.3g, and 100 mph wind loads. Detailed listing of criteria can be found in the Oakesdale Avenue SW Bridge Design Criteria, May 1995. Minimum clearance requirements will be 3 feet above the 100 year frequency flood elevation over Springbrook Creek and 1 foot above the 100 year flood frequency elevation over wetlands. Bridges will be constructed to the same width and section as the approaching roadway. 3.5 Utilities All underground utilities shown are based on as-built information provided by the owners or shown on construction plans for projects in the area.. New utilities or required utility relocations will be designed by the utility owners in accordance with their individual jurisdictional criteria and standards. 3.6 References This project design has been developed in accordance with the latest editions of the following publications: Municipal Code of the City of Renton - Chapters 9, 10, 12,22, 24, 31, and 32 City of Renton Shoreline Master Program with amendments City of Renton Standard Plans for Road, Bridge and Municipal Construction City of Renton Design Guidelines Street Lighting Urban Arterial Board Design Standards for Urban Arterials in the State of Washington AASHTO A Policy on Geometric Design of Highways and Streets USDOT Manual on Uniform Traffic Control Devices for Streets and Highways TRB Special Report 209 Highway Capacity Manual Printed12/2196 1115203\reports\dsgn-rpt.doc Design Report - Draft 5 King County, Washington, Storm Water Design Manual 4. RECOMMENDATIONS AND DESIGN The scope of design and recommendations discussed in this report considers the entire corridor, comprising both Phase 1 and Phase 2. The first phase, extending south from SW 16th Street to SW 27th Street is currently programmed for construction. The second phase, extending from SW 27th Street south to SW 31st Street, is not yet programmed for construction. Alternatives comprising interim stages are not presented in detail but may be addressed in general as options for deferring construction costs within each phase. 4.1 Roadway Sections 4.1.1 SW 31st Street to SW 27th Street(Phase 2) This roadway section will be primarily on an elevated structure with rising approach fills and no abutting property access required. The following configuration would apply: 11-foot wide through lanes (2 northbound, 2 southbound) 5-foot wide bike lanes (both sides) 6-foot wide sidewalks (both sides) 4.1.2 SW 27th Street to SW 19th Street(Phase 1) This roadway section will be primarily at-grade with significant left turning movements required to access adjacent property. The following configuration would apply: 10-foot wide raised median (offset 1 foot both sides)and 11-foot wide left turn bay with traffic curb (at driveways and intersections) 11-foot wide through lanes (2 northbound, 2 southbound) 5-foot wide bike lanes (both sides) 6-foot wide planting strip (both sides) 6-foot wide sidewalks (both sides) The median could optionally be a 12-foot wide continuous two-way left turn lane through this area. The 6-foot wide planting strip could be eliminated along the east side in the vicinity of the wetlands in order to accommodate the maximum mitigation and buffer area. 4.1.3 SW 19th Street to SW 16th Street(Phase 1) About half of this roadway section will be on an elevated structure with significant left turning movements required to access adjacent property. The following configuration would apply: 10-foot wide raised median (offset 1 foot both sides)and 11-foot wide left turn bay with traffic curb (at driveways and intersections) 11-foot wide through lanes (2 northbound, 2 southbound) 5-foot wide bike lanes (both sides) 6-foot wide sidewalks (both sides) The median could optionally be painted or continuous left turn bay through this area. Typical sections are shown in Appendix B. Transitions, lane geometry and options are discussed in Section 4.7, Signing and Channelization. LA15203\REPORTS\DSGN-RPT.DOC Printed 12W96 City of Renton 6 Oakesdale Avenue SW 4.2 Horizontal And Vertical Alignment The horizontal alignment is located to follow as closely as practical the alignment proposed by the Boeing Company for their Longacres Office Park Site Development Plan. The southernmost segment is located by extending the existing Oakesdale Avenue SW alignment north to SW 27th Street, parallel to the City of Renton property line. This allows piles required for the elevated portion of the roadway to be clear of the Metro sewer interceptors and avoids any relocation of pipelines. It also minimizes the amount of reconstruction work required to match the existing Oakesdale Avenue SW. From SW 27th Street to the vicinity of SW 19th Street, the centerline is set to angle away from the property line to the west in order to minimize impacts to the wetland and buffers that exist in the east half of the City's property between SW 27th Street and the Seattle Water waterline right of way. From the vicinity of SW 19th Street to SW 16th Street, the centerline curves to the right, then to the left, and ends connecting up with the existing Oakesdale Avenue SW alignment at the north side of the intersection with SW 16th Street. This location is intended to accommodate the City of Renton's desire to minimize impacts to existing and proposed developments. It is set in order to pass directly through the center of the narrow finger of land within the Boeing engineered wetlands, to cross over Springbrook Creek as close to perpendicular as is possible without having to relocate the intersection with SW 16th Street, and to stay within the area dedicated for Oakesdale Avenue SW on the Benaroya property. The first curve is a 1,200 foot radius. The second curve across the creek is a 825 foot radius. The curve radii are set within the allowable minimum for no superelevation required. This allows for a better drainage design, for a less complicated bridge design, and for a lower, more aesthetic profile. The vertical alignment is located to match the level terrain as closely as drainage constraints will allow. To provide for gutter flow, minimum 0.5 percent grades are used, undulating up and down with 200 foot vertical curves. This allows for low fills and keeps any shallow cuts required for subgrade preparation to be within the existing fill material. The proposed roadway plan and profile are shown in Appendix C. 4.2.1 Control Survey information was developed and provided by Inca Engineers Inc. utilizing aerial photogrammetry, field survey, and as-built drawing records. Underground utilities shown are approximate locations based on field-located, surface features. Horizontal datum: Washington Coordinate System, North Zone, NAD 1927 (truncated), per Boeing Company Customer Service Training Center Site Development Plan by W & H Pacific (Monuments "A" & "B" Vertical datum: NGVD 1929, per Boeing Company Customer Service Training Center Site Development Plan by W&H Pacific(Monuments"A"& "B"). Property lines: Property lines were developed from digitized King County Assessor 1/4 Section maps, pertinent records of survey, and any existing corner monuments found in the field. The property lines shown are for graphic representation only and do not represent a land survey. 4.3 Pavement Design The most recent construction project on Oakesdale Avenue SW utilized Portland Cement Concrete Pavement (PCCP) surfacing. Both options of cement and asphalt surfacing were included in the PrintedlMt% I:\15203\reports\dsgn-rpt.doc Design Report - Draft 7 preliminary pavement design for this project. The design procedures and recommendations are documented in Section 6.4 of the Geotechnical Predesign Report, Oakesdale Avenue Extension prepared by Woodward-Clyde for this project. The recommendations are summarized in Table 3. Table 3 - Pavement Design Recommendations Surfacing 8 inches PCCP or 4.5 inches ACP(Asphalt Concrete Pavement)Class A Base 6 inches Crushed Surfacing Base Course Subbase 18 inches gravel borrow (may be omitted if on existing gravel fill) Subgrade Non-woven filter geotextile 4.4 Structures Two new bridges will be constructed on this project. Several retaining walls are also proposed to keep embankment fill to a minimum in sensitive areas. The type, size, and layout of the structures are based on recommendations contained in Section 4.3 of the Conceptual Structural Alternative Study prepared by HNTB Corporation for this project. 4.4.1 Springbrook Creek Bridge Crossing (Phase 9) This bridge will be a pre-stressed concrete girder structure spanning both Springbrook Creek and the adjacent engineered wetland created by the Boeing Company. It will consist of four spans with an approximate overall length of 400 feet. Approach slabs are required and will be provided. The ultimate width would be 66 feet curb to curb plus sidewalk and traffic barrier on both sides. This will accommodate a left turn lane and storage and provide for separate bike traffic and pedestrian traffic on c� both sides. The span over Springbrook Creek will provide between 3.5 and 3.8 feet clearance above the F�9 ►� . 100 year flood elevation. The span over the wetland will provide between 1.0 and 3.1 feet of clearance 6` R" -f above thY00 year2lood elevation. The superstructure can be designed to accommodate future utilities. , The structure Ai11 impact accessibility to the Boeing Company's storm water outlet structure and to the Springbrook Creek nature trail located near station 47+60 on the south bank. The storm vault will need to be relocated away from under the new bridge. The outlet pipe could be positioned to remain outfalling at the existing creek bank location if mitigation requirements so dictate. Approximately 200 feet of the nature trail will need to be lowered to an approximate elevation 8.5 in order to provide adequate clearance where it crosses under the new bridge. Options for this crossing are discussed further in Section 4.6.5, Pedestrian / Bicycle Facilities. It is recommended that relocations be completed in advance of this project as a coordinated effort with thettel widening proposed by the City of Renton in the East Side Green River Watershed P n (ESGR ) for this reach of Springbrook Creek.. Qro,'tafi St f",J"c &ek C 44 4.4.2 Bridge Over South Marsh Wetland(Phase 2) This bridge will be a decked bulb-tee, pre-stressed concrete girder structure spanning a category 1 wetland designated as W-12a in the Renton wetlands map. It will consist of eight spans with an approximate overall length of 600 feet. Approach slabs are required and will be provided. The ultimate width would be 54 feet curb to curb plus sidewalk and traffic barrier on both sides. This will provide for separate bike traffic and pedestrian traffic on both sides. The span over the wetland will provide between 1.0 and 2.6 feet of clearance above the 100-year flood elevation. The superstructure can be designed to accommodate future utilities. ,�,f� LA15203\REPORTS\DSGN-RPT.DOC Printed 12/2/96 City of Renton 8 Oakesdale Avenue SW The proposed length of this bridge was established by balancing costs of mitigation and aesthetics options against costs of elevating the roadway. It is anticipated that the overall bridge length could change as a result of reviews and decisions on mitigation issues made by the Corps of Engineers and Department of Ecology during the final design phase of the project. 4.4.3 Retaining Walls Based on the soil conditions in the vicinity of the proposed wall locations, it is recommended in the Geotechnical Predesign Report Oakesdale Avenue Extension that mechanically stabilized earth (MSE) walls or steep slopes be used for all retention. The face of the walls could be designed with a vegetative surface to improve aesthetics in areas where a vertical slope is not required. The exact location, type, length, and height will be determined during final design after reviewing the value engineering report. A retaining wall is anticipated along the east side of the roadway from station 4+00 to 6+00 and from station 12+00 to 14+50. These walls will be located to minimize the amount of fill in the wetlands. They would be approximately 450 feet long with an average height of 8.5 feet. A retaining wall is anticipated along the east side of the roadway from station 17+20 to 18+00. This wall will be located to minimize the amount of fill in the wetlands. It would be approximately 80 feet long with an average height of 3 feet. A retaining wall is anticipated along the west side of the roadway from station 42+50 to 43+40. This wall will be located to keep fill out of the Boeing Company's engineered wetlands and to avoid any extension work on the existing pipe inlet structure. It would be approximately 90 feet long with an average height of 2.5 feet. A retaining wall is anticipated along the west side of the roadway from station 50+40 to 52+20 as an extension of the bridge wingwall. This wall will be located to minimize the amount of fill encroaching into the Springbrook Creek channel. It would be approximately 180 feet long with an average height of 5 feet. A retaining wall is anticipated along the east side of the roadway from station 49+10 to 52+15 as an extension of the bridge wingwall. This wall will be located to keep fill and roadway appurtenances within the right of way. It would be approximately 305 feet long with an average height of 6.5 feet. 4.5 Drainage Approximately acres of impervious area will be constructed as part of the new roadway facility. The proposed co truction will affect the hydraulic connections between wetlands W-16d, W-12a, W-13Sj, and W-54b ith the potential to improve conditions as part of mitigation. The roadway will require a new enclosed conveyance system for storm water runoff and five new water quality treatment facilities comprised of detention ponds, wet ponds, wet vaults, and bio-filtration swales. Approximately 8300 cubic yards of existing flood plain storage mitigation will be required for portions of new fill and bridge piers that will be within the FEMA 100-year frequency flood limits. The preliminary drainage concept is presented in Appendix E. 4.5.1 Other Project Studies and Coordination The new roadway facility will impact the Springbrook Creek floodway and floodplain which is located within the Black River Basin, also known as East Side Green River Watershed (ESGRW). Printed12/2/96 hl 5203\reports\dsgn-rpt.doc Design Report - Draft 9 The most recent construction completed by the city and Natural Resources Conservation Service (MRCS) under the ESGRW Project was the SW Grady Way to SW 16th Street channel improvement project in the summer of 1995. With the assistance of NRCS, the City of Renton is in the process of updating the ESGRW Project plan to identify improvements for subsequent implementation which resolve existing flooding problems, prevent future flooding problems, and improve environmental resourgs jn the Renton valley area of the SCRW, primarily upstream of SW 16th Street. Revised alternatives e4-€0r revie n W environmental impact statement Implementation of the next phase of improvements is scheduled for 1997. Current ESGRW Project aft natives include channel improvements where the proposed new Oakesdale roadway will cross Spring ook Creek. Coordination between the two projects will be ongoing. A Al s�IS 13 The Boeing Company, Winmar-Metro, and Benaroya properties in the vicinity of the poject have plans for development. The proposed roadway drainage system designs will accommodate the existing cross drainage patterns. It is anticipated that some changes may be required during final design in the event that adjacent developments are constructed prior to this project. 4.5.2 Conveyance Systems Analysis and Design rwr Cho 4,4 t*00&05 4.5.2.1 Existing Storm Sewer Systems There are both private and municipal existing storm sewer systems that influence the project area. All proposed changes ensure that existing conditions are not significantly altered. An existing 48-inch culvert connects the wetlands W-13Sj & W-54b with W-12a (Wetlands Lakes Rivers & Streams, City of Renton Map, 14 May 1996). The Boeing Company's Longacres Office Park site has an existing enclosed drainage system with field inlets that convey runoff to Springbrook Creek. This system includes one 12-inch pipe crossing at the south end of the old practice track and two 12-inch pipe crossings at the north end. The Boeing Company's CSTC site has an open detention/treatment/wetland system that conveys runoff to Springbrook Creek. This system includes a 48-inch culvert crossing, with a control weir at the inlet, that connects wetland W-13Ng with W-13Nd, and a storm vault structure that controls outfall runoff to Springbrook Creek. The City of Renton has three storm sewer systems in the project area. One enclosed system outlets to wetland W-12a at the existing Oakesdale Avenue SW cul-de-sac (south end of the project). A SW 27th Street enclosed system begins at the future Oakesdale Avenue SW intersection and conveys runoff to the east. A SW 16th Street enclosed system outfalls into Springbrook Creek from the east. These public storm sewer systems are the only systems to be modified by the project. 4.5.2.2 Surface Runoff Collection From the beginning of the project at SW 31st Street to SW 27th Street, the roadway will pass between City of Renton wetland reserve sites and replaces an existing asphalt roadway which may be removed as required for floodplain storage compensation. Drainage design is based on the assumption that adjacent properties will remain as undeveloped lowlands. Since these wetlands typically hold water,the proposed Oakesdale Avenue SW pavement in this section will not increase the impervious area. From SW 27th Street to the proposed Springbrook Creek bridge, the proposed Oakesdale Avenue SW replaces an existing gravel roadway within the Longacres Office Park site. Runoff will be collected by three systems. Adjacent lands are served by separate, privately owned drainage systems that will remain in place. Boeing has constructed wetland areas between SW 19th Street and Springbrook Creek. The proposed Springbrook Creek bridge will ensure that this facility will remain independant from Oakesdale improvements. L\15203\REPORTS\DSGN-RPT.DOC Printed 12/2/96 City of Renton 10 Oakesdale Avenue SW Wkltci.. <rrt/G�t��/ From the proposed Springbrook Creek bridge to SW 16th Street, the roadway will pass along the west boundary of the Benaroya property. Design assumes that this adjacent land w4-13e developed as commercial (90 percent impervious) land, It is assumed that fttttu. kk 'development of the existing contributing area will be restricted to existing peaks for up to 10-year design storms. Finished surface design in the roadway corridor will ensure that there is no significant impact to overland flow patterns during extreme storm events. Two surface collection schemes were investigated for the project. The conventional gutter fl6w to catch basin and pipe system is recommended for this project. An alternate design for continuous bio-filtration was also checked to attempt to improve the quality of surface runoff prior to the storm sewer outlets. The surface collection designs include a check for inlet bypass flows at driveways and intersections to ensure that any existing drainage conditions are not impacted by the design. The project's ability to handle runoff from extreme storm events will benefit by the frequency of adjacent off-site drainage features. Each sag location falls near an existing wetland, low area, or channel system. A final design check for 100-year design storm surface and subsurface runoff conditions will be required during the final design. Conventional Gutter Flow Systems - The conventional system could vary in the use of components. Grate inlets with vaned or diagonally oriented slots must be provided to accommodate bicycle traffic. Existing Oakesdale Avenue SW catchbasins consist of inlet grates on precast concrete boxes with 2 feet of sediment catchment depth and a vertically-oriented outlet pipe. The eight-inch outlet pipe uses an elbow and tee connection to the storm sewer that passes adjacent to the inlet. If clean-out access and frequency is a problem with these inlets, standard Washington Department of Transportation (WSDOT) catchbasins could be used. They include a sediment catchment area also, but the storm sewer connection is more direct. The storm sewer pipes connect through the catchbasin sides allowing easier pipe clean- out access but no oil/water separation. The preliminary designs will accommodate either inlet configuration. Selection of inlet type will be determined during final design. Continuous Biofiltration System - The alternate continuous bio-filtration design investigated a concept where surface flows are conveyed in a swale that is located between the curb and the sidewalk. This alternate design had potential for increased corridor aesthetics while providing a shallow conveyance system passing over the numerous existing utilities. Gutter flows could pass through one foot openings for every five feet of curb by King County guidelines or through shallow scupper inlets in the gutter. HNTB does not recommend using one-foot openings along Oakesdale Avenue SW due to the 40 mph design speed. The investigation assumed that scupper drains with an elbow and outlet pipe connection to the Swale. This system required a Swale depth of 3 feet below top of curb. The swale uses 4:1 side slopes and a 2 foot minimum bottom width which resulted in a total top width of 20 feet. The design requires a 118 foot right-of-way and associated increases in fill volume and wetland impacts. The concept does not work very efficiently on this corridor due to the frequent bio-filtration swale interruptions at driveways, cross-roads, and at sag locations. The area through wetland reserve, the Springbrook Creek bridge, and existing Boeing CSTC drainage control structure have width constraints that preclude the bio-filtration swale application. With a minimum effective bio-filtration length of 200 feet, the swales will only treat 40 percent of the roadway runoff or 54 percent of the area where it can be applied(SW 27th Street to SW 16th Street). HNT13 has not pursued this further due to the perceived cost of obtaining the extra right-of-way, the cost of fill, and the ineffectiveness in reducing the treatment requirements at the storm sewer system outfalls. 4.5.2.3 Sub-Surface Conveyance Store sewer pipe design meets the King County design guidelines contained in their Surface Water Design Manual. Pipes are designed for 3 feet per second minimum velocity or for a minimum slope of Printed12/2/96 1 A 15203\reports\dsg n-rpt.doc Design Report - Draft 11 0.20 percent. Pipe alignments are generally under the pavement along the west edge to avoid conflicts with the Metro sewer manholes. Pipes can usually be set with 2 feet of clearance between the pavement section and the outside of pipe. Two crossings will require less clearance as discussed below. Preliminary pipe sizing has been based on Mannings full flow conditions using the King County rational method. The 25-year design storm gives a Springbrook Creek water surface that is typically three to five feet below the roadway sag elevations. This results in favorable backwater conditions (below gutter) in the storm sewer system. The detention pond or vault will typically control backwater condition. The depth and orifice design allows for one foot of headloss in the system between the detention and lowest sag. Final design will confirm that the backwater criteria is met. The proposed drainage system will be designed so that privately owned drainage systems crossing or serving adjacent to the project corridor vy 4,VVoi V r ; �a w.,s'k r rAI+e— The project. drainage systems. These systems relate to each sag(^!aten pe • vertical alignment which is located to prevent conflicts with the existing utility crossings. The proposed storm sewer systems are described as follows. ' 'Aw.4euko,tot System A: Oakesdale Avenue SW sta. 2+50 to sta. 8+90 extends from the existing cul-de-sac at SW 31st Street to the high point of the future bridge over wetland W-12a. The new pavement area replaces wetland (standing water) area, so there is no increase in impervious area within this system. Gutter flow is conveyed on the bridge deck and approach slab 317 feet to the first inlet. Downstream inlets are spaced at 100 feet and 200 feet respectively. The close spacing of the second inlet compensates for the long gutter run of the first inlet. The third inlet allows 0.14 cfs (cubic feet per second) bypass to the existing sag inlet during the 10-year design storm. This is consistent with runoff from the pavement area that will be replaced. The new outfall will outlet to an adjacent bio-filtration swale and discharge to the wetland as a separate outfall from the existing system. An existing system extends from SW 34th Street to the existing cul-de-sac (approximately 835 feet) in Oakesdale Avenue SW The outfall of this system will be relocated as required due to the new embankment. The existing system includes a restricted outlet control for which there is no record calculations.;' This preliminary design keeps that system independent of flows from the future improvements to avoid impacts to the intended design. System B: Oakesdale Avenue SW sta. 8+90 to sta. 19+50 extends from the high point of the future bridge over wetland W-12a to the first crest north of SW 27th Street. To the south of SW 27th Street, the new pavement area replaces wetland area, so the increase in impervious area occurs within the north part of the system. There is also an increase in roadway width, from 67 feet (bridge width) to 84 feet, through the SW 27th Street intersection. The added width reflects the addition of a median and a planter strip behind the curb. Gutter flow is conveyed on the bridge deck and approach slab 343 feet to the first inlet. Downstream inlets are spaced at 182 and 60 feet, respectively, to ensure that gutter flows are intercepted prior to the intersection. L\15203\REPORTS\DSGN-RPT.DOC Printed 12/2/96 City of Renton 12 Oakesdale Avenue SW Y�e t.*? A SW 27th Street storm sewer system conve s runoff to the east from the intersection. Two inlets will be removed from within thee intersection. One of these inlets will be replaced by a new inlet on the existing trunk line at the southeast radius return. The other inlet will not be replaced to ensure that there will be no increase in flow to this existing system. Inlet spacing to the north is more typical with the first inlet at 200 feet from the crest and the sag inlet collecting the remaining 140 feet. The new outfall will outlet to an adjacent detention/water quality facility and discharge under SW 27th Street to wetland W-12a. System C: Oakesdale Avenue SW sta. 19+50 to sta. 30+00 includes the area from the Olympic fuel line crossings to 300 feet north of the Seattle Water waterline crossing. The roadway profile was designed to allow gutter flow over the fuel oil pipelines, therefore the conflict/clearance issues are limited to the waterline crossing. Using Metro as-built plans, the waterline crosses approximately 6.5 feet below the roadway centerline elevation. This equates to half a foot clearance below an 18-inch pipe set at 2 foot clear below the pavement structure. There will be special construction methods and conditions for the portion of the storm drain directly over the waterline as equired by ,. Seattle Water. Inlet spacing is based on the foot spacing";xce0t At a driveway to the west. An inlet will be placed at lie radius return to minimize gutter flow across the driveway. The new outfall will outle to an adjacent detention/water quality facility and discharge to Sprttfg6T0u#-rexls. Two existing off-site storm drains must be reconstructed to maintain subsurface conveyance across the corridor between the Seattle Water waterline and station 30+05. This will consist of a three new field inlets, grading and extension of the existing pipe. Only the upstream end of this system will be affected. System D: Oakesdale Avenue SW sta. 30+00 to sta. 38+30 includes the area from north of the Seattle Water waterline crossing to just south of SW 19th Street. Inlet spacing is based on the standard 200-foot spacing except at the driveways. An inlet will be placed at each radius return to minimize gutter flow across the driveway. There will be some local ponding at the sag location which is located within the driveway. Since this may not be t 14he most favorable condition, the driveway location (currently based on the Boeing site h y,,�master plan) or profile could be adjusted. aV- The new outfall could outlet to an adjacent detention/water quality facility and to the ' Springbrook Creek tributary at the north end of the old practice track. Since the Boeing Longacres Office Park master plan shows that the tributary will be filled for a future parking lot, an alternate for this direct outfall may be warranted. A combined outfall with System E is recommended as discussed below(System DE). System E: Oakesdale Avenue SW sta. 38+30 to sta. 48+64.15 and SW 19th Street sta. 10+00 to sta. 17+20 includes the area from just south of SW 19th Street to the crest of the future bridge over Springbrook Creek. Gutter flow is conveyed on the bridge deck and approach slab 342 feet to the first inlet. Downstream inlets are spaced at 125 feet and 188 feet respectively. The close spacing of the second inlet compensates for the long gutter run of the first inlet. The subsurface system crosses over a 48-inch ductile iron culvert that serves the Boeing Customer Service Training Center constructed wetland/ detention facility. This culvert will force a short segment of the storm sewer trunk line to i Printed12/2/96 hl5203\reportsWsgn-rpt.doc Design Report - Draft 13 less than 2 feet clear below the pavement. The new outfall will outlet to an adjacent detention/water quality facility and discharge to Springbrook Creek. System DE: This is noted in the calculations as the recommended alternate to System D. By using minimum 3 feet per second pipe slopes, a system where System D outfalls to System E can reach Springbrook Creek. This accommodates master planned improvement on the Longacres Office Park site while providing the added efficiency of a combined system. The Metro as-builts show two 12-inch corrugated metal pipe (CMP) culvefts crossing the Oakesdale Avenue SW corridor at station 37+20. These pipes are considered to be either abandoned or soon to be abandoned by the Longacres Office Park planned improvements. Both ends of the lower (more perpendicular to centerline) pipe have been buried by fill. The other system conflicts with the minimum depth pipe design. This conflict will be a coordination point to be resolved prior to final design. The new outfall will outlet to a detention vault facility and discharge to Springbrook Creek. System F: Oakesdale Avenue SW sta. 38+30 to sta. 48+64.15 includes the area from the crest of the future bridge over Springbrook Creek to the centerline of SW 16th Street. Gutter flow is conveyed on the bridge deck and approach slab 146 feet to the first inlet. Downstream inlets are located at the SW 16th Street radius returns to ensure good gutter flow conditions at the intersection. No detention/discharge control can be provided within the available right of way and easements. The new outfall will discharge to Springbrook Creek. The project also influences an existing storm sewer system in SW 16th Street. This system consists of one catchbasin at the southeast corner of the bridge, a manhole, and a 24-inch outfall through the east bridge abutment. Since the catchbasin's contributing area is completely modified by the future Oakesdale Avenue SW improvements, the catchbasin and lead will be removed and/or abandoned. As-built plans indicate a future trunk line connection at the manhole, so this should remain for future use. C4.5.2.4 Co veyance TQ Springbrook Creek - r�.'�*►(ur e,. . /�:s / /Vxf r 0 /M s»}No 6-oJ(,4 17 T Su�surfa�ce conveyance systems wil `dram Io a stream protection facility before entering Springbrook � Creek. Stream protection facilities will include detention/wet pond, wet vault, oil/water separation, bio- filtration Swale, or other items for the preservation of the stream quality. These features will be designed t64,zs and/or included as mandated by the King County Surface Design Manual. a /,14 Co"lPil &-a- Final design will include a check of storm sewer and surface flow during.the 100-year frequency storm b" event. This will confirm that the final surface design will not impact existing extreme event sheet flow patterns or adjacent structures. Al 0-,e, fl'ev 4y fecv�icJ� Each storm sewer conveyance and treatment feature will be designed to be consistent with the guidelines provided by King County's Coe Requirement # 1: ischarge at the Natural ocation. �f 5cJ�y (L4Ae . �.c ��ti/�a .t, b�v„ Systems A and B will drain to the existing wetland W-12a which typically retains�vateE during t e wet season. Each outfall will be designed to preserve the existing wetland ecosystem. The System B detention/wet pond will fill a portion of an existing low area which also typically holds water in the wet season. Since this is City of Renton property, impact mitigation may be accomplished through excavation to maintain the existing storage volume. This should result in consistent water level in the low area and no change to overflow characteristics affecting Springbrook Creek. System C will drain through an enclosed pipe system that will extend along the City of Renton property (P-9 corridor) and outlet to Springbrook Creek. Since the new pipe will be constructed under an existing LAI5203\REPORTS\DSGN-RPT.DOC Printed 12/2/96 City of Renton 14 Oakesdale Avenue SW wetland area, the design will be sensitive to mitigation of any impacts to the wetland system. The return to a wetland state may be accelerated by harvesting and resetting the existing soil which will contain established wetland seed. System DE will drain through an enclosed pipe system and detention/wet vault within a new drainage easement along SW 19th and outlet to Springbrook Creek through a bio-filtration swale on a bench in the creek bank. This system was developed with the assumption that this corridor will be developed as parking and landscaping and that a drainage easement can be acquired as shown. System F will drain to Springbrook Creek near the north bridge abutment through a bio-filtration swale on a bench in the creek bank. 4.5.3 Stream Protection Design to The King County Water Surface Design Manual (City of Renton Building Code) defines specific "Core Ot/ Requirements" and "Special Requirements" that dictate stream protection features for these Oakesdale T 46 6 Avenue SW corridor improvements. Many of these requirements use the characteristics of each j "threshold discharge area" as the determining factor for their application. This is defined as any on-site � area draining to a single natural discharge location or multiple natural discharge locations that combine IS within 1/4-mile downstream. Oakesdale Avenue SW storm sewer outfall points were checked using I t,h Springbrook Creek and the wetland reserve area (between SW 31 st Street and SW 27th Street) as the /h F pc natural discharge locations. Four threshold discharge areas were identified: System A and B outfall to ,iPON the wetland within the distance; and Systems C, DE, and F each outfall to Springbrook Creek at more than 1/4-mile spacing. Distances are based on the City of Renton channel model stationing which appears to be very accurate. All "Core Requirements" and "Special Requirements" were tested against these four threshold discharge areas. 1-1 4.5.3.1 Existing Site Hydrology isr't �h�s �'�di�r /ice fe SCc4Z,-k Z-3, Cr�r�'►�i Z - 4,,4 scohu,� The existing site varies through the Oakesdale Avenue SW corridor. Most of the Longacres Office Park soil borings indicate that the upper soil layers consist of sandy silts, but there is no mention of Soil Conservation Service (SCS) hydrologic soil group in the geotechnical report texts (Woodward-Clyde, 1995; Geo Engineers, 1991). For the purpose of these preliminary designs, group D soils were assumed since this is consistent with designs on the Longacres site. /tv(°'^s� � A^ ems, f0 6.Q 6-wtll.4, 41-t 64 pp I s New impervious area in the System A and B threshold discharge area will generally replace cxis ing C�r�p 6 wetland pond areas between the beginning of project and SW 27th Street. Since time of concentration ,/. and curve number for wetlands yield peak runoff rates that are similar to pavement, only contributing areas to the north of the wetland i uence hydrologic concerns.---.The north area includes asphalt and gravel roadways, grass, and dense brush and trees. eet-flows travel along a relatively steep path in a southeasterly direction to a low area to the east from st 'on 17+00. IA24/5- Existing areas within System C include gravel roadway and parking, grass, and dense brush and trees. Sheet flows travel along a gentle sloping path in a northeasterly direction along a depression that follows the �..11'ic t.,.rrltr ��✓1f s ` -p f' ,.-t�`9, Existing areas within System D include gravel roadway and grass. Sheet flows travel along a flat path into the adjacent tributary to Springbrook Creek. Existing areas within System E boundaries include gravel and asphalt roadways and grass. Sheet flows travel along a gentle sloping path into the adjacent constructed wetland. The combined System DE uses the total area with the longer time of concentration estimated for System D. �poi,,./I � Printed12/2/96 GL J�ln.,m t✓� f f_ w 1A15203Ve'orts\dsgn-r't.doc ✓�,,,a 4- Design Report - Draft �r 15 5 low Existing areas within System F include grass and dense brush and trees. Sheet flows travel along a G' circuitous flat path within the area to the east of centerline and outfall into Springbrook Creek. Qd '� d ,1tIL1I 5.3.2 Developed Site Hydrology ,,►��`"'i ��y Future development of the corridor will convert most of the affected area into impervious area with (A^' significantly reduced time of concentration. Storm sewer systems will collect all impervious areas including sidewalks, roadways, and planter strips behind the curb in some areas. Fill slopes outside the sidewalk will become grass slopes with storm runoff flowing to adjacent properties. This bypass flow area is included in the detention/wet pond design to ensure that the total impact is mitigated. For most ystems, the time of concentration equals the King County minimum of 6.3 minutes. 4.5.3.3 Protection Systems / Each of the Core and Special Requirements were investigated. e NN" quirement,,<' listed in the Surface Water Design Manual t"1 owi g-w,�&4 �itifluence on the project.¢ �(� Core Requirement # 1: Ych system has been designed for discharge at the natural location S°� 2 o F 4,1 ,a,� 2- Core , d,,,� e p Requirement # 3: Peak rate runoff control will be provided for the 2-, 10-, and 100-year 24-hour duration design storm events. This is accomplished using the WaterWorks computer program that We provides hydrograph routing through detention structures. Pond volumes were modeled assuming that the effective pond volume could be reduced by backwater from ingbr�o k �e k.�we 2- and 10-year �o S design storm volumes were then increased by 30 percent�t5 nt. Since this 0s� Sr project will be subject to vehicular use, bio-filtration will be required for any threshold acres with more /S C. 0--k than five thousand square feet of new impervious area (0.11 acres). All of the Oakesdale Avenue SW t?•Vf C storm sewer systems require bio-filtration of the 2-year, 24-hour design storm event. r ,/� A ? Core Requ,ement��6: Maintenance and operation will be accommodated through storm sew water treatment area easements. These areas are delineated on the roadway plans, and will facilitate the City of Renton's maintenance efforts. 51 W 441 f, )4 /'N.f 4 /Si Special Requirement 5: Special water quality controls are Y,required on these future Oakesdale S1?8 Avenue SW systems. Though threshold drainage areas representing Systems A and B, C, and DE each �� have more than one acre of new development, none of the other conditions are satisfied. Each threshol q�Q discharge area includes on-site, peak rate, runoff control. No overland flow or infiltration is proposed. Special Requirement # 6: Coalescing plate oil/water separators are not required. No threshold discharge area�in 5 es more than 5 acres of impervious area. The largest system (DE) contains 4.83 acres of newnimpervtou� area with approximately 4 acres of that with high vehicular use expected (on Oakesdale Avenue SW). Special Requirement # 7: The wetland is assumed to act like an off-site closed depression since field visits found standing water present except during dry summer months. The area will receive System A and B runoff. System A will not increase the runoff volumes since future impervious area and time of concentration are consistent with existing conditions. Systems B and C are expected to have an increase in the volume of runoff. The resulting detention/wet pond will detain runoff to mitigate peak runoff impacts while also including additional volume below the pond outlet. This volume will store excess volume from the 2-, 10-, and 100-year, 24-hour design storms and also the 100-year 7-day design storm. The water will either evaporate or infiltrate from the pond to operate similarly to the wetland. Infiltration rates are unknown at this time, but it is assumed that the rate will be very slow if it occurs. Geotechnical analysis of the infiltration rate may be required for final design. llk,y fe.fjawf At,� �� d yes •� afil`t ' r,��l la L:1152031REPORTS\DSGN-RPT.DOC ,1 -�C ��510r- _ antedt City of Renton �r 16 Oakesdale Avenue SW Special Requirement # 8: Use of lakes, wetland, or closed depressions for peak rate runoff control hasj i not been considered in this preliminary design. Special Requirement # 10: There is one known flood protection facility on Springbrook Creek which will be influenced by the project. The Boeing Company wetland facility outlet structure must be reconstructed in a new location prior to or in conjunction with Oakesdale Avenue SW improvements. Ilk g,h g at �a p�eq�e roe A,wr '9" G wwt (.e t c�S4 fo C In-senttr my,feak rater ofi�miti ation will be roMedon s stems B C and D � 1 -- e�: This will be ccomplished through earthen detention ponds or concrete vaults set adjacent tod�, 1n�S the roadway corridor. SustPm >3__aa -E-vvi#-inekrda-acditiotl-stere volrrrtte frrrrt wet-ponds tos ,� 1�AA mitigate-t�h� ticipatedxunof€wl e-inccFease A 100 to 200 foot long bio-filtration swale or equivalent 6& oseA nil will be required for water quality treatment a�'4*ouket's't . The swales for systems fi• `"A^J�c ��►�+ DE and F will be located on the Springbrook Creek channel beth in conjunction with the ESGRW roject channel improvements. 4# A syQte., , �,,,,4 1^ b etention vault alternatives were inv ti to st or s e an E Each of the proposec� s . or in detention/wet ponds for these systems will esi in wetlands or require a significant percentage of useable land from adjacent property��tlie specific site constraints of existing backwater conditions ej,*10^5 and storage requirements, each of the vault designs resulted in very long (200 to 370�feet long, 10-foot wide) shallow (2 to 3 foot deep) boxes which are expected to have pie Ikstruction and maintenance costs. Detention/wet ponds are preferred and are proposed for systems B and C. U K Detention/wet vault is proposed for system DE due to consideration of right of way issues. � �5 There are two storm sewer systems that will experience backwater flooding by water detailied in th wef �6 14 pond or wet vault. A large portion of System B gradient is below the water surfacer of the et�"'area 6,,I y a1" 1 irl the pond. T,fH'is could be o Mona1S1 reduce by deepening the pond or providing a shallow but larger! 4e�1IA �h stettt►e�t area. n�ystem D1iaais� i t the vault bottom is below the 2-year design nta M uv, v 4�n1 " ew !►^ a ,r storm water surface in Springbrook Creel Since theq -o=fititration swa�e,must �e wove this backwater ,� r�„�I"A u condition,_ the vai,lt autlet must Backwater from this raised outlet will 4qr partially flood the trunk line under SW1 th Street. The outlet structure at both of these locations should ��sr5o include a provision for draining the rated area curfOL ing maintenance. qe- n°tom 5.4 Watershed Protection Design 2� The Springbrook Creek 100-year floodwa will be encroached by both Oak dale Avenue SW project GM ��w w4 � 1 emb nk ent and bridge piers. Any mu tie mitigated to ensure that the stream " :M 4y� sin k affected by this project. wi4+lx-used-tcrTnifigale-) arrp uodplaftrrfuratian. _ 411 e 4.5.4.1 Springbrook Creek Crossing There are two 100-year design storm event conditions that occur at the Oakesdale Avenue SW crossing. The 100-year "Conveyance Event" simulates conditions where the Green/Duwamish River has not reached flood stage and is able to accept all of the Springbrook Creek flows. The 100-year "Storage Event" simulates conditions wenVhe Green/Duwamisli River has reached flood stage and the Black 15 rep,e C/ River Pump Station pumps aee^stopped. -Event" re'ftecrthe attenuated peak igni#ieant backwater conditions. an H *V L d Oakesdale Avenue SW bridge structures will cross over Springbrook Creek at a high skew angle. Two piers are located within the channel area. These 30-foot long, 5-foot wide single shaft bents create a large obstruction within the channel. Due to the high skew angle, these bents can not be parallel to the channelKcI,,,dl they occur at different points along the channel. The City of Renton ai provided Printedl2/2196 IM 5203\reports\dsgn-rpt.doc i Design Report - Draft 17 Springbrook Creek information relating to p conditions which are anticipated at the time of Oakesdale Avenue SW construction. A Corps of Engineers "HEC2" channel model was used for preliminary investigations of relative changes in water surface with and without the proposed new bridge crossing. This condition is input to the HEC2 model by using three sections to define the channel obstruction. The east bent is modeled at the downstream section and the west bent at the upstream section. An intermediate section is used in the short length where both bents influence the channel flows. This three section model should closely approximate the meander of channel flows a� they pass below the new crossing. Refer to the calculations for plots showing the modeled cross section at each of these locations in Appendix E. o� }� S� Z�� sr d1A,,,AJ0__ HEC2 model results for the 100-year Conve ance Event indicate that unmitigated impacts would be highest at 0.08 feet water surface elevation iicrease under the bridge then taper to a consistent 0.02 foot increase upstream from the confluence. Lower impacts are expected during the 100-year Storage Event at 0.01-foot and 0.01- oot, respectively. There was no impact at any section downstream from the new bridge. <_ Since the ESGRW Project designs are not comp te, it is assued that their channel design will incorporate the effects of the Oakesdale Avenue SV m rossing. The resulting channel improvements will ensure a no-impact condition according to the backwater surface goal set for that project. With the bridge pier introduction in Springbrook Creek, the project could increase the potential for channel scour. Preliminary assessments of this potential use the current understanding of the ESGRW Project channel section and hydrology. Though not finalized, the channel condition would result in 100- year storm event flow vel ,aities less than 4.8 feet per second in the channel during the worst case where the channel is be used fo vconveyancce Vh�iiss,velocity re uces to less than4r4 .0 feet per second when t� Black River Pump Statio��i�ra#+�g r^storage.,, ince the 4.8 feet per second velocity is close to the typical design limit for grass covered sandy soil stability, final design shouu�ld7include a detailed scour analysis. yy�� Tl�e factors could influence the need to recalculate ii acts. If the ESGRW construction schedule)'1s de(aya�! cl ap, further channel modeling would be required toe ��o impactt,�to the pringbrook Creek floodway existing _cit-ions at the time of Oakesdale Avenue SW project construction. Similarly, the model assumes that the Oakesdale Avenue SW bridge features will be consistent with those of the recommended alternative presented in the Conceptual Structural Alternative Study, March 1996. If the bridge structure changes durin fits I design, further channel modeling would also be �f r l ar�", � ' z� ",,��JJ ra r� >k' e s. required.A b increase o`/calculated ater sur�ce elevation (CWSEL) ed during the 100-year design storm event. urearp.-water surface eleyations are dependent on the number of upstream restrictions that have been remeved-by-+947. The model assumes the worst case condition where estrictions are removed for maximum flows (and headloss) through the new Oakesdale Avenue SW struc res. In the ent that the ESGRW project is delayed, channel lining was asstt�j�eeto mitigate increased headloss thr e-Oakesdale Avenue SW bridge. involves channel lining along a 170-foot length of chap erunder the bri f bank to the top of the pilot channel, for an average (Manning's) roughness coefficient of 0.020 on the channe r`sidL-Mopes, Channel widening and meandering options were not investigated at this time, but would be part of the ESGRW project as lower cost alternatives. 4.5.4.2 Floodplain Storage Oakesdale Avenue SW improvements will include fill within areas that are currently mapped to include floodplain storage as shown on FEMA Flood Insurance Rate Map number 53033CO978 F. Siacz the L:\15203\REPORTS\DSGN-RPT.DOC Printed 12/2196 City of Renton 18 Oakesdale Avenue SW h d e, his fill area must be compensated by equivalent excavation elsewhere in the area. Preliminary 300-foot interval cross sections were used to calculate an estimated 8,300 cubic yard loss of floodplain volume. Some of this volume, 3,940 cubic yards, will be provided by detention/wet ponds, bio-filtration swales, and storm--sewers. An additional 4200 cubic yards of compensatory storage will be provided by removal of the existing Longacres Parkway embankment. Approximately 160 cubic yards of must be provided through excavation off-site. It is assumed that this can be accommodated within the existing City of Renton property that js adjacent to the roadway corridor in conjunction with the new wetland mitigation site. No additional land acquisition is anticipated. Caner isa -Ob/y»A of live v?o,49e /n a4e ,h,,,, Final design must include confirmation of the compensatory storage volume. A'J '00 "5. 4.5.5 Erosion and Sediment Control Design . /Pv�� Core Requirement # 5: An erosion/sediment control plan will be prepared during the final design as a � required. Much of the corridor passes wetland areas, and protection of this resource will be necessary. '`atRs 4.6 Traffic A study of the transportation-related effects of the proposed Oakesdale Avenue SW corridor improvements was done as part of the EIS for this project. Information regarding changes in the roadway network, traffic operations, transit services and/or opportunities, high-occupancy vehicle facilities, parking demands and facilities, pedestrians and bicycle facilities, and rail services and the methodologies and standards used to determine these effects are contained in the Transportation Technical Report for Oakesdale Avenue SW 4.6.1 Volumes The average weekday traffic volumes, shown in Figure 1, were based on the 1994 Traffic Flow Map provided by the City of Renton. P.M. peak hour traffic volumes, shown in Figure 1, were obtained from intersection traffic counts conducted in 1994 by the City. Traffic projections for year 2010 conditions were developed from the City of Renton EMME12 traffic forecast model. The volumes reflect the land use development projected to be in place by the year 2010, including the full development of the proposed Longacres Office Park. The trips were assigned to a network for both Phase 1 and Phase 2 extension of Oakesdale Avenue SW Four access points serving abutting properties (Longacres Office Park and Winmar-Metro sites) .were assumed on Oakesdale Avenue SW (at SW 19th, SW 21st, SW 23rd and SW 27th Streets). These locations were based on the site plan for the Proposed Action Alternative in the Longacres Office Park Draft Environmental Impact Statement. Longacres Office Park trips were distributed based on the location and area of the proposed parking for the various buildings and offices shown in the site plan for the Longacres Office Park Proposed Action Alternative. Figure 1 depicts year 2010 average daily traffic and p.m. peak hour traffic volumes. Differences in projected traffic volumes result from the changes in the roadway network that would occur between Phase 1 and the completion of Phase 2 roadway. 4.6.2 Operations Analysis With the completion of Phase 1, traffic on SW 16th Street would decrease substantially west of Oakesdale Avenue SW and would decrease slightly east of Oakesdale Avenue SW as some of the traffic on existing Oakesdale Avenue SW north of SW 16th Street would travel via Oakesdale Avenue SW to SW 27th Street. In contrast,traffic would increase slightly on SW 27th Street. Printed12/2/96 I:\15203\reports\dsgn-rpt.doc Design Report - Draft 19 Traffic circulation changes would reduce p.m. peak hour LOS form "D" to "E" at the Oakesdale Avenue SW and SW 16th Street intersection. A traffic signal would allow priority treatment to be given to HOV traffic in the SW 27th Street corridor. This intersection would operate at LOS D during the p.m. peak hour. With the completion of Phase 2, traffic would increase substantially along the Oakesdale Avenue SW corridor south of SW 31st Street. In contrast, traffic would decrease significantly(70 percent in the p.m. peak hour)on SW 27th Street. Traffic operation at the Oakesdale Avenue SW and SW 16th Street intersection would improve from LOS E to LOS D and would degrade from LOS D to LOS E at the Oakesdale Avenue SW and SW 27th Street intersection. Traffic circulation changes under Phase 2 would result in a heavy southbound left turn traffic movement from Oakesdale Avenue SW to SW 34th Street. This traffic would use SW 34th Street as an alternate route to access the SR 167/SW 41st Street/SW 43rd Street interchange ramps. The Oakesdale Avenue SW and SW 34th Street intersection would operate at LOS B during the p.nt. peak hour. In general, traffic passing through Oakesdale Avenue SW intersections would experience more delay than would occur under Phase 1. This can be attributed to a shift in traffic to Oakesdale Avenue SW from Lind Avenue SW and East Valley Road. Table 4 - PM Peak Hour Level of Service Average Stopped Intersection Locations Delay' Delay per Critical LOS' (sec) Vehicle (sec) v/c2 Existing -Year 1994 Oakesdale Ave SW& SW 16th St. 9 N.A. N.A. B Phase 1 -Year 2010 Oakesdale Ave SW& SW 16th St. N.A. 60 0.95 E Oakesdale Ave SW& SW 27th St.3 N.A. 37 1.02 D Phase 2 -Year 2010 Oakesdale Ave SW& SW 16th St. N.A. 38 0.77 D Oakesdale Ave SW& SW 27th St.3 N.A. 60 0.73 E Oakesdale Ave SW& SW 34th St. N.A. 8 0.65 B Notes: 1. Average delay and level of service for the worst movement at an intersection has been shown. 2. WC=volume to capacity ratio for critical traffic movements at the intersection. 3. Proposed intersection. Source: City of Renton, 1996. 4.6.3 Signal Warrants Analysis Traffic signals at the intersection of Oakesdale Avenue SW and SW 16th Street and the intersection of Oakesdale Avenue SW and SW 27th Street would be warranted (MUTCD Warrant 11 met) under Phase 1 for the design year 2010. Year 2010 p.m. peak hour traffic projections for Phase 2 also indicate that traffic signals would be warranted at these locations (MUTCD Warrant 1 I met). and also be warranted (MUTCD Warrant 7 met)at the intersection of Oakesdale Avenue SW and SW 34th Street. LA1 5203\REPORTS\DSGN-RPT.DOC Printed 12/2/96 City of Renton 20 Oakesdale Avenue SW Year of opening (1999 unadjusted) p.m. peak hour traffic projections indicate that traffic signals would be warranted at the intersection of Oakesdale Avenue SW and SW 16th Street (MUTCD Warrant 11 met). Year of opening and "year of opening plus two' traffic projections are heavily dependant on the time table of the adjancent property developments which will be the controlling factor as to when a signal will be warranted at the intersection of Oakesdale Avenue SW and SW 27th Street. Prior to final design, the City of Renton will complete a year of opening signal warrant analysis based on growth in existing background traffic, and on development proposals for the Boeing Longacres Office Park, Benaroya, and others. The results of this study will determine if a traffic signal or signals are included in the construction of the Phase 1 project segment or can be deferred until later. 4.6.4 Accident and Safety Considerations There is no generally reliable method for predicting accident conditions. In comparison to the existing condition of no roadway and no traffic, an increase in accidents could be expected along the new Oakesdale Avenue SW roadway, especially at the new Oakesdale Avenue SW and SW 27th Street intersection, as a result of introducing new traffic. However, a decrease in accidents in the vicinity of the new roadway could be expected as a result of reduced turning movements at the intersection of Oakesdale Avenue SW and SW 16th Street and of decreased traffic volumes, turning movements and accompanying congestion at connecting locations such as the intersection of Lind Avenue SW and SW 27th Street 4.6.5 Pedestrian/Bicycle Facilities Pedestrian facilities will consist of 6-foot wide sidewalks along both sides of the roadway through the entire corridor with access ramps at all intersections and driveways. The sidewalks would facilitate improved connections to the Springbrook Creek Trail that is expected to be open by the year 2010. This section of Oakesdale Avenue SW is not currently part of a signed bike route. New bicycle lanes will be designated with standard pavement markings within the outside 5 feet of the roadway in both directions along the entire corridor. They will complete a link between the area south of SW 31st Street and regional trails expected to be completed by the year 2010 as a part of other projects. These trails would include a bicycle route along SW 27th Street through the Longacres Office Park, which is expected to connect to a P-1 Channel trail, and the Cascade Trail, an east-west mixed-use trail. The Springbrook Creek Trail is a mixed-use recreational path constructed in conjunction with the Boeing CSTC development along the south bank of Springbrook Creek between SW 16th Street and SW 19th Street. An approximately 200-foot section of new trail will be constructed under the proposed bridge structure to provide eight feet of vertical clearance for bike traffic. The trail will provide a connection to the existing Springbrook Creek Trail which is severed by the extension of Oakesdale Avenue. This new section could be incorporated into the channel bench as part of the ESGRW project improvements and final design of the line and grade should be a coordinated effort. 4.7 Channelization & Signing The preliminary signing plans shown in Appendix D are based on the MUTCD standards for expressways. The sign content generally maintains the naming convention used in existing signing to avoid confusion for commuters and other drivers already familiar with the existing portions of the route. Nomenclature and size and location details are assumed to be a final design function and are not included in these signing plans. Printed12/2/96 hl 5203\reports\dsgn-rpt.doc Design Report - Draft 21 The preliminary channelization plans shown in Appendix D are based on the City of Renton Standard Plans and the design criteria presented in sections 3.1 and 3.2 of this report. For purposes of this design report, the number of approaches and turning pocket locations and lengths are based on assumptions made from the Longacres Office Park Master Plan submitted to the City of Renton. The actual layout may change during final design and should be coordinated with the Boeing Company representatives. 4.7.1 SW 31st Street to SW 27th Street The median will be eliminated through this roadway section in order to minimize impacts on the wetlands and reduce the structure costs. The through lanes will be shifted in and out with pavement markings using standard tapers in order to match the existing Oakesdale Avenue SW section at SW 31st Street and to accommodate the proposed full section width at SW 27th Street intersection. Bike lanes will be designated with pavement markings to the outside from SW 31st Street north. A northbound left turn lane will be developed at the SW 27th Street intersection in order to accommodate an anticipated access to the Longacres Office Park development. The storage length will be held to a minimum at this location in order to allow the aformentioned wetland and structure impact reductions. It is assumed the high AM peak turning volumes projected into the Longacres Office Park development can be accommodated by distribution to the four other entrances shown in the master plan, and through signal phasing to extend the protected north to west left turn movement. 4.7.2 SW 27th Street to SW 19th Street Curb returns will be developed out to the right of way on the west side through this roadway section. A southbound left turn lane will be developed at the SW 27th Street intersection to provide protected turns. A 275-foot storage length will be required to accommodate projected turning volumes. Separate left turning lanes will be put into the raised median using standard taper lengths and will be spaced no closer than to allow a minimum storage length of 50 feet. Nose locations will be set back to accommodate WB- 50 turning movements. The median could optionally be a 12-foot wide continuous two-way left turn lane through this area. The sidewalk alignment in this section will be parallel the roadway do to right of way constraints and will be pulled in adjacent to the curb along the east side between stations 15+50 and 26+00 in order to accommodate the maximum wetland and buffer area. 4.7.2.1 Phase 1 interim The south leg of the intersection with SW 27th Street would be constructed out to the end of the curb returns under Phase 1. The southbound left turn lane will not be used until Phase 2 is constructed. This lane will be blocked off with temporary traffic curb or with pavement marking. The outside through lane would be configured as a right turn only if an access to the Boeing property is constructed, otherwise it would be configured as a merge left or HOV bypass. 4.7.3 SW 19th Street to SW 16th Street The sidewalks will be pulled in adjacent to the curb throughout this roadway section in order to minimize the impacts on the wetlands and reduce the structure costs. Northbound left turn lanes will be developed in the median with standard taper lengths to provide access to the Boeing CSTC and to provide protected turns at the SW 16th Street intersection. A 100 foot storage length will be required at SW 16th Street to accommodate projected turning volumes. LA15203\REPORTS\DSGN-RPT.DOC Printed 12/2/96 City of Renton 22 Oakesdale Avenue SW 4.8 Illumination Illumination will be provide along the full length of the project. Single luminaires will be mounted on top of traffic signal poles to light the intersections at SW 27th Street and SW 16th Street. Poles will be installed at approximately 200 foot spacing between the intersections. Pole bases will be located between the sidewalks and the curb in order to avoid additional right of way or easements, except where the sidewalks have been pulled in adjacent to the curb. Conduits for illumination and future signal interconnects will be provided in proposed bridge railings. A preliminary layout is shown in Appendix D, Channelization Plan. 4.9 Landscaping A roadside landscaping plan will be developed for Oakesdale Avenue SW as a part of the construction documents. This plan will include continuing tine streetscape theme developed along the existing southern portion of Oakesdale Avenue SW. The streetscape will include street trees, sidewalks, buffer/shrub plantings adjacent to sensitive areas, and accent plantings at key intersections. The landscaping plan will be coordinated with The Boeing Company Customer Services Training Center and Benaroya site landscape plan to create a consistent theme throughout the Oakesdale Avenue SW corridor. A landscaping concept is presented in Appendix F. 4.9.1 Phase 1 Landscaping along the first phase section of the project between SW 16th and SW 27th Streets will include replacement of existing mitigation plantings at the bridge abutments and reconstruction of a portion of the Springbrook Creek Trail underneath the new bridge structure. The bicycle/pedestrian trail will be located on a ten-foot wide bench created adjacent to the creek channel. The roadway landscaping will provide both a consistent streetscape theme and mitigation buffer plantings south of the bridge abutment, where the roadway will be adjacent to both mitigation wetlands and existing wetland areas. Plantings will include red alder, Yoshino cherry, Lombardy poplar, black cottonwood, and western red cedar. The landscape plantings will provide a visual setting for travelers along Oakesdale Avenue SW and will accommodate entering sight triangles at tine intersections ensuring that shrubs and trees will not impact drivers' cones of vision. Shrubs within sight triangles will be limited to a mature height less than two feet. Plantings will also be used to control erosion by soil stabilization along the roadside slopes and bridge abutments. Removal of existing vegetation will be limited only to areas where it is necessary to complete bridge and road construction. 4.9.2 Phase 2 Landscaping along the second phase section of the project between SW 27th Street and the existing cul- de-sac at SW 31st Street will include a bridge spanning the existing wetlands and have limited streetscape from the bridge abutments to the connections with existing pavement. The streetscape for this phase will extend approximately 220 to 300 linear feet from both ends of the bridge. Disturbances resulting from bridge construction will be restored with native wetland plantings within the bridge section. Wetland mitigation for this phase will comply with the requirements of the City of Renton and this will be accomplished by assuming a portion of the City of Renton's banking project Mitigation Banking Site 1. Printed12/2/96 hl5203\reports\dsgn-rpt.doc Design Report - Draft 23 4.10 Stage Construction Phase 1 of this project is programmed to be constructed in 1999. Phase 2 is programmed beyond 2010. This is proposed in an effort to defer construction costs and get the maximum mobility benefit with the least environmental impact. SW 27th Street is the best location for splitting these two phases based on the proposed land developments and street, HOV, and bike path improvements in the vicinity. Additional interim staging concepts were not developed as part of this design report, however splitting Phase 1 into two stages at SW 19th Street is an option if further deferment were necessary. 5. SUMMARY OF ENVIRONMENTAL CONSIDERATIONS The DEIS for Oakesdale Avenue SW Extension was issued in January 1997. Considerations involving "Alternative A"were referenced for use in this report. FEIS is anticipated in April 1997. 5.1 Affected properties, wetlands, noise, air & water quality City of Renton, Boeing Company, Benaroya Inc., Seattle Water, and Winmar-Metro Inc. all own property that will be directly impacted by the Oakesdale Avenue SW project. The City of Renton property was purchased for potential storm water projects. The portion of this property needed for Oakesdale Avenue SW will be converted to roadway and storm water treatment right of way and to wetland mitigation. The portion of the Seattle Water and Winmar-Metro Inc. properties need for the Oakesdale Avenue SW project will be converted to permanent roadway and drainage easements, respectively. The Seattle Water property will be occupied with a full-width roadway section. The Winmar-Metro Inc. property will have underground storm water treatment facilities in an easement and can be used for the owner's proposed parking and/or landscaping. The portion of the Benaroya Inc. property needed for this project has been set apart for purchase as roadway right of way under agreement in the development permits issued to Benaroya. The required area is vacant, undeveloped land and will be occupied with roadway, retaining walls, and storm sewer facilities. This area was proposed for parking, landscaping, and storm water runoff in the original permit request submitted to the City of Renton. The portions of the Boeing Company property needed for this project include a section in the proposed Longacres Office Park that is vacant, undeveloped land and a section of the Customer Service Training Center that is a mitigation site created to meet their property development requirements. The mitigation site will incur wetland and buffer impacts that will be mitigated as described in section 5.3. The Springbrook Creek Trail will be severed by the proposed bridge structure and will be reconstructed as described in section 4.6.5. An internal path system will be disrupted near stations 43+50 and 45+50. There is no signalized intersection to provide safe crossing so these sections will be realigned on each side of the roadway and pedestrian traffic will use the Springbrook Creek Trail for crossing Oakesdale Avenue SW. Any mitigation features, such as those for accommodating falcons and voles, that may be impacted by the roadway construction will be replaced and restored in compliance with the Boeing Company's mitigation site requirements. Approximately 0.64 acres of wetlands will be filled or shaded as the result of Phase 1 construction and 1.52 acres as the result of Phase 2 construction. Temporary disturbance of wetlands and buffer areas will also occur during the construction of the pipe outfall for drainage system C and construction of the bridge abutment and retaining walls near the south entrance to the Boeing CSTC. Mitigation of the wetland impacts is described in section 5.3. LA15203\REPORTS\DSGN-RPT.DOC Printed 12/2/96 City of Renton 24 Oakesdale Avenue SW The microscale analysis of the worst-case intersections in the project area indicate that there would be no new occurrences of exceeding the carbon monoxide (CO) standards. The proposed Oakesdale Avenue SW, SW 16th Street to SW 31st Street project therefore conforms to the Washington SIP, as well as the requirements of the Federal Clean Air Act Amendments of 1990, and the Washington State Clean Air Act of 1991. The traffic noise study for the proposed Oakesdale Avenue SW project determined that existing Leq noise levels along the proposed right of way were 50 dBA Leq. Peak hour noise levels at th6 proposed right-of way would be 73 dBA Leq for Phase 1 design year and increase to 75 dBA Leq for the Phase 2 design year. These levels are within acceptable limits for commercial, office park, and light industrial areas. Mitigation of the noise impact resulting from the proposed Oakesdale Avenue SW is not warranted based on current land use designations. Approximately 7.1 acres of the FEMA 100-year floodway will be filled with roadway embankment and bridge piers for a net flood storage loss of 160 cubic yards. Compensatory storage will be constructed between stations 4+00 to 10+00 on the west side and between stations 19+00 to 24+50 on the east side. The addition of approximately 7.6 acres of impervious surface and the location of bridge piers in the Springbrook Creek channel will require mitigation to prevent potential increase in the water surface elevations and potential increase in warmer runoff, sedimient, nutrient loads and contaminants reaching Springbrook Creek. Details of these impacts and mitigation are described in sections 4.5.3 and 4.5.4. 5.2 Permits All of Springbrook Creek and associated lowlands within the project limits is part of the shorelines of the City of Renton, making it necessary to obtain a Shoreline Substantial Development Permit in accordance with the Shorelines Master Program and amendments. Other permits or approvals required for this project include: Corps Section 404 Ecology NPDES Ecology 401 Water Quality Certification Fish and Wildlife Hydraulic Project Approval City of Renton Clearing and Grading Permit _ 5.3 Wetland Mitigation Plan eve / (sue P, Wetland mitigation concepts have been developed for the Oakesdale Avenue SW project utilizing the Draft Environmental Impact Statement wetlands section prepared by Shapiro and Associates, Inc. Additional wetland studies for the Oakesdale Avenue SW project include the Jurisdictional Wetland Determination for Longacres Park Phase I Project, the Citv of Renton Jurisdictional Wetland Determination for Customer Services Training Center Project, and the Boeing Customer Services Training Center Wetland Mitigation Plan. All of these determinations and reports were developed by Shapiro and Associates, Inc. and are referenced in the Draft Environmental Impact Statement. A preliminary mitigation plan is presented in Appendix G. 5.3.1 Phase 1 Construction of Oakesdale Avenue SW will be in two phases. The first phase section of the project between SW 16th and SW 27th Streets will include construction of a bridge over Springbrook Creek and Printed1212/96 I:\15203\reports\dsgn-rpt.doc Design Report - Draft 25 the Boeing-engineered wetland mitigation complex. It will also include filling and excavation of wetland areas in conjunction with construction of roadway and storm water treatment facilities. Impacts to wetlands within the first phase of construction have been calculated at 0.304 acres due to filling and 0.333 acres due to shading. These impacts will necessitate a minimum mitigation area of 0.960 acres. Wetlands impacted are classified by the City of Renton's Wetlands Management Ordinance as Category 3 wetlands and require a 1.5 times the area altered mitigation ratio. Mitigation for the Phase I impacts will be developed between Stations 19+90 and 24+90 in Conjunction with Oakesdale Avenue SW construction and by providing wetland replacement within areas of shaded impacts. The created wetland will be within the area currently utilized for temporary stockpiling and will create approximately 1.0 acre of mitigation. This highly disturbed site is adjacent to an existing wetland system which outfalls into Springbrook Creek. Expansion of the existing area by excavating the site will enhance the flood storage. Planting of emergent native species will improve the water quality capabilities of the existing wetland system. Proposed plant list and wetland concept are shown on the wetland mitigation concept drawing. The primary goal of the wetland creation for Phase 1 will be to enhance the flood storage capability of the adjoining Springbrook wetlands and to create additional wetland and buffer habitat. The created wetland will include both emergent and emergent/scrub-shrub plants. The creation of a dense shrub understory and habitat buffer between the created wetland and the proposed roadway will be essential to the success of the project. Hydrology for the created wetland will be supported by excavation to the elevation of surrounding permanent saturation levels. Plantings for the wetland will include herbaceous species within the shallow groundwater areas and native shrubs and trees within the fluctuating saturated edge and the surrounding buffer. Prior to final mitigation design, a detailed study of groundwater hydrology will be conducted. Performance standards for the created wetlands have been developed based on the mitigation goals and objectives. These standards will be used to evaluate the success of the mitigation project over time. The project will be monitored and monitoring results will be compared to the performance standards so an evaluation of the success of the mitigation project can be made. The performance standards for this project are: 1. establishment of a successful hydraulic regime after one year; 2. establishment of a plant community in the mitigation area composed of dense, scrub-shrub native species and emergent herbaceous species native to King County; and 3. establishment of a 75% survivorship of all trees and shrubs and a 75% cover abundance of herbaceous vegetation consisting of planted and/or native species within the wetland mitigation area and the wetland buffer at the end of a five-year monitoring period. In addition to created wetlands, mitigation for shade effects will be incorporated in the native landscape plantings within the bridge abutment and Boeing-engineered wetland mitigation areas. Plantings will include species adapted to shade conditions, including an understory planting of ferns, skunk cabbage, Indian plum, and beaked hazelnut. 5.3.2 Phase 2 The second phase section of the project between SW 27th Street and the existing cul-de-sac at SW 31st Street will include construction of a bridge spanning the existing wetlands. Impacts to wetlands within the second phase of construction have been calculated at 0.700 acres of impact due to filling and 0.820 L115203\REPORTS\DSGN-RPT.DOC Printed 12/2/96 City of Renton 26 Oakesdale Avenue SW acres of impact due to shading. These impacts will necessitate a minimum mitigation area of 4.56 acres. Wetlands impacted are classified by the City of Renton's Wetlands Management Ordinance as Category 1 wetlands and require a 3.0 times the area altered mitigation ratio. Mitigation for this phase of construction will be completed in conjunction with the City of Renton's mitigation banking project. The mitigation will be at Mitigation Banking Site 1 which will provide mitigation within the same basin as the impacted wetlands. The mitigation plan has been developed by City of Renton and the cost of project impacts will be utilized to offset the cost of 4.36 acres of mitigation. The mitigation site is west of Oakesdale Avenue SW and north of SW 33rd Street. Proposed mitigation for the banking site includes creation of emergent wetlands, scrub-shrub habitat, and buffer islands within the wetland system. The mitigation site will improve the overall functions and values of the existing wetland complex and increase the value of wildlife habitat and create a permanent open water habitat within the enhancement site. 6. UTILITIES Utility agreements and coordination efforts will be required to accommodate new and existing public utilities within the new roadway corridor. 6.1 Sanitary Sewer 00 VOL^ UA-✓f s„ sAh fjov _ko TV King County Department of Metropolitan Services (METRO) has a 72-inch diameter and 108-inch diameter Renton interceptor that are parallel to the roadway from station 2+00 to 14+00 and becomes coincident under the roadway from station 15+00 to 45+00. Based on as-built plans, both pipes are deep enough to avoid any conflicts with the roadway construction. The as-built drawings show control density fill waterstops which protect the ground water from an induced flow along the gravel backfill. These appear at even intervals along the 108-inch pi e: Though the pipe is below the proposed storm s,,..,�ewer, these Waterstops may extend upto conflict:'The final design effort should ensure that the integrity o these waterstops is maintained. Six manholes on the 72-inch diameter line and 5 manholes on the 108- inch diameter line will need to be adjusted to match the new pavement or sidewalk elevations. Based on the close proximity of the 72-inch diameter line to the proposed bridge piers south of SW 27th street special coordination and precautionary measures shall be taken if pile driving is allowed. METRO engineering shall be included in the design process for the structure footings in the vicinity of this interceptor. METRO has a 36-inch diameter Tukwila interceptor that enters the project near station 20+00. The City of Renton has a 24-inch diameter line in SW 16th Street and a 12-inch diameter line near station 37+00 and in SW 27th Street. These are laterals to the roadway and are deep enough to avoid any conflicts with roadway construction. No new lines are anticipated to be accommodated within the roadway corridor. Additional lateral connection stubs or crossing sleeves are anticipated to service the adjacent property developments. 6.2 Water The Seattle Water 60-inch diameter Cedar River Pipeline No. 4 crosses under the proposed roadway near station 26+00. The cover remaining below the subbase preparation limits is approximately 3.8 feet. Structural excavation for enclosed drainage crossing would be to within approximately 1 foot of cover. Coordination and precautionary measures shall be taken when working near this supply line. Seattle Printed1212/96 1115203\reports\dsgn-rpt.doc Design Report - Draft 27 Water shall be included in the design process for the improvements in the vicinity of this supply line and one of their representatives shall be contacted any time there is construction activity at this location. A City of Renton Water System 12-inch diameter line lies parallel to and west of the proposed roadway between SW 27th street and SW 16th Street. As-built information on all pipe sizes and depth is unavailable. Based on field surveys and reconnaissance completed in 1995, only one fire hydrant near station 20+70 and four valves remain within the construction zone. These hydrants and valves will be removed and the supply stubs will be capped. Three existing manholes near stations 15+00'and 18+00 will remain and the rim elevation adjusted. Portions of this line may exist within the proposed excavation limits of new storm drain. Any conflicts encountered will be cut and capped. New service lines have been constructed as part of the Boeing Customer Service Training Center and are proposed for the Longacres Office Park developments. A review of the Winmar-Metro property development plans shall be made prior to cutting and capping construction activities to determine if any portion of this service line needs to be preserved. A new 12-inch line is anticipated to be accommodated along the roadway corridor including hangers and knockouts on the structures. A City of Renton Water System 12-inch line along SW 27th street crosses the proposed roadway. One fire hydrant near station 14+50 on the south side of SW 27th will need to be relocated. 6.3 Power Puget Sound Power & Lighting (PSPL) has several power lines within the project corridor. One 115kV overhead line crosses near station 52+50, re-enters from the north near station 45+00, runs along proposed centerline, and exits to the west near station 26+50. Another 115kV overhead line enters from the east near station 26+00, runs along proposed centerline, and exits to the west near station 20+50. These two lines will require relocation of approximately 2,450 feet including 8 poles, 1 guy pole, and 8 anchor guys. Above-ground relocation within the current easement will not be feasible with the proposed roadway improvements. An underground installation could be accommodated within the roadway corridor. Relocation options are currently being addressed by the Boeing Company as part of the Longacres Office Park development. Two 12kV lines cross the project corridor, one above ground near station 20+25 and the other underground along the south edge of SW 16th Street. The latter line will require adjustment and possible relocation of two manholes and a transformer and pad, pending final design between the south and east leg of the SW 16th Street intersection improvements. 6.4 Telephone/Cable TV Three telephone pedestals exist within the construction limits between stations 25+00 and 35+00. This portion of buried line is no longer in service and will be abandoned or removed as required for roadway construction. A temporary above-ground service line crosses the project along SW 27th Street on existing luminaires to service the Washington Thoroughbred Breeders Association. This line will require relocation to a permanent underground service. Another line is buried along the east edge of Oakesdale Avenue SW from the project beginning north to the cul-de-sac. Field locates will need to be performed prior to beginning construction activities. An underground cable TV line crosses the project at the intersection with SW l6th Street. Based on the assumed alignment between junction boxes there will be no conflicts with this line. LA15203\REPORTS\DSGN-RPT.DOC Printed 12/2/96 City of Renton 28 Oakesdale Avenue SW 6.5 Gas/Oil Washington Natural Gas has 4-inch diameter mains buried in Oakesdale Avenue SW, SW 27th Street, and SW 16th Street. Field locates will need to be performed prior to beginning construction activities. Olympic Pipe Line Company has a 12-inch diameter and 14-inch diameter buried fuel oil pipeline crossing under the project near station 20+50. Based on existing elevations encountered during the METRO interceptor construction, there will be no conflict with proposed roadway construction. The proposed wetland mitigation site will require excavation to within 1 foot of cover of the 12-inch line. Actual pothole locates will be done and grading design will be adjusted during final design. Coordination and precautionary measures shall be taken when working near the pipelines and the Olympic Pipe Line Company shall be included in the design process for the improvements in the vicinity. 7. RIGHT OF WAY The proposed project will require the acquisition of new right of way, temporary construction easements, and a permanent construction easements. It is estimated that 10.05 acres will be acquired for a 90-foot wide roadway corridor, 1.47 acres for adjacent water quality treatment facilities, and 2.28 acres for temporary access to construct slopes and driveways and mitigation. Additional right of way requirements for wetland mitigation may be required as a result of final permitting process. The acquisitions will effect property on six parcels owned by the City of Renton, The Boeing Company, Winmar-Metro Inc., Seattle Water, White River Drainage District No. 1, and Benaroya Inc.. Revisions to existing access to The Boeing Company's Customer Service Training Center parking and to the Washington Thoroughbred Breeders Association parking will be required. Proposed Right of Way is shown on roadway plans in Appendix C. Plans for developing the adjacent properties are still in preliminary stages. It is anticipated that the locations of temporary construction easements for driveways and of right of way for water treatment facilities may change during final design as a result of coordination efforts with property owners. The estimated property impacts to each parcel for this project are listed below. Table 5 - Right of Way Requirements PERMANENT TEMPORARY OWNER RIGHT OF WAY EASEMENT EASEMENT (acres) (acres) (acres) City of Renton 3.944 1 ..0 0 b Seattle Water 0 0.065 The Boeing Company 5.101 0.223 2.215 p Winmar-Metro Inc. 0 0.165 0 IVY ,V White River Drainage District No. 1 0 0.142 0 6. Benaroya Inc. 0.528 0 0.068 lti, Phase 1 Total 9.573 0.5 2.283 City of Renton 2.353 Phase 2 Total 2.353 - 8. COST ANALYSIS The estimated capital costs to construct this project are mmarized below: The cost is based on 1996 dollars and includes 15% for contingencies. i2t Aj Sjo°vf i4AJ A4,,(e A ai k5,,rs tom., can gAolv4, -4o r( �1"WLiv&* (Lurk oo�5ff� C-0(' r,f rU 1 o lk p) Printedl2/2/96 �� 'kX C,,iCAA'"e��zo�arts�dl9��Pt.d�s �Sr- TIJA ALE .n1 bWO oil litrh FA~1 wig /h1%rwk&LAj I4ci.001 W/o w Design Report - Draft 29 Table 6 - Capital Cost Estimate Phase 1 Design $ 904,630.00 Structures $ 2,385,101.00 Roadway $ 2,833,849.00 Mitigation $ 102,400.00 Construction Engineering $ 425,708.00 Right of Way $ 2,013,788.00 Subtotal $ 8,665,476.00 Phase 2 �.___.._..__-..._.---_. Design $ 954,525.00 Structures $ 3,843,670.00 Roadway $ 1,041,581.00 Mitigation $ 729,600.00 Construction Engineering $ 449,188.00 Right of Way $ 49,196.00 Subtotal $ 7,067,760.00 Project Total $ 15,733,236.00 9. FUNDING AND SCHEDULE (( info from City of Renton? )) 9.1 Other Project Coordination The ESGRW project is currently developing channel modifications and improvements to Springbrook Creek in the vicinity of this project. The Boeing Company, Benaroya Inc., and Winmar-Metro Inc. all have current plans for commercial developments adjacent to the project corridor. The design and or construction of these projects will overlap or be concurrent with the Oakesdale Avenue SW project. Design and construction efforts for this project will be coordinated with all concurrent activities of the above projects. 10. REFERENCES City of Renton, Draft Environmental Impact Statement, Volume 1 & 2, Oakesdale Avenue SW, SW 16th to SW 31st. Prepared by HNTB Corporation for the City of Renton Planning/Building/Public Works Department. November 1996. Geotechnical Predesign Report, Oakesdale Avenue Extension, Renton Washington. Prepared by Woodward-Clyde Consultants for HNTB Corporation. June 28, 1995. City of Renton, Oakesdale Avenue SW, SW 16th to SW 31st Street, Conceptual Structural Alternative Study. Prepared by HNTB Corporation for the City of Renton Planning/Building/Public Works Department. Final Report, March, 1995. City of Renton, Oakesdale Avenue SW, SW 16th to SW 31st Street, Jurisdictional Wetland Determination. Prepared by Shapiro & Associates Inc. in association with HNTB Corporation for the City of Renton Planning/Building/Public Works Department. Review Draft Final, December 20, 1995. LAI 5203\REPORTS\DSGN-RPT.DOC Printed 12/2/96 City of Renton 30 Oakesdale Avenue SW Draft Environmental Impact Statement, Longacres Office Park, Volume I & 11. Prepared by Jones & Stokes Associates, Inc. for Boeing Commercial Airplane Group. August, 1994 Wetlands, Lakes, Rivers & Streams, Map. Prepared by City of Renton Planning/Building/Public Works Department. 14 May, 1996 Report of Geotechnical Engineering Services, Boeing Longacres Park. Prepared by Geo Engineers for BE&C Engineers. Seattle, WA. and for Boeing Support Services. January 23, 1991. Water Quality Monitoring and Quality Assurance Project Plan for the Black River Water Quality Management Plan. Prepared by Herrera Environmental Consultants, Inc. for R.W.Beck and Associates for the City of Renton Planning/Building/Public Works Department. October 10, 1991. G14v Wetland Inventory Work Plan for the Eastside Green River Watershed Management Plan/Black River Water Quality Management Plan. Prepared by Jones & Stokes Associates, Inc. for the City of Renton lanning/Building/Public Works Department. September 12, 1991. Critical Area Inventory. Prepared in association with R.W. Beck and Associates. Seattle, WA. for City of Renton Planning/Building/Public Works Department. June 1991. East Sid-a Srren-R�'ver Watershed Hydraulic Analysis. Pre ar y-NrntfiWesT-Hydraulic Consultants Inc. for R.W.Beck aim&- sveiates-ateC rof-Rerifoii Planning/Building/Public Works Department. r'k Id` December 1991�.w. �a. 1983 SCS design with 1987 Renton Design Typicals and Alignment Drawings for Soils Conservation Service P-1 and P-9 Channels. Prepared by City of Renton. 1988. v� � Traffic Counts. Prepared by City of Renton. 1994. Current Conditi—owr-Docanzent for East Side . n Rimer Watershed Plan. October. Prepared by p R.W.Beck and Associates in associ'afO t r-,Northwest Hydraulic Consultants, Herrera Environmental �j✓ Consultants, and Jones & $ems Associates, Inc'-fnr-the City of Renton, Storm Water Utility Department. 1991. .: Project SufiW itry-Dacument for East Side Green River pare to association with Northwest Hydraulic onmental Consultants, and Jones & Stokes Associates, Inc. for the City e€ enton, Storm Water Utility Departure` i`iT`-Decelnber 1991. Environmental Report for the South Interceptor Parallel: Phases IB and IT Prepared by Shapiro and Associates, Inc. for Municipality of Metropolitan Seattle(Metro). Seattle, WA. August 1992. Preliminary Wetland Delineation Van Woerden Avenue Southwest or Raymond Avenue SW Prepared by Shannon& Wilson, Inc. for Winmar-Metro, Inc. Seattle, WA. October 1992. Advance Planning Study Report for Valley Parkway Southwest, SW 43rd Street to Empire Way South and Southwest SW 27th Street from East Valley Highway to West Valley Highway. Prepared by URS Company for the City of Renton. January 1982. 1,v P A-r /"-5 V' C t''\ .SG� P CC I S Printed12/2/96 1A15203\reports\dsgn-rpt.doc Design Report - Draft 31 11. FIGURES Figure 1 - Traffic Volumes O PHASE 1 XXX PHASE 2 o�•�d 1994 PEAK HOUR aa`'• y 1) 2010 PEAK HOUR $' `o � 130 306 mz'�� Grad \N31 70 690 1t30 140 20 272 E 17 x ay S� 20 310 350 <— 30 405. "go,97 270 T 110 — .._ 6700 14 SW 16th St 00 1, 300 160 50 990 130 10 1120 90 G 1994 PEAK HOUR 2 2010 PEAK HR HOV a d WAFloy 50 A E— YNA y „a N g 100 NA 2 SM27th St 15,200 z (1300) Y 1994 PEAK HOUR m 2 . 2010 PEAK HOUR � �` 0 x c 230 50 38 310 o < 30 2 0 0 130 NA 1110 10 `I 65 vci° < > � MA 210 T 310 2 95 C38400 1 SW134th St 128700 0 130 380 10 (1300) s � ,� NA NA NA —1 os 3 2010 PEAK HOUR 230 3 470 XXX .�` SW 41St St xxx xxx PHASE 1 1994 ADT (XXX) I 2010 ADT ® W 1- � 1001 PHASE 2 2010 ADT y SW 43rd St T 300 130 Kent xxx xxx 1 L:\15203\REPORTS\DSGN-RPT.DOC Printed 11/27/96 City of Renton 32 Oakesdale Avenue SW 12. APPENDICES APPENDIX A ENGINEER'S ESTIMATE APPENDIX B TYPICAL SECTIONS APPENDIX C ROADWAY PLAN AND PROFILE APPENDIX D CHANNELIZATION PLAN APPENDIX E DRAINAGE PLAN APPENDIX F LANDSCAPING PLAN APPENDIX G WETLAND MITIGATION PLAN Printed11127/96 hl5203\reports\dsgn-rpt.doc Appendix A Engineer's Estimate ENGINEER'S ESTIMATE Oakesdale Avenue SW Extension - Phase 1 I. RIGHT OF WAY $2,013,788 II. CONSTRUCTION 1. Grading and Drainage $830,480 A► Clear & Grub, Demo $6,800 F) Removal Items $16,900 B) Roadway Excavation $117,000 G) Drainage $204,000 C) Borrow, Inc. Haul $229,680 H) Detention and Treatment $256,100 D) Emb. Compaction $0 1) Large Culverts $0 E) Riprap $0 J) Misc. $0 2. Structures $2,457,601 A) Concrete Bridges $2,385,101 D► Retaining Wall (Conc.) $0 B) Steel Bridges $0 E) Retaining Wall (Other) $72,500 C) Tunnels $0 F) Misc. $0 3. Surfacing and Paving $604,600 A) Surfacing Type: Ballast $0 F) Paving Type: Pre-Level $0 B) Surfacing Type: C.S.B.C. $192,600 G) Paving Type: ACP CI. A $0 C) Surfacing Type: C.S.T.C. $0 H) Paving Type: ACP Cl. B $412,000 D) Surfacing Type: Concrete $0 1) Paving Type: Asphalt $0 E) ATB / Gravel Base $0 J) Misc. $0 4. Roadside Development $270,000 A) Fencing $0 D) Planting $136,400 B) Seeding, Fert., Mulching $16,200 E) Wetland Construction $102,400 C) Temp. Water Pol. Control $15,000 5. Traffic Services and Safety $670,910 A) Guardrail $0 G) Guide Posts $0 B) Conc. Barrier $0 H) Lane Markers $0 C) Signals $210,000 1) Curb, Gutter, Sidewalk $232,130 D) Illumination $190,000 J) Traffic Control $20,000 E) Signing $8,500 K) SC&DI $0 F) Striping $10,280 L) Misc. $0 6. Miscellaneous $4,000 A) Surveying $0 B) Miscellaneous $4,000 7. Construction Subtotal - Lines 1 through 6 $4,837,591 8. Mobilization 10% of Line7 $483,759 9. Subtotal (Lines 7 and 8) $5,321,350 10. Agreements (Utility, etc.) $0 11. Subtotals (Lines 9 through 10) $5,321,350 12. Construction Engineering 8% of Line 9 $425,708 13. Construction Total $5,747,058 III. PRELIMINARY ENGINEERING 17.0% of Line 9 $904,630 $6,651,688 IV. TOTAL ESTIMATED COST $8,665,476 File: L:\\25308\engest.xls Printed 11/26/96 at 10:09 AM ENGINEER'S ESTIMATE Oakesdale Avenue SW Extension - Phase 2 I. RIGHT OF WAY $49,196 II. CONSTRUCTION 1. Grading and Drainage $155,600 A) Clear & Grub, Demo $2,400 F) Removal Items $14,100 B) Roadway Excavation $18,000 G) Drainage $37,700 C) Borrow, Inc. Haul $68,400 H) Detention and Treatment $15,000 D) Emb. Compaction $0 1) Large Culverts $0 E) Riprap $0 J) Misc. $0 2. Structures $3,891,670 A) Concrete Bridges $3,843,670 D) Retaining Wall (Conc.) $0 B) Steel Bridges $0 E) Retaining Wall (Other) $48,000 C) Tunnels $0 F) Misc. $0 3. Surfacing and Paving $180,800 A) Surfacing Type: Ballast $0 F) Paving Type: Pre-Level $0 B) Surfacing Type: C.S.B.C. $64,800 G) Paving Type: ACP Cl. A $0 C) Surfacing Type: C.S.T.C. $0 H) Paving Type: ACP Cl. B $116,000 D) Surfacing Type: Concrete $0 I) Paving Type: Asphalt $0 E) ATB / Gravel Base $0 J) Misc. $0 4. Roadside Development $742,150 A) Fencing $0 D) Planting $0 B) Seeding, Fert., Mulching $2,550 E) Wetland Construction $729,600 C) Temp. Water Pol. Control $10,000 5. Traffic Services and Safety $133,190 A) Guardrail $0 G) Guide Posts $0 B) Conc. Barrier $0 H) Lane Markers $0 C) Signals $30,000 1) Curb, Gutter, Sidewalk $30,220 D) Illumination $60,000 J) Traffic Control $10,000 E) Signing $400 K) SC&DI $0 F) Striping $2,570 LI Misc. $0 6. Miscellaneous $1,000 A) Surveying $0 B) Miscellaneous $1,000 7. Construction Subtotal - Lines 1 through 6 $5,104,410 8. Mobilization 10% of Line7 $510,441 9. Subtotal (Lines 7 and 8) $5,614,851 10. Agreements (Utility, etc.) $0 11. Subtotals (Lines 9 through 10) $5,614,851 12. Construction Engineering 8% of Line 9 $449,188 13. Construction Total $6,064,039 III. PRELIMINARY ENGINEERING 17.0% of Line 9 $954,525 $7,018,564 IV. TOTAL ESTIMATED COST 1 $7,067,760 File: L:\\25308\engest2.xls Printed 11/26/96 at 10:46 AM PROJECT TITLE: OAKESDALE AVENUE SW EXTENSION ITEMIZED COSTS PHASE 1 M ESTIMATED UNIT � o ITEM UNIT COST QUANT. COST RW RIGHT OF WAY L.S. $2,013,788.00 1 $2,013,788 1A CLEARING AND GRUBBING ACRE $2,000.00 3.4 $6,800 1F REMOVAL OF STRUCTURE AND OBSTRUCTION L.S. _ $12,900.00 1 $12,900 ' 1F RELOCATION OF UTILITIES L.S. $4,000.00 1 $4,000 1B ROADWAY EXCAVATION(SUBGRADE PREPARATION) C.Y. $15.00 7800 $117,000 1C GRAVEL BORROW INCL.HAUL C.Y. $12.00 19140 $229,680 1G STORM DRAINAGE L.S. $204,000.00 1 $204,000 1H DETENTION AND TREATMENT L.S. $256,100.00 1 $256,100 2A STRUCTURAL EXCAVATION C.Y. $25.00 1223 $30,575 - 2A SHORING AND CRIBBING(DRY) S.F. $10.00 3126 $31,260 2A SHORING AND CRIBBING(WET) S.F. $21.00 2346 $49,266 2A CONCRETE SUPERSTRUCTURE C.Y. $610.00 1045 $637,450 2A CONCRETE SUBSTRUCTURE C.Y. $500.00 937 $468.500 2A SEAL CONCRETE C.Y. $150.00 109 $16,350 2A CONCRETE FILL IN PILING C.Y. $160.00 587 $93,920 2A FURNISHING AND DRIVING TEST PILE-24 IN.DIA. EACH $3,000.00 4 $12,000 2A FURNISHING PILING-24 IN.DIA. LF. $60.00 4860 $291,600 2A DRIVING PILING EACH $600.00 108 $64,800 2A W58G PRESTRESSED CONCRETE GIRDER L.F. $110.00 5143 $565,730 2A BRIDGE RAILING L.F. $50.00 860 $43,000 2A TRAFFIC BARRIER L.F. $80.00 860 $68,800 2A EXPANSION JOINT L.F. $150.00 79 $11,850 2E RETAINING WALLS,MSE L.S. $72,500.00 1 $72,500 313 CRUSHED SURFACING BASE COURSE TON $18.00 10700 $192,600 3D CEMENT CONCRETE PAVEMENT 14 DAY 0.75'SECTION S.Y. $35.00 3H ASPHALT CONC.PAVEMENT CL.B TON $40.00 10300 $412,000 4B TOPSOIL TYPE C C.Y. $15.00 870 $13,050 4B SEEDING,FERTILIZING,AND MULCHING ACRE $1,500.00 2.1 $3,150 4C TEMPORARY WATER POLLUTION/EROSION CONTROL L.S. $15,000 1 $15,000 4D LANDSCAPING&IRRIGATION L.S. $136,400.00 1 $136,400 51 CONCRETE CURB AND GUTTER L.F. $7.00 9750 $68,250 51 CONCRETE BARRIER CURB L.F. $7.00 6040 $42,280 51 CONCRETE SIDEWALK S.Y. $19.00 6400 $121,600 5F PAVEMENT MARKING L.S. $10,280.00 1 $10,280 5C TRAFFIC SIGNAL SYSTEM L.S. $210,000 1 $210,000 5D ILLUMINATION SYSTEM L.S. $190,000 1 $190,000 5E PERMANAENT SIGNING L.S. $8,500.00 1 $8,500 5J TRAFFIC CONTROL L.S. $20,000.00 1 $20,000 613 MONUMENT CASE,COVER,AND PIPE L.S. $4,000.00 1 $4,000 4E WETLAND CONSTRUCTION ACRE $160,000.00 0.64 $102,400 MOBILIZATION 10 10.00%OF(INFLATED CONSTRUCTION SUBTOTAL) EST. 10.00% 4,837,591 $483,759 13 UTILITY AGREEMENTS EST. $0 1 $0 CONSTRUCTION ENGINEERING 15A 8.00%OF(INFLATED CON.+MOB.+TAX+AGREEMENTS) EST. 8.00% 5,321,350 $425,708 PRELIMINARY ENGINEERING PE 117.00%OF TOTAL CONSTRUCTION COST EST, 17.00% 5,747,058 $904,630 $8,665,476 File: L:\\15203\REP0RTS\engest.x1s Page 1 of 1 Printed 11/26/96 PROJECT TITLE: OAKESDALE AVENUE SW EXTENSION ITEMIZED COSTS PHASE 2 ESTIMATED UNIT ITEM UNIT COST QUANT. COS RW RIGHT OF WAY L.S. $49,196.00 1 $49,196 1A CLEARING AND GRUBBING ACRE $2,000.00 1.2 $2,400 1F REMOVAL OF STRUCTURE AND OBSTRUCTION L.S. $13,100.00 1 $13,100 1F RELOCATION OF UTILITIES L.S. $1,000.00 1 $1,000 1B ROADWAY EXCAVATION(SUBGRADE PREPARATION) C.Y. $15.00 1200 $18,000 1C GRAVEL BORROW INCL.HAUL C.Y. $12.00 5700 $68,400 1G STORM DRAINAGE L.S. $37,700.00 1 $37,700 1H DETENTION AND TREATMENT L.S. $15,000.00 1 $15,000 2A STRUCTURAL EXCAVATION C.Y. $25.00 1922 $48,050 2A SHORING AND CRIBBING(DRY) S.F. $10.00 2A SHORING AND CRIBBING(WET) _ S.F. $20.00 _ 6300 $126,000 2A CONCRETE SUPERSTRUCTURE C.Y. $400.00 282 $112,800 2A CONCRETE SUBSTRUCTURE C.Y. $460.00 1760 $809,600 2A SEAL CONCRETE C.Y. $150.00 385 $57,750 2A CONCRETE FILL IN PILING C.Y. $180.00 1378 $248,040 2A FURNISHING AND DRIVING TEST PILE-24 IN.DIA. EACH $3,000.00 4 $12,000 2A FURNISHING PILING-24 IN.DIA. LF. $60.00 11544 $692,640 2A DRIVING PILING EACH $600.00 156 $93,600 2A PREDRILL FOR PPILING L.F. $32.00 540 $17,280 2A W35DG DECKED BULB TEE PRESTRESSED CONCRETE GIRDE L.F. $190.00 7074 $1,344,060 2A ACP OVERLAY S.Y. $20,00 3600 $72,000 2A MEMBRANE WATERPROOFING S.Y. $10.00 3600 $36,000 2A BRIDGE RAILING L.F. $50.00 1260 $63,000 2A TRAFFIC BARRIER L.F. $80.00 1260 $100,800 2A EXPANSION JOINT L.F. $150.00 67 $10,050 2E RETAINING WALLS,MSE L.S. $48,000.00 1 $48,000 3B CRUSHED SURFACING BASE COURSE TON $18.00 3600 $64,800 3D CEMENT CONCRETE PAVEMENT 14 DAY 0.75'SECTION S.Y. $35.00 31-1 ASPHALT CONC.PAVEMENT CL. B TON $40.00 2900 $116,000 4B TOPSOIL TYPE C C.Y. $15.00 130 $1,950 4B SEEDING,FERTILIZING,AND MULCHING ACRE $1,500.00 0.4 $600 4C TEMPORARY WATER POLLUTION/EROSION CONTROL L.S. $10,000 1 $10,000 4D LANDSCAPING&IRRIGATION L.S. 1 $0 51 CONCRETE CURB AND GUTTER L.F. $7.00 1380 $9,660 51 CONCRETE BARRIER CURB L.F. $7.00 440 $3,080 51 CONCRETE SIDEWALK S.Y. $19.00 920 $17,480 5F PAVEMENT MARKING L.S. $2,570.00 1 $2,570 5C TRAFFIC SIGNAL SYSTEM L.S. $30,000 1 $30,000 5D ILLUMINATION SYSTEM L.S. $60,000 1 $60,000 5E PERMANAENT SIGNING L.S. $400.00 1 $400 5J TRAFFIC CONTROL L.S. $10,000.00 1 $10,000 6B MONUMENT CASE,COVER,AND PIPE L.S. $1,000.00 1 $1,000 r 4E WETLAND CONSTRUCTION ACRE $480,000.00 1.52 $729,600 MOBILIZATION 10 10.00%OF(INFLATED CONSTRUCTION SUBTOTAL) EST. 10.00% 6,104,410 $510,441 C13 UTILITY AGREEMENTS EST. $0 1 $0 i CONSTRUCTION ENGINEERING 15A 8.00%OF(INFLATED CON.+MOB.+TAX+AGREEMENTS) EST. 8.00% 5,614,851 $449,188 PRELIMINARY ENGINEERING I PE 17.00%OF TOTAL CONSTRUCTION COST EST. 17.00% 6,064,039 $954,525 ` $7,067,760 File: L:\\15203\REPORTS\engest2.xls Page 1 Of 2 Printed 11/26/96 Appendix B Typical Sections Right of Way Line 45' 45'Roadway & Right of Way Right of Way Line SECTION A-A 6' S' 1 1' 1 1' 1 1' 1 1' 5' 6' Concrete Barrier Bike Bike Lane Profile Lane Concrete Barrier 2 I-9y Grade Point 2% 27 Retaining Wall 4.5' Asphalt Concrete _ Concrete Barrier Pavement Class S Concrete Barrier Curb & Gutter Curb & Gutter \ 6" Crushed Surfacing "4 Concrete Sidewalk 4" Concrete Sidewalk 2" Crushed Surfacing 18" Gravel Base 2" Crushed Surfacing Right of Way Line �, Roadway & Right of Way Right of Way Line 45' 45' Temporary Construction Easement 33' 33' Varies SECTION B-B 5' 11' 11' 12' 11' 11' 5' 1O yp.) Bike 10' Bike 6' 6' 2:1 Max T 6 (DO' Sta. 50+50 to 26+00 Profile Grade Point Lane — � T —Concrete Barrier Curb Concrete Barrier — -- Concrete Barrier 4.5" Asphalt Concrete Curb & Gutter Curb & Gutter Pavement Class B/E Planter Strip 6" Crushed Surfacing Planter Strip 4" Concrete Sidewalk 4" Concrete Sidewalk 18" Gravel Base 2" Crushed Surfacing Subqrade Preparation Excavation Limit 2" Crushed Surfacing Stabilization Geotextile (if required) Right of Way Line Roadway & Right of Way Right of Way Line 45' 45' 33' 33, SECTION C-C 5' 11' 11' 12' 11' 11' S' g' Bike Bike Concrete Barrier Lane Profile Grade Point Lane 61 Concrete Barrier Retaining Wall Retaining Wall 4.5" Asphalt Concrete Concrete Barrier Pavement Class B Concrete Barrier i Curb & Gutter Curb & Gutter i 6" Crushed Surfacing Top of Bank � 4" Concrete Sidewalk 4' Concrete Sidewalk i� 2" Crushed Surfacing 18" Grovel Base 2" Crushed Surfacing i REVISIONS No. DATE REMARKS 6Y APR I DESIGNED RKITTLER _ DRAWN CH G�SY 0 PLANNING/BUILDING/ OAKESDALE AVENUE SOUTHWEST NUMBER 15203 CHECKED 4 a � � PUBLIC WORKS DEPARTMENT Southwest 16th Street to Southwest 31st Street TSEC.DWG ARCHITECTS ENGINEERS PLANNERS ff AIL CAD FILE APPROVED R.T. MARUSKA MUNICIPAL BUILDING TYPICAL SECTIONS 2DO MILL AVENUE SOUfH S N EET DATE DECEMB R 1996 �� jy T 0� RENiDN, WASHINGTON 98055 OF N0. Appendix C Roadway Plan And Profile Signal Easement End Toper Lt & Rt Temporch Construction Easement STA: 2+86,9 0 STA: 15+00 Oakesdole BEGI PROJECT STA: 10+52.03 27th STA-- 4+09.36 Angle Point STA: 2+49.15 N 68330.602 Temporary Construction Easement End Toper Lt & Rt E 54088.521 A Seain Taper Lt & Rt STA: 14+00 Right of Way STA: 11+90 Existing ROW Q r 7 tit ---------- :------------- 5 00 ESDALE AVE. S.W. 0 0 10+00/ 04 10 Sawcut and Match [75! Existing Poement g Approach Slab and Curb and Gutter �Aght of Wa ApproatchSlob Stormwater Easement Retaining Wall 1 A Retaining Wall 2 r5' T/itif Cialkesdalfi-A". SW Ita�&N�k AM4 IS A AL—L rei-tr 000, �th Street Aj — ——————— ——---————— f ———————————— — _6 TA od1A I� 4wp 7 16.154 1( 00 L'41, J=-0.10 PL t l 100 50 0 100EJzE=-0.41 111 W-0.43 SCALE II IN FEET REVISIONS Nn DATE REMARKS BY API1 DLsiGNLE) KITTLER Y PLANNING/BUILDING/ OAKESDALE AVENUE SOUTHWEST NUMBER 15203 DRAWN CAD ARCHITECTS ENGINEERS PLANNERS Southwest 16th Street to Southwest 31st Street CHECKED + PUBLIC WORKS DEPARTMENT CAD FILE ROADWAY.DWG APPROVED MUNICIPAL BUILDING ROADWAY PLAN 200 MILL AVENUE SOUTH STA. 2+50 To 15+00 SHEET DAIL DECEMBER 1996 RENTON, WASHINGTON 96055 1 o� 4 I NO. - - --- .... . ....... <Or 13 - 131C,1) rD <D ( I ignal EasehFkent G ! r" I II t J % FRM`,!G N utdE I ? M M vvv ✓ � ,8.7A is I r ( 1 I 1 J 1 fj R �0o.0 L N �/� P1=22+07.89 \� i) �� te I ; i �/�/dl � ?')3 - ✓/' /� E# �— I N 70128.392 Temoorary Construction Ease e t J E 54085.729 w T_ a i ht'of W , CID W) I - _ _ - ---- -- - Y - Ul) M . � N _ _ _ _ _ _ 02.29'07' R = 6000.00' Temporary Construction Easement Z I=16+7 .50 ` akesdale Ave. v � 35 " Ri0ot of Wa T = 130.15' i \ /` ro L = 260.26' N54111.69 w \\ `` Aca GP uW >n Retaining_.M 11 3 p ( PDWER — \ ��• f p , rmwat r Easement 54 \ ►` 155' r j S7"/2lr 2G� s G/ ^ �kAk*. l j ---� 1 is /S JOPM I `►''� tormwater Easement 'f AN J.- t ELEC MH2 P Pam-, °I I TR4NCGOR.MER 1 �4 " -----� (�+ Z I ELEC VLF ( L PLANTED AREA ^-5---- -. a 0� 0 © © G p 0 0 �� "`� �� \ i ``� ® ^� 6014 I PAVED PARKING AREA ( " Ee cflN cu UWAPPED ' ' �� \� ! �,(Bi► OO I II E f� �A DEi ENTK,''; I Ll r �y'� �U1V� Ass \,`,OO 50 �0 ' 10,t5 z�00 W OPN ,�� _ . I it , v( `710 QL �mp r REV:SIONS _ Na. DATE REMARKS EY APR DESIGNED R ITTL R Y DRAWN CAD Cj PLANNING/BUILDING/ OAKESDALE AVENUE SOUTHW EST NUMBER 15203 ARCHITECTS ENGINMRS PLANNERS CHECKED ,i •g. 1, PUBLIC WORKS DEPARTMENT Southwest 16th Street to Southwest 31st Street GAO FILE ROADWAY.DWO >:pRv,ED � MUNICIPAL BUILDING ROADWAY PLAN REN MILL AVENUE SDUTH STA. 1 +00 TO 29+00 SHEET )DECEMBE�1996 N T 0 I RENTON, WASHINGTON 96055 L c OF 4 NO. � D i - S �3 a Y i -.... ,1 mix 1 .r n Y• r I Sowcut and Latch \j Existing Paverrfgnt & C4rb ` - - 1 -- j Il I fay< t=—Gwi a i 5—A ; S w t an d atkc h Temporary Co struction Ea a ent Exiscing Si Raining wRight o P1= 1+rOaccraR r B TFIJJSMISSItxN U F. / \ --- --- E-- ---- --� ---- / --- l—. ---------- �� N 7 .086 -- ---_— --- — r---- -- - — - - ---------- ------------ �.._� R y� 0 .296 d N M - --t9 r C7 t;)• C'/ >~? :.'? +; i; 40+ 4 oe- 8" METRO SS + RightW Temporary /r p Construction Easement qy r� +08.7 0 ' N✓ j t E"A P �� +` a r jl 133.1' Fit • L , 4g�41, `l am T)"s op Stormwater Easerent \ 20' a t i rX 4 r / paS SC LE REVISIONS No. DATE REMARKS DY APR DESIGNED RKITTLER ��S'Y °,s+ PLANNING/BUILDING/ OAKESDALE AVENUE SOUTHWEST NUMBER 15203 ARCHIlECfS ENGINEERS PLANNERS DRAWN CAD PUBLIC WORKS DEPARTMENT Southwest 16th Street to Southwest 31st Street ♦ CAD FILE: ROADWAY.DWG CHECKED ♦ APPROVED MUNICIPAL BUILDING ROADWAY PLAN 200 MILL AVENUE SOUTH STA. 29+00 TO 43+00 SHEET -- DAIl ECEMBER 1996 �'-jV'r RENTDN. WASHINGTON 9BO5'3 of No. _ 1lSD1. 14 I 1 � i f -. - _ - - k _- - \ ,.i � A it I. -S _ _ �� tl � I� -{•S A ri- J` I /r _ W k5,7.086 IF J 7 C- �----- i eUoinln -Wall i ,, -� �-- 40 296 \ \ /yo* 1 I/ ---- T ' _ __ _—._ .,_ �,- -T`— -:.�G.rMa-tct4,y..._.._ _ I i —T'.... —�..�._ .f•— --+� _ - I ,- [it, 1 , .w "-/'.- Si %. I.I � J 1r1- ( ,� xTstip£r Sdewatk - 1 - i - --- Existing_Riot of a�fcut Match '��-., .. _ � cur- - _.._ _ -- - — — — - — • ,,: — r.J.3 -��_ ,� ` o ° ,�-+; �--_—- --._ , y`' _ _•,;'`.., \_ •\i u r� 2-1 '787. .� � �. Pamor�er�=- I ;: 'E D/ P OJECT ID TA 5 472 { G _ss WWAU. ?2 �S7s• Sit. /Right of Way + Retaining' C wolfs I at'f � '' '� p,.'` w lea 'S .I �-• �` n z - e nst ction Ea ement / No5'73'14"w u I I Ij� r Exis Tin akesdale Ave. SW Ap�roac tab Right of Wo r J I ke ale W N 7 6 01 AP ch Slab C D° - %*' 2.384� l �� _ Iff,D I STA 52+78.53 Oakesda e Retaining Wall 6 , STA 10+00.17 2.13' L. Existing Oakesdole Ave. STA 36+45.81 SW 16t� 0 I Existing Rightl o Way i .01 0994--(" � In SW 116 Stree 4 � � z u TR � >!! " pyE4• �. j I (� 41� AREA ut5 oS I I`,o=i� 00 ,uoo Ufa o� N P . f 4 �� AO ��./� i �� i `' y't I � � � • A Na��T Ut 100 50 0 100 200 -------------------- N Li 15 j IN FEET U - - t i REVISIONS fNo. DATE REMARKS 8 APR DESIGNED RKITTL % -_. 0 PLANNING/BUILDING/ OAKESDALE AVENUE SOUTHWEST NUMBER 15203 DRAWN CAD G I ARCHITECTS ENGINEERS PLANNERS nv .} PUBLIC WORKS DEPARTMENT southwest 18th street to southwest 3tst street CAD FILE ROADWAY.DWG I CHECKLD + WL APPROVED MUNICIPAL BUILDING ROADWAY PLAN _.._,_ ,�• .tia 200 MILL_AVENUE SOUTH 1 STA. 43+00 TO 52+85 SHEET 4 EN DAit DECEMBER 1996 Jj' RENTON. WASHINGTON 98055 i _ i$ NO. I f. /6fis of GyF- -u 4c-rua.,L- O'sic o ? 7_ S v 6 GCg6 v-5,A tr C-r ILIA/4 rsS /3�c.�.. v^L f WSr I p(Lvr✓I A v� 41*4 f�J.D�-yr�(, vT I to Tj✓`� � �v�^"�/ d �"- � High ELEV = 28.10 ' W P'4iur� �/J{�J Jam„ �nl 1p1i�- j4�"I � High STA = 8+96.39 7 (ts �(t f4 Tb� Lf ?i1.r PVI STA = 8+50 pI " ,a► PVI ELEV = 31.65 Q PpplugGfn+L� "' rL� �r� fNjO A.D. _ —4.85 PVI STA = 3+50 K = 123.71 BEGIN PROJECT PVI ELEV = 17.65 I 600.00' vc A.D. = 1.78 LJI STA. 2+49.00 K = 112.36Lo — -- �' 0 in d > wHa- 6E l in w ad O M n �FN w (n�W WV~) in O 1f1 t0 > O) r 771 _c ScO M d o � 20 a? U) to iE w+ + 7 N E w 1 20 Storm fl o Drain h ` E IST C 4 I ( Storm Drain 1.02% Storm Dain C LVf WT _ N Pl AIN� o+ Existin 2a w -c 7akesdal Storm Drain tin j J a) 10 avemen 15" SCO J L i IIzl� _ _ v V) 10 18_' 5D Ninao �� -- - - - — - - — - - - - — - - - -- ; — -- - - �� - - - - - - -- -- - - - - — if)C4 C 00 O 0 in w taJ 36" S 72" SS w w -- 0 c0 M to M O co OJ d N O N M co N I� mI� ao n T-6-c" O t0 u) M po 00 ao w0 N O `} '-00 N )n (0 N N 1� O ")a) O l4 O O O m r00rOi O �M �d' O�j o<o Oth �1� Oq0 OIW �1� N1� `-"� Oto :=d N) �cV � pi 000 N `-N N N N —N '-N N �N �-IN '-N '"N I '-N N '-N N `-N '-N 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 I o REVISIONS N. DATE REMARKS BY APR DESIGNED RI CADY G1R 0A PLANNING/BUILDING/ OAKESDALE AVENUE SOUTHWEST NUMBER 15203 DRAWN ENGINEERS P Southwest 18th Street to Southwest 31st Street PROFILES ARCHfTECiS UNNfRs CHECKED + + PUBLIC WORKS DEPARTMENT 11Y1 L'NT CAD FILE APPROVED MUNICIPAL BUILDING }'RMI11-:s _- 2DOREN MILL AVENUE SOUTH I30(' T') -'['A. 15 1 00 HEET r — DATE Dec1996 �N 'r O R£NTDN, WASHINGTON 9805:� � 01 4 i I s 2� pf Low ELEV 17.70 High ELEV = 19.05 0� Low STA = 16+10.78 1S �' High STA = 19+50 0� PVI STA = 15+50 Low ELEV = 16.55 PVI ELEV = 17.30 PVI STA = 19+50 Low STA = 25+50 PVI ELEV = 19,30 V' ISO OA n A.D. = 2.55 A.D. = -1.00 PVI STA = 25+50 K = 78.43 K = 200.00 PVI ELEV = 16.30 1 �UP44 30 200.00' VC I I I A.D. = 1.00 (c N K = 0 �� 30 00 I o ,� o 200. ' VC o (o � _ + _C 4D p 0 (o N Ca+ (a IC 6020 ON oW o 20 N Fa- 0. 0% -0.50% N L I M � W77� i 0.50% tQ- a a� Z Storm Drain _ —_ W( Storm Drain t Storm Dran St rm Drain in St rmDrain Z + ' rm Drain 10 In E istin 12 OPL FI J Q _ 10 _ o o xisting O W U N — — - — o remain in N — — — — — — — — —11 I — Ex sting 14' OPL — cc —1 /� -- — — — — — — — — — — -- -- — — — — .— -- -- — — — — — — — — — — — — — CIE M 0 - �__ _ - - - - -- - - - - - -- - - - - - - - -- - - - -- _- _- -=I- - ��- - _- _ - 0 co add 0ri1 'O n O( t M M n 0 (p�00 rA O a0 o O t0 0 to 0 pto ad od 06 CO Dd Dd of rOo W t2 Od tD ad �0d f< to ri �r; �is 6 o j,6 I'd-^ t2r 0600 O 1") O � to O O o 00 OMnA - 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 xMvlsloxs No. DATE REMARKS - ff APR DESIGNED RIK DRAWN CAD G1SY °� PLANNING�BUILDING� OAKESDALE AVENUE SOUTHWEST NUMBER 15203 My ARCHITECTS ENGINEERS PLANNERS CHECKED + a 4! PUBLIC WORKS DEPARTMENT southwest 16th street to Southwest 31st Street CAD FILE PROFILES � r rlPr C APPROVED - MUW:;7'AL BUILDING r'RO 1l 11"l p a 2DD r,1u AVENUE SOUTH S'I'A. 15-1 00 TO "(' ''? I 0 SHEET — DATE Dec 1996 _ E N T a~ RENTDN. WASHINGTON 98055 - 2 0E 4 NO. — i I (A kee Ssg1 1[F pCi 5 High ELEV = 18.301� k High ELEV = 18.63 High STA = 30+00 `+' Low ELEV = 16.81 High STA = 38+30 Low ELEV = 15.72 PVI STA = 30+00 Low STA = 33+96.77 PVI STA = 38+50 Low STA = 42+82.14 PM ELEV = 18.55 } ``.0'1 y � PVI STA = 34+00 PVI ELEV = 18.95 PVI STA = 43+25 A.D. = —1.00 W PVI ELEV = 16.55 A.D. = —1.33 PVI ELEV = 15.15 K = 200.00 A.D. = 1.03 K = 150.00 A.D. = 2.80 30 K = 193.55 K = 71.43 30 2W.00' VC I 200.00' VC 1 I 200.00' VC o rna O+ o p in 00 00 O (n U + 05 + +r�M `+t0 M N to M M > 0 -- w Mto _ E _E +>O o O o N_ a CA wO N m M + �20 w Uj w t O -. _ _ AJ- M + �- �� Stvrrn Drain: Storm Drain z II Storm Drain Storm Drain Storm Drain � — _ Storm Drain I'I L, + I Storm Drain--�� t JI r-l —Abandoned Abandoned Storm Storm Drain'- o o I w (n 10 U 6" W I i 6" W; I'I Drain —t��F— I Existing 48" J 10 II Ii IDIP Culvert Q _ (n � I II II � ( � - - - - - - - - - - - - - - - - - - - - - - -- 17 — — — — — — — — — — _ _ _ Q =t 108" SS 1�1—:72 - - — — - - " SS 0 - - --.-- - — - - -- — —` — -- — - - - - 0 06 Mod :2cd M06 Mc6 d'^ ^ tnrz u7� �� N0 N � � � N�� CID d 0t0 Cn� 0 •O � � N O N M N O 00 t O0OO O 00 N0p 00 �< d0 O� � �� u7� n�n t0n� 05 ttj� �� •�� 29+00 30+00 31+00 32+00 33+00 34+00 35+00 36+00 37+00 38+00 39+00 40+00 41+00 42+00 43+00 PBVMON3 No. DATE REMARKS HY APR DESIGNED RIK EM o��Y °,� PLANNING/BUILDING/ OAKESDALE :AVENUE SOUTHWEST NUMBER 15203 °�"T' CAS Southwest 16th Street to Southwest 31st Street ARCHITECTS ENGINEERS PLANNERS CHECKED � � PUBLIC WORKS DEPARTMENT CAD MILE PROFILES AP PROFILES PROVED MUNICIPAL BUILDING c� T /^� l !! // ((�� A r�/ -PIE, � 200 MILL AVENUE SOUTH l It1, !J(3-{ 1.�1� tlr'�fi. !�<�-I �J 1,� SHEET 3 0F 4•�� Dec t99B Ls'X T O RENTON,WASHING(ON 98055 NO. n 0 High ELEV = 23.29 High STA = 48+64.15 PM STA = 48+50 END PROJECT Low ELEV = 15.72 PVI ELEV = 25.65 STA. 52+84.00 Low STA = 42+82.14 A.D. = —3.79 PVI STA = 43+25 K = 132.08 PVl ELEV = 15.15 A.D. = 2.80 500.00' VC 30 K = 71.43 _ �, —- 30 20 00' VC I W 16th N 6+i Lid N y N «) > 6 d N r- O i I _ O y q + w N 20 �I 7/ 20 V/fkExis ing Q [8-, + oe' or or ti I Oal< "'daled c� C s u e I � � Storm D ai Pav ment w - z Wetland13 d ( Storm D ain 4 a i -1 Storm Drain V I Drain /? 01 10 IE 9. lg•� 24" SD i ' < � — -- — --- — — — � 1a" s I co 12" SS + I Telephone Q w Line I �r- �� OO r7� N� O� �� ^ —O �� O 00� N� 00 I n O tO tD to t0 t0 T�1n N DO tT N N O n N M st to t0 6 tO n c0 CO� 7 O t0 O CV t°CV o IM N MI !'� n IM 1�Cy n r- n r,N OO al t0 DD `-N N '-"N N '-N N '-N '-N '-N `-N '-N 43+00 44+00 45+00 46+00 47+00 48+00 49+00 50+00 51+00 52+00 53+00 54+00 REVISIONS ® No. DATE REMARKS BY APR DISK:NED RIK .j DRAWN A PLANNING/BUILDING/ OAKESDALE AVENUE SOUTHWEST NUMBER 15203 _ ARCHITEM ENGINEERS PLANNERS CHECKED + PUBLIC WORKS DEPARTMENT Southwest 16th Street to Southwest 31st Street CAD ALE PROFILES D MUNICIPAL BUILDING PROFILES APPROVE 2DO MILL AVENUE SOUTH AlTA. 4..;3_.I—00 TO 1i�OP SHEET DATE DEC 1996 � l IN O� RENTDN,WASHINGTON 98055 4 0f 4 N0. -- -- ENTON Schedule HNTB 600 108TH Ave, NE Bellevue, WA 98004 Luminaire Assembly Schedule Generated by LitePro V2 . 20E Provided and supported by USI Lighting, Inc . Filename : RENTON Type: Outdoor ---------------------------------------------------------- ------------------ --- Luminaire Assembly Schedule - ----------------------------------------------------------------------------- ?roject name : Oakesdale Ave. SW - Extension Project #15203 ?repared for: The City of Renton Date : 15-Nov-96 , Prepared by: Erik M. Ellison UPD: O . OW/Sq. Ft - ------------------------------------------------------------------ ------------- ------------------------------------------------------------------------------ - ITYPE DESCRIPTION LAMP/MOUNTING V/W QTY REMARKS --- ------------------------------- ----------------- ---- ---- ------------- -A GE LIGHTING GE M2AC15S 30' DAVIT 000 37 1 luminaire type (s) STND - (1) "Hl" M2AC15S (1) LU-150 195 ------------------------------------------------------------------------------ 1OTES : ------------------------------------------------------------------------------ 110TOMETRICS- #GE7285 Luminaire Photometric Data Generated by LitePro V2 . 20E Provided and supported by USI Lighting, Inc . TEST #GE7285 ;G LIGHTING, M2AC15S, M-250A2 CUTOFF I-C-III , TILT ANGLES = None .,AMPS : (1) LU-150, Lumens/lamp= 10000 hotometric Type= A/C Batts= 195 ,uminous dimensions (feet) : Width= -1 . 50 Length= 0 . 00 Height= 0 . 00 ,allast : STD :actors : Multiplier= 1 . 00000 Ballast= 1 . 00 Ballast-Lamp= 1 . 00 This photometric data is derived from an IES format file, using a specific ballast/lamp combination. Extrapolation of this data for other ballast/lamp combinations may produce erroneous results . The ballast factor must be applied to the lumen output rating assigned to the lamp (s) or to the candlepower values shown. ige 2 'IOTOMETRICS- #GE7285 NDLEPOWER SUMMARY: 1 1GLE 0 . 0 5 . 0 15 . 0 25 . 0 35 . 0 45 . 0 52 . 5 55 . 0 57 . 5 62 . 5 65 . 0 0 . 0 2503 2503 2503 2503 2503 2503 2503 2503 2503 2503 2503 5 . 0 2272 2283 2306 2318 2364 2399 2434 2445 2457 2480 2492 15 . 0 2243 2283 2364 2388 2434 2503 2564 2585 2605 2646 2666 25 . 0 2230 2225 2214 2283 2144 2086 2130 2144 2188 2274 2318 35 . 0 1877 1970 2156 1854 1820 1669 1669 1669 1698 1756 1785 45 . 0 1756 1785 1843 1414 1414 1530 1582 1599 1642 1730 1773 55 . 0 1177 1171 1159 1344 1530 1611 1724 1762 1730 1666 1634 60 . 0 809 858 956 1066 1362 1600 2434 2510 2585 2411 2301 62 . 5 625 702 854 927 1278 1594 2608 2678 2747 2561 2434 65 . 0 441 545 753 788 1194 1588 2527 2666 2805 2608 2445 67 . 5 330 418 614 649 956 1428 2364 2660 2955 2898 2666 70 . 0 220 290 475 510 718 1269 2677 2972 3268 3118 2886 72 . 5 110 162 336 371 480 1110 2666 3020 3373 3292 3037 75 . 0 0 35 197 232 243 950 2515 2915 3315 3234 2857 77 . 5 3 30 150 177 186 716 1043 1170 1298 1101 922 80 . 0 6 24 104 122 128 481 139 156 174 151 128 82 . 5 9 18 58 67 70 246 12 12 12 12 12 85 . 0 12 12 12 12 12 12 12 12 12 12 12 87 . 5 12 12 12 12 12 12 12 12 12 12 12 90 . 0 12 12 12 12 12 12 12 12 12 12 12 3ge 3 ,IIOTOMETRICS- #GE7285 :"NDLEPOWER SUMMARY: 2 1GLE 67 . 5 72 . 5 75 . 0 77 . 5 82 . 5 85 . 0 87 . 5 92 . 5 95 . 0 97 . 5 102 . 5 0 . 0 2503 2503 2503 2503 2503 2503 2503 2503 2503 2503 2503 5 . 0 2512 2553 2573 2579 2590 2596 2602 2613 2619 2628 2645 15 . 0 2695 2753 2782 2799 2834 2851 2848 2843 2840 2822 2788 25 . 0 2350 2413 2445 2404 2324 2283 2228 2118 2063 2046 2010 35 . 0 1852 1984 2051 1979 1834 1762 1707 1596 1541 1527 1498 45 . 0 1738 1669 1634 1596 1522 1484 1466 1432 1414 1400 1370 55 . 0 1599 1530 1495 1506 1530 1541 1512 1455 1426 1388 1313 60 . 0 2191 1820 1722 1623 1599 1616 1634 1541 1495 1449 1298 62 . 5 2306 1982 1878 1773 1669 1669 1669 1565 1484 1402 1252 65 . 0 2283 2017 1912 1808 1750 1738 1727 1599 1495 1391 1194 67 . 5 2434 2121 2000 1878 1947 1953 1959 1634 1448 1263 985 70 . 0 2654 2191 1976 1762 1762 1744 1727 1252 986 719 406 72 . 5 2782 2306 2115 1924 2121 2110 2098 1518 1124 730 371 75 . 0 2480 1889 1704 1518 1912 1965 2017 1356 997 637 278 77 . 5 742 626 620 614 846 858 869 498 376 255 127 80 . 0 104 81 98 116 185 185 185 127 98 70 35 82 . 5 12 12 12 12 12 12 12 12 12 12 12 85 . 0 12 12 12 12 12 12 12 12 12 12 12 87 . 5 12 12 12 12 12 12 12 12 12 12 12 90 . 0 12 12 12 12 12 12 12 12 12 12 12 ge 4 OTOMETRICS- #GE7285 NDLEPOWER SUMMARY: 3 IGLE 105 . 0 107 . 5 112 . 5 115 . 0 117 .5 122 .5 125 . 0 127 . 5 135 . 0 145 . 0 155 . 0 0 . 0 2503 2503 2503 2503 2503 2503 2503 2503 2503 2503 2503 5 . 0 2654 2663 2680 2689 2695 2706 2712 2706 2689 2700 2654 15 . 0 2770 2756 2726 2712 2703 2686 2677 2660 2608 2515 2469 25 . 0 1993 1979 1950 1936 1930 1918 1912 1912 1912 1912 1924 35 . 0 1484 1481 1475 1472 1469 1463 1460 1437 1368 1368 1368 45 .I0 1356 1342 1312 1298 1284 1254 1240 1223 1171 1066 1020 55 . 0 1275 1266 1249 1240 1220 1179 1159 1130 1043 916 834 60 . 0 1269 1240 1205 1205 1205 1147 1112 1078 962 829 724 62 .5 1240 1229 1147 1147 1147 1113 1084 1055 922 786 669 65 . 0 1171 1147 1078 1066 1055 1020 1008 997 881 742 614 67 . 5 956 927 834 828 823 800 794 788 696 582 481 70 . 0 382 359 290 302 313 290 313 336 510 423 348 72 . 5 382 394 255 244 232 185 197 209 324 264 214 75 . 0 267 255 162 156 151 139 156 174 139 104 81 77 . 5 110 93 81 81 81 81 81 81 108 81 64 80 . 0 35 35 35 40 46 35 35 35 76 58 46 82 . 5 12 12 12 12 12 12 12 12 44 35 29 85 . 0 12 12 12 12 12 12 12 12 12 12 12 87 . 5 12 12 12 12 12 12 12 12 12 12 12 90 . 0 12 12 12 12 12 12 12 12 12 12 12 age 5 lliOTOMETRICS- #GE7285 ANDLEPOWER SUMMARY : 4 1GLE 165 . 0 175 . 0 180 . 0 0 . 0 2503 2503 2503 5 . 0 2666 2631 2614 15 . 0 2388 2341 2318 25 . 0 1866 1843 1832 35 . 0 1356 1275 1234 45 . 0 1136 974 893 55 . 0 800 846 869 60 . 0 666 690 702 62 . 5 600 612 618 65 . 0 533 533 533 67 . 5 423 426 428 70 . 0 313 318 320 72 . 5 203 211 215 75 . 0 93 104 110 77 . 5 72 81 86 80 . 0 52 58 61 82 . 5 32 35 36 85 . 0 12 12 12 87 . 5 12 12 12 90 . 0 12 12 12 'NTON New Area PxP Point by Point Area Analysis Generated by LitePro V2 . 20E Provided and supported by USI Lighting, Inc . Filename : RENTON Type : Outdoor ------------------------------------ - ---- -------------------- --------- - - ----- -- Point by Point Area Analysis --------------------------------------------------------------------- --------- ?roject name : OAKESDALE AVE . SW - EXTENSION Project #15203 2repared for: CITY OF RENTON Date : 18-Nov-96 Prepared by: ERIK M. ELLISON UPD: O . OW/Sq. Ft ---------------------------- - ----- ----------------------------------- - -- - ---- -- ;es IES procedures for Point-by-point Method. USI is not responsible for light output of lamp/ballast, non-USI products, or design variables not shown. tirea Name : New Area No. Identical Areas = 1 P-�scription: OAKESDALE AVE. SW EXTENSION -.iMENSIONS : (Ft) -lidth (E-W) 5660 . 00 ,ength (N-S) 1340 . 00 'otal Area : 7584400 . fVIRONMENTAL CONDITION: Medium # OBSTRUCTIONS : 0 fMINAIRES : pe H1 : TEST #GE7285 TOTAL QUANTITY PER AREA = 41 GE LIGHTING, M2AC15S, M-250A2 CUTOFF M-C-III, LAMPS : ( 1) LU-150 , Lumens= 10000 BALLAST: STD, WATTS= 195 Page 2 RENTON New Area PxP .4ENAIRE COMPUTATIONAL PARAMETERS : Type H1 TEST #GE7285 Luminaire >> M2AC15S Total Light Loss Factor = 0 . 77 Luminaire Dirt Depreciation = 0 . 86 Lamp Lumen Depreciation = 0 . 90 Ballast Factor = 1 . 00 Lamp/ballast Factor = 1 . 00 Misc Light Loss Factor = 1 . 00 Lamp Lumen Ratio Factor = 1 . 00 Original Lamp Rating = 10000 Actual Lumens Used = 10000 TOTAL CANDLEPOWER MULTIPLIER= 0 . 77 ige 3 ,,NTON New Area PxP IINAIRE ASSEMBLIES : Type lA :GE7.285, 30 ' DAVIT, Assembly includes the following luminaires : Type MH ROT TILT SPIN BKT LEN BKT ROT H1 30 . 00 0 2 0 8 . 00 0 Page 4 RENTON New Area PxP 3EMBLY PLACEMENTS : # TYPE X START X STEP #COL Y START Y STEP #ROW ROT 1 lA 5411 . 9 0 . 0 1 449 . 2 0 . 0 1 260 2 lA 5431 . 9 0 . 0 1 358 . 2 0 . 0 1 347 3 lA 5305 . 0 0 . 0 1 429 . 5 0 . 0 1 180 4 lA 5308 . 0 0 . 0 1 333 . 5 0 . 0 1 87 5 lA 5206 .4 0 . 0 1 336 . 4 0 . 0 1 355 6 lA 4870 . 0 0 . 0 1 418 . 4 0 . 0 1 190 7 lA 4510 . 0 0 . 0 1 449 . 8 0 . 0 1 25 8 lA 4696 . 0 0 . 0 1 474 . 8 0 . 0 1 200 9 lA 4412 . 0 0 . 0 1 586 . 8 0 . 0 1 200 10 lA 4260 . 0 0 . 0 1 637 . 8 0 . 0 1 280 11 lA 4275 . 0 0 . 0 1 539 . 8 0 . 0 1 0 12 lA 4275 . 0 0 . 0 1 539 . 8 0 . 0 1 0 13 lA 4182 . 0 0 . 0 1 548 . 8 0 . 0 1 90 14 lA 4170 . 0 0 . 0 1 651 . 8 0 . 0 1 180 15 lA 3874 . 5 0 . 0 1 650 . 1 0 . 0 1 180 16 lA 4053 . 5 0 . 0 1 569 . 1 0 . 0 1 1 17 lA 3534 . 5 0 . 0 1 657 . 3 0 . 0 1 270 18 lA 3547 . 5 0 . 0 1 566 . 3 0 . 0 1 0 19 lA 3435 . 5 0 . 0 1 556 . 3 0 . 0 1 90 20 lA 3439 . 5 0 . 0 1 660 . 3 0 . 0 1 180 1 lA 3274 . 5 0 . 0 1 568 . 2 0 . 0 1 0 _2 lA 3074 . 5 0 . 0 1 650 . 2 0 . 0 1 180 23 lA 2848 . 5 0 . 0 1 562 . 2 0 . 0 1 0 24 lA 2663 . 5 0 . 0 1 643 . 2 0 . 0 1 180 25 lA 2248 . 5 0 . 0 1 632 . 2 0 . 0 1 180 26 lA 2483 . 5 0 . 0 1 560 . 2 0 . 0 1 0 27 lA 2050 . 5 0 . 0 1 544 . 2 0 . 0 1 0 28 lA 1850 . 5 0 . 0 1 621 . 2 0 . 0 1 180 29 lA 1671 . 6 0 . 0 1 632 . 1 0 . 0 1 270 30 lA 1674 . 6 0 . 0 1 524 . 3 0 . 0 1 0 31 lA 1572 . 5 0 . 0 1 525 . 3 0 . 0 1 90 32 lA 1573 . 5 0 . 0 1 633 . 1 0 . 0 1 180 33 lA 1465 . 5 0 . 0 1 546 . 2 0 . 0 1 0 34 lA 1312 . 5 0 . 0 1 629 . 2 0 . 0 1 180 age 5 �'NTON New Area PxP 35 lA 725 . 4 0 . 0 1 561 . 2 0 . 0 1 0 i _ lA 1137 . 5 0 . 0 1 558 . 2 0 . 0 1 0 .,7 lA 922 . 4 0 . 0 1 623 . 2 0 . 0 1 180 38 1A 581 . 4 0 . 0 1 563 . 2 0 . 0 1 0 39 lA 368 . 4 0 . 0 1 633 . 2 0 . 0 1 180 10 lA 3693 . 5 0 . 0 1 649 . 2 0 . 0 1 180 41 lA 5037 . 8 0 . 0 1 400 . 3 0 . 0 1 180 vUANTITY SUMMARY: TYPE # LA 41 TOTAL 41 RENTON New Area PxP Point by Point Area Analysis Generated by LitePro V2 . 20E Provided and supported by USI Lighting, Inc . Filename : RENTON Type : Outdoor ------------------- - ----------- ------------------------- ---------------------- - - Point by Point Area Analysis ---------------------------- -- ------------ --------- --------------------------- Project name : OAKESDALE AVE. SW - EXTENSION Project #15203 Prepared for: CITY OF RENTON Date : 18-Nov-96 Prepared by: ERIK M. ELLISON UPD: O . OW/Sq.Ft -------------------------------------------------------------------------------- Uses IES procedures for Point-by-point Method. USI is not responsible for light output of lamp/ballast, non-USI products, or design variables not shown. Area Name New Area No . Identical Areas = 1 Description: OAKESDALE AVE . SW EXTENSION MENSIONS : (Ft) Width (E-W) 5660 . 00 Length (N-S) 1340 . 00 Total Area 7584400 . ENVIRONMENTAL CONDITION: Medium # OBSTRUCTIONS : 0 LUMINAIRES : Type H1 : TEST #GE7285 TOTAL QUANTITY PER AREA = 41 GE LIGHTING, M2AC15S, M-250A2 CUTOFF M-C-III, LAMPS : ( 1) LU-150 , Lumens= 10000 BALLAST: STD, WATTS= 195 ge 2 1 :NTON New Area PxP T 'INAIRE COMPUTATIONAL PARAMETERS : ' j,pe H1 : TEST #GE7285 Luminaire >> M2AC15S Total Light Loss Factor = 0 . 77 Luminaire Dirt Depreciation = 0 . 86 Lamp Lumen Depreciation = 0 . 90 Ballast Factor = 1 . 00 Lamp/ballast Factor = 1 . 00 Misc Light Loss Factor = 1 . 00 Lamp Lumen Ratio Factor = 1 . 00 Original Lamp Rating = 10000 Actual Lumens Used = 10000 TOTAL CANDLEPOWER MULTIPLIER= 0 . 77 Page 3 RENTON New Area PxP T °INAIRE ASSEMBLIES : Type lA :GE7285, 30 ' DAVIT, Assembly includes the following luminaires : Type IMH ROT TILT SPIN BKT LEN BKT ROT Hl 30 . 00 0 2 0 8 . 00 0 P-ge 4 F NTON New Area PxP ? ,EMBLY PLACEMENTS : # TYPE X START X STEP #COL Y START Y STEP #ROW ROT 1 lA 5411 . 9 0 . 0 1 449 . 2 0 . 0 1 260 2 lA 5431 . 9 0 . 0 1 358 . 2 0 . 0 1 347 3 lA 5305 . 0 0 . 0 1 429 . 5 0 . 0 1 180 4 lA 5308 . 0 0 . 0 1 333 . 5 0 . 0 1 87 5 lA 5206 . 4 0 . 0 1 336 . 4 0 . 0 1 355 6 lA 4870 . 0 0 . 0 1 418 .4 0 . 0 1 190 7 lA 4510 . 0 0 . 0 1 449 . 8 0 . 0 1 25 8 lA 4696 . 0 0 . 0 1 474 . 8 0 . 0 1 200 9 1A 4412 . 0 0 . 0 1 586 . 8 0 . 0 1 200 0 lA 4260 . 0 0 . 0 1 637 . 8 0 . 0 1 280 1 lA 4275 . 0 0 . 0 1 539 . 8 0 . 0 1 0 -2 lA 4275 . 0 0 . 0 1 539 . 8 0 . 0 1 0 13 lA 4182 . 0 0 . 0 1 548 . 8 0 . 0 1 90 4 lA 4170 . 0 0 . 0 1 651 . 8 0 . 0 1 180 5 lA 3874 . 5 0 . 0 1 650 . 1 0 . 0 1 180 16 lA 4053 . 5 0 . 0 1 569 . 1 0 . 0 1 1 7 lA 3534 . 5 0 . 0 1 657 . 3 0 . 0 1 270 8 lA 3547 . 5 0 . 0 1 566 . 3 0 . 0 1 0 -L9 lA 3435 . 5 0 . 0 1 556 . 3 0 . 0 1 90 I)0 lA 3439 . 5 0 . 0 1 660 . 3 0 . 0 1 180 1 lA 3274 . 5 0 . 0 1 568 . 2 0 . 0 1 0 lA 3074 . 5 0 . 0 1 650 . 2 0 . 0 1 180 23 1A 2848 . 5 0 . 0 1 562 . 2 0 . 0 1 0 4 lA 2663 . 5 0 . 0 1 643 . 2 0 . 0 1 180 5 lA 2248 . 5 0 . 0 1 632 . 2 0 . 0 1 180 26 lA 2483 . 5 0 . 0 1 560 . 2 0 . 0 1 0 -7 lA 2050 . 5 0 . 0 1 544 . 2 0 . 0 1 0 8 lA 1850 . 5 0 . 0 1 621 . 2 0 . 0 1 180 _'9 lA 1671 . 6 0 . 0 1 632 . 1 0 . 0 1 270 30 lA 1674 . 6 0 . 0 1 524 . 3 0 . 0 1 0 1 lA 1572 . 5 0 . 0 1 525 . 3 0 . 0 1 90 2 lA 1573 . 5 0 . 0 1 633 . 1 0 . 0 1 180 33 lA 1465 . 5 0 . 0 1 546 . 2 0 . 0 1 0 4 lA 1312 . 5 0 . 0 1 629 . 2 0 . 0 1 180 Page 5 RENTON New Area PxP 35 lA 725 . 4 0 . 0 1 561 . 2 0 . 0 1 0 - 1A 1137 . 5 0 . 0 1 558 . 2 0 . 0 1 0 lA 922 . 4 0 . 0 1 623 . 2 0 . 0 1 180 38 lA 581 . 4 0 . 0 1 563 . 2 0 . 0 1 0 39 lA 368 . 4 0 . 0 1 633 . 2 0 . 0 1 180 40 lA 3693 . 5 0 . 0 1 649 . 2 0 . 0 1 180 41 lA 5037 . 8 0 . 0 1 400 . 3 0 . 0 1 180 QUANTITY SUMMARY: TYPE # lA 41 TOTAL 41 Page 1116 'r USI's LITE)KPRO U2.20E Point-By-Point Numeric Output 17: 18 18-Nov-96 PROJECT: PENTON AREA: New Area GRID: OAKESDALE Ualues are FC, SCALE: 1 IN= 100.OFT, HOW GRID (U), HOP2 CALC, 2= 0.0 Computed in accordance with IES recommendations + NIN=0.00 MAX=3.51 AUE=0.22 AOE/MIN=N/A NAX/NIN=N/A IA= GE LIGHTING GE7285, 30' DAUIT, <41> Y-AXIS 1340.0 1320.0 Y 1300.0 1280.0 1260.0 1240.0 1220.0 1200.0 1180.0 1160.0 1140.0 1120.0 1100.0 1080.0 1060.0 1040.0 1020.0 1000.0 980.0 960.0 940.0 i 900.0 Page 2116 880.0 860.0 840.0 820.0 800.0 780.0 760.0 740.0 720.0 700.0 - 680.0 660.0 0.01 0.08 0.13 0.20 0.19 0.12 0.0 0.01 0.01 0.01 0.00 .0 640.0 + + + 0.05 0.1 620.0 0.10 0.19 0.50 1.9 1.67 .41 0.1 i + ;. I 0,13 .12 0.i 0.16 0.17 600.0 ` 0.10 0.23 0.30 0.70 0.09 0.06 0. 5 0. 7 0.1 0.26 P.132 0.60 f.1357 ' 580.0 a + a a + a + + ♦ a + 0.10 0.11 0.13 0.16 560.0 0.03 0.03 3 + a 540.0 0.01 0.0 « f '.. 520.0 a + a + + + + a + 0.00 0.00 0.00 0.00 0.00 .0 0.05 0.07 0.05 0.0 0.02 0.01 500.0 ' ' + + r 0.00 0.00 0.00 0.00 0.00 0.00 O.00 0.00 0.00 0.00 0.00 0.0 0.01 0.01 0.01 0.03 0.0 0.00 0.00 480.0 460.0 440.0 420.0 400.0 380.0 360.0 340.0 320.0 300.0 280.0 260.0 240.0 220.0 200.0 180.0 160.0 140.0 120.0 100.0 80.0 60.0 40.0 20.0 0.0 0.0 40.0 80.0 120.0 160.0 200.0 240.0 280.0 320.0 360.0 400.0 440.0 480.0 520.0 560.0 600.0 610.0 20.0 60.0 100.0 140.0 180.0 220.0 260.0 300.0 340.0 380.0 420.0 460.0 500.0 540.0 580.0 620.0 660.0 Page 4/16 ♦ 0.01 0.01 0.00 0.00 .01 0.01 0.01 0.06 0.0B 0.11 0.08 0.06 0.02 0.00 0.0C 0.01 0.00 0.00 0.00 O.00 0.00 0.01 + + + r r 0.13 1.11 .1 .1 1 0.07 0.0 0.06 0.09 0.16 0.22 0.2 0.43 0.28 0.24 0.16 U.J I Y.Lb U.I/ +��a + + + + + + 4 T _ 0.26M 0.28 0.19 0.16 0.09 O.O 0.060.070.140.27 170.18 0.290.120.05M 0.08 0.07 0.07 0.07 M .060.07 .0 0 0.040.060.0 0.06 0.05 0.02 0.01 0.0 0.00 0.00 0.00 0.00 0.0 0.000.000.000.000.0 0.000.000.020.060.0 0.100.070.050.010.01 0.0001000.000.000.0 0. 0.01 0.01 0.0 0.01 D.01 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0c 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.01 0.01 0.0 0.02 0.02 0.01 0.01 0.0C 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.01 0.00 r 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 80.0 720.0 760.0 800.0 840.0 880.0 920.0 960.0 1000.0 1040.0 1080.0 1120.0 1160.0 1200.0 1240.0 1280.0 1320.0 1360.0 1400.0 700.0 740.0 780.0 820.0 860.0 900.0 940.0 980.0 1020.0 1060.0 1100.0 1140.0 1180.0 1220.0 1260.0 1300.0 1340.0 1380.0 Page /16 0 + + ♦ r ♦ + 9 0.+ .1 00. .37 5 i3 0.12 0.0 0.0t 0.00 0.01 0.04 0.0 0.08 0.08 0.06 0.04 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.( + + r + + + + + + + + + ♦ r + + + + ♦ + r + ?9 1 0.67 0.9 0.75 1.7 + _ + ♦ + + r .1 0.21 0.3 20.500.5 0.480.5 1.13 1_.201 .460.180.t .080.090.10 + + r + 1.2 0.350.78 5i 0.3 0.3 00.140.5 0.460.3 0.2 0.39 .080.080.100.21 0.2 .4 r + + + + .75 0.34 0.2 HE .15 0.12 O.lf 0.07 0* . . LIM 0.190.13 .160.62 30 1 0.0 .010.01 0.0 0.000.000.010.000.0 0.0f O.Of 0. 0.080.1 0.23 0.24 0.15 0.08 0.01 0.010.( r r + 1.0 0.05 0.06 0.05 0.04 0.0 0.11 0+1 0.5 .4 .2 19 .2 O.r 6 0 1 7 0. .01 .00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 '2 0.0 0.06 0.06 0.05 0.03 0.0 0.00 0.1 1440.0 1480.0 1520.0 1560.0 f600.0 1640.0 1680.0 1720.0 1760.0 I800.0 1840.0 1880.0 t9"<0.0 1960.0 2000.0 2040.0 2080.0 2120.0 216, -20.0 1460.0 1500.0 1540.0 1580.0 1620.0 1660.0 1700.0 1"0.0 1780A 1820.0 11160.0 1900.0 1910.0 1980.0 2020.0 2060.0 2100.0 2140.0 Page 8/16 i r 0.03 0.02 O.o 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 .00 0. 10.0 0.08 0.11 0.09 0.07 0.0 /0- )1 .00 0.00 0.00 0.0 0.00 0.00 O.oO 0.00 0.01 0+ .01 0.00 0.01 0.0 O.X 0.01 0.02 .05 0.11 0.26 0.42 0.31 0.1 0. ♦ + r 0.070.0 0.070.09 .100.100.0 1 0.0� 09 0.11 0.10 0.13 0.2 0.561.33 .730.27 1 0.1 0.11 0.110.690.1 0.120.11 .100.08 0.200.0 0.030.040.070.1 0.240. 0.+17 0.+12 0.11 0.15 0.2 0.260.38 .280.190. 0.11 .10 0.12 0.23 0.2 0.530.41 D.250.20 + ♦ r 1 0. 2 0.1 0.17 0.1 4 1.74 0.83 0.2. 0.12 0.06 0. 0.0 0. 0 0. 0.15 0.3 1.24 )0 0.00 0.0 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.01 0.04 0. 6 0.08 0.07 0.0 0.0 0.00 0} +0T2 a 0 0.0 0.00 0.01 0.03 0.0 0.07 0.06 0.05 0.03 i )0 0.00 0.0 I l Y I _ C 0 2200.0 2240.0 2280.0 2320.0 2360.0 2400.0 2440.0 2480.0 2520.0 2560.0 2600.0 2640.0 2680.0 2720.0 2760.0 2800.0 2840.0 2880.0 2180.0 2220.0 2260.0 2300.0 2340.0 2380.0 2420.0 2460.0 2500.0 2540.0 2580.0 2620.0 2660.0 2700.0 2740.0 2780.0 2820.0 2860.0 2900. X-AXIS Page 1 116 r f ` + a + 0.0 0.00 0.00 0.00 0.00 0.0 0.10 0.11 0.17 0.12 0 .OI 0.01 0.000.000.0 0.000.000.000.000.0 0.000.01 0.060.140. 0.330 00.270.4 0.8 0. 80.170.060.020.0 0.05 + + 0.1+ r ♦ r + + + + ♦ + + + + + + + + ♦ + 00 0.06 0.01 004 0.08 D. 0. 0.62 0.52 0.60 0.58 1 P 0.1 0.24 0.1 c 0.05 0.04 0.06 0.10 0.1 0.13 0.18 0.2l 0.170.1 0.12 0.09 0.07 0.09 ME 0.260.50 .850.370.2 0.160.13 0. 6 0.2E 0.35 0.39 0.50 0.53 ME 0.86 055 1 11 n 96 n I n 19i + + + + + 0.640.650.450.360.6 + + + ♦ + + + + + 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 00 0.00 0.00 0.0 0.03 0.04 0.05 0.04 0.0 0.01 0.00 0.02 0.07 0.1 0.30 0.28 0.19 0.10 0.0 .06 0.05 0.04 0.02 0.10C 0.00 320.0 2960.0 3000.0 30+0.0 3080.0 3120.0 3160.0 3200.0 3210.0 3280.0 3320.0 3360.0 3100.0 3110.0 3480.0 3520.0 3560.0 3600.0 3610.0 1 2940.0 2980.0 3020.0 3060.0 3100.0 3110.0 3180.0 3220.0 3260.0 3300.0 3340.0 3380.0 3420.0 3460.0 3500.0 3540.0 3580.0 3620.0 P qe 12116 ♦ + r ♦ r Y # ).10 0.0 0.02 0.01 0.00 0.00 0.0 0.00 0.00 0.01 0.01 0.0 0.120.190. 0.1 0.2 Li . 0.15 r Y + 0.40.28 + + + ♦ + + # ).30 0.66 3 0.73 0.80 + 1.06 0.82 ♦8 0.': + + + 0.43 0 35 0.2 0.2 4 0.46 .63 0.5 .3 .2 t # ♦ � 0-34 55 0.77 0.71 0.71 0.79 0. a • .7 0.80 1 .5l 0.34 0 ♦ + + + Y Y a ♦ # ♦ ♦ ♦ + Y + # ♦ + r r + + ).00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.0 0.0 0.01 0.05 0.04 0.02 0.0 0.06 0.1 B .41 0 52 0.4 0 .71 0. 0 l6 0 19 0. .2 8 0.18�.14 0.0 . + + + + - 0.07 1 0.06 0.05 0.03 0.0 0.01 0.00 0.00 0.f 0.02 .0 0.07 0.04 0.02 0.01 0.0C 0.00 0.00 0.00 0.f i i 3680.0 3720.0 3760.0 3800.0 3840.0 3880.0 3920.0 3960.0 4000.0 4040.0 4080.0 4120.0 4160.0 4200.0 4240.0 4280.0 4320.0 4360.0 44D .60.0 3700.0 3740.0 3780.0 3820.0 3860.0 3900.0 3940.0 3980.0 4020.0 4060.0 4100.0 4140.0 4180.0 4220.0 4260.0 4300.0 4340.0 4380.0 Page 14 16 16 0.1 0.09 0.02 0.00 0.0 0.00 0.00 f .01 0.0 .00 f ♦ 0. '7 .0 0 0; 0.0 0.00 0.0 0.00 ♦ f •+ J3 ..+� +9 0.0 0.03 0 0.02 . 26 0.2 2 0.06 0 .1 24 0.24 0.1 0.06 0.02 0.00 )1 0. .8 0.1 Il 8 013 0.13 004 0.00)0 0.0 . 0.1 .01 0.0 0.07 0.07 0.07 + + + + a ♦ ♦ a 0.01 0.03 0.07 0.16 0.1 0.17 0.1�- - a5 0.-0 0.10 0. 0.01 0.06 0; .23 0. 3 0.06 0.0 .01 * +0.00. +5 0.0 0.10 2 0.5 1.46 1.31 .06 -- + f f + 0.00 0.00 0.00 0.0 0.00 0.00 0.01 . O.11 0. .1 ♦2 0.11 0.1 .28 0.7 1.53 0 o.00 0.00 0.00 6.00 0.0 0.0 ♦0 0.110.1 0.12 0.250.160. + f t f 0.0c 0.00 0.00 0.00 0.0o O.O 0-00 0.00 0.01 0.01 0.0 0.050. 30.020. a + r f ♦ + + 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.01 0.00 0.00 0.01 0.02 .0 4440.0 4480.0 4520.0 4560.0 4600.0 4640.0 4680.0 4720.0 4760.0 4800.0 4840.0 4880.0 1920.0 4960.0 5000.0 5040.0 5080.0 5120.0 4420.0 1460.0 1500.0 4540.0 4580.0 4620.0 4660.0 4700.0 4740.0 4780.0 4820.0 4860.0 4900.0 4940.0 4380.0 5020.0 5060.0 5100.0 5140. Page 16/16 I I I r + , 0.080.120.380i .15 0.5 +00.674.� r + ♦ r + + a�,I u 3 . ♦ + fl E3¢R 0+ 41 0.470. 70.480,6 0. 0.2 0 060. r 3 0.52 11=78 0.48 0 14 0♦ 5 .41 a . 3tv 0.48 0. 2 0.52 0.584-3 r =+ + 11411, .a 0. 7 0. �L71 0.48 II II � 1.57 1.45 1 A + .28 0.40 + 0.14 +7 0.48 0.3 0.19 0.13 0.18 0.62 .53 011 0.11 +0.06 0.09 0.11 0.0 0.07 0.06 0.11 0.26 0. 27 0 6 0.04 i .60.0 5200.0 5240.0 5200.0 5320.0 5360.0 5400.0 5"0.0 5480.0 5520.0 5560.0 5600.0 5640.0 5180.0 5220.0 5260.0 5300.0 5340.0 5380.0 5420.0 5460.0 5500.0 5540.0 5590.0 5620.0 5660.0 Appendix D Channelization Plan tt ; BEAN db t t I t ONLY EMS ON.Y J 1 I R3-9D R3-15End Lane Taper R3-17 35 to 1 Taper Lane Stripe STA: 14+00 i 1 Begin of Cro w Ik BEGIN PROJECT A roach Stri a Approach Stripe Double Yellow Stripe STl 14+46.10 STA: 2+4'9.15 + + ' Raised Curb %1 I ? 35 to 1 Taper j I 6' Sidewalk 1 10 to 1 Taper 5'R 1 5+D015 — — — — — — — — — — — — — — — — — — — — — — — ®_ 0 0 �'11�11 I d mm nd Ta r t\ Rt Begin a in a Taper 55'R j ` roach Stri a 11+ I Be in Stri in + I a ch xls Ing Be in roach Stripe I Striping + 040 Back of Crosswalk 14+50.uuI END Back of Crosswalk I + LUT `�` Y STA: 10+96.70 27th 35 R3-17 i ��-.-�` I ONLY ---_—_-- I-------------- --------- _—__ __ — -- — -----_— R3-9C R2-1 ? ----------------- r-- � II � 100 50 0 100 200 III I EI SCALE N FEET �'� Is! i REVISIONS No. DATE REMARKS BY APR DESIGNED RKITiLER 15203 ti�Y oA PLANNING/BUILDING/ OAKESDALE AVENUE SOUTHWEST NUMBER DRAWN CAD G Southwest 16th Street to Southwest 31st Street ARCHITECTS ENGINEERS PLANNERS „ ,} � PUBLIC WORKS DEPARTMENT �FlLE CHAN.DWG CHECKED `" CHANNELIZATION PLAN APPROVED MUNICIPAL BUILDING C �� 1 200 MILL AVENUE SOUTH STA. 2+50 TO 15+00 SHEET 1 OF 4' DATE DECE�Rl �'N T O RENTON, WASHtNGTON 98055 NO. i i i { ` ' I JL ONLY I , { k-o fora swa l End A roach Stripe .Double Yellow Stripe TA: 15+52.80 STA: 18+25 ! 10-_t 1 Taper I Begin Approach Stripe 6' Sidewalk J STA: 15+85 --`-� 0.5' Radius Point ri STA: 23+29.98 End Lane Stripe t End A roach Stripe Raised Curb I Ap roa h Stripe I STA: 23+92 Approach Stripe Raised Curb - G j 6' Sidewalk Begin anel'Stripe' 35'R 35'R Be in r o h SW De e LLJ / -- --- -Double_ _- r - _- 'n - -- - ------ J-- -- -- �` Yellow Stripe N '- � -._ -- _ - -- - -_ -- -- r a - -_ -- -- - - - - - - - - - - - - - IJLLJUI 20�00- -- --- _ _ l- 30+ AVSE I- ---F---- - - - - - - _ - - -- - - - - - - - - - - - -t - - - - - - - - - - - - _ { O — — — — — — — — — ---- LO 3.0' Radius Point ApproachStripe 10 to 1 Taker STA: 24+79.89 y 1 STA: 15+81 0.5' Radius Point 55'R I STA 1 + 5.02 EEnd nd Aou o each YelloweStripe _ Back of Crosswall STA: 24+ 4 ST : 15+48.50 I ,1 i Back of Crosswalk Be in roach Stripe STA: 10+95.50 27th duo ' SPEED STA: 23+30 35 coo ON Y MPH OPLY ,. III� W11-1 R3-17 R4-7 R2-1 -------...-.._.--_ + f � 100 50 0 100 200 f f I t y I o If� SCALE I --- - of ! ! IN FEET s _. -- REVISIONS No. DATE REMARKS BY APR DESIGNED R ITTL R �Y 0 PLANNING/BUILDING/ OAKESDALE AVENUE SOUTHWEST DRAWN CAD G� NUMBER 15203 ARCHITECTS ENGINEERS PLANNERS N ,•�,. PUBLIC WORKS DEPARTMENT Southwest 16th Street to Southwest 31st Street CHECKED ♦ — CAD FILE CHAN.DWG APPROVED \� MUNICIPAL BUILDING CHANNELIZATION PLAN REN MILL AVENUE SOUTH STA. 15+00 TO 29+00 SHEET 2 OF 4 DATE DECEMBER 1996 ENT 0 RFMON. WASHINCTON 98055 NO. is OAKESDALE AVE SW 10AKESDALE AVE SW End Lone Stripe End Lone Stripe End roach Stri e OKY End Approach Stri a Begin Double Yellow Stripe OILY STA: 40+23 STA: 32+86 Begin Double Yellow Stripe R3-17 Begin Approach Stripe STA: 34+21 R4-7 R3-17 Begin Approach Stripe STA: 41+45 Double Yellow Stri a Begin in Lone oochPStri e' P Begin Lone Stripe TA: 34+34 Be in roach Stri e Lone Stripe Approach Stripe End r ch StripeSTA: 41+48 Lv Raised Curb 1 STA: 34+96 R=50' z N / End A roach tripe J 6' Sidewalk ;� cn ;N 10 to 1 Toper - 'n STA: 42+36 - .. _...... - - - - 30+OH 4$+p i i _. _.... - - - y 55'R _. I— iv in 10 to 1 Toper iv in / �, 0.5' Radius Q 1 1 Point 0.5 Radius Point STA: 35+06.75 I ( •-.. '� ,� �' STA: 32+11.24 Raised Curb 10 to 1 Toper End Approach Stri e STA: 40+46 35'R Begin Approach Stripe STA: 32+21 0.5' Radius Point End Lane Stripe 1 Q ` STA: 39+00.18 End Approach Stripe End Lone Stripe Double STA: 40+50 1 I' Begin Lone Stripe End Approach Stripe I Yellow Stripe j Begin roach Stripe STA.• 32+83I Double Yellow Stripe Begin roach Stripe l I; STA: 41+53 End Double Yellow Stripe Begin \ STA: 39+05 End Approach Stripe Lone Stripe STA 32+96 Begm roach Stripe STA: 34+31 OAKESDALE AVE SW XIS OAKESDALE AVE SW LBET 35 ONLYLim • OIriLY R3-17 R2-1 R3-17 100 50 0 100 200 SCALE IN FEET REVISIONS No. DATE REMARKS BY APR DESIGNED RKITTLER G1'SY__ PLANNING/BUILDING/ OAKESDALE AVENUE SOUTHWEST NUMBER 152O3 DRAWN CAD ARCHITECTS ENGINEERS PLANNERS PUBLIC WORKS DEPARTMENT Southwest 16th Street to Southwest 31st Street v � CAD FILE CHAN.DWG CHECKED + i APPROVED ! MUNICIPAL BUILDING CHANNELIZATION PLAN p zoo MILL AVENUE SOUTH STA. 29+00 TO 43+00 SHEET 3 OF 4 DATE DECEMBER 1996 ENT RENTON. WASHINGTON 98055 N0. R3-17 { OAKESDALE AVE SW Ott Y End Lane Stripe End Approach -strice STA: 43+75 ° Double Yellow StripeI Back of I I, STA: Crosswalk 36+02 10 6th, .._1� 3.0' Radius Point 1 nd Stri in J _ STA: 44+56.64 SPEED O { Match Existing trlping � -h 1 L1mrT I � 3 Back of Crosswalk 5'� Begin lane Stripe 35 STA: 52+28.60 C I ! !, �.p F. END PROJECT �O BAin44+ sock Stripe - ! i $ STA: 52+78.53 R4-7 R2-1 R3�17 End Lane Stripe ;11 i U� End Approach Stripeack f rossw Ik STA: 32+13 1. of STA: 35+91.90 T16th / _Double Yellow Stripe Back of Crossweik--" ~ g _ _ 55'R 0� -._ ih roach Stri e 1 55'R STA: +64_ A e / --,STA: 51+17 Appin ouch \ ' �_ Radius Point Stri e \ _ / STA: 51+07.50 STA: 43+17 End Approach Stri e _ ck 6t Crosswalk STA: 43+92 — _ _ — N�II G II p YSTA: 1 +51.50 i _ Back of Crosswa � ---" - _ STA: 36+92,00- 16th Lane Stripe J w 10 to 1 Taper I I Approach Stripe ;� '� �I 55'R Raided Curb �, trioina i Match xisting Striping / 6',5�idewalk , - j f T I Ba& of Crosswalk T�: 36+97.30 16th R3-15 OILY / End Approach Stri e R4-7 R3-17 � � STA: 31+94 I r / Back of Crosswalkl 1 STA: 52+23.00 ' / I + + 'I of 1 100 50 0 100 200 I I � I � I SCALE i I IN FEET I REFISIONS Na. DATE REMARKS BY APR DESIGNEE) RKTTLER PLANNING/BUILDING/ OAKESDALE AVENUE SOUTHWEST NUMBER 15203 °RANN CAD G. Southwest 16th Street to Southwest 31st Street ARCHITECTS ENGINEERS PLANNERS -ECKEC + ' '' PUBLIC WORKS DEPARTMENT CAD �E CHAN.DING %PRovEC � MUNICIPAL BUILDING FILE PLAN 200 MILL AVENUE SOUTH STA. 4 +00 TO 52+85 SHEET DECEMBER 1996 j� t RENTON. WASHINGTON 98055 N0. 4 Orr 4 Appendix E Drainage Plan -- - — I I -- -- — f— i— -- 14b I 'y L�.✓�l lout I r' f I Remove Existing Pipe J� i r CB Type I (Typ) BEGIN PROJECT ,, �S �6 T� STA: 2+49.15 �uti I r I _ -_ --- :-:__ ----- --- - - _ - catchmen - _ ao" I Subt Section A Subcatchment Section B i 5 12 1 1 `- 'CB T;pe II �TYP) 1 i 1s' a � S�j(Gsx� AooilV!r � SuGc.FSf i CB Type., 11 i with FR/OP Control Device /ku >£ I -�svno_ Jy .... vU,ACcS Ur., -r!•yES� � � 1 100'x?' Biofiltration Sw �„p/� try + \\� CB Type 11 with I { I i vAA,,i'wAVI-lf• FR/OP Control evic 11 I '2 / ,ucdQ _ -` -------_t`r�2_LoSSigGE_--- Ir it � � --------LE Fill Slope SD .. ��'` M'" N �� 1 � c000f Subcatchment Boundary l I ! Mitigation Areas i t 1 100 50 0 100 200 ! �- T FEMA 100-Year Floodplain Limits ( � 'ff '``P 'a Delineated Wetland Boundary ;-RVL vSE --- Other Wetland Boundaries 3te0 r" \ ' ► Ili • _ J /-'� --�-i-r Mi#igetioA Wetiandr- � ry G� �, ol 054,-frrc As 11640 i44 ZIN FEET '�"� �, c; 5 vt A 0 1 REVISIONS Ns. DATE REMARKS BY -° R DESIGNED RKITTLER I" r r o��Y o,� PLANNING/BUILDING/ OAKESDALE EiVENUEOUTHWES �'` i Q1�15 DRAWN CAD Southwest 16th Street to Southwest 31st Street 1 0 ARCHITECTS ENGINEERS PLANNERS CHECKED + r48.V 1 CAD PUBLIC WORKS DEPARTMENT --� , RAIN.DWG aPRO•T_^ '` =�`;I MUNICIPAL BUILDING DRAINAGE PLAN 200 MILL AVENUE SOUTH STA. 2+50 TO 15+00 SHEET 1 0�- 5 „ D"CEMBER 1996 ��'N T a j RENTON, WASHINGTON 98055 N0. — t'1+ra�,�. QLd►r� Gpwl�1(.. i /p,PAL, E t emu+ ---- - - � ', � � � t • p c �� • U- OVP , ,,� tit• ev. j - = ��t,n 4 LP • � � �,< gu"��► c5� � � � �, �,t'� �� ,,� � yaw �� _ � �P� s10�ar\eP1U L41 �6 s; ��W` Qc� ►', `w. �' � f '' D ' ��v` �a`S PC wh t'(G >ti°I ° t �,.1 ( ! Concrete Inle �4i� tU L N-s -z.as 1 `ti C e I I(TYP) `�� y `k .b,1 4 tj W 1 +' �' Il p Abandon Existing `,Connect o Existing - I '2" - �� d Storm Drain , Storm D ,in W �( ` I --- 1 Z D -CB Type II (TYP) --------- --- - = _------- --- --- - - - �— --- ------ - --_ - - - -- z - -- - -- ---- ---- _ __- - 12" 25+00 12" - 12" O 30 Y Sub tchment Section B --- - - --- - _ _ { 12" 12„ aheelteMmer+t wsertie 4 12 15" -- - - --------- ------ - - — - 1 � Ian J New', etla & rn a oFy CB a II with ,ld"5,fo St age radin Area FR-/q Control Device _ __ --- -- GP - -' J Ie; :. -- d�" ? L Access Road - -- _ Detention Wet Po Treatment_Facili " T 3:1-(TYP) 12\' f Access ,RodiLe �-- cc PO r� rl W � 1 G _ Detention Wet PordOTO l �D J 2� r u�i Treatment Facility t� - r - ,��i - - I ! - - _ • I i �r �� Y r' G�cY GIB '�' o l,1 , r I `- 411SF-GNMER _..,�,� ' ✓ ,� ` t plV •.., (a l► • I, N I d, I C�'��L W �v►N(r C,.•�• V � I o ; � 1`� -.�0 �WT i ��l+U�tJ�.L F `J'- �► �1 ! ---- Fill Slope \ \ ff s /f(.0 u� S 20� --- Subcatchment Boundary 1 i Pk 100 50 0 /rho r - I I /111111111 Mitigation Areas 1 Nk fru is'� tol�T - FEMA 100-Year Floodplain Limits p ,✓ �` (v'�/�L SCALE �� i Delineated Wetl�Wetland��,-.nndl nd Boundary J P p I l �P44 idyl dS J CA L E I ---- C�has l I W Mitigation f,rr�tic ► I 4' d IN FEETI .� i' y�yC rF2 .�--1 k � 9w I �Ci. `l.`1.H�- N I k 12p _ REVISIONS I.t. N,. DATE REMARKS By APR DESIGNED RKI LE 'f a T O * DRAWN CAD b P IGI LDI O SDALE VENUE SOUTHWEST NUMBER 15203 \/ RI� h T S west 18th Street to Southwest 31st Street DRAIN.DWG MCHITECTS ENGINEERS PLANNERS T.T(v CHECKED ♦ "y'JS�', 4 °A° FILE -PROVED L BUILD DRAINAGE PLAN LEAVEN DECEMBER tv STA. 1P+00 TO 29+04 SHEET DATE , T 0 ENTON,W N sass �� 5 NO. Z OF 5 Qj ay D i Concrete Inlet Abandon Existing A- w U + 1 — - - Storm !Drains At LLI l CMP Stub to CB TsYmTY ) I•i 12" i Existing Swale � - - - ( - --2- 30 00 1 12» 1 12" 5+00 12• 5» 1 �-18 - - - - - — - --�—� - =---------�_- -- ---- -- _- - ......._ ------ ------------ ----- -- -- --- _ - ---- - -- _— -- — ,• � Reconstruct xis E ting Stormdrain Dar — s,l IN 2 / I - � A A&C* YFivlGt MfEO d�Q• Nnrl� 7o saif I S .feu MIS Easr\' S�ti CB Type II (Typ) J I ! I I, Ir 1 ,• v"�?411 14# . 1,011 ',, ,, ' < ""'�(�� M+fi• n/E4o /lc6/Ivlr, TO ' • (� �t�l/ — I �' .../ , l_ I I' I,' �o.'L�n...�`� ?n nn.¢�,N7r,�,,,,�^,;,�►• ,A,f�• I ,ywt;:'7��'1•(` s p u v b I , I I ;`' f. II I I / � IG6yf-o�-w2�• .i � � '' .. LEGEND 7-77 _ - _ Fill Slope Subcatchment Boundary I - ----- _ _ — _ :_ __li Mitigation Areas - _ — �-1� FEMk 100—Year Floodplain Limits - - - - — - — - __-- s —— I Delineated Wetland Baundory 24 Other Wetland Boundaries -- ------- - s - —.. Mitigation Wetland Boundaryt _ 1001 -- LAW -- -- 100 50 _0 - I T, I -- �— - S�A IN FEET h REVISIONS -- — — No. DATE REMARKS BY APR DESIGNED RKITLER DRAWN CAD ,� PLANNING/BUILDING/ OAKESDALE AVENUE SOUTHWEST NUMBER 15203 G ` ARCHITECTS ENGINEERS PLANNERS CHECKED i a •i- 1 PUBLIC WORKS DEPARTMENT Southwest 16th Street to Southwest 31st Street CADFlLE DRAIN.DWc • WL — �=PRc4ED MUNICIPAL BUILDING DRAINAGE PLAN RE MILL AVENUE SOUTH ( STA. 2z)+00 TO 43+00 =�EEI DECEMBER 1996 �'N T O REn�oN, wnsrlNcroN 98055 3 � 5 NO. �- r- — y� t y �. J- • ' I S"ADS Sp "` � •i��I[-�-- EXIsuffg-Cdk-qI4 L,-tO-- _ ,,^- _ \ ._ I r,- 111 _ 11 �'ji `,J I�• ,'/ Reroom in Place u -- — - - -- END PROJECT 0 S �+-78.53 t in DWI •� - = -- -- ---- - \1 tchment Section f SubCa / 0 Of W v , _7 tit Ili v �, e --- LEGEND �' , Y / Fill Slope / ' O. /; `,'' J/ ' / ` Q jll i I 1 f— Subcatchment Boundary `P Mitigation Areas FE MA 100—Year Flood lain Limits I _- Delineated Wetland Boundary Other Wetland Boundaries f f:j ,:►� / - �I'� 'I If i ----- Mitigation Wetland Boundary 0 i l + 0 ✓' � 1 00 50 0 t. v0 200 0� i SCALE it I 'IN FEET REVISIONS No. DATE REMARKS BY I APR DESIGNED RKITTLER �� PLANNING/BUILDING/ OAKESDALE AVENUE SOUTHWEST NUMBER 15203 DRAWN CAD t t St t 31 th S to Southwest s Street'. ARCHItECIS ENGINEERS PLANNERS ,' v PUBLIC WORKS DEPARTMENT Southwest 16th StreetCAD FILE DRAIN.DWG CHECKED APPROVED `•_ �� MUNICIPAL BUILDING DRAINAGE PLAN �9 200 MILL AVENUE SOUTH STA. 43+00 TO 52+85 HtET `t 5 pAz DECEMBER 996 V T 0 RENTON•WASHINGTON 98055 NO OI- am" aE;Hn-2f (�--E� \. zrn Du X'o l`HAMt3ET n� l R �I �I i - \ \\ PIP J Outfallto y • :a ?, — 9' �n Chann nc — � , BiofiltrotfQn Swale .ti r P Q i e Be h.,h I + - - �••. � ' Outlet with FR/0 r. ntro Device - •f 2 _ . , Ul y � r Control Structure Ghg e�b des) 5�w LEGEND Fill Slope OC+•c/) r ,� 0 V +--- Subcatchment Boundary Mitigation Areas A Jill I IT FEMA 100—Year Floodplain limits � Delineated Wetland Boundary_ - ( -- Other Wetland Boundaries Mitigation Wetland Boundary �y/�`, f L fI ., Lt,u o p - ---- f i�r -- " 100 �0 1 00 200 ;�� - f 1100� t T - SCALE _ = IN FEET -- REVISIONS No. DATE REMARKS BY APR I DESIGNED RKITTLER DRAWN CAD Cj% Y PLANNING/BUILDING/ OAKESDALE A17ENUE SOUTHWEST NUMBER 15203 ARCHITECTS ENGINEERS PLANNERS Southwest 16th Street to Southwest 31st Street CHECKED , f, PUBLIC WORK��n DEPARTMENT CAI) FILE DRAiN.Dwc _ APPROVED MUNICIPAL BUILDING DRAINAGE PLAN 200 MILL AVENUE SOUTH SHEET DECEMBER 1996 ��N T 0� RENTON, WASHINGTON 98055 5 OF rj NO. Calculations Biofiltration Alternative Storm Sewer System Designs System "A" System "B" System "C" System "D" System "E" And "DE" System "F" Check for Special Requirements Hec2 Model of Springbrook Creek City of Renton Provided Data and Model Modifications Base Model "ALT2ABAS.OUT" Calibration Model "ALT2ACAL.OUT" Proposed Unmitigated Conditions Model "ALT2APRI.OUT" Proposed Conditions With Channel Lining Model "ALT2APR2.OUT" Compensatory Floodplain Storage Made by A BAG Date �5 Job Number Checked by Date / 5z`3 -F'L The HNra Companies Sheet Number For oQ soya�` �� G Backchecked by Date � S lI2S�S c°`"cr v ;7r�k �� v PX �IowS Lfoo f�toucc a lZ-7' 5� ; ff/F4- oil 10,74 D�5 QP A- 40 (/0,71 - /,7/ )(o. /o g �' ' = (j wS F✓ion 2-7 4� �, Spa l3+ So ..+ 14-47--, -Fo: spa �34 7� ��4 s C,00) p Q =- �- 3 �.�� 3s�o � � O. CO2- c-�s (0, roz7zs ©. to25 = lo.Ir, ' S�(0,107-5)l s7 �.��P - O. 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Goy u,e O.Oo-Z-Z �ru cf MOW ei Ni Ef r i'ne-✓ c5� ✓1��'"a�w�z, 1w ,9� fo ov e s UPitnJ GJ•f`T t£° ,v! �'ttC A'�1,,,. �. �✓1 fefGe hew Iel Z- 1,,4ev- c-epf r�qC� +o 1toA'►f �y Piss o-F 'Fiows e Sack 7j, �1 (�w�t'F,� Se�aarq�co.n al (tn IG�s o vk Sda1- dot(e Ave- F l_,Cep+ w Made by A 7 P I; Date �� s Job Number rbe HNTB Co.npunres Checked by Date Zo -T-L Backchecked b ForDA1G�wta A Y Date Sheet Number 5ysfe� � Ga�f.��ea �a4ev"e-o e, V-ep sF (r.f) = o_ 85q-. 61So� 4�G �XrS��.q -Scti j t.�(EI /Is, a aI e_ 'l '/i�o 1�e WP��G"�-G(� GI S S v w�e. �Pi�e riv<</ 6� ✓r/10 ��o{1�levH ►�Oqd ^ � y p a 15;5 !mot/;/, I-lot � + 70 Qp� [abE1:5,l ,5 cue,;, oaf I 5701 O,4 Z. � ✓�s L�o.g O.4 Z (D.o 1/ \j = k I 2-7 5�✓�I�.w conoev�I�{e.� V1 - 0.0IZ- K,s 2-7 Z(01 0- 7-8) = 3 Z Ps q(P �T _ �.$7 CZ.4q- (6,3)0 h� Qre = cZ = D.g(Z. 1�� o.2� - 4. Glutl . ��o/ce arl i tl2f ov VP flGci/ GVeVC K= 123.7/ !! Zo d r-i7,—CQ -�✓o w VT Z eP/ S Z.Bo z; Z.Gq ,C o Sy 56�v j5)�5 0.5� 5 0.026� D oo 7 w -------------------------- I _ _____ ___ I Made By: ADB I June 2,1995 I Sheet No.: 114 I I I I t I I I > I I I I I I I I I I I Checked By: I Date: I Job No.:1+29^ -044 I I Project Title: Oakesdale Avenue, System A HOWARD NEEDLES TAMMEN&BERGENDOFF I I —This program is designed to assist in the calculation of the spacing of catch basins located in roadside gutters,and is based on I the May 1989 edition of the Washington State Department of Transportation(WSDOT)Hydraulics Manual,Chapter 5,Drainage of Highway Pavements,5-5 Grate Inlets. Runoff calculations have been modified to be consistent with the King County,Washington, Surface Design Manual(KC,SWDM)Chapter 3 and 4,Nov.1992 Revision. The basic section of the ditch is as follows: i I I I I I dI �t I I I I I I 1 I I I I I General criteria are as follows: I I I 1.The width of the top of the flow prism,Zd,is limited to the shoulder width plus 1/2 of the traveled lane. On interstate I highways with wide shoulders,it is desirable to limit Zd to the width of the shoulder. 2.Crossover or bypass flow should be limited to 0.1 cfs. 3.The equations for calculating the gutter flow capacity is: i I Q x St 3/8 d I d= [ 1 and Zd=— I 0.5 St I 37 x(SL) I I I I where: d =the depth of flow at the face of curb(fl) I Q =the gutter discharge(cis) I SL=the longitudinal slope of the gutter(f/ft) I St=the transverse slope or superelevation(ft/ft) I Zd=the top wodth of the flow prism(ft) i I 4.Inlets placed in a continous grade are calculated using the full width of the grate with no allowance for debris. Inlets placed in a sump are calculated using 1/2 of the open perimeter or 112 of the open area,depending on its mode of operation. This calculation sheet considers only grates on a continous grade. 5. The capacity of an inlet on a continous grade can be found by determining the portion of the gutter discharge directly over the width of the inlet. The flow bypassing the first grate inlet is calculated and added to the flow intercepted by the second I grate located downstream. This carryover process continues to the bottom of the grade,or until 0.1 cfs is bypassed at the last inlet(at the design storm). I I I I I �� GB-GUTRXLS Pg.1 V -------------------------------- - 1I ——— Made By: ADB I June 2,1995 I Sheet No. 2/4 I — I ---------- -- I I I I i I I I I I Checked By: I Date: ] Job No.:`14299 PI:e i e)5Zo3-11(-04 I I I Project Title: Oakesdale Avenue, System A HOWARD NEEDLES TAMMEN&BERGENDOFF I 6.The amount of flow bypassing the inlet on a continous grate is calculated as follows: I I I (Zd)-(GW) 6/3 I Qbp=Q x[---] I I (Zd) I I I I where: I I Qbp=the portion of the Flow outside the width of the grate(cfs) I I I I Q =the total flow of gutter approaching the inlet(cfs) GW=the gross width of the inlet perpendicular to the direction of flow(ft) I 7.The velocity of the flow directly over the inlet may differ significantly from the average velocity. For an accurate analysis, I the velocity over the grate should be betweeb 3 and 5 feet per second. The velocity over the grate is calculated as follows: I I I I Q-Qbp I V1=— I I (GW)x[d-0.5 x(GW)x(St)] I I I where: I I I I St=the transverse slope or superelevation I I VI=the velocity over the inlet I I d =the depth of flow at face of curb I I I- ------—————————————————— I ---——-- - --—------------------------------- I GIVENS: I I I 1.Pavement width,subject to variability between sections,is entered in the table below. I 2.Tc=6.3 minutes for all inlets per King County Method. I 3.Design the grates using a 10 year stone. 4. Assume a vaned grate,with GW= [ ( 1.67 ]feet. I 5.For a 10 year storm in Seattle,rainfall coefficients are as follows: I I I aR=[ 2.44 ] bR=( 0.64 ] I Reference:KC,SWDM Manual Table 4.3_3B. _—+ —_— — Br;�95 CB-GUTR.XLS V' Pegs 2 - ------------------------- _ Made By: AD13 — I June 2,1995 — I Sheet No. ^3/4 I I I I I i I I I I Checked By: I Date: ^� I I I Job Na.:�I5zo3-P2 I I Project Title: Oakesdale Avenue, System A HOWARD NEEDLES TAMMEN&BERGENDOFF ] 2.The proposed layout of the grate Inlets is as follows: — — SL I I Longitudinal St I Grade Superelevation Pavement Width i Station (if/ft] (ft/ft) (it)_____________ I I Initial [ 8 + 96.39 ] CB-1 Inlet#1 [ 5 + 70 ] [ 0.0264 ] [ 0.020 [ 35.5 ] CB-2 Inlet#2 [ 4 + 70 ] [ 0.0280 ] [ 0.020 ] [ 35.5 ] CB-3 Inlet#3 [ 2 + 70 ] [ 0.0120 ] [ 0.020 ] ( 35.5 ] ] 1 [ 35.5 ] I Inlet#4 [ + ] [ 1 [ ] [ ] I I Inlet#5 [ + ] [ ] ( ] [ ] I Inlet#6 [ + ] [ I ( ] [ 1 I I Inlet#8 [ ] [ ] [ 1 [ I I I Inlet#9 [ + ] [ ] [ ] [ ] I I Inlet#10 [ + ] [ ] ( ] ( ] I I Inlet#11 [ + 1 [ 1 ( ] [ 1 I ] Inlet#12 [ + I- --------------------- ---------— - ----- ----------- ----- ---- f SOLUTION: -- — -— — --- — --- - - I I 1.Using a 10 year design storm,calculate rainfall intensity,I,for use in the King County Rational Formula. I I I -(N) I I- (PR)(aR ) (Tt) f I where: I I Tc=the rainfall duration In minutes,(6.3 minutes). PR=total percipitation per Isopiuvial Maps, 2.87 aR=runoff coefficient, 2.44 I I bR=runoff coefficient, 0.64 I I Rainfall Intensity,1= 2.16 in/hour I I I 2.Calculate Q,In terms of cfs/unit length of pavement. I i I Q=C x I x A[_]cfs,where I[_]in/hr,A[_]acres. becomes: Q=C x l [_]cfs/sq.ft. I I i 0.9 x 2.16 I Q= ----- - --= 0.000045 cfs/sq.ft. f I 43,560 sq ft/acre elS'BS CB-GUTR.xLs Pape 3 - -------------------------- -- I _ _———_ ——_ I Made By: ADB I June 2,1995 I Sheet No. 4/4 I I I I 1 I I I I I Checked By: I Date: I Job No.:t+t499=P�944 sLo3—�L mil+¢ — I I Project Title: Oakesdale Avenue, System A HOWARD NEEDLES TAMMEN&BERGENDOFF I I- —————————————————————————— _ I SOLUTION(Continued) — — --—— —— --- I I 3.The solution is presented on the following Inlet Analysis Form,from WSDOT Manual Figure 5-5.1A: I I I I I Pavement Pavement Differential Flow Width Length Flow Summation SL St GW d Zd V1 Qbp I Station (ft) (ft) (cfs) (cfs) (ft/ft) (ft/ft) (it) -- (it) (ft) (fps) (cis) I — — — — --— — —— -- — --- ——— ----- —— —-- ---— — I Initial 8 + 96.39 35.5 ---- --------- 326.39 0.52 I CB-1 5 + 70 35.5 0.52 0.026 0.020 1.67 0.09 4.6 2.9 0.15 100 0.16 CB-2 4 + 70 35.5 0.31 0.028 0.020 1.67 0.08 3.8 2.5 0.07 200 0.32 CB-3 2 + 70 35.5 0.38 0.012 0.020 1.67 0.10 4.8 2.0 0.12 I I I I I I I I I I I I I I I I I I I I I I � I I I I I � I I I I I I I — ---- -- ---- — — -- _--- - ------ ----------- -------------------- ------------------- ---------------- --------- -- --- ---------- ----------- 4. Verify design adequacy. I I I I I I I - I I I I I i I I I I i i I I B 5R5 CB-GUTRXLB O Pape 4 _ Made by A,rj &'L Date 2 S Job Number The HNTB Companies Checked by Date ) 5 Z--::,3 -Pl- 14 For e, Backchecked by Date Sheet Number WeJ CT-W� 0, Ar. �, eALA e ,s�(e OT how G1 6cL:c� ;��e� �t^�er ��lculafes S U V�-�ac c e.- -t--�o w s c-w�-•a� !�► f G r G Kt P ft o•,, �,� 'Sro s vH �u v�o'fi , � ir�h 'toy ho Wlore Qjo = I �7 of fMa7ch 7o e}�r577�`1 ��tdr�uGrnl. �sfa Z� sod (24 70 o Z -j0 ) x -5 5. ��r - -7�O Q1, 0. = O. o,� 4, �� e,, o.z 0, 04 (�P17 � S P�I ��i Tm e}�rS I:- 5 y5�e+�. — Z4 O. c 7_� � ✓ W --------------------------- _ I —____ ___ I Made By: ADB I June 5,1995 —^� I Sheet No.: 1/4 1 I I I I I I I I I Checked By: I Date: I Job No.:14243-P-6-Q1Q-i f;zo3-rL-alej I I 1 Project Title: Oakesdale Avenue, System A, Check for 25 yr conditions 1 HOWARD NEEDLES TAMMEN&BERGENDOFF This program Is designed to assist In the calculation of the spacing of catch basins located in roadside gutters,and is based on — 1 the May 1989 edition of the Washington State Department of Transportation(WSDOT)Hydraulics Manual,Chapter 5,Drainage of Highway Pavements,5-5 Grate Inlets. Runoff calculations have been modified to be consistent with the King County,Washington, Surface Design Manual(KC,SWDM)Chapter 3 and 4,Nov.1992 Revision. The basic section of the ditch is as follows: i I---Zd--I i I I I I I I dl I I I I I 1 I I I General criteria are as follows: I 1.The width of the top of the flow prism,Zd,is limited to the shoulder width plus 1/2 of the traveled lane. On interstate 1 highways with wide shoulders,it is desirable to limit Zd to the width of the shoulder. 2.Crossover or bypass flow should be limited to 0.1 cfs. 1 3.The equations for calculating the gutter flow capacity is: I I Q x St 3/8 d I I d= (-----1 and Zd=-- I 0.5 St I I 37 x(SL) I I I I I I where: d the depth of flow at the face of curb(ft) I I Q =the gutter discharge(cfs) I SL=the longitudinal slope of the gutter(ft/ft) I St=the transverse slope or superelevation(ft/ft) I Zd=the top wodth of the flow prism(ft) 1 4.Inlets placed in a conlinous grade are calculated using the full width of the grate with no allowance for debris. Inlets placed in a sump are calculated using 1/2 of the open perimeter or 1/2 of the open area,depending on its mode of operation. This calculation sheet considers only grates on a continous grade. I 5. The capacity of an inlet on a contnous grade can be found by determining the portion of the gutter discharge directly over the width of the Inlet. The flow bypassing the first grate inlet is calculated and added to the flow intercepted by the second I grate located downstream. This carryover process continues to the bottom of the grade,or until 0.1 cfs is bypassed 1 at the last inlet(at the design storm). I I I I I CB-GUTRYLS Paps 7 -------------------------- I _ I Made By: ADS I June 5,1995 Sheet No. � 2/4 1 I I I I I I I I I I Checked By: 1 Date: 1 Job No.:14233-P�-9};x- 15zo3�%oIQ l I 1 Project Title: Oakesdale Avenue, System A, Check for 25 yr conditions 1 HOWARD NEEDLES TAMMEN&BERGENDOFF 1 1 I 6.The amount of flow bypassing the inlet on a continous grate is calculated as follows: - I 1 I (Zd)-(GW) 6/3 I Qbp=Qx[ ] 1 ( (Zd) 1 I ] where: I I i Qbp=the portion of the flow outside the width of the grate(cis) Q =the total flow of gutter approaching the inlet Ids) 1 GW=the gross width of the inlet perpendicular to the direction of flow(ft) I 7.The velocity of the flow direly over the inlet may differ significantly from the average velocity. For an accurate analysis, I the velocity over the grate should be betweeb 3 and 5 feet per second. The velocity over the grate is calculated as follows: 1 I 1 I I I Q-Qbp I I V1= I (GW)x[d-0.5 x(GW)x(St)] I I ] where: I I I St=the transverse slope or superelevation I V1=the velocity over the inlet I I d =the depth of flow at face of curb I I I- ————————————————————— -———----------- —---- --------------- ------------------ —------- I GIVENS: ----_'-- I I I 1.Pavement width,subject to variability between sections,is entered in the table below. 1 2.Tc=6.3 minutes for all inlets per King County Method. I 3.Check the grates using a 25 year storm. ] 4. Assume a vaned grate,with GW= [ [ 1.67 ]feet. 1 5.For a 25 year stone in Seattle,rainfall coefficients are as follows: I 1 I aR=[ 2.66 ] bR=[ 0.65 ] 1 Reference:KC,SWDM Manual Table 4.3.3B. I CO-GUTRALS Nip 2 - -------------------------- - - - I Made By: ADB i June 5,1995 I Sheet No. — 3/4 I I I I I I I I I I Checked By: ] Date: [ Job No.:"^_" .)S?o3—rL-0/� I I Project Title: Oakesdale Avenue, System A, Check for 25 yr conditions I HOWARD NEEDLES TAMMEN&BERGENDOFF I I I 2.The proposed layout of the grate inlets is as follows: — — I SL I Longitudinal St ] I Grade Superelevation Pavement Width ] I Station (ft/ft) ("t) (ft) I I Initial [ 8 + 96.39 ] I CB-1 Inlet#1 [ 5 + 70 ] [ 0.0264 0.020 [ 35.5 ] I I CB-2 Inlet#2 [ 4 + 70 ] I ] [ 35.5 ] I I CB-3 Inlet#3 ] [ 0.00 ] ( 0.020 j [ 35.5 2 + 70 ] I I ] I 0.012120 ] ( 0.020 ] [ 35.5 ] I I Inlet#4 [ ] [ ] [ ] [ ] I I Inlet#5 [ I Inlet#6 [ ] I I Inlet#7 [ + ] [ ] [ ] [ ] I I Inlet#8 [ + 1 [ ] [ 1 I 1 I I Inlet#10 [ + I Inlet#11 ( + 1 [ ] [ ] ( ] I I Inlet#12 ( 1 [ 1 [ ] [ I- ---------------------------— ] I ------------------ -- ---------------- -------------- ISOLUTION: - --------------- ------------ --------------------------------- I 1.Using a 25 year design storm,calculate rainfall intensity,I,for use in the King County Rational Formula. I I I -(N) I 1= (PR)(aR ) (Tc) I I I where: I I T.=the rainfall duration in minutes,(6.3 minutes). I PR=total percipitation per Isopluvial Maps, 3.45 aR=runoff coefficient, 2.66 I I bR=runoff coefficient, 0.65 I Rainfall intensity,1= 2.77 in/hour I I I 2.Calculate Q,in terms of cfs/unit length of pavement. I i I Q=C X I x A[_]cis,where I[_]in/hr,A[_]acres. I becomes: Q=C x I (_]cfs/sq.ft. I I I 0.9 x 2.77 I Q 0.000057 cfslsq.ft. I 43,560 sgfUacre ] 615/N CB-GUTR.XLS P 3 - -------------------------- I _ _____ ___ I Made By: ADB I June 5,1995 I Sheet No. 4/4 _ I I I I I I I I I I Checked By: I Date: I Job No.:14=P6 942 I I Project Title: Oakesdale Avenue, System A, Check for 25 yr conditions HOWARD NEEDLES TAMMEN&BERGENDOFF I- -------------------------- SOLUTION(Continued) 3.The solution is presented on the following Inlet Analysis Form,from WSDOT Manual Figure 5-5.1A: I I I Pavement Pavement Differential Flow I Width Length Flow Summation SL St GW d Zd V1 Qbp I Station (ft) (ft) (cfs) (cfs) (ft/ft) Milt) (ft) (ft) (ft) (fps) (Cfs) ---------- — ——-- --- -------- --------- -- I Initial 8 + 96.39 35.5 I 326.39 0.66 I CB-1 5 + 70 35.5 0.66 0.026 0.020 1.67 0.10 5.0 3.1 0.23 I 100 0.20 CB-2 4 + 70 35.5 0.43 0.028 0.020 1.67 0.08 4.2 2.8 0.11 I 200 0.41 I CB-3 2 + 70 35.5 0.52 0.012 0.020 1.67 0.11 5.3 2.2 0.19 I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I 4. Verify design adequacy. I I I I I I I - I I I I I I I I I i I i - I I d`'M CB-GUTR.%LS Pps4 v Made by Date Job Number r 6 e H N T e Companies Checked by Date Sheet Number For Backchecked by Date r V N N ry f-41 N �jl w Made by Date Job Number I r 8 e H N r e Companies Checked by Date _ For Backchecked by ate Sheet Number Sl r r _ r i S U,e (c -4- z i ^ t 1 i _ Made by A P Date 6 Z 9 5 Job Number Checked by Date t57-4:;,s -PL -or The HNTB Companies Sheet Number For - Backchecked by Date Oa(-��al� �. ( i o 4 N� LL li rl N m � � o <A `� N moo vc- 1�=123.7� Zoo V� t7g z os� �" --- K= 'B.43 0. IG-t lo.?� Yl�fut ��/16d {I ''` 17 Go�oy �i�OvJS 2� 53 �� — Qv; of a +o ><d� o� I l0� Zoo S>~- �`✓v�f�ac{e�b� ✓o�ctw�1 I Z 0& 00) + (0,/-71XO,9,o)4-(0,ZZ,5j0.15) 4(0,Z 90,z5) o. 57 /\ Go��oS,fe vo(oe— Sau H Mef\�,od C tJ = ��31) (do -t (0,174,)98 + (o.-ZZS)8C, 4 (0`Z�) 9z 0 w � _ o_r S:�\- a WATER STA. 4+00.31 Mgla POW - t II _ 1 eti'CMF r I •_� t .. .� _ _.. •. - .-i.•. ..•...............�. i. 1 ..__ .. - _.._ -.. •...................................... . ....• ....... -- _ 1tfo� moo •�r t 75a00 . t7 _ _ 000.00• L-277.70' IT ' 7 �J ZOtcs �i F Exr s�t� < <d = 25 -7 -7�3� �2]( Ens�1d,, t a ••�►e�nt b �la�vYro�ed 11 Y ve c 1e I �v a vta j 1e wea, 'VW I �2 v uN O n � 84 IE E'N=-0.10 t � I 1a0 ' �� tE SS--0.25 v IE i2 E=-0.41 /1� 1 i 17W__0.43 - V v��Vl �ve-1 — 0,, . -t0. l l .3p � 0.10 J �r �r l p i AL, A f-:�- �' N v4. cr� S� 1 D � I fII I 1 f Made by A 12 Date r 2 95 Job Number The IINTR Companies Checked by Date S z o 3- Sheet Number For �a d�� J Backchecked by Date 3 (Go,.A+('LAUed� ��opo�,� Go�drTca.� 4ota( o f f l o 2,00 5 IV�w I a J�i/r^}i�l r4 78 0 71 -1 I S� (-7 z") t So- 1400) 79 +(1�1(, -7g)(,41v) + (108)Z Tr(CP-6)L Z S 78z -'�) a- 11 1-7 5 Z 9 00 -1 -F l l GG 89,0 2 Co��os,�-� ('(J✓t of� G cool r�c rE�^1` t"o� ��-f ro.�-mot l /V tL°�(�to� �/ I�'�5/ 1IZY0. O, 78 G v�( uN L)e ��olGoyc.e� G�DnGt/7loh.s �Gc✓P �/P�y S[�to�� lc VI �o t frz." l // Use ✓Yt i�..tvvtiUvi, t< r�r,g oo c��ra7co�n _ �D.3 vh�ti I v{e✓P- wr �G Gv�, r� t✓��a6e rt� ��a�� rScLiar.C4 Use/ w.cf�� wa�k� -- S�vN (�yal�o7�-apG► v�►��oo( -�d ��' �e,�N^�n p ��f G vi 7 �O µ /�'�-o�'�rg F� V�p�v�✓e t-s-i l'-.�.f s 0 w Made by A. 17 �r�� Date S 95 Job Number T h e e N T e c o m p q.,i e s Checked by Date 2-- l � Sheet Number For O�� 4�G Ave— d v-uu[ Backchecked by Date� Ti, L if U� 4-r e S1ta , 25 f 86.99 -�, S+"a 1`{-+7 Z- i°/�►'d �pVIGI�(/ a��✓ottc� slRb @lj�T.t �2fZ�j T l ftiT I.,A � Z l �jO �9 few = o. o ZoGj '4-4- , d `7�`�i rj9 r = O. o I @ 14 r�iur b W K (Z7Y = ®, zz. (Hleft,7 ('d,�r'or t- 5 (wL71 �✓avv�.t,gP� Gtv-G-et l a SW Z7 ft,, t(A ld 5 / II tq suU e. Ptq�ipornf afl wr,s7` gale, (-7z,1i-Q I ,/ l5 r 4 VA i✓�f�t s -,A lade, fo rem%„ — S VA 8,6(33+�O) qT(��Z Qbpi tlew Sag thf�f5 = -7 798 �. �o 0 �-��►��s oK �Jades Made by A k- Date G��195 Job Number F' Checked b Date /5�=' - ( o r rbe eNre Companies y Sheet Number For O�� ova J G 5 Backchecked by Date c� Co•O ?7 Ac) tv►GIr�R�iPi !Lt Gi��tv�agt ccrG }9(V5 Qb ioas5 ✓vv" be, may-G Pi�rS��ve ✓� Z 7Tc� / 5r� �°i*z�l Gam, � cJ. QZ--, A = 0.90 (Z,-7 7) 9.03 = O. n7 �ZS Z. GFS r 1 O�a( 6VI o✓Eay� Lo q%) f eiv t'�c w a f Gv✓v�ev 5��i 0.�o cf, GkGGk- N er VifIvla e, eaVe-a SG e A dz� �P _ D, l( A o. o 4 A�. Za � Qzs = D./o cis Nei II( ClI-tea � o �Vj27 VG 'fv��G1 t�j ✓lo I0%f4prC-U �41 to^ od'1 O. Z �r<= �l I A r e- dza h I m r-q c f, �p 7�� l'S /l e !'7/ /✓ - tlr�/P11j"S i S�I(lL� �'O rU 'C�Q 4l L4 Sep!Uu✓ %/i�� -w e-orv%ee +1 - JCS Go✓Ner �o e}�ts�i SyS� �Vt� 2-61 /..� F41irwo nor' is i 40 �s{ \y �, l� �c , Oo,N��'1L 7/��CJVa»� ��R:4 r�✓D wa Ec�, / MUAk ti � s,9,� No Nr2- w � 2T �6 Ake s -------------------------- - --------- -------------- --------------- -- - ---- ----- I _ _____ ___ I Made By: ADB I June 5,1995 I Sheet No.: 1/4 i 1 1 I i I I I I I Checked By: Date: —�— I Job No.:15203-PL-014 I ------------------- I I Project Title: Oakesdale Avenue, System B I HOWARD NEEDLES TAMMEN&BERGENDOFF I I- —————————--—--—--—————--—————— This program is designed to assist in the calculation of the spacing of catch basins located In roadside gutters,and is based on I the May 1989 edition of the Washington State Department of Transportation(WSDOT)Hydraulics Manual,Chapter 5,Drainage of I Highway Pavements,5-5 Grate Inlets. Runoff calculations have been modified to be consistant with the King County,Washington, I Surface Design Manual(KC,SWDM)Chapter 3 and 4,Nov.1992 Revision. I The basic section of the ditch is as follows: I—Zd--I I I I I I I I dI �t I I I I i I 1 I I I i I General criteria are as follows: 1.The width of the top of the flow prism,Zd,is limited to the shoulder width plus 1/2 of the traveled lane. On interstate I highways with wide shoulders,it is desirable to limit Zd to the width of the shoulder. I 2.Crossover or bypass flow should be limited to 0.1 cfs. I 3.The equations for calculating the gutter flow capacity is: I I I Q x St 3/8 d I I d= [------ ) and Zd=--- I I 0.5 St I 37 x(SL) I I i I ( where: d =the depth of flow at the face of curb(ft) I Q =the gutter discharge(cfs) I SL=the longitudinal slope of the gutter(ft(ft) I St=the transverse slope or superelevation(ft/ft) I Zd=the top wodth of the flow prism(ft) I 4.Inlets placed in a continous grade are calculated using the full width of the grate with no allowance for debris. I Inlets placed in a sump are calculated using 1/2 of the open perimeter or 1/2 of the open area,depending on its mode of operation. This calculation sheet considers only grates on a continous grade. I 5, The capacity of an inlet on a continous grade can be found by determining the portion of the gutter discharge directly over I the width of the inlet. The flow bypassing the first grate Inlet is calculated and added to the flow Intercepted by the second I grate located downstream. This carryover process continues to the bottom of the grade,or until 0.1 cfs is bypassed I at the last inlet(at the design storm). I I I I I BMW CS-GUTRALS Page 1 -------------------------- - I - _____ ___ I Made By: ADB I June 5,1995 — I Sheet No. 2/4 I I I I i I i I I I Checked By: I Date: i Job No.:15203-PL-014 - I I I Project Title: Oakesdale Avenue, System B HOWARD NEEDLES TAMMEN&BERGENDOFF I 6.The amount of flow bypassing the Inlet on a continous grate Is calculated as follows: I I I (Zd)-(GW) 8/3 I Qbp=Qx[ ] I (Zd) I I I where: i I I Qbp=the portion of the flow outside the width of the grate(cfs) Q =the total flow of gutter approaching the inlet(cfs) GW=the gross width of the inlet perpendicular to the direction of flow(ft) 7.The velocity of the flow directly over the inlet may differ significantly from the average velocity. For an accurate analysis, the velocity over the grate should be betweeb 3 and 5 feet per second. The velocity over the grate is calculated as follows: I I I I Q-Qbp I V1= I (GM x[d-0.5 x(GW)x(St)] I I where: I I St=the transverse slope or superelevation I V1=the velocity over the inlet I d =the depth of flow at face of curb I I ---------------------------- -------------- ------ I GIVENS: -- -------------------- ------------------ --------------- --------------- I 1.Pavement width,subject to variability between sections,is entered in the table below. 2.Tc=6.3 minutes for all inlets per King County Method. I 3.Design the grates using a 10 year storm. 4. Assume a vaned grate,with GW= ( [ 1.67 ]feet. 5.For a 10 year storm in Seattle,rainfall coefficients are as follows: I I I aR=[ 2.44 ] bR=( 0.64 ] Reference:KC,SWDM Manual Table 4.3.3B. BISl93 CS-QUTRALS Rq.2 - - - -- ---------- ------- - -- _ _ _____ ___ [ Made By: ADB [ June 5,1995 I Sheet No. 3/4 — I I I I I I I I I Checked By: I Date: I Job No.:15203-PL-014 I Project Title: Oakesdale Avenue, System B HOWARD NEEDLES TAMMEN&BERGENDOFF I I 2.The proposed layout of the grate inlets is as follows: — I SL Longitudinal St I Grade Superelevation Pavement Width Station (ft/R) (ftfft) (ft) Initial [ 8 + 86.89 1 [ 35.5 j CB-1 Inlet#1 [ 12 + 30 ] [ 0.0205 ] ( 0.020 ] [ 35.5 j I CB-2 Inlet#2 [ 14 + 12 ] [ 0.0205 ] ( 0.020 ] [ 39.0 ] CB-3 Inlet#3 [ 14 + 72 ] [ 0.0100 ] [ 0.020 j [ 88.0 ] Inlet#4 [ + 1 [ 1 [ ] [ 1 I [ Inlet#5 ( + ] [ ] [ ] [ 1 I Inlet#6 [ + ] [ I [ ] [ ] I Inlet#7 [ + ] [ 1 [ ] [ 1 I [ Inlet#8 [ + ] [ ] [ ] [ ] I [ Inlet#9 [ + ] [ ] [ ] [ ] I [ Inlet#10 [ + 1 [ 1 [ ] [ 1 I ] Inlet#11 [ + ] [ ] [ ] [ ] [ Inlet#12 [ + 1 [ I [ ] [ ] I I- ——————————--———————————————----- ------ - --- --------- -------- ---------------------- [ SOLUTION: ] 1.Using a 10 year design storm,calculate rainfall intensity,I,for use in the King County Rational Formula. I i I -(bR) I [ I= (PR)(aR ) (Tc) i I I [ where: I I ( Tc=the rainfall duration In minutes,(6.3 minutes). i [ PR=total percipitation per Isopluvial Maps, 2.87 I ] [ aR=runoff coefficient, 2.44 I [ bR=runoff coefficient, 0.64 Rainfall intensity,1= 2.16 in/hour I I 2.Calculate Q,in terms of cfs/unit length of pavement. I I Q=C x I X A[=j cfs,where I[_]in/hr,A[_]acres. becomes: Q=C x i [_]cfs/sq.ft. I I 0.9 x 2.16 I — —= 0.000045 cfs/sq.ft. 43,560 sq ft/acre S9/95 CB-GUTR.XLS Papa 3 - -------------------------- - -- - -- - I —_ —— —__ I Made By: ADB I June 5,1995 I Sheet No. 4/4 —— — 1I I I I I I I I I I Checked By: I Date: I Job No.:15203-PL-014 I I Project Title: Oakesdale Avenue, System B HOWARD NEEDLES TAMMEN&BERGENDOFF I- —————————————————————————— — SOLUTION(Continued) ——— I I I 3.The solution is presented on the following Inlet Analysis Form,from WSDOT Manual Figure 5-5.11A: I I Pavement Pavement Differential Flow I Width Length Flow Summation SL St GW d Zd V1 Qbp I Station (ft) (ft) (cfs) (cfs) (tt/ft) (ff/ft) (ft) (ff) (ff) (fps) (cfs) I Initial 8 + 86.89 35.5 I 343.11 0.54 I CB-1 12 + 30 35.5 0.54 0.021 0.020 1.67 0.10 4.9 2.7 0.18 I 182 0.29 I CB-2 14 + 12 39 0.47 0.021 0.020 1.67 0.09 4.6 2.6 0.14 i 60 0.10 I CB-3 14 + 72 88 0.25 0.010 0.020 1.67 0.08 4.2 1.6 0.06 I I I � I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I 4. Verify design adequacy. i I I I I I I _ I I I I I I I I I I I I _ I - —————————————————————————— &5M _ CB-GUTRALS Pape 4 -------------------------- — ------- — I _ __—__ _—— I Made By: ADB I June 5,1995 I Sheet No.: 1/4 Checked By: I Date:------- ---- --- I -------- --------------------------- I I Job No.:15203-PL-014 I I Project Title: Oakesdale Avenue, System B, Check for 25 yr conditions I HOWARD NEEDLES TAMMEN&BERGENDOFF I I- ——————————————— I This program is designed to assist In the calculation of the spacing of catch basins located in roadside gutters,and is based on — I the May 1989 edition of the Washington State Department of Transportation(WSDOT)Hydraulics Manual,Chapter 5,Drainage of I Highway Pavements,5-5 Grate Inlets. Runoff calculations have been modified to be consistent with the King County,Washington, I Surface Design Manual(KC,SWDM)Chapter 3 and 4,Nov.1992 Revision. I The basic section of the ditch is as follows: I I—Zd I I I I I I I i dI �t I I I I I I 1 I I I I I General criteria are as follows: I I I 1.The width of the lop of the flow prism,Zd,is limited to the shoulder width plus 1/2 of the traveled lane. On interstate I I highways with wide shoulders,it is desirable to limit Zd to the width of the shoulder. I 2.Crossover or bypass flow should be limited to 0.1 cfs. I 3.The equations for calculating the gutter flow capacity is: I Q x St 3/8 d I I d= (-----I and Zd=-- I I 0.5 St I I 37 x(SL) I I I I I I where: d =the depth of flow at the face of curb(fQ I I Q =the gutter discharge(cfs) I SL=the longitudinal slope of the gutter(ftKt) I St=the transverse slope or superelevation(ft/ft) I Zd=the top wodth of the flow prism(ft) I 4.Inlets placed in a continous grade are calculated using the full width of the grate with no allowance for debris. I Inlets placed in a sump are calculated using 1/2 of the open perimeter or 1/2 of the open area,depending on its mode of operation. This calculation sheet considers only grates on a continous grade. I 5. The capacity of an inlet on a continous grade can be found by determining the portion of the gutter discharge directly over I the width of the inlet. The flow bypassing the first grate inlet Is calculated and added to the flow intercepted by the second I grate located downstream. This carryover process continues to the bottom of the grade,or until 0.1 cfs is bypassed I at the last inlet(at the design storm). I I I I I - —————————————————————————— O ca-oura.xLs Paps 1 --------------------------- _ _ ____— —__ I Made By: ADB I June 5,1995 -- --_ I Sheet No. —' 2/4 I I I I I t I 1 I I I Checked By: I Date: — I Job No.:15203-PL-014 I I I Project Title: Oakesdale Avenue, System B, Check for 25 yr conditions — v HOWARD NEEDLES TAMMEN&BERGENDOFF I I- ----------------------------- 6.The amount of flow bypassing the inlet on a continous grate is calculated as follows: _ — — I I I (Zd)-(GW) 6/3 I Qbp=Qx[— ) I I (Zd) I i I where: I I Qbp=the portion of the flow outside the width of the grate(cfs) Q =the total flow of gutter approaching the inlet(cfs) GW=the gross width of the inlet perpendicular to the direction of flow(ft) I 7.The velocity of the flow directly over the inlet may differ significantly from the average velocity. For an accurate analysis, the velocity over the grate should be betweeb 3 and 5 feet per second. The velocity over the grate is calculated as follows: I I I I Q-Qbp V i 1 I (GW)x[d-0.5 x(GW)x(St)] I ] where: I I St=the transverse slope or superelevation V1=the velocity over the inlet I d =the depth of flow at face of curb I I - ---——--—--------- —------- ----------- ----------------- --------------------- -------- -- —-- --- G YENS: I — I I 1.Pavement width,subject to variability between sections,is entered in the table below. 2.Tc=6.3 minutes for all inlets per King County Method. I 3.Check the grates using a 25 year storm. 4. Assume a vaned grate,with GW= [ [ 1.67 ]feet. ] 5.For a 25 year storm in Seattle,rainfall coefficients are as follows: I I I aR=[ 2.66 ] bR=[ 0.65 j I Reference:KC,SWDM Manual Table 4.3.38. - -————————————————————————— I sus es cs-curR.xLs Ppe1 - -------------------------- - I __ __ ——— I Made By: ADB I June 5,1995 [ Sheet No. A — 3/4 [ I I I I I I I I I Checked By: [ Date: ( Job No.:15203-PL-014 i I I Project Title: Oakesdale Avenue, System B, Check for 25 yr conditions [ HOWARD NEEDLES TAMMEN&BERGENDOFF I I I 2.The proposed layout of the grate inlets Is as follows: — — — I SL I Longitudinal St I Grade Superelevation Pavement Width I I Station (fttft) (ft/ft) (ft) Initial [ 8 + 86.89 ] II [ 35.5 CB-1 Inlet#1 12 + 30 0.0205 0.020 3 . CB-2 Inlet#2 [ 14 + 12 0.0205 j [ 0.020 39.0 CB-3 Inlet#3 ]]] III 14 + 72 ) [ 0.0100 ] [ 0.020 ] [ 88.0 ] Inlet#4 [ + ] [ 1 f ] [ ] Inlet#5 [ + ] [ ] ( ] [ ] I Inlet#6 [ + Inlet#7 [ + ] [ ] ( ] [ ] Inlet#8 [ + ] [ 1 [ 1 [ 1 I Inlet#9 [ + ] [ ] [ ] [ ] Inlet#10 [ + ) [ I [ ] [ ] Inlet#11 [ + Inlet#12 [ + ] [ ] [ ] [ ) I SOLUTION: - ------------- -------- — I I I 1.Using a 25 year design stone,calculate rainfall intensity,I,for use in the King County Rational Formula. I I I -(bR) I I I= (PR)(aR ) (Tc) I I I where: I I T�=the rainfall duration in minutes,(6.3 minutes). PR=total percipitation per Isopluvial Maps, 3.45 [ aR=runoff coefficient, 2.66 [ I I bR=runoff coefficient, 0.65 Rainfall intensity,1= 2.77 in/hour I I I 2.Calculate Q,in terms of cfs/unit length of pavement. I I Q=C x I x A[_]cfs,where I[=j in/hr,A[_]acres. I [ becomes: Q=C x l [_)ds/sq.ff. I I I I 0.9 x 2.77 [ Q= ————— — --= 0.000057 cfs/sq.ft. I 43,560 sq ft/acre a.mss ce-curR.xLs P."3 - ------------------------------ - ___ I Made By: ADB --�-------- —-- —+— I June 5,1995 I Sheet No. 4/4 I i I I I I I i I Checked By: I Date: I Job No.:15203-PL-014 —----- -------- — - I I Project Title: Oakesdale Avenue, System B, Check for 25 yr conditions I HOWARD NEEDLES TAMMEN&BERGENDOFF i I- ——————————--———————————————— _ _ __ _______ — —----- -------- —-------- ------- —----- — --------------— ----— SOLUTION(Continued) — — — I I 3.The solution is presented on the following Inlet Analysis Form,from WSDOT Manual Figure 5-5.1A: I I I I I Pavement Pavement Differential Flow I Width Length Flow Summation SL St GW d Zd V1 Qbp i Station (ft) (ft) (cfs (cfs) (ft/ft) (ftift) (K) (ft) (ft) (fps) (cfs) I I Initial 8 + 86.89 35.5 -- — --- I 343.11 0.70 I I CB-1 12 + 30 35.5 0.70 0.021 0.020 1.67 0.11 5.4 2.9 0.26 I 182 0.37 I I CB-2 14 + 12 39 0.63 0.021 0.020 1.67 0.10 5.2 2.8 0.22 I 60 0.13 I I CB-3 14 + 72 88 0.36 0.010 0.020 1.67 0.10 4.8 1.8 0.11 I I I I I I I I I I I I I I i I I I I I I I I I I I i I I I I I I I I I 4. Verify design adequacy. I I I I I I I - I i I I I I I I I I - I - ————————————————————————--— �'"� C"UTR.XLS P" _ Made by A Sla c Date eA5 9 5 Job Number r b e H N r a comp a n t e s Checked by Date h SZo 3 - For �a�Q�> aA%l i,/ cl✓ ✓(�c s Backchecked by Date Sheet Number 2 77)O.z9 0. 7-3 �5 ew .-7 o/6) a- o. zz 5 Zti O. G - -f-s c/o /V C- Go l tit G/ A ✓P(°va S� Go rr/:��• Coles l 5 glow n AboJe/l Gl l/)o - ( o a c-f �P�j In •, � f 7o Ay5 Ue Iaf StnJ & ti W �a�;1�Js if G I v�lv�5 ' Gan �e d�Sr` Keck Gc Sa ivti �e �oGafco � 5 for �p fGt( (r/t � �rcG�Tjo� 1 �I'5 W�11 �G: �I !! f4t'� �✓C47w► � 4?041 de�fjt fo- or 00 a N � a c ` fi7eteuf.,N w i _ Made byA -Ij. L Date 5 Job Number Checked by Date /SZ-3-PL-n( rae �iNre Compunles Sheet Number For c 5 Backchecked by Date tj xrsf.� Gir, o��co•., 1/0Zoo 2.53 G 44 AG GN 90997 5F CYA — 2,off q ale. for 4:, ,jt t, WA, e- -wofk-5 94.z (0.i744 cnl6o.8z�) 50,1 Of50 o.g ala�9 r-Avel Voaj 601 { lbw ��o t S�a•17foo �2 — 1' ✓J �t = 11 o -A It ll ow V= O.G 601 9• J ✓Yli w Made by Date 95 Job Number The utvre Companies Checked by Date I�;Z o -5-ri, -o14 Sheet Number For 0nk�w(e AJ Backchecked by Date 6 �Gi � GJ y�rf�livK � �OoNT�i.,,uGo�, r' —rj;Vl e G7 5, = O•ov 2-7 o.ozas -5. 007 FP s Ul 27 J0,0loo J� ro r ?j00 i Z.7o .� p�w� (��✓ , �55oo—e, GaKe, a►moo k= ¢z 2 s v= 4Z 0.00 5 =7 .0 �P5 L = (tZ+3o t, �) + zs 3�0 0.6 + Z. D -{ Z.Z = +,00 m w 6/14/95 page 1 OAKESDALE AVE., SW16TH TO SW31ST CITY OF RENTON SYSTEM B OUTLET NORTH OF SW27TH --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: 61 NAME: EXISTING CONDITIONS 2 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 1.95 inches AREA..: 2.09 Acres 0.44 Acres TIME INTERVAL....: 10.00 min CN....: 93.40 98.00 TC....: 19.90 min 19.90 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.75 cfs VOL: 0.29 Ac-ft TIME: 480 min BASIN ID: B2 NAME: EXISTING CONDITIONS 10 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 2.87 inches AREA..: 2.09 Acres 0.44 Acres TIME INTERVAL....: 10.00 min CN....: 93.40 98.00 TC....: 19.90 min 19.90 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.25 cfs VOL: 0.47 Ac-ft TIME: 480 min BASIN ID: B3 NAME: EXISTING CONDITIONS 100 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.90 inches AREA..: 2.09 Acres 0.44 Acres TIME INTERVAL....: 10.00 min CN....: 93.40 98.00 TC....: 19.90 min 19.90 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.81 cfs VOL: 0.69 Ac-ft TIME: 480 min BASIN ID: B4 NAME: FUTURE CONDITIONS 2 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 1.95 inches AREA..: 0.49 Acres 2.04 Acres TIME INTERVAL....: 10.00 min CN....: 92.00 98.00 TC....: 6.30 min 6.30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.10 cfs VOL: 0.34 Ac-ft TIME: 470 min 6/14/95 page 2 OAKESDALE AVE., SW16TH TO SW31ST CITY OF RENTON SYSTEM B OUTLET NORTH OF SW27TH BASIN SUMMARY BASIN ID: 65 NAME: FUTURE CONDITIONS 10 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 2.87 inches AREA..: 0.49 Acres 2.04 Acres TIME INTERVAL....: 10.00 min CN....: 92.00 98.00 TC....: 6.30 min 6.30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.71 cfs VOL: 0.53 Ac-ft TIME: 470 min BASIN ID: B6 NAME: FUTURE CONDITIONS 100 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.90 inches AREA..: 0.49 Acres 2.04 Acres TIME INTERVAL....: 10.00 min CN....: 92.00 98.00 TC....: 6.30 min 6.30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 2.38 cfs VOL: 0.75 Ac-ft TIME: 470 min BASIN ID: B7 NAME: EXISTING CONDITIONS 25 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.45 inches AREA..: 2.09 Acres 0.44 Acres TIME INTERVAL....: 10.00 min CN....: 93.40 98.00 TC....: 19.90 min 19.90 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.57 cfs VOL: 0.59 Ac-ft TIME: 480 min BASIN ID: B8 NAME: FUTURE CONDITIONS 25 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.45 inches AREA..: 0.49 Acres 2.04 Acres TIME INTERVAL....: 10.00 min CN....: 92.00 98.00 TC....: 6.30 min 6.30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 2.09 cfs VOL: 0.65 Ac-ft TIME: 470 min 6/14/95 page 3 OAKESDALE AVE., SW16TH TO SW31ST CITY OF RENTON SYSTEM B OUTLET NORTH OF SW27TH --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: EX-7DAY NAME: EXISTING CONDITIONS 100 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC7 PERV IMP PRECIPITATION....: 9.80 inches AREA..: 2.09 Acres 0.44 Acres TIME INTERVAL....: 60.00 min CN....: 93.40 98.00 TC....: 19.90 min 19.90 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.99 cfs VOL: 1.80 Ac-ft TIME: 3300 min BASIN ID: F-7DAY NAME: FUTURE CONDITIONS 100 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC7 PERV IMP PRECIPITATION....: 9.80 inches AREA..: 0.49 Acres 2.04 Acres TIME INTERVAL....: 60.00 min CN....: 92.00 98.00 TC....: 10.00 min 10.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.08 cfs VOL: 1.92 Ac-ft TIME: 3300 min 6/14/95 page 4 OAKESDALE AVE., SW16TH TO SW31ST CITY OF RENTON SYSTEM B OUTLET NORTH OF SW27TH --------------------------------------------------------------------- --------------------------------------------------------------------- STORAGE STRUCTURE LIST TRAPEZOIDAL BASIN ID No. B Description: SYSTEM B DETENTION POND Length: 65.00 ft. Width: 15.00 ft. nj�j{Q,,� ��, q•ZrP Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/inch TRAPEZOIDAL BASIN ID No. B100 Description: SYSTEM B DETENTION POND Length: 73.20 ft. Width: 23.20 ft. Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/inch RECTANGULAR VAULT ID No. VAULT100 Description: ALTERNATE STORAGE IN VAULT Length: 150.00 ft. Width: 10.00 ft. voids: 1.000 15.r,z RECTANGULAR VAULT ID No. VAULT2jB�O��I Description: ALTERNATE STORAGE IN VAULT v Length: 150.00 ft. Width: 10.00 ft. voids: 1.000 6/14/95 page 5 OAKESDALE AVE., SW16TH TO SW31ST CITY OF RENTON SYSTEM B OUTLET NORTH OF SW27TH --------------------------------------------------------------------- --------------------------------------------------------------------- DISCHARGE STRUCTURE LIST BROAD CRESTED WEIR ID No. B Description: OVERFLOW TO EAST cd: 3.2100 Weir length: 50.0000 ft. El: 16.00 ft. Weir Increm: 0.10 MULTIPLE ORIFICE ID No. ORIF-VLT Description: OUTLET CONTR. IN VAULT Outlet ELev: 14.26 ELev: 12.26 ft Orifice Diameter: 2.0000 in. ELev: 16.16 ft Orifice 2 Diameter: 7.0000 in. MULTIPLE ORIFICE ID No. ORIFICE Description: INLET TYPE II W/ OUTLET CONTR. Outlet ELev: 14.26 Elev: 12.26 ft Orifice Diameter: 2.0000 in. ELev: 16.16 ft Orifice 2 Diameter: 8.0000 in. 6/14/95 page 6 OAKESDALE AVE., SW16TH TO SW31ST CITY OF RENTON SYSTEM B OUTLET NORTH OF SW27TH LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) 2 YR DESIGN .................. 0.75 1.10 B ORIFICE 16.29 7 3074.50 cf 10 YR DESIGN ................. 1.25 1.71 B ORIFICE 16.58 8 3704.98 cf 100 YR DESIGN ................ 1.81 2.38 B100 ORIFICE 16.89 9 2639.75 cf 25 YR FOR BACKWATER .......... 1.57 2.09 B ORIFICE 16.75 10 4101.35 cf 2 YR ALT. DESIGN ............. 0.75 1.10 VAULT2 ORIF-VLT 16.38 1 3175.42 cf 10 YR ALT. DESIGN ............ 1.25 1.71 VAULT2 ORIF-VLT 16.83 2 3851.34 cf 100 YR ALT. DESIGN ........... 1.81 2.38 VAULT100 ORIF-VLT 17.33 3 2570.05 cf 25 YR ALT BACKWATER .......... 1.57 2.09 VAULT2 ORIF-VLT 17.10 4 4263.96 cf UnGJC.4S0 VG�UW�'P p`i >O��a (0.30�(3o-74•S� t 4s4.4 SF �16.29 - 0.3o C3-7 o4.g�� 1oore60e- lev►�f�^ of ISM. bo-�fo� �y 7jz► File Input Hydrograph Storage Discharge ►LPool Proj: STM-B mMMUNMHoward Needles Tammen & Bergendoff �[•] Display Level Pool Results Match Inflow Storage Disch P ak Peak Peak Description Peak Peak ID ID Stage Volume Out 2 YR DESIGN 0.75 1.10 B ORIFICE 16.29 3075 0.78 10 YR DESIGN 1.25 1.71 B ORIFICE 16.58 3705 1.29 100 YR DESIGN 1.81 2.38 B100 ORIFICE 16.89 2640 1.66 25 YR FOR BACKWATER 1.57 2.09 B ORIFICE 16.75 4101 1.50 2 YR ALT. DESIGN 0.75 1.10 VAULT2 ORIF-VLT 16.38 3175 0.77 10 YR ALT. DESIGN 1.25 1.71 VAULT2 ORIF-VLT 16.83 3851 1.26 100 YR ALT. DESIGN 1.81 2.38 VAULT100 ORIF-VLT 17.33 2570 1.63 25 YR ALT BACKWATER 1.57 2.09 VAULT2 ORIF-VLT 17.10 4264 1.47 Ok i Made by A Date ��L 9 g Job Number The HNTB Companies Checked by Date l5za3 For a �d�c(� �� S Backchecked by Date Sheet Number I tier IrP�fP �ioH of BOO y� _ W14a elv, (Nark-5 G( t✓L Li �OD.y✓ iv�q�JP�c�/ 7 � f�o�vt% G/y�c/a �ro(�g - 7t7a - Z Ufvd t'i 3!� 0.3� o.0 5 Z I So Z4 V � o,+-7 a S 3 D. 06 -ZG 1S I oQ Y v Z-+ �r O, l O. 7 S 0.0� ZG ( S lour -Ual ( • 80 1 ,� Z O, lZ SZ3o / atM� Vo u via- Gor^Ti�O�S 'dIG�PLcS� VDII we, -,,f i,4 ,F�6,fofe vo(uaoe IS x 97 An JEa = Z x 2.17 t vi I�Ajt^ re,4��-w-e It Vol , - 8�° ZB�, �7 c�7 g w 17.0 w _ Made by Date Job Number The HNre Companies Checked by Date 1-5 --S7 '-t---l4 For Qa �Q( �1✓L• I{ d.�w��c Backchecked by Date Sheet Number -�(ew►'lh_ ��d U I, - 1 1 17 x yam' Dowd 6 ��, e, o9 1✓�0 auk &=7 Mokel 1.3z I o yV-,_ w56� lo0y�, vJSE(, = I�-�c2 - �o�,,e�w�� 8. /g n I18• /S ZSYr, 1/JS�L i _ Go �Vulc�c� 30.E x �/0 o �(�i�711y.. Q.r`i Yi�� toi h�W �pv,0 �rfn'Pi'vlGi/i n.✓ i I,eAV2 �ki 14', 10 'vv �Ck "40 V,O y van. L7,' Zrri/�a g,,� ��i '1 = f�"5:: — l 2Y,Zro = D. �{ vA l�•Me - j l q .8 ( c-f (Qr ,�J��r �e�f = I ,• Z® - /.oz T4 Vo(� e_ = 1 75(a , 5 5 e� I CoX� 14-.8f) ►rG\ C f�O ova a�reo y o, �� _ 490 0 h66 A4e vafQwe. 144,rae /V1rf r a rm ✓e��rdPs /7' x 1 7 ' E,. o r.( ro o& 7 e_ ca'e-;5�� (1,0 290 10 30 -t- 175(0 1 -78�3-33 2. 03 3 S�rpl ,s yl"of-agC�i a 0 w f 6/15/95 page 1 OAKESDALE AVE., SW16TH TO SW31ST CITY OF RENTON SYSTEM B OUTLET NORTH OF SW27TH BASIN SUMMARY BASIN ID: B1 NAME: EXISTING CONDITIONS 2 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 1.95 inches AREA..: 2.09 Acres 0.44 Acres TIME INTERVAL....: 10.00 min CN....: 93.40 98.00 TC....: 19.90 min 19.90 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.75 cfs VOL: 0.29 Ac-ft TIME: 480 min BASIN ID: B2 NAME: EXISTING CONDITIONS 10 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 2.87 inches AREA..: 2.09 Acres 0.44 Acres TIME INTERVAL....: 10.00 min CN....: 93.40 98.00 TC....: 19.90 min 19.90 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.25 cfs VOL: 0.47 Ac-ft TIME: 480 min BASIN ID: B3 NAME: EXISTING CONDITIONS 100 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.90 inches AREA..: 2.09 Acres 0.44 Acres TIME INTERVAL....: 10.00 min CN....: 93.40 98.00 TC....: 19.90 min 19.90 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.81 cfs VOL: 0.69 Ac-ft TIME: 480 min BASIN ID: B4 NAME: FUTURE CONDITIONS 2 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 1.95 inches AREA..: 0.49 Acres 2.04 Acres TIME INTERVAL....: 10.00 min CN....: 92.00 98.00 TC....: 6.30 min 6.30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.10 cfs VOL: 0.34 Ac-ft TIME: 470 min 6/15/95 page 2 OAKESDALE AVE., SW16TH TO SW31ST CITY OF RENTON SYSTEM B OUTLET NORTH OF SW27TH --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: B5 NAME: FUTURE CONDITIONS 10 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 2.87 inches AREA..: 0.49 Acres 2.04 Acres TIME INTERVAL....: 10.00 min CN....: 92.00 98.00 TC....: 6.30 min 6.30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.71 cfs VOL: 0.53 Ac-ft TIME: 470 min BASIN ID: B6 NAME: FUTURE CONDITIONS 100 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.90 inches AREA..: 0.49 Acres 2.04 Acres TIME INTERVAL....: 10.00 min CN....: 92.00 98.00 TC....: 6.30 min 6.30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 2.38 cfs VOL: 0.75 Ac-ft TIME: 470 min BASIN ID: B7 NAME: EXISTING CONDITIONS 25 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.45 inches AREA..: 2.09 Acres 0.44 Acres TIME INTERVAL....: 10.00 min CN....: 93.40 98.00 TC....: 19.90 min 19.90 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.57 cfs VOL: 0.59 Ac-ft TIME: 480 min BASIN ID: B8 NAME: FUTURE CONDITIONS 25 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.45 inches AREA..: 0.49 Acres 2.04 Acres TIME INTERVAL....: 10.00 min CN....: 92.00 98.00 TC....: 6.30 min 6.30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 2.09 cfs VOL: 0.65 Ac-ft TIME: 470 min 6/15/95 page 3 OAKESDALE AVE., SW16TH TO SW31ST CITY OF RENTON SYSTEM B OUTLET NORTH OF SW27TH --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: EX-7DAY NAME: EXISTING CONDITIONS 100 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC7 PERV IMP PRECIPITATION....: 9.80 inches AREA..: 2.09 Acres 0.44 Acres TIME INTERVAL....: 60.00 min CN....: 93.40 98.00 TC....: 19.90 min 19.90 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.99 cfs VOL: 1.80 Ac-ft TIME: 3300 min BASIN ID: F-7DAY NAME: FUTURE CONDITIONS 100 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC7 PERV IMP PRECIPITATION....: 9.80 inches AREA..: 0.49 Acres 2.04 Acres TIME INTERVAL....: 60.00 min CN....: 92.00 98.00 TC....: 10.00 min 10.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.08 cfs VOL: 1.92 Ac-ft TIME: 3300 min 6/15/95 page 4 OAKESDALE AVE., SW16TH TO SW31ST CITY OF RENTON SYSTEM B OUTLET NORTH OF SW27TH --------------------------------------------------------------------- --------------------------------------------------------------------- STORAGE STRUCTURE LIST TRAPEZOIDAL BASIN ID No. B Description: SYSTEM B DETENTION POND Length: 50.00 ft. Width: 30.00 ft. Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/inch TRAPEZOIDAL BASIN ID No. B100 Description: SYSTEM B DETENTION POND Length: 58.18 ft. Width: 38.18 ft. Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/inch RECTANGULAR VAULT ID No. VAULT100 Description: ALTERNATE STORAGE IN VAULT Length: 150.00 ft. Width: 10.00 ft. voids: 1.000 RECTANGULAR VAULT ID No. VAULT2 Description: ALTERNATE STORAGE IN VAULT Length: 150.00 ft. Width: 10.00 ft. voids: 1.000 6/15/95 page 5 OAKESDALE AVE., SW16TH TO SW31ST CITY OF RENTON SYSTEM B OUTLET NORTH OF SW27TH --------------------------------------------------------------------- --------------------------------------------------------------------- DISCHARGE STRUCTURE LIST BROAD CRESTED WEIR ID No. B Description: OVERFLOW TO EAST cd: 3.2100 Weir Length: 50.0000 ft. El: 16.00 ft. Weir Increm: 0.10 MULTIPLE ORIFICE ID No. ORIF-VLT Description: OUTLET CONTR. IN VAULT Outlet Elev: 14.26 Elev: 12.26 ft Orifice Diameter: 2.0000 in. Elev: 16.16 ft Orifice 2 Diameter: 7.0000 in. MULTIPLE ORIFICE ID No. ORIFICE Description: INLET TYPE II W/ OUTLET CONTR. Outlet Elev: 14.26 Elev: 12.26 ft Orifice Diameter: 6.0000 in. Elev: 15.76 ft Orifice 2 Diameter: 6.0000 in. 6/15/95 page 6 OAKESDALE AVE., SW16TH TO SW31ST CITY OF RENTON SYSTEM B OUTLET NORTH OF SW27TH --------------------------------------------------------------------- --------------------------------------------------------------------- LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE r� <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) 2 YR DESIGN .................. 0.75 1.10 B ORIFICE 14.82 7 914.81 cf 10 YR DESIGN ................. 1.25 1.71 B ORIFICE 15.28 8 1786.33 cf 100 YR DESIGN ................ 1.81 2.38 B100 ORIFICE 16.02 9 947.27 cf 25 YR FOR BACKWATER .......... 1.57 2.09 8 ORIFICE 15.58 10 2415.70 cf \ �� 100 YR 7 DAY DESIGN .......... 0.99 1.08 B100 ORIFICE 15.60 11 0.00 cf 2 YR ALT. DESIGN ............. 0.75 1.10 VAULT2 ORIF-VLT 16.38 1 3175.42 cf ^�l 10 YR ALT. DESIGN ............ 1.25 1.71 VAULT2 ORIF-VLT 16.83 2 3851.34 cf IV 100 YR ALT. DESIGN ........... 1.81 2.38 VAULT100 ORIF-VLT 17.33 3 2570.05 25 YR ALT BACKWATER .......... 1.57 2.09 VAULT2 ORIF-VLT 17.10 4 4263.96 f File Input Hydrograph Storage Discharge .LPooL Proj: STM-B Howard Needles Tammen & Bergendoff r=1-1 Display LeveL Pool Results Match Inflow Storage Disch Peak Peak Peak Description Peak Peak ID ID Stage Volume Out 2 YR DESIGN 0.75 1.10 B ORIFICE 14.82 915 0.73 10 YR DESIGN 1.25 1.71 B ORIFICE 15.28 1786 0.98 100 YR DESIGN 1.81 2.38 B100 ORIFICE 16.02 947 1.80 25 YR FOR BACKWATER 1.57 2.09 B ORIFICE 15.58 2416 1.12 100 YR 7 DAY DESIGN 0.99 1.08 B100 ORIFICE 15.60 1.08 2 YR ALT. DESIGN 0.75 1.10 VAULT2 ORIF-VLT 16.38 3175 0.77 10 YR ALT. DESIGN 1.25 1.71 VAULT2 ORIF-VLT 16.83 3851 1.26 100 YR ALT. DESIGN 1.81 2.38 VAULT100 ORIF-VLT 17.33 2570 1.63 25 YR ALT BACKWATER 1.57 2.09 VAULT2 ORIF-VLT 17.10 4264 1.47 k ■ �til 0 m LEGEND Hyd No. 7_ Hyd No. 8 Hyd No. 9 Hyd No. 10 r� Hyd No. ii� �l 0 . � � V i� Ih Q . 1 ...... :................................ r ...._.......................... 24 48 72 96 120 144 168 192 21 Time in Hours oui{et Hyd No.: 7 Z �tr Z4 VI%r --Ve-"-1 S1 Rate: 0.78 cfs Time: 8.33 hr Vol : 0.34 Ac-ft Int: 10.00 min A-S4. Hyd No.: 8 10 Y r z VW j/e.f ¢Z Rate: 1.29 cfs Time: 8.33 hr Vol 0.53 Ac-ft Int: 10.00 min vol, s o•47 aw Ac-fi- Hyd No.: 9 00 I r N%j"j - 63 Rate: 1.66 cfs Time: 8.33 hr Vol : 0.75 Ac-ft Int: 10.00 min -- -- Vol. - �-6P} �•D<o A�-�+. Hyd No _.. 10 Rate: 1.50 cfs Time: 8.33 hr Vol : 0.65 Ac-ft Int: 10.00 min Rate: 0.99 cfs Time 56.00 hr Vol 1.92 Ac-ft Int: 60.00 min v,(, = 1.So Q• IZ A�-�{- Made by A -D �� _ Date Job Number - 7 Z.G 96 Checked by Date b Zo 3- DS-QIO The Hvre Companies Sheet Number Backcheckedrby Date -- sy5f-�.,.^. -s =_G��k- vo�uw�G �+iOaJ►rGr+�.Pir.�i. ug�-..1 Z�gar s�'orw.. a.t" g Cyr.-a4Co�. tZ.oA9 o. 44 FG T,-Vt o.,s - O� / ._ _._..._'.l.<00 Ac o7 y.►e.,.� 1..,��Op�rt/totis airea : ' - Ye 7�. -- �f".•r,e, Tw.t5t. - 9. 9 per G.o tZ- FA>. k4feA I 91-P6 s Use- akpav&f!�w Fromm ry t4 g5 d�s�q�. . = 2 - F- -T- ...... L , - � �efo G1T ��GVct��v,n W. Ga Modd - 30), .1010.E OwaQ _ . 4_ 301'< 7-r, iAesti- Je-r�, = 14.87- 14.7-6 = arp � � Vo1Vw.g � 8f CO.�o GT Y ( Q 3 �8r�•67 --_- -- ��GJEtrLSG wo�o.�.. q./`Ga by = Dy 5� 0 14 F f L �_ riv�eG(c Vojo�'V►G �30 C-F : G.5 t-�o�red E 0�4�� "5 We- COLA -7¢ .Gj '-Zt f5. C�i'� '� p!opo�rtw"\ +o -dAe-, weAk"A Volume, i 1 '� -6—..-�-. 1'M bOIGI �`��Q51�1�N .d ''r`tr� u�114IMR--. �l��o�fi� N✓�rt�'�rJh 1�at� l�t JPI�e-Q)I'h� �7 40�� T - �.__�--. �.ra�v�� 7/26/96 page 1 OAKESDALE AVE., SW16TH TO SW31ST CITY OF RENTON SYSTEM B OUTLET NORTH OF SW27TH REV.7/96 BASIN SUMMARY BASIN ID: B1 NAME: EXISTING CONDITIONS 2 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 1.95 inches AREA..: 2.09 Acres 0.44 Acres TIME INTERVAL....: 10.00 min CN....: 93.40 98.00 TC....: 19.90 min 19.90 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.75 cfs VOL: 0.29 Ac-ft TIME: 480 min BASIN ID: B2 NAME: EXISTING CONDITIONS 10 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 2.87 inches AREA..: 2.09 Acres 0.44 Acres TIME INTERVAL....: 10.00 min CN....: 93.40 98.00 TC....: 19.90 min 19.90 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.25 cfs VOL: 0.47 Ac-ft TIME: 480 min BASIN ID: B3 NAME: EXISTING CONDITIONS 100 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.90 inches AREA..: 2.09 Acres 0.44 Acres TIME INTERVAL....: 10.00 min CN....: 93.40 98.00 TC....: 19.90 min 19.90 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.81 cfs VOL: 0.69 Ac-ft TIME: 480 min BASIN ID: B4 NAME: FUTURE CONDITIONS 2 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2r53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 1.95 inches AREA..: 0.49 Acres 2.04 Acres TIME INTERVAL....: 10.00 min CN....: 92.00 98.00 TC....: 6.30 min 6.30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.10 cfs VOL: 0.34 Ac-ft TIME: 470 min 7/26/96 page 2 OAKESDALE AVE., SW16TH TO SW31ST CITY OF RENTON SYSTEM B OUTLET NORTH OF SW27TH REV.7/96 --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: B5 NAME: FUTURE CONDITIONS 10 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 2.87 inches AREA..: 0.49 Acres 2.04 Acres TIME INTERVAL....: 10.00 min CN....: 92.00 98.00 TC..... 6.30 min 6.30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.71 cfs VOL: 0.53 Ac-ft TIME: 470 min BASIN ID: B6 NAME: FUTURE CONDITIONS 100 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.90 inches AREA..: 0.49 Acres 2.04 Acres TIME INTERVAL....: 10.00 min CN....: 92.00 98.00 TC....: 6.30 min 6.30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 2.38 cfs VOL: 0.75 Ac-ft TIME: 470 min BASIN ID: B7 NAME: EXISTING CONDITIONS 25 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.45 inches AREA..: 2.09 Acres 0.44 Acres TIME INTERVAL....: 10.00 min CN....: 93.40 98.00 TC....: 19.90 min 19.90 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.57 cfs VOL: 0.59 Ac-ft TIME: 480 min BASIN ID: B8 NAME: FUTURE CONDITIONS 25 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.45 inches AREA..: 0.49 Acres 2.04 Acres TIME INTERVAL....: 10.00 min CN....: 92.00 98.00 TC....: 6.30 min 6.30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 2.09 cfs VOL: 0.65 Ac-ft TIME: 470 min 7/26/96 page 3 OAKESDALE AVE., SW16TH TO SW31ST CITY OF RENTON SYSTEM B OUTLET NORTH OF SW27TH REV.7/96 BASIN SUMMARY BASIN ID: EX-7DAY NAME: EXISTING CONDITIONS 100 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC7 PERV IMP PRECIPITATION....: 9.80 inches AREA..: 2.09 Acres 0.44 Acres TIME INTERVAL....: 60.00 min CN....: 93.40 98.00 TC....: 19.90 min 19.90 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.99 cfs VOL: 1.80 Ac-ft TIME: 3300 min BASIN ID: F-7DAY NAME: FUTURE CONDITIONS 100 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.53 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC7 PERV IMP PRECIPITATION....: 9.80 inches AREA..: 0.49 Acres 2.04 Acres TIME INTERVAL....: 60.00 min CN....: 92_00, 98.00 \ �C TC....: 10.00 n 10.00 min 1 ABSTRACTION COEFF: 0.20 too- PEAK RATE: 1.08 cfs VOL: 1.92 Ac-ft TIME: 3300 minllu- why d 0� 7/26/96 page 4 OAKESDALE AVE., SW16TH TO SW31ST CITY OF RENTON SYSTEM B OUTLET NORTH OF SW27TH REV.7/96 --------------------------------------------------------------------- --------------------------------------------------------------------- HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf®AcFt Acres --------------------------------------------- --------------------------------------------- 1 0.764 500 14893 cf 2.53 2 1.035 500 23167 cf 2.53 3 1.589 500 32516 cf 2.53 4 1.192 500 28425 cf 2.53 5 2.194 470 23009 cf 2.53 6 3.055 470 32297 cf 2.53 7 0.730 500 14893 cf 2.53 8 0.985 500 23167 cf 2.53 9 1.799 500 32525 cf 2.53 10 1.120 500 28425 cf 2.53 11 1.081 3360 83685 cf 2.53 7/26/96 page 5 OAKESDALE AVE., SW16TH TO SW31ST CITY OF RENTON SYSTEM B OUTLET NORTH OF SW27TH REV.7/96 --------------------------------------------------------------------- --------------------------------------------------------------------- STORAGE STRUCTURE LIST TRAPEZOIDAL BASIN ID No. B Description: SYSTEM B DETENTION POND Length: 50.00 ft. Width: 30.00 ft. Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/inch TRAPEZOIDAL BASIN ID No. B100 Description: SYSTEM B DETENTION POND Length: 58.18 ft. Width: 38.18 ft. Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/inch TRAPEZOIDAL BASIN ID No. B2 Description: SYSTEM B DETENTION POND REV. Length: 40.00 ft. Width: 30.00 ft. Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/inch RECTANGULAR VAULT ID No. VAULT100 Description: ALTERNATE STORAGE IN VAULT Length: 150.00 ft. Width: 10.00 ft. voids: 1.000 RECTANGULAR VAULT ID No. VAULT2 Description: ALTERNATE STORAGE IN VAULT Length: 150.00 ft. Width: 10.00 ft. voids: 1.000 7/26/96 page 6 OAKESDALE AVE., SW16TH TO SW31ST CITY OF RENTON SYSTEM B OUTLET NORTH OF SW27TH REV.7/96 --------------------------------------------------------------------- --------------------------------------------------------------------- DISCHARGE STRUCTURE LIST BROAD CRESTED WEIR ID No. B Description: OVERFLOW TO EAST cd: 3.2100 Weir length: 50.0000 ft. El: 16.00 ft. Weir Increm: 0.10 MULTIPLE ORIFICE ID No. 02 Description: INLET TY.II W/CONTR REV. Outlet Elev: 14.26 Elev: 12.26 ft Orifice Diameter: 6.0000 in. Elev: 15.76 ft Orifice 2 Diameter: 6.0000 in. MULTIPLE ORIFICE ID No. ORIF-VLT Description: OUTLET CONTR. IN VAULT Outlet Elev: 14.26 Elev: 12.26 ft Orifice Diameter: 2.0000 in. Elev: 16.16 ft Orifice 2 Diameter: 7.0000 in. MULTIPLE ORIFICE ID No. ORIFICE Description: INLET TYPE II W/ OUTLET CONTR. Outlet Elev: 14.26 Elev: 12.26 ft Orifice Diameter: 6.0000 in. Elev: 15.76 ft Orifice 2 Diameter: 6.0000 in. 7/26/96 page 7 OAKESDALE AVE., SW16TH TO SW31ST CITY OF RENTON SYSTEM B OUTLET NORTH OF SW27TH REV.7/96 LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- -PEAK-¢ STORAGE --------DESCRIPTION---------¢ (cfs) (cfs) --id- --id- _-STAGE¢ id VOL (cf) 2 YR DESIGN .................. 0.75 1.10 B ORIFICE 14.82 7 914.81 cf 10 YR DESIGN ................. 1.25 1.71 B ORIFICE 15.28 8 1786.33 cf 100 YR DESIGN ................ 1.81 2.38 B1O0 ORIFICE 16.02 9 947.27 cf 25 YR FOR BACKWATER .......... 1.57 2.09 B ORIFICE 15.58 10 2415.70 cf 100 YR 7 DAY DESIGN .......... 0.99 1.08 B100 ORIFICE 15.60 11 0.00 cf 2 YR REV. 7/96 ............. 0.75 1.10 62 02 14.87 1 816.56 cf 10 YR REV.7/96 .............. 1.25 1.71 B2 02 15.38 2 1627.60 cf 100 YR REV.7/96 .............. 1.81 2.38 82 02 15.89 3 2559.92 cf 25 YR BKWTR REV.7/96 ......... 1.57 2.09 B2 02 15.71 4 2215.11 cf Page 1 Oakesdale Avenue, SW16th to SW 31st City of Renton Revision of Drainage Design HNTB Job 15203-PL-014 7/26/96 ADB Summary Screen from the STM-B.BSN file Display Level Pool Results Match Inflow Storage Disch Peak Peak Peak Description Peak Peak ID ID Stage Volume Out 2 YR REV. 7/96 0.75 1.10 B2 02 14.87 817 0.76 10 YR REV.7/96 1.25 1.71 B2 02 15.38 1628 1.03 100 YR REV.7/96 1.81 2.38 B2 02 1.5.89 2560 1.59 25 YR BKWTR REV.7/96 1.57 2.09 B2 02 15.71 2215 1.19 100 YR 7 DAY DESIGN 0.99 1.08 B2 02 15.12 1188 0.90 Hydrograph Summary Values Comparison Existing Outlet V ume to Wetland Event Hyd Q-cfs ac.ft. Exist. V -Tapernt to Wetland ac.ft ac.ft. 2 YR REV. 7/96 1 0.76 0.34 0.29 0.05 10 YR REV. 7/96 2 1.04 0.53 0.47 0.06 100 YR REV. 7/96 3 1.59 0.75 0.69 0.06 100 YR 7 DAY DESIGN 5 0.902 1.92 1.80 HNTB I:\15203\drainage\wworks\sum796.doc Pied 7/30/96 Made by Job Number The NNTB Comantes a Checked by Date 1,5Zo 3-('v-of For 04k-e4 l e. Ave, Backchecked by Date Sheet Number L ! 4 } c 711 —' 7 ff p I I 4 i 4 .... 10 IlMpeifVlOJS OLTe� I�.Q4 GLGJF.S X ©sO D.OZ /7G �9O S� M\N. QJQA. cw&lAIP�r yfp�rw• 6ve,wt VO(Uctile z_— ' FlC�Sf GEI�L� l � 40 LoNja BZo89�, 335 AA E 4` i 53 Z$�t4 8 t w Z Made by A Date 2 6 Job Number 152� The HNrB Companies Checked by Date Sheet Number For ea A� Backchecked by Date 3 r ___ t FO f i , �Q SAc roNdt�► = 4,0 2!o 1040 5F - - ('S.35 - �✓3 W4 5A = 2 Y—(" = 3o7p 6' g1 (5Ila 5 ; 137 9-35 4 i i 0 o _ W Made by A I oi.. 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Ye'ar �aok�•�a{"er 51��td �,e at��QI��, w -------------------------- — ------- — — _ ____— ——— I Made By: ADB I June 6,1995 I Sheet No.: 1/4 I I I I I I I I I Checked By: I Date: I Job No.:15203-PL-014 I I Project Title: Oakesdale Avenue, System It HOWARD NEEDLES TAMMEN&BERGENDOFF This program is designed to assist in the calculation of the spacing of catch basins located in roadside gutters,and Is based on the May 1989 edition of the Washington State Department of Transportation(WSDOT)Hydraulics Manual,Chapter 5,Drainage of Highway Pavements,5-5 Grate Inlets. Runoff calculations have been modified to be consistent with the King County,Washington, Surface Design Manual(KC,SWDM)Chapter 3 and 4,Nov.1992 Revision. The basic section of the ditch is as follows: I—Zd I I I I I I d I �st I I I I 1 I General criteria are as follows: I I 1.The width of the top of the flow prism,Zd,Is limited to the shoulder width plus 1/2 of the traveled lane. On interstate i highways with wide shoulders,it is desirable to limit Zd to the width of the shoulder. 2.Crossover or bypass flow should be limited to 0.1 cts. 3.The equations for calculating the gutter flow capacity is: I I I Q x St 3/8 d I d= I -----I and Zd=-- I I 0.5 St I 37 x(SL) I I where: d =the depth of flow at the face of curb(ft) I Q =the gutter discharge(cts) SL=the longitudinal slope of the gutter(ft/ft) St=the transverse slope or superelevation(ft/ft) I Zd=the top wodth of the flow prism(ft) 4.Inlets placed in a continous grade are calculated using the full width of the grate with no allowance for debris. Inlets placed in a sump are calculated using 112 of the open perimeter or 112 of the open area,depending on its mode of operation. This calculation sheet considers only grates on a continous grade. 5. The capacity of an inlet on a continous grade can be found by determining the portion of the gutter discharge directly over the width of the inlet. The flow bypassing the first grate inlet is calculated and added to the flow intercepted by the second grate located downstream. This carryover process continues to the bottom of the grade,or until 0.1 cfs Is bypassed I at the last inlet(at the design storm). I I I I I I s \—� ce-ouTrt xis PpP7 ----------------------------- - - ---- ----- - — __——— ——— I Made By: ADB I June 6,1995 [ Sheet No. 2/4 [ I I ( I k I I I i I Checked By: I Date: [ Job No.:15203-PL-014 j Project Title: Oakesdale Avenue, System C HOWARD NEEDLES TAMMEN&BERGENDOFF I I I- ————————————————————————--— — ------ ------ — I j 6.The amount of flow bypassing the inlet on a continous grate is calculated as follows: I I I 813 I I (Zd)-(GW) I I Qbp=Qx[ 1 I I (Zd) I where: I I Qbp=the portion of the flow outside the width of the grate(cfs) I I [ Q =the total flow of gutter approaching the inlet(cfs) I I GW=the gross width of the inlet perpendicular to the direction of flow(ft) I I 7.The velocity of the flow directly over the inlet may differ significantly from the average velocity. For an accurate analysis, the velocity over the grate should be betweeb 3 and 5 feet per second. The velocity over the grate is calculated as follows: I I I I I Q-Qbp I I V1=— I (GW)x[d-0.5 x(GW)x(St)) I I [ where: I I St=the transverse slope or superelevation I I [ V1=the velocity over the inlet I I [ d =the depth of flow at face of curb I I I —— —— ——— — ———— — — — -- -- ----------- -----------—----- ---------------------- -------------------- —-------- --------------------- GIVENS: I I 1.Pavement width,subject to variability between sections,is entered in the table below. I I 2.Tc=6.3 minutes for all inlets per King County Method. I I 3.Design the grates using a 10 year storm. I j [ 4. Assume a vaned grate,with GW= [ [ 1.67 1 feet. I I [ 5.For a 10 year storm in Seattle,rainfall coefficients are as follows: I I [ aR=[ 2.44 1 bR=[ 0.64 ] [ Reference:KC,SWDM Manual Table 4.3.3B. SAM CB-GUTR.XLS P-Z \� - ------------------------- ---- - _____ ___ I Made By: ADB [ June 6,1995 I Sheet No. 3/4 _ I I I I I I I I I ] Checked By: I Date: I Job No.:15203-PL-014 I I I Project Title: Oakesdale Avenue, System IC HOWARD NEEDLES TAMMEN&BERGENDOFF I I I- ———————————————————————————------ -- — — — — — -- — ---------- --- I I 2.The proposed layout of the grate inlets is as follows: I SL I Longitudinal St Grade Superelevation Pavement Width i Station (ft/ft) (ft/ft) (ft) I ---- — _ To the south Initial [ 19 + 50 [ — 41.3 CB-1 Inlet#1 ] 0.0050 0.020 ] CB-2 Inlet#2 [ 23 + 50 ] [ 0.0050 ] [ 0.020 ] [ 41 3 41 3 ] I CB-3 left only Inlet#3 ( 23 + 92 ] [ 0.0050 ] [ ] I 41.3 CB-4 inlet#4 [ 25 + 50 ] ( 0.0050 ] [ 0.020 ] ( ] I 1 [ 41.3 ] I I Inlet#5 [ + ] [ ] [ ] [ ] I To the north Inlet#6 [ 30 + 0 j [ ] [ ] [ 41.3 ] I CB-6 Inlet#7 CB-5 Inlet#8 [ 28 + 0 j [ 0.005 ] [ 0.020 ] [ 41.3 ] I CB-4 Inlet# [ 26 + 50 j [ 0.005 ] [ 0.020 j [ 41.3 9 ] I I [ 25 + So ] [ 0.005 j [ 0.020 ] [ 41.3 Inlet# ] I I Inlet#11 [ + ] Inlet#12 [ + 1- ———--————————————————————--— -- — I SOLUTION: —� —-------- --------- —-------- ---------------- i I I I 1.Using a 10 year design storm,calculate rainfall intensity,I,for use in the King County Rational Formula. I I I= (PR)(aR ) (Tc) I I I where: I I ] Tc=the rainfall duration in minutes,(6.3 minutes). PR=total percipitation per Isopluvial Maps, 2.87 I aR=runoff coefficient, 2.44 bR=runoff coefficient, 0.64 I Rainfall intensity,1= 2.16 in/hour I I I 2.Calculate Q,in terms of ds/unit length of pavement. i - I I I Q=C x I x A[_]cis,where I[_]In1hr,A[_]acres. I becomes: Q=C x I [_]cfs/sq.ft. I I I 0.9 x 2.16 — --= 0.000045 cfs/sq.ft. I 43,560 sq ft/acre saes CB-GViR.%LS Page 3 - --------------------------- - - --- ----- -------- ---------------------- I _ _-___ __- I Made By: ADB - --I June 6,1995 I Sheet No. 4/4 I Checked By: Date: -- - --- -------- Job No.:15203-PL-014 I I Project Title: Oakesdale Avenue, System IC HOWARD NEEDLES TAMMEN&BERGENDOFF I- -------------------------- ------------------ ------------------- -------------- --------------- SOLUTION(Continued) - - - 3.The solution is presented on the following Inlet Analysis Form,from WSDOT Manual Figure 5-5.1A: i I I Pavement Pavement Differential Flow I Width Length Flow Summation SL St GW d Zd V1 Qbp Station (ft) Ift) (cfs) (cfs) (ft/ft) (ft/ft) (ft) (ft) --- (- (ems) I Initial to the south 19 + 50 41.33 I 200 0.37 CB-1 21 + 50 41.33 0.37 0.005 0.020 1.67 0.11 5.5 1.4 0.14 I 200 0.37 CB-2 23 + 50 41.33 0.51 0.005 0.020 1.67 0.12 6.2 1.6 0.22 I 42 0.08 CB-3 left only 23 + 92 41.33 0.30 0.005 0.020 1.67 0.10 5.1 1.4 0.10 I 158 0.29 CB-4 25 + 50 41.33 /0.40 0.005 0.020 1.67 0.11 5.7 2.4 SAG I ( I I I I Initial to the north 30 + 0 41.33 I 200 0.37 I CB-6 28 + 0 41.33 0.37 0.005 0.020 1.67 0.11 5.5 1.4 0.14 I 150 0.28 I CB-5 26 + 50 41.33 0.42 0.005 0.020 1.67 0.12 5.8 1.5 0.17 I 100 0.18 I CB-4 25 + 50 41.33 .35 0.005 0.020 1.67 0.11 5.4 2.3 SAG I � I � I I I I I I I I --- ---------- ------- ------ ------- 4. Verify design adequacy. I '`o e. Gt� GA ea Ftow al �.osr y ,,�r��• �. {t�� r� FoAI �,.i;d� 1 ,ke O. l �YY`�y' o c�5 -------------------------- I I I I I I e cecura.xLs Pipe 4 ---------------------------- - - --- - -:---_ _- - -- - I _ _ _—_—— _—_ I Made By: ADB I June 1995 I Sheet No.: 1/4 I I I I I I I I I I Checked By: I Date: I Job No.:15203-PL-014 I I I Project Title: Oakesdale Avenue, Systerp Check far 25 yr conditions I HOWARD NEEDLES TAMMEN&BERGENDOFF ( �— I This program Is designed to assist in the calculation of the spacing of catch basins located in roadside gutters,and is based on I I the May 1989 edition of the Washington State Department of Transportation(WSDOT)Hydraulics Manual,Chapter 5,Drainage of I Highway Pavements,5-5 Grate Inlets. Runoff calculations have been modified to be consistent with the King County,Washington, I Surface Design Manual(KC,SWOM)Chapter 3 and 4,Nov.1992 Revision. I I I I The basic section of the ditch is as follows: I I I---Zd I I I i I d I I I I I 1 I I --- I I I I General criteria are as follows: I I I 1.The width of the top of the flow prism,Zd,is limited to the shoulder width plus 1/2 of the traveled lane. On interstate I I highways with wide shoulders,it is desirable to limit Zd to the width of the shoulder. I I I I 2.Crossover or bypass flow should be limited to 0.1 efs. I I I I 3.The equations for calculating the gutter flow capacity is: I I I I Q x St 3/8 d I Id= [----------------] and Zd=--- I I 0.5 St I 37 x(SL) I I I I I where: d =the depth of flow at the face of curb(ft) I I Q =the gutter discharge(cfs) I I SL=the longitudinal slope of the gutter(ft/ft) I I St=the transverse slope or superelevation(f tft) I Zd=the top wodth of the flow prism(ft) I 1 I 4.Inlets placed in a continous grade are calculated using the full width of the grate with no allowance for debris. I Inlets placed in a sump are calculated using 1/2 of the open perimeter or 1/2 of the open area,depending on its mode I of operation. This calculation sheet considers only grates on a continous grade. i I I I 5. The capacity of an inlet on a continous grade can be found by determining the portion of the gutter discharge directly over I I the width of the inlet. The flow bypassing the first grate inlet is calculated and added to the flow intercepted by the second I I grate located downstream. This carryover process continues to the bottom of the grade,or until 0.1 cfs is bypassed I I at the last inlet(at the design storm). I I I I I I fi/885 CB-GUTR.xLS P"7 --------------------------- - ---- ------------- --- - I _ _—___ ——_ I Made By: ADB 1995 5,June I I Sheet No. 2/4 I I I I I I I i I I Checked By: I Date: I Job No.:15203-PL-014 I I I Project Title: Oakesdale Avenue, System Check for 25 yr conditions HOWARD NEEDLES TAMMEN&BERGENDOFF I I I- ——————————— ------- -- --- — — -- ---- — --- — I I 6.The amount of flow bypassing the inlet on a continous grate is calculated as follows: I I I (Zd)-(GW) 8/3 I Qbp=Qx[ ] I (Zd) I I I I where: I I Qbp=the portion of the flow outside the width of the grate(cfs) I I Q =the total flow of gutter approaching the inlet(cfs) GW=the gross width of the inlet perpendicular to the direction of flow(ft) I 7.The velocity of the flow directly over the Inlet may differ significantly from the average velocity. For an accurate analysis, I the velocity over the grate should be betweeb 3 and 5 feet per second. The velocity over the grate is calculated as follows: I I I I Q-Qbp I IV1= -- -- I (GW)x[d-0.5 x(GW)x(St)] I I I where: I I St=the transverse slope or superelevation V1=the velocity over the inlet I I I d =the depth of flow at face of curb i I — --------- —------------- ---------------- ---------- I GIVENS: - ------------------- I I 1.Pavement width,subject to variability between sections,is entered in the table below. I 2.Tc=6.3 minutes for all inlets per King County Method. I 3.Check the grates using a 25 year storm. I 4. Assume a vaned grate,with GW= [ [ 1.67 ]feet. I 5.For a 25 year storm in Seattle,rainfall coefficients are as follows: I I aR=[ 2.66 ] bR=[ 0.65 ] Reference:KC,SWDM Manual Table 4.3.3B. e�ss ca-curR.xLs 11 7 - ---------------------------- — I — — — — ————— Y: — I June 5,1995 --- —---- --------------------------— _—_ ] Made B ADB I Sheet No. 3/4 I I I I I I I I I I Checked By: I Date: [ Job No.:15203-PL-014 I I I Project Title: Oakesdale Avenue, System Check for 25 yr conditions ] HOWARD NEEDLES TAMMEN&BERGENDOFF I I ( 2.The proposed layout of the grate Inlets is as follows: I SL I Longitudinal St I Grade Superelevation Pavement Width I I Station (fvft) (f/ft) (ft) To the south Initial [ 19 + 50 ] [ 41.3 ] I CB-1 Inlet#1 [ 21 + 50 ] [ 0.0050 ] [ 0.020 ] [ 41.3 ] I CB-2 Inlet#2 [ 23 + 50 J [ 0.0050 ] [ 0.020 ] [ 41.3 ] CB-3 leftonly Inlet#3 [ 23 + 92 ] [ 0.0050 J [ 0.020 ] [ 41.3 ] ] CB-4 Inlet#4 [ 25 + 50 I [ 0.0050 J [ 0.020 ] [ 41.3 ] ] Inlet#5 + [ 1 [ 1 [ ] [ 1 I To the north Inlet#6 [ 30 + 0 I [ ] [ ] ( 41.3 ] I I CB-6 Inlet#7 [ 28 + 0 ] [ 0.005 ] [ 0.020 ] [ 41.3 ] I CB-5 Inlet#8 [ 26 + 50 ] [ 0.005 ] [ 0.020 ] [ 41.3 CB-4 Inlet#9 [ 25 + 50 ] [ 0.005 ] [ 0.020 ] [ 41.3 ] I Inlet#10 [ + 1 ( ] ( ] [ ] I Inlet#11 [ + Inlet#12 ( + 1 [ I ( ] ( ] I I- ——————————————————--———--——-- SOLUTION: I I I 1.Using a 25 year design stone,calculate rainfall intensity,I,for use in the King County Rational Formula. I I I -(bR) I I 1= (PR)(aR ) (T=) I I I I h were: I I Tc=the rainfall duration in minutes,(6.3 minutes). �. I I PR=total percipitation per Isopluvial Maps, 3.45 I I I aR=runoff coefficient, 2.66 I I ] bR=runoff coefficient, 0.65 Rainfall intensity,)= 2.77 in/hour I I I 2.Calculate Q,in terms of cfs/unit length of pavement. I I Q=C x I x A[_]cfs,where I[_]in/hr,A[_]acres. I becomes: Q=C x I [_]cfs/sq.ft. I I I 0.9 x 2.77 I _ I Q= —————-- — —--= 0.000057 cfs/sq.ft. I 43,560 sq f/acre O ue es CB-GUTR.XLS Ppe3 _ _______________________________ ______________ _______ ________ _______ ______ ______________________ ______ _____ _____ | - - - - ----- --- | Made By: xon | June 5,1995 | Sheet No. w* | | -----'------- ------- | ------------- --- ----------- Checked By: | om°. | Job w".:`s20o�L-0w | --- ---- --- ----- ------------------------- ------ __-_� �� _� __ | | ss | p�«mnucou�»�mA"�"= u�*mo� oo�kx"m�m"mw" *o �ow | | vw o��o�xmmswooenoswoon` | | � --------------------------_____ -___-___-_____ -------- -'--'---- ------- ------- ---------'------'---'--- ----- ----- ------ | SOLUTION(Continued) | ' u The solution m presented.m the following Inlet Analysis Form,from wmooT Manual Figure 5-uIA: | | ' | / Pavement Pavement omom"tia/ Flow | Width Length pw" Summation oL m ow u zu `n obp ' / Station (rfs) *w (ftift) (ft/ft) (ft) (ft) (ft) ww wmi ' -- -��--� —�- ----- ---- --� ----��--� �� —� -- | | Initial w the south 19 ~ no *133 | / 200 0.47 CB-1 21 ~ oo *1.33 0.47 0.00 0u20 1yr oo a� 1 1� mm | | 200 o/7 ' mm 23 ~ 50 41.33 0.67 0.005 0.020 1a7 m* uy 1.7 0.32 | | ^u 000 | mm left only 23 ~ 92 41.33 0.42 0.005 �� 1� m2 oo 1a mr �oo ' | um ' | | mw 25 ~ m wuo 0.55 ) 0.005 0.020 1.67 mu o* uy mm | | ' | | | | | | Initial mthe north 30 ~ o 41.33 | | am wn | CB-6 28 ~ o 41.33 mn 0.005 0.02 1ar uo u1 ,a �m ' | 150 0.36 ' | CB-5 xo ~ 50 wun 0.56 0.00 0.02 1a7 0.13 as 1s ms ' | 100 o�: _ ' | co-4 25 ~ so w/n '' o/m ` o�o o�� ,�n n�12 a1 �u o^a ' ' -- | | | | | | | | | | | | ----------------------------------- -------------- -------- -------- ------- ------ ---------'------------- -----' ------ ----- | | | ^. v"rifyoesw"odenuacy- 4�m� ',�\e� ^qmf � / ' �*� �{^� _ // ' �� {,f ^-� / . �/ /' �� c^v�m ^�'4� ' ' . '- ' ' ' ' �~ / '~ {- ' ~' / ' | ' ` | | | | ' | | | | | | ' | | | | ' _- "�GLrT"XL" ~�^ Oakesaale Avenue, City of Renton, Washington SUBSUKF.XLS H NT B CORPORATION DESIGN OF STORM SEWER SYSTEMS AND BACKWATER CHECKS PER KING COUNTY, WASHINGTON SURFACE WATER DESIGN MANUAL USING n= 0.012 RUNOFF COEFICIENTS: PERV. c=0.25 IMPERV. c=0.90 TEN YEAR DESIGN FREQUENCY _( blo ) niw.0 Plo = 2.87 a 1 o = 2.44 blo = 0.64 Igo = ( P10 )( b10 ) (Tc ) Tc = 6.3 min. LINK DRAINAGE AREAS DISITANCE I RUNOFF NO. PERV.I IMPERV.1 cA I CUMM. cAl OVRLNDj GUTTERI INLET Tc_l SYSTEM Tcl INTESITY1 FLOW SYSTEM C 1 0.03 0.18 0.171 0.171 33 200 1.8 1.8 2.16 0.369 2 0.03 0.18 0.171 0.342 33 200 1.8 2.2 2.16 0.738 4 0.03 0.18 0.171 0.171 33 200 1.8 1.8 2.16 0.369 3 0.03 0.18 0.171 0.683 33 200 1.8 3.3 2.16 1.476 5 0.01 0.04 0.037 0.720 33 43 0.5 3.5 2.16 1.555 �z 10 0.03 0.18 0.171 0.171 33 200 1.8 1.8 2.16 0.369 9 0.03 0.18 0.171 0.342 33 200 1.8 2.2 2.16 0.738 8 0.02 0.14 0.128 0.128 33 150 1.4 1.4 2.16 0.277 7 0.02 0.14 0.128 0.598 33 150 1.4 3.0 2.16 1.291 6 0.03 0.23 0.219 1.537 33 157 1.4 4.4 2.16 3.320 11 0.03 0.23 0.219 1.757 33 157 1.4 4.8 2.16 3.794 15 12 1.757 4.8 2.16 3.794 HNTB / ADB Page 1 9 6/7/95 Made by D ��a ck Date �6�9 Job Number 1,5 Zo 3 The H N r e Companies Checked by Date Sheet Number For OQ 4�¢ Aye l favl�c Backchecked by Date CA e, �v G�l/o�� GjGtM �jwr. N M trQ e cp + m + t� M r N NA Qi (alai Zoo 43� 15 7 ® too, © (moo Za Z/ r V e-(o y _ R ifs 0. 06I _ 5 = O. 00 3-7 = 0•oZ¢ GNife O , I2Z = 5 �7 S - O. o149 Q AY S = 0. 00Zt7 0,375 6). 01--)3z S = O. 008 G8 of 4ove✓ GMP r. Ge, c(eav-a.,,cer @ VV4,40r �c s4vqer No i�l 4e If C� ti 104" -for 01 wafee (,tee Ax�w.� 1411 s ��y Zf d F GoJe✓ j�G P . =7 f = I f•Z9 @ 1Ca+vo z 4.99 beloo 0 6/15/95 page 1 OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTON SYSTEM C OUTLET IN P-9 CHANNEL ,,J;;��-f&N-rQN--------------- - BASIN SUMMARY BASIN ID: Cl NAME: EXISTING CONDITIONS 2 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.21 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 1.95 inches AREA..: 1.73 Acres 0.48 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 91.00 TC....: 36.70 min 36.70 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.34 cfs VOL: 0.19 Ac-ft TIME: 480 min BASIN ID: C2 NAME: EXISTING CONDITIONS 10 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.21 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 2.87 inches AREA..: 1.73 Acres 0.48 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 91.00 TC....: 36.70 min 36.70 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.67 cfs VOL: 0.34 Ac-ft TIME: 480 min BASIN ID: C3 NAME: EXISTING CONDITIONS 25 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.21 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.45 inches AREA..: 1.73 Acres 0.48 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 91.00 TC....: 36.70 min 36.70 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.88 cfs VOL: 0.43 Ac-ft TIME: 480 min BASIN ID: C4 NAME: EXISTING CONDITIONS 100 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.21 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.90 inches AREA..: 1.73 Acres 0.48 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 91.00 TC....: 36.70 min 36.70 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.06 cfs VOL: 0.51 Ac-ft TIME: 480 min 6/15/95 page 2 OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTON SYSTEM C OUTLET IN P-9 CHANNEL BASIN SUMMARY BASIN ID: C5 NAME: FUTURE CONDITIONS 2 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.21 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 1.95 inches AREA..: 0.26 Acres 1.95 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 6.30 min 6.30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.97 cfs VOL: 0.30 Ac-ft TIME: 470 min BASIN ID: C6 NAME: FUTURE CONDITIONS 10 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.21 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 2.87 inches AREA..: 0.26 Acres 1.95 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 6.30 min 6.30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.50 cfs VOL: 0.47 Ac-ft TIME: 470 min BASIN ID: C7 NAME: FUTURE CONDITIONS 25 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.21 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.45 inches AREA..: 0.26 Acres 1.95 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 6.30 min 6.30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.83 cfs VOL: 0.57 Ac-ft TIME: 470 min BASIN ID: C8 NAME: FUTURE CONDITIONS 100 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.21 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.90 inches AREA..: 0.26 Acres 1.95 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 6.30 min 6.30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 2.08 cfs VOL: 0.65 Ac-ft TIME: 470 min 6/15/95 page 3 OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTON SYSTEM C OUTLET IN P-9 CHANNEL STORAGE STRUCTURE LIST TRAPEZOIDAL BASIN ID No. POND A pP�•e.� ko 2 r r A e4ul" Description: SYSTEM C DETENTION POND Length: 50.00 ft. Width: 7.00 ft. 'l\/�— Side Slope 1: 3 Side Slope 3: 3 so x @ �l• Il.00 Side Slope 2: 3 Side Slope 4: 3 2Yr Wsr✓lr= 14 33 Infiltration Rate: 0.00 min/inch TRAPEZOIDAL BASIN ID No. POND10 Description: SYSTEM C DETENTION POND I 8iio 5�•S�r z ��.$�� (. 1(.SI Length: 54.86 ft. Width: 11.86 ft. Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/inch TRAPEZOIDAL BASIN ID No. POND100 Description: SYSTEM C DETENTION POND �( .►3,Z7 Length: 63.62 ft. Width: 20.62 ft. �3b2"ZO.CoZ Side Slope 1: 3 Side Slope 3: 3 wSbCi°o Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/inch TRAPEZOIDAL BASIN ID No. POND25 Description: SYSTEM C DETENTION POND Length: 56.00 ft. Width: 13.00 ft. Side Slope 1: 3 Side Slope 3: 3 WSEL Z5 Side Slope 2: 3 Side Slope 4: 3 (Z•ol Infiltration Rate: 0.00 min/inch 6/15/95 page 4 OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTON SYSTEM C OUTLET IN P-9 CHANNEL DISCHARGE STRUCTURE LIST MULTIPLE ORIFICE ID No. ORIF10 Description: INLET TYPE II W/ OUTLET CONTR Outlet Elev: 11.81 Elev: 9.00 ft Orifice Diameter: 2.0000 in. Elev: 15.00 ft Orifice 2 Diameter: 6.0000 in. MULTIPLE ORIFICE ID No. ORIF100 Description: INLET TYPE II W/ OUTLET CONTR Outlet Elev: 13.27 Elev: 9.00 ft Orifice Diameter: 2.0000 in. Elev: 15.00 ft Orifice 2 Diameter: 6.0000 in. MULTIPLE ORIFICE ID No. ORIF25 Description: INLET TYPE II W/ OUTLET CONTR Outlet Elev: 12.01 Elev: 9.00 ft Orifice Diameter: 2.0000 in. Elev: 15.01 ft Orifice 2 Diameter: 6.0000 in. MULTIPLE ORIFICE ID No. ORIFICE Description: INLET TYPE II W/ OUTLET CONTR Outlet Elev: 11.00 Elev: 9.00 ft Orifice Diameter: 2.0000 in. Elev: 15.00 ft Orifice 2 Diameter: 6.0000 in. 6/15/95 page 5 OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTON SYSTEM C OUTLET IN P-9 CHANNEL LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE 8 <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) 2 YR DESIGN .................. 0.34 0.97 POND ORIFICE 14.20 1 3271.24 c ' 10 YR DESIGN ................. 0.67 1.50 POND10 ORIF10 15.23 2 5050.26 ¢f 100 YR DESIGN ................ 1.06 2.08 POND100 ORIF100 15.90 3 5419.48 cf �`IG 25 YR FOR BACKWATER .......... 0.88 1.83 POND25 ORIF25 15.62 4 5882.2 cf s I 10 r . i'evew�s � l vG�PiAse botF 0.r _ �O� 51F so 3S3.Z SF CIS.23 - � I •o� Iv'c_Jeage- Ose Zo.S -71 l-✓'-� to = File Input Hydrograph Storage Discharge ►LPool Proj: STM-C Howard Needles Tamnen & Bergendoff r=[•] Display Level Pool Results Match Inflow Storage Disch Pea Peak Peak Description Peak Peak ID ID Stage Volume Out 2 YR DESIGN 0.34 0.97 POND ORIFICE 14.20 3271 0.19 10 YR DESIGN 0.67 1.50 POND10 ORIF10 15.23 5050 0.67 100 YR DESIGN 1.06 2.08 POND100 ORIF100 15.90 5419 1.10 25 YR FOR BACKWATER 0.88 1.83 POND25 ORIF25 15.62 5882 0.97 Ok ■ i File Input Hydrograph Storage Discharge ►LPool Proj: STM-C Howard Needles Tammen & BergendoffneyoffixXxxomm [•] Display Level Pool Results I Match Inflow Storage Disch Pea Peak Peak Description Peak Peak ID ID Stage Volume Out 12 YR DESIGN 0.34 0.97 POND ORIFICE 14.20 3271 0.19 10 YR DESIGN 0.67 1.50 POND10 ORIF10 15.23 5050 0.67 100 YR DESIGN 1.06 2.08 POND100 ORIF100 15.90 5419 1.10 25 YR FOR BACKWATER 0.88 1.83 POND25 ORIF25 15.62 5882 0.97 Ok ■ Made by R- 17 � Date 2 9G Job Number The NNra Companies Checked by Date �5�3 Sheet Number For 0A1,-" f Backchecked by Date a �_Z�"�G� .��►.�_�� .. 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Ise w 7/29/96 page 1 OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTON SYSTEM C OUTLET IN P-9 CHANNEL --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: Cl NAME: EXISTING CONDITIONS 2 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.21 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 1.95 inches AREA..: 1.73 Acres 0.48 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 91.00 TC....: 36.70 min 36.70 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.34 cfs VOL: 0.19 Ac-ft TIME: 480 min BASIN ID: C2 NAME: EXISTING CONDITIONS 10 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.21 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 2.87 inches AREA..: 1.73 Acres 0.48 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 91.00 TC....: 36.70 min 36.70 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.67 cfs VOL: 0.34 Ac-ft TIME: 480 min BASIN ID: C3 NAME: EXISTING CONDITIONS 25 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.21 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.45 inches AREA..: 1.73 Acres 0.48 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 91.00 TC....: 36.70 min 36.70 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.88 cfs VOL: 0.43 Ac-ft TIME: 480 min BASIN ID: C4 NAME: EXISTING CONDITIONS 100 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.21 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.90 inches AREA..: 1.73 Acres 0.48 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 91.00 TC....: 36.70 min 36.70 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.06 cfs VOL: 0.51 Ac-ft TIME: 480 min 7/29/96 page 2 OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTON SYSTEM C OUTLET IN P-9 CHANNEL --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: C5 NAME: FUTURE CONDITIONS 2 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.21 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 1.95 inches AREA..: 0.26 Acres 1.95 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 6.30 min 6.30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.97 cfs VOL: 0.30 Ac-ft TIME: 470 min BASIN ID: C6 NAME: FUTURE CONDITIONS 10 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.21 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 2.87 inches AREA..: 0.26 Acres 1.95 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 6.30 min 6.30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.50 cfs VOL: 0.47 Ac-ft TIME: 470 min BASIN ID: C7 NAME: FUTURE CONDITIONS 25 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.21 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.45 inches AREA..: 0.26 Acres 1.95 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 6.30 min 6.30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.83 cfs VOL: 0.57 Ac-ft TIME: 470 min BASIN ID: C8 NAME: FUTURE CONDITIONS 100 YR STM SBUH METHODOLOGY TOTAL AREA.......: 2.21 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.90 inches AREA..: 0.26 Acres 1.95 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC..... 6.30 min 6.30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 2.08 cfs VOL: 0.65 Ac-ft TIME: 470 min 7/29/96 page 3 OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTON SYSTEM C OUTLET IN P-9 CHANNEL --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: C9 NAME: FUTURE CONDITIONS 2 YR STM/3 SBUH METHODOLOGY TOTAL AREA.......: 2.21 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 0.65 inches AREA..: 0.26 Acres 1.95 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 6.30 min 6.30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.24 cfs VOL: 0.08 Ac-ft TIME: 480 min 7/29/96 page 4 OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTON SYSTEM C OUTLET IN P-9 CHANNEL --------------------------------------------------------------------- --------------------------------------------------------------------- STORAGE STRUCTURE LIST TRAPEZOIDAL BASIN ID No. POND Description: SYSTEM C DETENTION POND Length: 38.00 ft. Width: 5.00 ft. Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/inch TRAPEZOIDAL BASIN 1D No. POND10 Description: SYSTEM C DETENTION POND Length: 54.86 ft. Width: 11.86 ft. Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/inch TRAPEZOIDAL BASIN ID No. POND100 Description: SYSTEM C DETENTION POND Length: 63.62 ft. Width: 20.62 ft. Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/inch TRAPEZOIDAL BASIN ID No. POND25 Description: SYSTEM C DETENTION POND Length: 56.00 ft. Width: 13.00 ft. Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/inch 7/29/96 page 5 OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTON SYSTEM C OUTLET IN P-9 CHANNEL --------------------------------------------------------------------- --------------------------------------------------------------------- DISCHARGE STRUCTURE LIST MULTIPLE ORIFICE ID No. ORIFICE Description: INLET TYPE II W/ OUTLET CONTR Outlet ELev: 11.00 Elev: 9.00 ft Orifice Diameter: 2.5000 in. ELev: 15.40 ft Orifice 2 Diameter: 6.0000 in. 7/29/96 page 6 OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTON SYSTEM C OUTLET IN P-9 CHANNEL LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- _-PEAK-c STORAGE --------DESCRIPTION---------C (cfs) (cfs) --id- --id- _-STAGE¢ id VOL (cf) ---------------- 2 YR DESIGN REV.7/96 ......... 0.34 0.97 POND ORIFICE 13.99 1 2041.72 cf 10 YR DSGN REV.7/96 ......... 0.67 1.50 POND ORIFICE 15.27 2 4104.39 cf 100 YR DSGN REV.7/96 ......... 1.06 2.08 POND ORIFICE 15.86 3 5354.20 cf 25 YR BKWTR REV.7/96 ......... 0.88 1.83 POND ORIFICE 15.60 4 4779.05 cf Page 2 Summary Screen from the STM-C.BSN file Display Level Pool Results Match Inflow Storage Disch Peak Peak Peak Description Peak Peak ID ID Stage Volume Out 2 YR DESIGN REV.7/96 0.34 0.97 POND ORIFICE 13.99 2042 b.29 10 YR DSGN REV.7/96 0.67 1.50 POND ORIFICE 15.27 4104 0.35 25 YR BKWTR REV.7/96 0.88 1.83 POND ORIFICE 15.60 4779 0.80 100 YR DSGN REV.7/96 1.06 2.08 POND ORIFICE 15.86 5354 1.04 HNTB I:\15203\drainage\wworks\sum796.doc Printed 7/30/96 Made by A- k Date -7 2� Job Number The HNTB Companies Checked by Date I15-__?, For Ok� e A,Vr Backchecked by Date Sheet Number ' F f , i t 1 _ : I i a , 4 _ : I F : j , f 4 ® t . 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Date �� 75 Job Number rbe HNTB companies Checked by Date 157Zo3—PL--O/ Sheet Number For G l Backchecked by Date 0 ._�._..}_ ..-�,p_-�— -fA. ..__ 61 O Q o ker M LA f flZ 9 67115 g #_ Jt- Y �-34 vo 3 too vA i I7.o6 i 16.g� 9 t k _.... -7Z Ott pp p I A proyc• �4� . -137 (,o '�-7 t V1ei_, tM kotQ- ei eJidiaN; 09 v d ��✓lo�' k'n0>^1 4 _ - 9 Ip4-1 ' e s s ' — -- � t E 7-45--._{ P - Z 4 _ _ 3 $qo 45 , n - r �t 0 . 53 y ' I (V -r &)S�/z > Sao? r � ! � ! I ) fx t 6 , I g Made bye Date ' 'S Job Number The NNTB companies Checked by Date �SZo� -PL -P/ For Backchecked by Date Sheet Number 'L a , t � i ----�---�--.._..�._J�fuY1�e ��v�f✓_��1t.�c�!^ �RTH ��i�' a-- 3; o�v I `�►P�e�' o �� GY f,d r-T f t low n � O Z as 4 � � � ..... __. f + >1j c D, 15 _ , {� o !,95 } D.1; 7. 44 it w. �-�- _.._-J_, '_�._ � �'1.�__.��G'k�,��"r-.y�r. ,, ._--- _ 1.�J __/•.��.�. - �3 z wuh "__ ' - M _ ,P.S _- I T , , j 5- 'w) 30-343 5) (,; iz = 3�7Zo s x s T ; � o _7Z. Z7 s I , , -------------------------------------- ----------------- --- ---------------- ------------------- ----------- -------------------------------- I _ __——_ ___ I Made By: ADB I June 7,1995 I She - 1/4 I -----------------------_-- ----- I I I I I I I I I I — Checked By: Date: Job No.: -PL-014 I I - ---- I I Project Title: Oakesdale Avenue, System D HOWARD NEEDLES TAMMEN&BERGENDOFF I I — ————— —— — —— ——— —— —-- —— --- —— — — -- —-- —-------------- ------------- ------------ --------------- ------- I This program is designed to assist in the calculation of the spacing of catch basins located in roadside gutters,and is based on the May 1989 edition of the Washington State Department of Transportation(WSDOT)Hydraulics Manual,Chapter 5,Drainage of Highway Pavements,5-5 Grate Inlets. Runoff calculations have been modified to be consistant with the King County,Washington, Surface Design Manual(KC,SWDM)Chapter 3 and 4,Nov.1992 Revision. The basic section of the ditch is as follows: I I j I I I I I dI �t I I I I I j 1 I I I General criteria are as follows: I 1.The width of the top of the flow prism,Zd,is limited to the shoulder width plus 1/2 of the traveled lane. On interstate j highways with wide shoulders,it is desirable to limit Zd to the width of the shoulder. I 2.Crossover or bypass flow should be limited to 0.1 cis. I 3.The equations for calculating the gutter flow capacity is: i I I Q x St 3/8 d I I d= [— --j and Zd=-- I 0.5 St I 37 x(SL) I I I I I I where: d =the depth of flow at the face of curb(ft) I I Q =the gutter discharge(cfs) I SL=the longitudinal slope of the gutter(ftt t) I St=the transverse slope or superelevation(ft/ft) I Zd=the top wodth of the flow prism(ft) I 4.Inlets placed in a continous grade are calculated using the full width of the grate with no allowance for debris. Inlets placed in a sump are calculated using 1/2 of the open perimeter or 12 of the open area,depending on its mode j of operation. This calculation sheet considers only grates on a continous grade. I 5. The capacity of an inlet on a continous grade can be found by determining the portion of the gutter discharge directly over I the width of the inlet. The flow bypassing the first grate inlet is calculated and added to the flow intercepted by the second I grate located downstream. This carryover process continues to the bottom of the grade,or until 0.1 ds Is bypassed I at the last inlet(at the design storm). I I I I I I , �� Ca-0UTRALS P"I ----------- 1 - - - - -------------------- : ---------- -------------- ---------------- ------------------ --------------- ------•----------------------- — ————— ——— ' Made B ADB y I June 7,1995 1 Sheet No. 2/4 i -----•—------------------------ -------------------- I ------------------- -------------------- I --------------- -------------------------------------- I I I I I I I I I I Checked By: 1 Date: 1 Job No.:15203-PL-014 1 ------- --------- ------- -------------------- -------------------- ---------------- ---------------------------------------- I I I Project Title: Oakesdale Avenue, System D 1 1 HOWARD NEEDLES TAMMEN&BERGENDOFF I I - ------- --- - - - _..._—----------- ----------------- ------------------- -------------------- ----------------- ---------------------------------------- I i 6.The amount of flow bypassing the Inlet on a continous grate is calculated as follows: 1 I 1 8/3 1 I (Zd)-(GW) I Qbp=0x[ ] I (Zd) 1 where: 1 I 1 1 Qbp=the portion of the flow outside the width of the grate(cts) 1 I 1 I Q -the total flow of gutter approaching the inlet(cts) I I GW=the gross width of the inlet perpendicular to the direction of flow(ft) 1 7.The velocity of the flow directly over the inlet may differ significantly from the average velocity. For an accurate analysis, I the velocity over the grate should be betweeb 3 and 5 feet per second. The velocity over the grate is calculated as follows: 1 I I I I I Q-Qbp I 1 V1 I I (GW)x[d-0.5 x(GW)x(St)[ 1 I where: 1 I I 1 St=the transverse slope or superelevalion I V1=the velocity over the inlet I 1 d =the depth of flow at face of curb 1 I 1 I- -------------------------- 1 I 1 1.Pavement width,subject to variability between sections,Is entered in the table below. 1 1 2.Tc-6.3 minutes for all inlets per King County Method. 1 1 3.Design the grates using a 10 year stone. I , 1 4. Assume a vaned grate,with GW= ( [ 1.67 )feet. 1 _ I 5.For a 10 year storm in Seattle,rainfall coefficients are as follows: I I I 8R=[ 2.44 ] bR=[ 0.64 [ I Reference:KC,SWDM Manual Table 4.3.313. I GUM ce-0urR.xLs Pp --------------------------------------------------------- ------------ ------------------- ---------------------- ------------------ ------------ ---------------------------------- i _ __--- --- I Made By: ADB I June 7,1995 1 Sheet No. 3/4 ] II I I I I I ) I ---------------------------- -------------------- I -------------------- ------------------- I --------------- - - - - I - -- - ---------------------- I I I I I I I I Checked By: I Date: I Job No.:15203-PL-014 1 -- ----------------- --------------------- ---------------- --------------- --------------------------------- I I I Project Title: Oakesdale Avenue, System D [ HOWARD NEEDLES TAMMEN&BERGENDOFF I I I ------- -- -- -- - —-----—-------- -------------- --------------------- -------------------- ------------- -------------------------— I 1 2.The proposed layout of the grate inlets Is as follows: 1 SL I Longitudinal St Grade Superelevation Pavement Width 1 I Station (f/ft) (fit) (ft) 1 To the south Initial [ 30 + 0 ] CB-1&2 Inlet#1 ( 41.3 j I CB-3&4 Inlet#2 [ 31 + 50 ] [ 0.0050 ] [ 0.020 ] [ 41.3 ( ] CB-5&6 Inlet#3 [ 32 + 85 ] ( 0.0050 ] [ 0.020 ] [ 41.3 ] I Inlet 94 [ 33 + 97 ] [ 0.0050 j [ 0.020 ] [ 80.0 ] [ ] [ ] ( ] [ Inlet#5 ( + ] ( ] ( ] [ ] To the north Inlet#6 [ 38 + 30 ] ( ] ( 1 I 41.3 ] I CB-9&10 Inlet#7 [ 36 + 30 ] [ 0.0053 ] [ 0.020 CB-7&8 Inlet#8 [ 34 + 50 ] ( 0.0053 ] [ 0.020 j [ 41 3 ] I I CB-5&6 Inlet#9 [ 33 97 ] [ 0.0053 ] [ 0.020 ] [ 41 3 ] I ] ( 80.0 ] I I Inlet#10 [ + ( [ ] [ ] [ ] I Inlet#11 [ ( ( ] ( ] [ ] Inlet + I- --------------- --------[ ] [ 1 [ 1 [ 1 I SOLUTION: _ — —— ------- — ---- -- --- I I I i 1.Using a 10 year design storm,calculate rainfall intensity,I,for use in the King County Rational Formula. I I I -(bR) I I= (PR)(aR ) (T.) 1 i I I where: 1 I T.=the rainfall duration in minutes,(6.3 minutes), PR=total percipitation per Isopluvial Maps, 2.87 I aR=runoff coefficient, 2.44 I I I bR=runoff coefficient, 0.64 I I ] Rainfall intensity,1= 2.16 in/hour I 2.Calculate Q,in terms of ds/unit length of pavement. I I I Q=C x I x A[_]ds,where I[_]in/hr,A t=]acres. I becomes: Q=C x I [_]ds/sq.ft. I ] I 0.9 x 2.16 Q= ————— — —--= 0.000045 ds/sq.ft. --------------------------43,580sgft/acre BMW CB-GUTR.XLS Rape] � \ ` ' --- ---------'------------------------------- ---------------- -----—' ------------------- --------------------- ------------------- ---------- ---- --------------------------— ---------------------------- --------------- --------------- -----' ' _ _____ ___ | Made By: Auo | June r.,mm | uheetw^ w^ | '— -------—'------- ------' | ------ '----------------- | -------------- ----------'-----------' -----' ------ ------ | Checked By: | o"*: | Job wo.:mzo3-pL-0`4 | - -------- ------- --------- --------- -------------------- ---------------- ----- -------- ------- —� -- —� -- | | | Project Title: omasdaleAvenue, System | | xovAno NEEDLES rAwmswansnoswoopp | | -------------------------------' --------------' ------------------ ------- ---------- —-------------- -- ---—--- ------'-----------------' ------ ----- ----- | SOLUTION(Continued) | | 3.The solution Is presented on the follovilng Inlet Analysis Form,from WSDOT Manual Figure 5-5.1A: | | Pavement Pavement Differential pm° | wmm mnom Flow o"mmuoo" nL St mw u zu v1 obp| Station (:fs) mw (ft/ft) W!"t) (ft) Vv (ft) ww (cfs) ----- -------------' ------' -------- ------- ------ --------------------- ----- ----- ----- | Initial m the south uo ~ o *1xx� | 15m mm | CB-1u2 m ~ 50 41.33 0.28 0.005 0.020 1.67 mo 5.0 m mm | 135 0.25 CB-3u* oe ~ m 41.33 v.o* oum 0.020 1.67 0.11 5.4 1.4 0.13 � 111.77 0.21 cB-5u6 m ~ 96.77 on (5i+/ 0.00 0.02 1.67 0.11 5.3 2.2 u^ai Initial m the north xo ~ xo *1.33 200 0.37 coo&m xo ~ oo w.m o.m 0.005 0.020 1�m o�11 o�5 1�o o�w � mm� | | mpux m ~ s 41.33 mn 0.005 0.020 1.67 m2 oo 1u um | | o�x u,v | oo-5u6 ox ~ 96.77 oo ��o'/ 0.00 0.020 1.67 mo ao 2.1 aae | | - ------------------------------- -------------' -------' -------- ------- ------ --------------'------ ----- ----- -----' | | 4. vo*design adequacy. lre tu v,-* � ~ L^J"»�(^^' � [/�*� �� 6�' G 3 �� 4 ,��mme^l' ^ ' \ ` | ' ' _ _______________________________ ______________ _______ ________ _______ ______ ____________________ ______ ______ _____ | �~ CB-=TR,= "Sp^ ------------------------------------------ -------------------------- ---------------- --------------------- -------------------- -------------- -------------------------------- Made By: ADB I June 5,1995 1 Sheet No.: 1/4 I I I I I t I I I ) I ----------- I ------------------- --------------—---- I ---------------- -------------------- I --------- ---------—----------------------- Checked By: Dale:___------------------------------- _ ---- ---- Job No.:15203-PL-014 ---------------------------------------- I Project Title: Oakesdale Avenue, System D, Check for 25 yr conditions I HOWARD NEEDLES TAMMEN&BERGENDOFF I I ------ ----------- -- ---- — ----- _ This program is designed to assist in the calculation of the spacing of catch basins located in roadside gutters,and is based on I the May 1989 edition of the Washington Slate Department of Transportation(WSDOT)Hydraulics Manual,Chapter 5,Drainage of Highway Pavements,5-5 Grate Inlets. Runoff calculations have been modified to be consistanl with the King County,Washington, Surface Design Manual(KC,SWDM)Chapter 3 and 4,Nov.1992 Revision. I The basic section of the ditch is as follows: I I I--Zd I f I I I I d l I �sf I I � I 1 � I I I General criteria are as follows: I I I 1 1.The width of the top of the flow prism,Zd,is limited to the shoulder width plus 1/2 of the traveled lane. On interstate I highways with wide shoulders,it is desirable to limit Zd to the width of the shoulder. 1 1 2.Crossover or bypass flow should be limited to 0.1 ds. I I 3.The equations for calculating the gutter flow capacity is: I I a x St 3/8 d I I d= [ 1 and Zd=— I 0.5 St 37 x(SL) I I I I where: d:=the depth of flow at the face of curb(ft) 1 I O =the gutter discharge(ds) I SL=the longitudinal slope of the gutter(ft/ft) I St=the transverse slope or superelevation(ft/ft) I Zd the top wodth of the flow prism(ft) I I 4.Inlets placed in a confinous grade are calculated using the full width of the grate with no allowance for debris. Inlets placed in a sump are calculated using 1/2 of the open perimeter or 1/2 of the open area,depending on its mode I of operation. This calculation sheet considers only grates on a continous grade. I 1 5. The capacity of an inlet oh a continous grade can be found by determining the portion of the gutter discharge directly over 1 the width of the inlet. The flow bypassing the first grate inlet is calculated and added to the flow intercepted by the second I grate located downstream. This carryover process continues to the bottom of the grade,or until 0.1 ds is bypassed j at the last inlet(at the design storm). I 1 I I I - -------------------------- - I ens CB-GUTRXLS P.o.i / \ ------------------------------- -------------- ------- -------- -—-----' ------ ---------------- | - - - - ----- --- | �°�o� «oa | �" s,'ea Sheet No. 2/4 | | | > | —'------------ ---'--- | ------- ------ ----------- --------------- -------- —------ --------- Checked By: | o"*. | Job wv',ozn3-pLow | �--- - -------- _— / | Project Title: uakeodalea.en"e, oystemo. Check for zsyrconditions xnvARowsccu o e rAmwswxasnaswoorF | | ' -------------------------------- -------------- ------- --------- --------' -------' ---------------- i | o.The amount m flow bypassing the inlet vno"ommv"o grate w calculated uoxolowe� � | (Zm'(Gvw mx uov~o"+----z om | °mom: | ubp~the portion m the flow outside the width mthe gratew* ' | o ~the total flow mgutter approaching the inlet(cfs) | mw~the gross width of the Inlet perpendicular w the direction mflow(ft) | z The velocity of the flow directly over the inlet may differ For uo accurate unalysm. ' "e,�"�°over�°o��""��"°�"�oo^and xmmvm,o�o /:o`mw"�o"�mnomm/ou,/c"/��u,mn"wo� ~� � | | u'o»o ' | w~ . | mvm`m'uox(GW)"(S0 where: ' | St~the transverse slope or supe=m=tio" | w~the velocity over the inlet i | o ~the depth m flow m face mcurb ' _______________________________ _______________ | ------- -------- ------- ------ ---------------- | owswn: i 1.Pavement width,subject m variability between'sections,a entered m the table below. x.r=~ �on mu utmm,axmmwperm"oc=nwm"mod. | x.Check the grates using oxo year storm. i ^. Assume a vaned grate,with ow~ ( | ,.m |m*. ' ^ ( n�o� um year storm m Seattle,rainfall coefficients are u^follows: | | | om~| xam | u"~( ms ] ' | Reference:xoovwDm Manual Table*.3.00 ' _ _______________________________ ______________ _______ ________ _______ ______ ________________ _ __ "==TFt.`LS Pm" �---��` �� `�� ` ��`��- � | - - - - ----- --- | Made By: xoo | June o.`mm | xhe" w^ ;w | | ----------------------------------- -------------------- | -------------------- -------------------- | --------------- ---- ----- ------------------------------ Checked By: | o"*' | Job w"'^nzo3-pL-ow | | �� ------ ------ --------- ----- --------------------- -------------------- -�� --------------------------�� | / | Project Title: nakesd,le Avenue, System D, Check for znyr conditions | | xovwmo NEEDLES r^mmcwuasneswooFr | | - -------_--------------------------------- -- ------------------------------------ ----�--- -------' ----'--- ------' ----------------- �� | | monmp�e �'�,mw"ommm�*u."�*°. | � SL | Longitudinal m ' / GradePavement Width i | Stationmm ' «m> «v | | . ----- ------- ------- -______ _______-_ mm",�m mmm ( oo ~ o | ' . | wo / | | oa-1u2 Inletm ( m ~ oo | | 0.0050 | | 0u20 | | 41.3 / | CB-3u4 Inlmx2 ( oe ~ uo | | »»»50 } | 0»20 | | 41.3 / | oa-5u6 Inlmwo` ( u» ~ or ] | 0.0050 } [ oxu | | mm | | Inlm#w ( ~ | Inlm*s ( ~ m the north Inl*wu ( u» ~ oo | | 41.3 ) | oa-9u10 Inlmwr ( on ~ ou ] ( 0.0053 | | 0.020 41.3 | | | oa-7u8 Inletwo ( n* ~ 50 | ( 0»053 | [ 0u20 ) { 41.3 | | | oa-5u6 Inletxe ( ox ~ m | ( 0u053 | [ 0.02 x [ mm | | Inlet#10 ( ~ Inletm1 ( ~ | ( | | ) ( | | | Inlet#12 [ ~ - ----------------------------___- xoLonow: | 1.Using a2m year design storm,calculate rainfall intensity,1,for use m the King County Rational Formula. ' ' | | -(u* | | /~ (p"xa" ) <T.) | | � | | where : | | | | T.~the rainfall duration m minutes,(6.3mm"te* | ' | p"~total nercivitaoon per wvmuwaMaps, mm ' ' | | om~runoff coefficient, 2.66 | | | | u"~m"off co°mm"m ma | | | | Rainfall intensity,/~ or mm"m | ' z Calculate Q,m terms mcfsmm length ofpavement. / | | u~oxmAHm*where/ mm�A umno | »momeo o~o,/ Hdmmn� | � | uo " 2.77 | o~ ----------' ------- ~ o�u�o "mmn� --- ' | | *3.560onomun | _ _______________________________ _______________ _______ ________ _______ ______ _______________ �� "�GUTR.XL, 3 ` __ __--------------------------------- ------------------- _-----_------------ -------------------- _--------------- --- -------------------------------------- _-----------__ ------- _--- --------------- --------------- _ _____ ___ Made By: moo | June o.,eo | Sheet No. ^w | '------ ------— ----'--' | ------' ------- | ------ ------- '------------------------------------- —-----------— ------------ --------------- ----' | «hecke By: | o°*: | Job w"'1:20xpL-0,* | | -------- -----------------------— ---- — ---------- —-------------------- -------------------- —--------------- ------- ---------------------------------- — ----- --' --------------- --------------- _—_-- | | | Project Title: o"kesdumAvenue, System o. Check for 2syr conditions | *OW*RD NEEDLES mmMENuBERGENDOFF | -------------------------------' -------------- --- --------— -- ------ ----- -------- ------ ---------------------- -----' ----'— --'--- | | SOLUTION(Continued) | ' | | 3.The solution w presented on the following Inlet Analysis Form,from wnoor Manual Figure 5-5.1A: | ' | Pavement Pavement Differential Flow / vwmh Length pm" Summation oL m mw u zu v1 ubvi | Station oV (ft) *w ww (ftift) wIR) (ft) (ft) (ft) (fps) (cl's) | ' ----- -------------- ------- --------' -------' ------ ---------------'------ ----- ----- ----- | | mmo/ ao ~ o wx | / 1/m 0.36 oo-1u2 31 ~ oo 41.3 mm 0.005 0.020 1.67 0m1 5.5 1.4 0.13 i 135 0.32 | | oo-3u4 oz ~ m 41.3 mm 0.005 osm 1a u r 1e o� 1a / 111�7 0,26 | on-5u6 na ~ 96.77 oo0.45 0.00 0.020 1a7 0.12 uo 2.6 oxo | -- | ' | ' | | | | 38 ~ 30 41.3 | | um mn | | meum 36 ~ 30 41.3 wn 0.005 �� ,a7 m2 oo m mm ,on | / mm | | mB-7u8 34 ~ 50 41.3 ma 0.005 ��| 1� um � 1� � /— 0�- o�o um `— _� | m�uo � ~ e� � �� 1� u1, � 2a emi | D42 | ' | | | | | | | | | | -------------------------------' ------'------- ------- —------- —-------- -------- ---- -- ------ -----------------------' -----' -----' ----- | | | 4. Verity design adequacy. ' | �"�m ,��*� �o�'��,� �� \� �(�_ '��" ' �� )r� | ~ +["" —� � �� ' | | ' | | | | | | | _ _______________________________ ______________ _______ ________ _______ ______ _____________________ _____ ______ ______ | =� CB-G==,LS ~g.^ _ Made by / � Date ( 7 Job Number The HNTB Companies Checked by Date 13�oa—P`_0�4 Sheet Number For .l A le� A.,e, Backchecked by Date GA 14 r w a1G1�1 1,�iW5 ca.� .�Pi ��(!/�v✓c�/S vSeUr ✓ �a�� r�Pr��cti�c� �S Ga/��re JA G7e� �eef �2 © Ire (/Vt0lj ro i/t j Ct-��„,�e File-Vat F—vJ r,21� Mod �A 10Y,1, T4 r� I`✓ riot`Lct�J c,�'� Y��4 ,,., ,,,� � 5�ram..,,. pQ v V,(b-1 `s le, 7-s - Y�r 5+0lrvv, It ®2l� P�1T �r'f"S m w 0 goods hbbbbbbl.. Oakes ale Avenue, City of Renton, Washington SUBSur<F.XLS H NIB CORPORATION DESIGN OF STORM SEWER SYSTEMS AND BACKWATER CHECKS PER KING COUNTY, WASHINGTON SURFACE WATER DESIGN MANUAL USING n= 0.012 RUNOFF COEFICIENTS: PERV. c=0.25 IMPERV. c=0.90 TEN YEAR DESIGN FREQUENCY -( blo ) Plo = 2.87 a 1 o = 2.44 bio = 0.64 Igo = ( P10 )( b10 ) (Tc) Tc = 6.3 min. LINK DRAINAGE AREAS DISITANCE RUNOFF NO. I PERV.I IMPERV.1 CUMM. cAl OVRLNDj UTTER INLET Tc I SYSTEM Tcl INTESITY1 FLOW SYSTEM D 1 0.02 0.14 0.128 0.128 33 150 1.4 1.4 2.16 0.277 2 0.02 0.14 0.128 0.256 33 150 1.4 1.8 2.16 0.553 3 0.02 0.12 0.115 0.115 33 135 1.3 1.3 2.16 0.249 4 0.02 0.12 0.115 0.487 33 135 1.3 2.5 2.16 1.051 6 0.02 0.15 0.141 0.141 33 112 1.1 1.1 2.16 0.304 (J�� 5 0.02 0.15 0.141 0.769 33 112 1.1 3.1 2.16 1.660 10 0.03 0.18 0.171 0.171 33 200 1.8 1.8 2.16 0.369 9 0.03 0.18 0.171 0.342 33 200 1.8 2.2 2.16 0.738 . f q 7 0.02 0.16 0.154 1.264 33 180 1.6 3.4 2.16 2.730 8 0.02 0.16 0.154 1.418 33 180 1.6 3.9 2.16 3.062 15, 11 1.418 4.0 2.16 3.062 HNTB / ADB Page 1 6/8/95 Made by Date Job Number T h e H N TB Co m p a r e s Checked by Date Sheet Number For Backchecked by Date To G Y- V 0 W Made by Date 6 8 95 Job Number Checked by Date l�Z-3 -The ra.vra compurtrer Sheet Number For A ve Backchecked by Date s t 6 `9 Sr S+a, 10+0. o Vd E _ 17 Al IV AL, • E -44 LO r1 i 3 5 i3 m _ 1 00 � fin_ E9 (✓1 2 _ 3Z- 0S�� d Sep 41, + _ - -- K= !-43 t 39- So -7 1 K , ,�......_ ✓p e ( 0 ._ 71 " g ' 4 r , , E ` fhG� 1 �✓ �6i Q � � t T, 33 , f � -f i i OZ-50 - 38 � , 3 +Z5 o9 n (�O Z7 3.G, ; �� o —2T( 3 z 3j 3�) S -7o f (Do — _ , ' f .5 i 3.4Z Ate. Made by Date G B�9 9 Job Number Checked by Date l�zo3— rae HN7B Companies Sheet Number For Oa1-I d t Backchecked by Date Z _ e ( J k { ___ "= soy 1Per "i : a z Z n ,o ` A ►�EA G N = Sg_..e � f �-�-/sf ��/f-l�ii►�tiS__ �E.r9 Dk�,�� 7� i?�r'4�'r u�_ J'�-�i�.i� y ��,� � �I +�lr T-al �o f Ie o Ge—��x1<o �a I+� 5a�+@ �S+3o <jl��eo ,> ►'1orl{�eaSf �v 0 - _. . �o el�� 8 16,0 5 - 0'0 f i 57 i I i j O 7 4 � f i , y O _ ! 44 t 1 .4 .vhI v I o � ; z f Made by _b Datewo 'V5 Job Number The NNTB Companies Checked by Date /5O--C' 'rL --/'¢ For o.[% J Backchecked by Date Sheet Number `F4i�QS �La ` _ - t atYG—r;J 9 C4 J)Z 37g S SW19e�(e) % 5e2 x !�o z (") ¢fig,5 — Stzw C�-Is /zY�Z(10314115 _ 9.0 - l 30 -1�o� Zo 379.E lob , 3,5 -_ZTr S�dw�k�, IZ_x(v�� Z7 log = l3 75Z 3�,7 s Taal Aw�� W 3 dZ �G 1 s A�� .�� A L) G G�✓� ocJ5 A,---A, 0e Lr2 A, , , _. 3 I b i F t . } 4t s i , c q + 2 n 1 # e j E v + NOON ` ------------------------------- -------------- ------- -------- ------- ------ ---------------- | _ _ _ _ _____ ___ | Made By: xoa | June 8,1995 | Sheet No.: 1/4 | | ------------- ------- | ------- ------------ | ------ -----'---------- | «^mko By: | Date: | Job w=1o20npL-0m | | | | | ` | | | ---) | ------------- ------' --------' -------' ------ ---------------- | / | Project Title: oakeodalex.enu= System | | *nvwmo NEEDLES TAMMsw«osnosmoopp | | |' ------------------------------- ------'------- ------- ----------------- ---— ---------- —-----—------- ----------------- ------------- | | rm"vmomm/0000w"eomm"o/.tmm"ou/cumonnmm"sp"ci"nmoutchm`,mo/ma*ummaomuoom*="nu/o»aeo"" | | the May 1989 edition of the Washington State Department of Transportation(WSDOT)Hydraulics Manual,Chapter 5,Drainage of | Highway Pavements,5-o Grate Inlets. Runoff calculations have been modified wb"m"o/"mo/with the King ov"m*wmomnom". m | | o. ,moo"/nnwun"u/(no.o�om>o�uvm,00nu�.w".��onzne./omn. | | | The basic section m the ditch/.asfollows: |---z ---'| / | ' ------ | | | | / u| | | | | | ------ r | ' | | General criteria are asfollows: | ' | | 1.The Wdlthwthe top m the flow prism,z^m limited mthe shoulder width plus 1uof the traveled lane. On interstate | | highways with wide shoulders,xy desirable m limit zom the width m the shoulder. | ' | | 2.Crossover m bypass flow should m,limited mu1"m. | ' | | 3.The equations for calculating the gutter flow rapacity is: | ' | | o,m ;m d | | o~ (------1 and zu~— | | n.n m | | m"mu | | | ' | | where: o ~the depth of flow*the face m curb vn | | u the gutter mschamo(cfw | | oL~the longitudinal slope m the gutter v/ft> | | ot~the transverse slope u,uunem/ovanvn«xm | | zd~the top°momm the flow prism V» | ' | | ^.Inlets placed mucontinvus grade are calculated using the full width m the grate with,m allowance for debris. | | Inlets placed mu sump are calculated using 1mof the open perimeter m1mm the open area,depending v"its mode | | m operation. This calculation sheet considers only grates vnoumonv"°grade. | | | o. The rapacity man inlet onvconti"m"grade ran befound by determining the portion m the gutter discharge directly over | | the width m the inlet. The flow bypassing the first grate inlet is calculated and added to the flow intercepted by the second | grate located downstream. This carryover process continues to the bottom of the grade,or until 0.1 cfs is bypassed | m the last inlet(at the design otorm}. | ' | ' | ' | ' _ ________________________________ ______________ _______ ________ _______ ______ ________________ �� ="=`=S ~g.. S -------------------------- Made By: ADB ( June 8,1995 I Sheet No. 2/4 I I I I I t l I I I I Checked By: I Date: — I I Job No.:15203-PL-014 I I I I Project Title: Oakesdale Avenue, System E HOWARD NEEDLES TAMMEN&BERGENDOFF I 6.The amount of flow bypassing the inlet on a continous grate is calculated as follows: I 8r3 I (Zd)-(GW) I I Qbp=0x[ ] I (Zd) where: I I Qbp=the portion of the flow outside the width of the grate(cts) I I I I Q =the total flow of gutter approaching the inlet(cts) I GW=the gross width of the inlet perpendicular to the direction of flow(ft) I 7.The velocity of the flow directly over the Inlet may differ significantly from the average velocity. For an accurate analysis, I the velocity over the grate should be betweeb 3 and 5 feet per second. The velocity over the grate is calculated as follows: i I I Q-Qbp I V1= I (GW)x[d-0.5 x(GW)x(St)] I I I I where: I St=the transverse slope or superelevation I V1=the velocity over the Inlet I I d =the depth of flow at face of curb I I I- ------------------- ------ I 1.Pavement width,subject to variability between sections,is entered In the table below. 2.Tc=6.3 minutes for all inlets per King County Method. I 3.Design the grates using a 10 year storm, I I I 4. Assume a vaned grate,with GW= [ [ 1.67 ]feet. I 5.For a 10 year storm in Seattle,rainfall coefficients are as follows: I I I 8R=[ 2.44 ] bR=[ 0.64 ] Reference:KC,SWDM Manual Table 4.3.3B. 8BI83 CB-GUTR.%LS Ppe 2 - -------------------------- - I — ————— —__ [ Made By: ADB ] June 8,1995 [ Sheet No. 314 [ Checked By: [ Date: [ Job No.:15203-PL-014 [ I [ Project Title: Oakesdale Avenue, System E HOWARD NEEDLES TAMMEN&BERGENDOFF [ ] ]- -------------------------- - ----- - - ] ] 2.The proposed layout of the grate inlets Is as follows: I SL I Longitudinal St I Grade Superelevation Pavement Width Station (ft/ft) Wit) (ft) I — [ To the south Initial [ 38 + 30 ] ( 41.3 ] [ CB-1&2 Inlet#1 [ 39 + 75 ] [ 0.0080 ] [ 0.020 ] [ 41.3 ] [ ] CB-3 3 4 Inlet#2 [ 40 + 25 ] [ 0.0080 ] [ 0.020 ] [ 41.3 ] CB-8&13 Inlet#3 [ 42 + 82 ] [ 0.0080 ] [ 0.020 ] [ 41.3 ] [ Inlet#4 [ + ] Inlet#5 [ + ] [ ] [ ] [ 1 I ] To the north Inlet#6 [ 48 + 64 ] [ ] [ ] [ 39.5 ] I [ CB-9&10 Inlet#7 [ 45 + 22 1 [ 0.0200 j ( 0.020 ] [ 39.5 ] ] CB-11&12 Inlet#8 [ 44 + 70 ] [ 0.0200 ] [ 0.020 ] [ 39.5 ] ] CB-8&13 Inlet#9 [ 42 + 82 ] [ 0.0200 ] [ 0.020 ] ( 39.5 ] Inlet#10 [ + ] [ ] [ ] ] inlet#11 [ + Inlet#12 + 1 [ ] [ 1 [ ] [ [ 1 [ 1 [ 1 [ 1 I [ SOLUTION: ] I ] 1.Using a 10 year design storm,calculate rainfall intensity,I,for use in the King County Rational Formula. I ] [ -(N) [ I= (PR)(aR ) (T.) I I [ where: I I ] T.=the rainfall duration in minutes,(6.3 minutes). I I PR=total percipitation per Isopluvial Maps, 2.87 I I I I as=runoff coefficient, 2.44 I I I [ bR=runoff coefficient, 0.64 ] I [ Rainfall intensity,l= 2.16 in/hour I I [ 2.Calculate Q,In terms of cfs/unit length of pavement. I I [ Q=C X I X A[_]ds,where I[_]in/hr,A[_]acres. I [ becomes: Q=C x l (_]ds/sq.ft. I I [ [ 0.9 x 2.16 I Q= ————— — —= 0.000045 ds/sq.ft. I 43,560 sq ft/acre BMW CB-GUTR.XLS Pps] - ----------------------- _ - ____- --- _ - - I Y MadeB : ADB - ------------ ----- ---- I June 1995 8, --- ---- - I Sheet No. 4/4 I Checked By: I ----- -------------- I ---- --- - ----- I I Date: I Job No.:15203-PL-014 I I Project Title: Oakesdale Avenue, System E HOWARD NEEDLES TAMMEN&BERGENDOFF I I- ---------------------------- _ SOLUTION(Continued) - 3.The solution is presented on the following Inlet Analysis Form,from WSDOT Manual Figure 5-5.1A: I I I Pavement Pavement Differential Flow I Width Length Flow Summation SL St GW d Zd V1 Qbp I Station - - (ff)- (ft)---- (cfs) (cfs)_ (ft/ft) (ft/ft) (ft) (f) (it) (fps) (cis) I I Initial to the south 38 + 30 41.33 I 145 0.27 I CB-1&2 39 + 75 41.33 50 0.09 0.27 0.008 0.020 1.67 0.09 4.5 1.6 0.08 I I CB-3&4 40 + 25 41.33 0.17 0.008 0.020 1.67 0.08 3.8 1.4 0.04 I I 257.4 0.47 CB-8&13 42 + 82.4 41.3 0.51 0.008 0.020 1.67 0.11 5.7 3.1 SAG I I I I I I I I I I Initial to the north 48 + 64.15 41.33 I 342.15 0.63 I CB-9&10 45 + 22 39.5 0.63 0.020 0.020 1.67 0.10 5.2 2.8 0.22 I 52 0.09 CB-11&12 44 + 70 39.5 0.32 0.020 0.020 1.67 0.08 4.0 2.3 0.08 I 187.86 0.33 CB-8&13 42 + 82.14 39.5 0.41 0.020 0.020 1.67 0.09 4.4 3.4 SAG I I I I I I I I I I I I ---------------------------- - I 4. Verify design adequacy. I I I I I I - I I I I I I I I I I I - I - -------------------------- - slam CB-GUTR.%LS P"*4 � ------------------------------- -------------- ------- --------' ------- ------' ---------------- | — — — _ ————— ——_ Made By: Aoo June 8,1995 Sheet No.: 1w | | -------------- -------' | -------------------- ---— --------- | --'--- ----------'------ | u»*mo By: | nu": | Job w"'1:2m`pL-0w | ---- --- --------- ----�� | / | Project Title: unkesd"lex.en" . op*ms, Check for mrconditions | / Howxno NEEDLES r*Mwswuusnuswoopp | |' ------------------------------- -----''-------- -------- —-------------------- ---------------- ----'—_— _____—____—____ | This program/o designed m assist m the calculation m the spacing ofcatch basins located m roadside gutters,and m based o" i | the May,ovo edition m the Washington State Department m Transportation«wuoonxydra"//rs Manual,Chapter,Drainage m | | Highway Pavements,5-5 Grate Inlets. Runoff calculations have been modified w*"""""mt"m with the King o=n*.wm,m"omn. * * | | ;", ""o.,/�"w""""/(nu.a�o�>o�.� ,o"no�.wo.��ooun"./"w". | | | | The basic section of the ditch yasfollows: / |---Zu---'| / | i | «| | | | | General criteria are=follows: | | | | 1.The width mthe top m the flow prism,od,is limited mthe shoulder width plus 1oof the traveled lane. On interstate | | highways with wide shoulders,xis desirable m limit zom the width m the shoulder. | | | z.omsm.er or bypass flow should b"limited mo1u". | | une equations for=lculating the gutter flow rapacity is: ' | | u,m om u ' | | u~ r-------| and zv~— | | «o St | / »/`mu | | | � | | where: ^ ~the depth m flow*the face m curb nv | / o ~the gutter discharge*w | | uL~the longitudinal slope m the gutter mm | / o'~the transverse slope v,s"n°re/"`=o"n(fVft) | | zu~the top,mumm the flow prism(ft) | | | 4.Inlets placed mu""nti"""s grade are calculated using the full width w the grate with n"allowance for debris. ' | Inlets placed m°sump are calculated using`om the open perimeter o,1/2m the open area,depending""its mode | | w operation. This=ocu/atinn sheet considers only grates""u"ononouograde. | | | o. The capacity of"n inlet onamnti=ou"grade can befound by determining the portion w the gutter discharge directly over ` | the width m the inlet. The flow bypassing the first grate inlet/"calculated and added*the flow intercepted o'the second | grate located downstream. This carryover process continues w the bottom m the grade,o,until u.1 cmwbypassed | at the last inlet(at the design storm). | ' | i | _ _______________________________ �� "=GU=XLS . -------------------------- I __ — I Made By: ADB I June 8,1995 I Sheet No. 2/4 I I I I I I I I I I Checked By: I Date: I ] Job No.:15203-PL-014 I I I Project Title: Oakesdale Avenue, System E, Check for 25 yr conditions — ] HOWARD NEEDLES TAMMEN&BERGENDOFF 6.The amount of flow bypassing the Inlet on a continous grate is calculated as follows: y I I I (Zd)-(GW) 8/3 I Qbp=0x[ ) I (Zd) I I I where: I i Qbp=the portion of the flow outside the width of the grate(cts) Q =the total flow of gutter approaching the inlet(cfs) I GW=the gross width of the inlet perpendicular to the direction of flow(ft) I 7.The velocity of the flow directly over the inlet may differ significantly from the average velocity. For an accurate analysis, I the velocity over the grate should be betweeb 3 and 5 feet per second. The velocity over the grate is calculated as follows: I I ] I I Q-Qbp I V1= (GW)x[d-0.5 x(GW)x(St)] I I ] where: I ] I St=the transverse slope or superelevation I I V1=the velocity over the inlet ] d =the depth of flow at face of curb I GIVENS: I 1.Pavement width,subject to variability between sections,is entered in the table below. 2.Tc=6.3 minutes for all inlets per King County Method. I 3.Check the grates using a 25 year storm. 4. Assume a vaned grate,with GW= [ [ 1.67 ]feet. i 5.For a 25 year storm in Seattle,rainfall coefficients are as follows: I I I aR=[ 2.66 ) bR=[ 0.65 ] ] ——_Reference:KC,SWDM Manual Table 4.3.3B.——— _ —S1 ere gs CB-GU?R.XLS P-2 - -------------------------- - I __ __ _ I Made By: ADB I June 8,1995 I Sheet No. 3/4 I i t I I I I I I I Checked By: I Date: Job I I No.:15203-PL-014 I I I Project Title: Oakesdale Avenue, System E, Check for 25 yr conditions I HOWARD NEEDLES TAMMEN&BERGENDOFF I I- —————————————————————————— I 2.The proposed layout of the grate Inlets Is as follows: I SL I Longitudinal St I Grade Superelevation Pavement Width I Station (fUft) (ry/ft) (ft) I To the south Inrdal [ 38 + 30 ] I CB-1&2 Inlet#1 [ 39 + 75 ] [ 0.0080 ] ( 0.020 ( 41.3 j I CB-3&4 Inlet 92 [ 40 + 25 ] [ 0.0080 ] ( 0.020 j j [ 41.3 ( 41.3 I CB-8&13 Inlet#3 [ 42 + 82 ] [ 0.0080 ] ( 0.020 ] I [ a1.3 ] I I Inlet#r4 [ + I Inlet 05 [ + ] [ ] [ I To the north Inlet#6 [ 48 + 64 ] [ ] [ ] [ 39.5 ] I CB-9&10 Inlet#t7 [ 45 + 22 ] [ 0.0200 ] [ 0.020 ] [ 39.5 I CB-11&12 Inlet#F8 [ 44 + 70 ] [ 0.0200 ] [ 0.020 ] [ 39.5 ] I CB-8&13 Inlet#9 [ 42 * 82 ] [ 0.0200 ] [ 0.020 ] [ 39.5 ] I I Inlet#10 [ +Inlet 911 1 [ 1 ( ] [ ] I I Inlet#12 [ + ] [ ] [ ] [ 1 I I SOLUTION: I I ] 1.Using a 25 year design stone,calculate rainfall intensity,I,for use in the King County Rational Formula. i I I -(bR) I 1= (PR)(aR ) (T.) I I I I where: I I I T.=the rainfall duration In minutes,(6.3 minutes). ] PR=total percipitation per Isopluvial Maps, 3.45 I aR=runoff coefficient, 2.66 I I ] bR=runoff coefficient, 0.65 I Rainfall Intensity,1 2.77 In/hour I I 2.Calculate Q,In terms of ds/unit length of pavement. I I Q-C X I X A[_]ds,where 1[_]in/hr,A[_]acres. I becomes: Q-C x I [_]ds/sq.ft. I I I 0.9 x 2.77 I , — —= 0.000057 cis/sq.ft. I ----------43,580agft/acre eqM � CBGUTR.XLS 0 Nip 3 - -------------------------- - ------- _ _ ___-- ___ I Made By: ADB I June 8,1995 I Sheet No. 4/4 _ I Checked By: I Date: - I ------ ----------- - I I Job No.:15203-PL-014 - I I Project Title: Oakesdale Avenue, System E, Check for 25 yr conditions HOWARD NEEDLES TAMMEN&BERGENDOFF I I I- --------------------------- - ------------ ---- ---- ------ ------------ SOLUTION(Continued) I I I 3.The solution Is presented on the following Inlet Analysis Form,from WSDOT Manual Figure 5-5.1 A: I I I Pavement Pavement Differential Flow I Width Length Flow Summation SL St GW d Zd V1 Qbp Station (ft) (ft) (cfs) (cfs) (ft/ft) (ft/ft) (ft) (ft) (ft) (fps) (cfs) I I Initial 38 + 30 41.33 ------_ ------ - I 145 0.34 I I CB-1&2 39 + 75 41.33 0.34 0.008 0.020 1.67 0.10 4.9 1.7 0.11 I I 50 0.12 CB-3&4 40 + 25 41.33 0.23 0.008 0.020 1.67 0.09 4.3 1.5 0.06 I 257.4 0.61 CB-8&13 42 + 82.4 41.3 0.67 0.008 0.020 1.67 0.13 6.3 3.7 SAG I I I I I I I I I I 48 + 64.15 39.5 I 342.15 0.77 CB-9&10 45 + 22 39.5 0.77 0.020 0.020 1.67 0.11 5.6 2.9 0.30 I 52 0.12 CB-11&12 44 + 70 39.5 0.42 0.020 0.020 1.67 0.09 4.5 2.5 0.12 I 187.86 0.43 I CB-8&13 42 + 82.14 39.5 0.55 0.020 0.020 1.67 0.10 4.9 4.0 SAG I I I I I I I I I I I -------------------------- I I 4. Verify design adequacy. I I I I I I I I I I I I I I I I I I I - I I W95 CB-GUTR.XLS FaP 4 Oake: ,-.aie Avenue, City of Renton, Washington SUBSu,:F.XLS H NIB CORPORATION DESIGN OF STORM SEWER SYSTEMS AND BACKWATER CHECKS PER KING COUNTY, WASHINGTON SURFACE WATER DESIGN MANUAL USING n= 0.012 RUNOFF COEFICIENTS: PERV. c=0.25 IMPERV. c=0.90 TEN YEAR DESIGN FREQUENCY -( blo ) Plo = 2.87 a 1 o = 2.44 bio = 0.64 Ito = ( P10 )( b10 ) ( Tc ) Tc = 6.3 min. LINK DRAINAGE AREAS JDISITANCE I RUNOFF NO. I PERV.1 IMPERV.1 cA I CUMM. cAl OVRLND GUTTERI INLET Tc I SYSTEM Tcl INTESITY1 FLOW SYSTEM E 1 0.02 0.13 0.124 0.124 33 145 1.3 1.3 2.16 0.267 2 0.02 0.13 0.124 0.248 33 145 1.3 1.7 2.16 0.535 3 0.01 0.05 0.043 0.043 33 50 0.5 0.5 2.16 0.092 4 0.01 0.05 0.043 0.333 33 50 0.5 2.0 2.16 0.719 5 0.01 0.08 0.078 0.078 33 80 0.8 0.8 2.16 0.168 1-711 6 0.00 0.05 0.048 0.126 33 68 0.7 0.9 2.16 0.272 7 0.459 2.6 2.16 0.992 9 0.00 0.31 0.279 0.279 33 342 3.1 3.1 2.16 0.603 10 0.00 0.31 0.279 0.558 33 342 3.1 3.4 2.16 1.206 11 0.00 0.05 0.042 0.042 33 52 0.5 0.5 2.16 0.092 12 0.00 0.05 0.042 0.643 33 52 0.5 3.7 2.16 1.390 8 0.01 0.36 0.331 1.434 33 52 0.5 4.8 2.16 3.097 13 0.01 0.33 0.303 1.736 33 52 0.5 5.1 2.16 3.751 14 0.01 0.10 0.093 0.093 33 52 0.5 0.5 2.16 0.200 15 0.03 0.27 0.252 0.345 33 52 0.5 0.7 2.16 0.744 16 2.081 5.9 2.16 4.495 17 0.03 0.22 0.206 2.287 33 200 1.8 7.0 - 2.01 4.590 i 18 2.287 33 200 1.8 8.2 1.83 4.179 19 0.03 0.31 0.286 2.573 33 200 1.8 9.3 1.68 4.333 HNTB / ADB Page 1 6/9/95 Made by Date 9 7 5 Job Number Checked by Date t S Za 3 - The HNTe Companies Sheet Number For�a a e d rsw 9- Backchecked by Date (2f 141 4, �„.. �LA w. _ . _ ._ `` .�. — # AJU V u M r 6 P l'0A7 `_�. �t�t�ne5� Otlf��t pflee/a�"to� _ tt �rav��y (lo,, {{ �GNo 8`o a EoAi f� _ ►-4o Gq4n 1�� n Goy vlP�c �o., 7 1�it ✓1 r�v✓o0 C�"eek 1 e, a 111.17' S3.23 180� Zoo' i�c� �' `9 lti �91 3 ' Stlo9.0 S+�n1 $o 19 ` ASov� iZ'"� @0.50% 733�,: ►5 '� 0-50% 991�N/5'¢�D.So°/ ' G b _.�.._..�__ L .__� r r'op Gr'�- ._.. �P��Ic°✓� fo P� lom�/� t 9./��5,7 1 l i__ (F ' vlof aWo 4a iorwt.c j �._...-- ... - _ -_� _- r� 3 �j�s 5�0te . . °`sf --.--�-- 1�._ Sfope_ of �o 4�1 15 Go1A4raIeA Boa { slow Oakesa- avenue, City of Renton,Washington SUBS..,.F.XLS /~ o HNTB CORPORATION DESIGN OF STORM SEWER SYSTEMS AND BACKWATER CHECKS PER KING COUNTY,WASHINGTON SURFACE WATER DESIGN MANUAL USING n= 0.012 RUNOFF COEFICIENTS: PERV. c=0.25 IMPERV. c=0.90 TEN YEAR DESIGN FREQUENCY -(bio) Polo = 2.87 alo = 2.44 blo = 0.64 Igo =(P10)(b10) (Tc) Tc = 6.3 min. LINKI DRAINAGE AREAS DISITANCE RUNOFFof NO. I PERV.1 IMPERV. cA I CUMM.cAj OVRLNDj GUTTERI INLET Tc I SYSTEM Tc INTESITY FLOW S=O.So% S varies l o r / r5 ALTERNATE DESIGN: COMBINE SYSTEMS D&E D1 0.02 0.14 0.128 0.128 33 150 1.4 1.4 2.16 0.277 D2 0.02 0.14 0.128 0.256 33 150 1.4 1.8 2.16 0.553 D3 0.02 0.12 0.115 0.115 33 135 1.3 1.3 2.16 0.249 D4 0.02 0.12 0.115 0.487 33 135 1.3 2.5 2.16 1.051 14 D6 0.02 0.15 0.141 0.141 33 112 1.1 1.1 2.16 0.304 Z D5 0.02 0.15 0.141 0.769 33 112 1.1 3.1 2.16 1.660 D8 0.02 0.16 0.154 0.154 33 180 1.6 3.4 2.16 0.332 D7 0.02 0.16 0.154 1.076 33 180 1.6 3.8 2.16 2.324 D10 0.03 0.18 0.171 0.171 33 200 1.8 1.8 2.16 0.369 D9 0.03 0.18 0.171 1.418 33 200 1.8 2.2 2.16 3.062 ' M D11 1.418 3.3 2.16 3.062 E1 0.02 0.13 0.124 0.124 33 145 1.3 1.3 2.16 0.267 - 17- E2 0.02 0.13 0.124 1.665 33 145 1.3 4.1 2.16 3.597 - 1 5" E3 0.01 0.05 0.043 0.043 33 50 0.5 0.5 2.16 0.092 E4 0.01 0.05 0.043 1.751 33 50 0.5 4.4 2.16 3.781 - 1 E5 0.01 0.08 0.078 0.078 33 80 0.8 0.8 2.16 0.168 E6 0.00 0.05 0.048 0.126 33 68 0.7 0.9 2.16 0.272 E7 .1.877 5.0 2.16 4.054 - I G g E9 0.00 0.31 0.279 0.279 33 342 3.1 3.1 2.16 0.603 E10 0.00 0.31 0.279 0.558 33 342 3.1 3.4 2.16 1.206 E11 0.00 0.05 0.042 0.042 33 52 0.5 0.5 2.16 0.092 E12 0.00 0.05 0.042 0.643 33 52 0.5 3.7 2.16 1.390 E8 0.01 0.36 0.331 2.851 33 52 0.5 5.9 2.16 6.159 i �N 2�rr E13 0.01 0.33 0.303 3.154 33 52 0.5 6.3 2.16 6.827 E14 0.01 0.10 0.093 0.093 33 52 0.5 0.5 2.16 0.200 E15 0.03 0.27 0.252 0.345 33 52 0.5 0.7 2.16 0.744 E16 3.499 7.1 2.00 7.009 - E17 0.03 0.22 0.206 3.705 33 200 1.8 8.2 1.82 6.759 a Z��r E18 3.705 33 200 1.8 _9.3 1.68 6.230 U E19 0.03 0.31 0.286 3.990 33 200 1.8 10.4 1.56 6.242 HNTB / AD13 Page 1 6/9195 _ Made by (� p -g(�,,k_ Date G ' 96 Job Number Checked by Date /5 20 3 — The HNTB coMparsrer A Sheet Number For �� aL�� Backchecked by Date de . •�..,(r� �S - � _ �r��.n -oaf ��,-�y ,h__�-��►� 5w�- sys��_ �: �_� iF , zz7 P- w N V\ o.a �s t F — O y , z ( 1• 76?) r , » = 0• so f� F E t 3 i s a•o/z F i F t � _ Made by A q_ �1,K Date��.�5 Job Number rbe HNre companies Checked by Date 152o3-P(,-ot I �. Backchecked by Date Sheet Number For O�a A vG ��.Lti.(� � �rav I is;, 1(0 I � p,ro�•I -- tf� � . o w�hi � ty _ _ 14 kyl 7-4 Ilk 00 F-- ' gyp. � ._ _.}._...._ _.j......._.. i s i 1 I I 40 N 15 u Z 67'.,f I$ff ev 0,30 0•'ZS o N a M n N N ai t� N 15 O J� 4o Le, A✓1 O d_Z f I� I 3.{ i SP ��/1 eg v. ►P� _�o�a cfcr _j_ 1 t I i _ � # � � ��` ��orw, S�-JG✓' GV/V��'f5' Gi/c55 � �p�� 3 a f a off_ o s-fwG i, q., v a e � f � z `! _ Fro_ 1�� - eyyf •Y woJf�l hive �o d�rof pi e-,a-r- I f.A.e, att„n�-, ��we A y as vw�ea��o Made by A .� �� Date G11z 15 Job Number Checked by Date /5I ZO 3 —1'L—�i The HNTB Companies Sheet Number For D� 4 m• Backchecked by Date 1-7 e , s i - Go ��n 5�5 VU TE�WDtRK� AN R ' # i E +_ _. A t! � GN` = 4 t i I wlpey (/iovy _A�e�_ = O• S3 t o. S g l• ll A . �1�._iG� GP�r,G� �✓�a7ro.n. �j)r5�� ' �.Z wri�.. i r�W7 j tt Fo Jre C,,. i lro42-47 e arJr y 5 IV, +7 3 �� F kv_ - 74 1/ �W lit N I�'/¢ (ICIV4 r L� 1 i i 4 i E 4 i .. I I�• i Llw-e G0'ti d sw•Ce� — _ _ E 6/14/95 page 1 OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTON SYSTEMS D&E OUTLET ALONG SW19TH BASIN SUMMARY BASIN ID: DE1 NAME: EXISTING CONDITION 2 YR STM SBUH METHODOLOGY TOTAL AREA.......: 5.55 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 1.95 inches AREA..: 4.44 Acres 1.11 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 33.20 min 33.20 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.04 cfs VOL: 0.52 Ac-ft TIME: 480 min BASIN ID: DE2 NAME: EXISTING CONDITION 10 YR STM SBUH METHODOLOGY TOTAL AREA.......: 5.55 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 2.87 inches AREA..: 4.44 Acres 1.11 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 33.20 min 33.20 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.90 cfs VOL: 0.90 Ac-ft TIME: 480 min BASIN ID: DE3 NAME: EXISTING CONDITION 25 YR STM SBUH METHODOLOGY TOTAL AREA.......: 5.55 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.45 inches AREA..: 4.44 Acres 1.11 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 33.20 min 33.20 min ABSTRACTION COEFF: 0.20 PEAK RATE: 2.46 cfs VOL: 1.15 Ac-ft TIME: 480 min BASIN ID: DE4 NAME: EXISTING CONDITION 100 YR STM SBUH METHODOLOGY TOTAL AREA.......: 5.55 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.90 inches AREA..: 4.44 Acres 1.11 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 33.20 min 33.20 min ABSTRACTION COEFF: 0.20 PEAK RATE: 2.90 cfs VOL: 1.35 Ac-ft TIME: 480 min 6/14/95 page 2 OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTON SYSTEMS D&E OUTLET ALONG SW19TH BASIN SUMMARY BASIN ID: DE5 NAME: FUTURE CONDITION 2 YR STM SBUH METHODOLOGY TOTAL AREA.......: 5.55 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 1.95 inches AREA..: 0.72 Acres 4.83 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 10.40 min 10.40 min ABSTRACTION COEFF: 0.20 PEAK RATE: 2.29 cfs VOL: 0.75 Ac-ft TIME: 480 min BASIN ID: DE6 NAME: FUTURE CONDITION 10 YR STM SBUH METHODOLOGY TOTAL AREA.......: 5.55 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 2.87 inches AREA..: 0.72 Acres 4.83 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 10.40 min 10.40 min ABSTRACTION COEFF: 0.20 PEAK RATE: 3.52 cfs VOL: 1.17 Ac-ft TIME: 480 min BASIN ID: DE7 NAME: FUTURE CONDITION 25 YR STM SBUH METHODOLOGY TOTAL AREA.......: 5.55 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.45 inches AREA..: 0.72 Acres 4.83 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 10.40 min 10.40 min ABSTRACTION COEFF: 0.20 PEAK RATE: 4.29 cfs VOL: 1.43 Ac-ft TIME: 480 min BASIN ID: DE8 NAME: FUTURE CONDITION 100 YR STM SBUH METHODOLOGY TOTAL AREA.......: 5.55 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24Hk PERV IMP PRECIPITATION....: 3.90 inches AREA..: 0.72 Acres 4.83 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 10.40 min 10.40 min ABSTRACTION COEFF: 0.20 PEAK RATE: 4.90 cfs VOL: 1.64 Ac-ft TIME: 480 min 6/14/95 page 3 OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTON SYSTEMS D&E OUTLET ALONG SW19TH STORAGE STRUCTURE LIST TRAPEZOIDAL BASIN ID No. POND10 V�7 Description: POND ALTERNATE 21BW is EL. 6.00 Length: 58.40 ft. Width: 30.44 ft. I�Ao- tl• = t o yr 10.7+ Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 @ C. = 30 Infiltration Rate: 0.00 min/inch TRAPEZOIDAL BASIN ID No. POND100 r' Description: POND ALTERNATE 218W @ EL. 6.00 11 13 I� Ioo�r• Length: 72.80 ft. Width: 44.84 ft. Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/inch TRAPEZOIDAL BASIN ID No. POND2 �( Z�yf �100� ` 9•rJ3 Description: POND ALTERNATE 21BW a EL. 6.00 Length: 51.20 ft. Width: 23.18 ft. Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/inch TRAPEZOIDAL BASIN ID No. POND25 = 25 10•`)5 Description: POND ALTERNATE 2 BW a EL. 6.00 Length: 59.70 ft. Width: 23.18 ft. Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/inch RECTANGULAR VAULT 1D No. VAULT10 Description: SYSTEMS ME COMBINED IN VAULT 15.5 Length: 350.00 ft. Width: 10.00 ft. voids: 1.000 RECTANGULAR VAULT ID No. VAULT100 Description: SYSTEMS D&E COMBINED IN VAULT 0 Length: 475.00 ft. Width: 10.00 ft. voids: 1.000 as a`o°Jfi RECTANGULAR VAULT ID No. VAULT2 Description: SYSTEMS D&E COMBINED IN VAULT Length: 200.00 ft. Width: 10.00 ft. voids: 1.000 RECTANGULAR VAULT ID No. VAULT25 Description: SYSTEMS D&E COMBINED IN VAULT Length: 350.00 ft. Width: 10.00 ft. voids: 1.000 6/14/95 page 4 OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTON SYSTEMS D&E OUTLET ALONG SW19TH DISCHARGE STRUCTURE LIST MULTIPLE ORIFICE ID No. ORIF-10 Description: SYSTEM D&E OUTLET TO Sprbk Crk Outlet Elev: 10.74 ELev: 5.00 ft Orifice Diameter: 2.0000 in. Elev: 14.'00 ft Orifice 2 Diameter: 8.0000 in. MULTIPLE ORIFICE ID No. ORIF-100 Description: SYSTEM D&E OUTLET TO Sprbk Crk Outlet ELev: 13.14 Elev: 5.00 ft Orifice Diameter: 2.0000 in. ELev: 14.00 ft Orifice 2 Diameter: 8.0000 in. ELev: 15.36 ft Orifice 3 Diameter: 8.0000 in. MULTIPLE ORIFICE ID No. ORIF-2 Description: SYSTEM D&E OUTLET TO Sprbk Crk Outlet Elev: 9.53 �, 5 Elev: 5.00 ft Orifice Diameter: 2.0000 in. Elev: 14.00 ft Orifice 2 Diameter: 8.0000 in. MULTIPLE ORIFICE ID No. ORIF-25 �1 Description: SYSTEM D&E OUTLET TO Sprbk Crk Outlet Elev: 10.95 ELev: 5.00 ft Orifice Diameter: 2.0000 in. Elev: 14.00 ft Orifice 2 Diameter: 8.0000 in. ELev: 17.55 ft Orifice 3 Diameter: 8.0000 in. 6/14/95 page 5 OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTON SYSTEMS D&E OUTLET ALONG SW19TH LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) 2 YR DESIGN .................. 1.04 2.29 VAULT2 ORIF-2 14.24 1 9415.91 cf 10 YR DESIGN ................. 1.90 3.52 VAULT1O ORIF-10 14.89 2 14498.00 cf r ,L 100 YR DESIGN ................ 2.90 4.90 VAULT1O0 ORIF-100 15.50 3 11192.21 c 25 YR FOR BACKWATER .......... 2.46 4.29 VAULT25 ORIF-25 15.47 4 15809.24 cf 2 YR DESIGN- POND ............ 1.04 2.29 POND2 ORIF-2 14.06 5 11059.23 cf ' - 10 YR DESIGN- POND ........... 1.90 3.52 POND1O ORIF-10 14.91 6 12937.00 cf 100 YR DESIGN- POND .......... 2.90 4.90 POND1O0 ORIF-100 15.50 7 9846.00 cf s` 25 YR DESIGN- POND ........... 2.46 4.29 POND25 ORIF-25 15.41 8 12193.04 cf o Yr, l0 59.23 Co 3X ) Iq•�I - 6•0� Le = 30.0' 4=6o 30 or Try r` �w 4-5 - 30 ,�3 = �9 _� .go�"ow� � ,op'� 5 File Input Hydrograph Storage Discharge ►LPool Proj: STM-DE XAVNAJlVAJAVIXN=Howard Needles Tammen & Bergendoff �[•] Display Level Pool Results Match Inflow Storage Disch Peak Peak Peak Description Peak Peak ID ID Stage Volume Out 2 YR DESIGN 1.04 2.29 VAULT2 ORIF-2 14.24 9416 1.08 10 YR DESIGN 1.90 3.52 VAULT10 ORIF-10 14.89 14498 1.86 100 YR DESIGN 2.90 4.90 VAULT100 ORIF-100 15.50 11192 2.93 25 YR FOR BACKWATER 2.46 4.29 VAULT25 ORIF-25 15.47 15809 2.33 2 YR DESIGN- POND 1.04 2.29 POND2 ORIF-2 14.06 11059 0.54 10 YR DESIGN- POND 1.90 3.52 POND10 ORIF-10 14.91 12937 1.88 100 YR DESIGN- POND 2.90 4.90 POND100 ORIF-100 15.50 9846 2.95 25 YR DESIGN- POND 2.46 4.29 POND25 ORIF-25 15.41 12193 2.29 Ok 7130/96 page 1 OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTON SYSTEMS D&E VAULT W/ SYSTEM F MITIGATION --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: DE1 NAME: EXISTING CONDITION 2 YR STM SBUH METHODOLOGY TOTAL AREA.......: 5.55 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 1.95 inches AREA..: 4.44 Acres 1.11 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 33.20 min 33.20 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.04 cfs VOL: 0.52 Ac-ft TIME: 480 min BASIN ID: DE2 NAME: EXISTING CONDITION 10 YR STM SBUH METHODOLOGY TOTAL AREA.......: 5.55 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 2.87 inches AREA..: 4.44 Acres 1.11 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 33.20 min 33.20 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.90 cfs VOL: 0.90 Ac-ft TIME: 480 min BASIN ID: DE3 NAME: EXISTING CONDITION 25 YR STM SBUH METHODOLOGY TOTAL AREA.......: 5.55 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.45 inches AREA..: 4.44 Acres 1.11 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 33.20 min 33.20 min ABSTRACTION COEFF: 0.20 PEAK RATE: 2.46 cfs VOL: 1.15 Ac-ft TIME: 480 min BASIN ID: DE4 NAME: EXISTING CONDITION 100 YR STM SBUH METHODOLOGY TOTAL AREA.......: 5.55 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.90 inches AREA..: 4.44 Acres 1.11 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC..... 33.20 min 33.20 min ABSTRACTION COEFF: 0.20 PEAK RATE: 2.90 cfs VOL: 1.35 Ac-ft TIME: 480 min 7/30/96 page 2 OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTON SYSTEMS D&E VAULT W/ SYSTEM F MITIGATION BASIN SUMMARY BASIN ID: DE5 NAME: FUTURE CONDITION 2 YR STM SBUH METHODOLOGY TOTAL AREA.......: 5.55 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 1.95 inches AREA..: 0.72 Acres 4.83 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 10.40 min 10.40 min ABSTRACTION COEFF: 0.20 PEAK RATE: 2.29 cfs VOL: 0.75 Ac-ft TIME: 480 min BASIN ID: DE6 NAME: FUTURE CONDITION 10 YR STM SBUH METHODOLOGY TOTAL AREA.......: 5.55 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 2.87 inches AREA..: 0.72 Acres 4.83 Acres TIME INTERVAL....: 10.00 min CN...... 89.00 98.00 TC...... 10.40 min 10.40 min ABSTRACTION COEFF: 0.20 PEAK RATE: 3.52 cfs VOL: 1.17 Ac-ft TIME: 480 min BASIN ID: DE7 NAME: FUTURE CONDITION 25 YR STM SBUH METHODOLOGY TOTAL AREA.......: 5.55 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.45 inches AREA..: 0.72 Acres 4.83 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 10.40 min 10.40 min ABSTRACTION COEFF: 0.20 PEAK RATE: 4.29 cfs VOL: 1.43 Ac-ft TIME: 480 min BASIN ID: DE8 NAME: FUTURE CONDITION 100 YR STM SBUH METHODOLOGY TOTAL AREA.......: 5.55 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.90 inches AREA..: 0.72 Acres 4.83 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 10.40 min 10.40 min ABSTRACTION COEFF: 0.20 PEAK RATE: 4.90 cfs VOL: 1.64 Ac-ft TIME: 480 min 7/30/96 page 3 OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTON SYSTEMS D&E VAULT W/ SYSTEM F MITIGATION STORAGE STRUCTURE LIST TRAPEZOIDAL BASIN ID No. POND10 Description: POND ALTERNATE 218W @ EL. 6.00 Length: 58.40 ft. Width: 30.44 ft. Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/inch TRAPEZOIDAL BASIN ID No. POND100 Description: POND ALTERNATE 21BW @ EL. 6.00 Length: 72.80 ft. Width: 44.84 ft. Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/inch TRAPEZOIDAL BASIN ID No. POND2 Description: POND ALTERNATE 21BW a EL. 6.00 Length: 51.20 ft. Width: 23.18 ft. Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/inch TRAPEZOIDAL BASIN ID No. P0ND25 Description: POND ALTERNATE 21BW a EL. 6.00 Length: 59.70 ft. Width: 23.18 ft. Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/inch RECTANGULAR VAULT ID No. VAULT Description: Vault for D&E u/ F mitigation Length: 300.00 ft. Width: 10.00 ft. voids: 1.000 RECTANGULAR VAULT ID No. VAULT10 Description: SYSTEMS D&E COMBINED IN VAULT Length: 350.00 ft. Width: 10.00 ft. voids: 1.000 RECTANGULAR VAULT ID No. VAULT100 Description: SYSTEMS D&E COMBINED IN VAULT Length: 300.00 ft. Width: 10.00 ft. voids: 1.000 RECTANGULAR VAULT ID No. VAULT2 Description: SYSTEMS D&E COMBINED IN VAULT Length: 200.00 ft. Width: 10.00 ft. voids: 1.000 7/30/96 page 4 OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTON SYSTEMS D&E VAULT W/ SYSTEM F MITIGATION STORAGE STRUCTURE LIST RECTANGULAR VAULT ID No. VAULT25 Description: SYSTEMS D&E COMBINED IN VAULT Length: 350.00 ft. Width: 10.00 ft. voids: 1.000 7/30/96 page 5 OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTON SYSTEMS D&E VAULT W/ SYSTEM F MITIGATION DISCHARGE STRUCTURE LIST MULTIPLE ORIFICE ID No. ORIF-10 Description: SYSTEM D&E OUTLET TO Sprbk Crk Outlet Elev: 10.74 Elev: 5.00 ft Orifice Diameter: 2.0000 in. ELev: 14.00 ft Orifice 2 Diameter: 7.0000 in. MULTIPLE ORIFICE ID No. ORIF-100 �yj Description: SYSTEM D&E OUTLET TO Sprbk Crk Outlet Elev: 13.14 Elev: 5.00 ft Orifice Diameter: 2.0000 in. ELev: 14.00 ft Orifice 2 Diameter: 8.0000 in. ELev: 15.36 ft Orifice 3 Diameter: 8.0000 in. MULTIPLE ORIFICE ID No. ORIF-2 Description: SYSTEM D&E OUTLET TO Sprbk Crk Outlet Elev: 9.53 Elev: 5.00 ft Orifice Diameter: 2.0000 in. Elev: 14.00 ft Orifice 2 Diameter: 8.0000 in. MULTIPLE ORIFICE ID No. ORIF-25 Description: SYSTEM D&E OUTLET TO Sprbk Crk Outlet ELev: 10.95 ELev: 5.00 ft Orifice Diameter: 2.0000 in. ELev: 14.00 ft Orifice 2 Diameter: 8.0000 in. Etev: 17.55 ft Orifice 3 Diameter: 8.0000 in. MULTIPLE ORIFICE ID No. ORIFICE Description: SYSTEM D&E OUTLET TO Sprbk Crk Outlet ELev: 9.53 Etev: 5.20 ft Orifice Diameter: 4.0000 in. Elev: 15.03 ft Orifice 2 Diameter: 12.0000 in. 7/30/96 page 6 OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTON SYSTEMS D&E VAULT W/ SYSTEM F MITIGATION --------------------------------------------------------------------- --------------------------------------------------------------------- LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- __-PEAK-¢ STORAGE _--------DESCRIPTION---------e (cfs) (cfs) --id- --id- _-STAGE¢ id VOL (cf) ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- 2 YR DSGN REV. 7/96 .......... 1.04 2.29 VAULT ORIFICE 11.79 1 6791.75 cf 10 YR DSGN REV.7/96 .......... 1.90 3.52 VAULT ORIFICE 13.60 2 12203.92 cf 25 YR DSGN REV.7/96 .......... 2.46 4.29 VAULT ORIFICE 14.85 3 15954.59 cf 100YR DSGN REV.7/96 .......... 2.90 4.90 VAULT ORIFICE 15.13 4 16804.08 cf 100 YR. BKWTR ................ 2.90 4.90 VAULT100 ORIFICE 15.56 5 7270.11 cf = Made by rb e HNra co m A'd'�te� Date 7 30 9G Job Number n a m e s Che cke byd For�Q Date 'I52a 3 a Backchecked by Sheet Number Date CtA --�—t�f---- _ H�+C-t �t_•1, ��O J�,�. �O moo,.(L �✓-�R.�,_ � r a�c` Vo�u I i � - -_ f r € t (� I - D �C` j ✓ �f�n r Z- 0 4- -+- 7 • E v t (0 yr i f.9D 4 1 � , � - 9t � f fi 7 I i _tee._ Summary Screen from the STM-DE.BSN file Display Level Pool Results Match Inflow Storage Disch Peak Peak Peak Description Peak* Peak ID ID Stage Volume Out 2 YR DSGN REV. 7/96 0.72 2.29 VAULT ORIFICE 11.79 6792 0.65 ' 5Ak 10 YR DSGN REV.7/96 1.44 3.52 VAULT ORIFICE 13.60 12204 0.88 1N' 25 YR DSGN REV.7/96 1.91 4.29 VAULT ORIFICE 14.85 15955 1.0 100 YR DSGN REV.7/96 2.28 4.90 VAULT ORIFICE 15.13 16804 2. 4 100 YR. BACKWATER --- 4.90 VAULT100 ORIFICE 5.5 7270 .92 ` ' cam` �!A (�A�cln �e kk = CEusFIruS Runo{F�— �S�sr F w il�4to� MAN 8E o Y I5 EI. 1(�lTl' E SEA NT" GodW INcL• AN M > l.1 5F'1=-1�CT�RfloK— VAULT- 2Joo Law9 To i �i��- ��(' Y✓tlVltvtnuw� acee �s .. 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' _ �-7 — G(l Wl dCd j , �hXi2T 'low :.a Y 5 o5 - 17, Z�)/Z35 O.Oo 7`7 -7- rLsrn. l l G,��ol�a� eo, e�.��✓ a{e� 4 loW `� _ �7. 27 -�7-�r3270 = D,PoD7 3 0-I33 60 3 S vw f i A4,v% t E -z- f .0- 77 i TF- elf . i = 10.jD i -------------------------- - — --------- I -_ __ --- I Made By: ADB I June 9,1995 I Sheet No.: _ 114 I I I I I i I I I I Checked By: I Date: I Job No.:15203-PL-014-- I I I Project Title: Oakesdaie Avenue, System F HOWARD NEEDLES TAMMEN&BERGENDOFF I I This program is designed to assist in the calculation of the spacing of catch basins located in roadside gutters,and is based on I the May 1989 edition of the Washington State Department of Transportation(WSDOT)Hydraulics Manual,Chapter 5,Drainage of Highway Pavements,5-5 Grate Inlets. Runoff calculations have been modified to be consistent with the King County,Washington, Surface Design Manual(KC,SWDM)Chapter 3 and 4,Nov.1992 Revision. The basic section of the ditch is as follows: I—Zd I I I I I I I I I d I st I I I I I 1 I I General criteria are as follows: I 1.The width of the top of the flow prism,Zd,Is limited to the shoulder width plus 1/2 of the traveled lane. On interstate i highways with wide shoulders,it is desirable to limit Zd to the width of the shoulder. I 2.Crossover or bypass flow should be limited to 0.1 cts. I 3.The equations for calculating the gutter flow capacity is: I I I I Q x St 3/8 d I d= j and Zd=— I 0.5 St I I 37 x(SL) I I I I I I where: d the depth of flow at the face of curb(ft) I I Q =the gutter discharge(cts) I I SL=the longitudinal slope of the gutter(ft/ft) I St=the transverse slope or superelevalion(ft/ft) I Zd=the top wodth of the flow prism(ft) I I I 4.Inlets placed in a continous grade are calculated using the full width of the grate with no allowance for debris. Inlets placed in a sump are calculated using 112 of the open perimeter or 1/2 of the open area,depending on its mode I of operation. This calculation sheet considers only grates on a continous grade. I 5. The capacity of an inlet on a continous grade can be found by determining the portion of the gutter discharge directly over I the width of the inlet. The flow bypassing the first grate inlet is calculated and added to the flow intercepted by the second I grate located downstream. This carryover process continues to the bottom of the grade,or until 0.1 cfs is bypassed I at the last inlet(at the design storm). I I I I I s CB-0UTRXLS P"1 -------------------------- - - - - --- -- - - I __ __ ___ I Made By: ADB I June 9,1995 I Sheet No. 2/4 I I I I I I I I I I Checked By: I Date: I Job No.:15203-PL-014 I I Project Title: Oakesdale Avenue, System F I HOWARD NEEDLES TAMMEN&BERGENDOFF I I I 6.The amount of flow bypassing the Inlet on a continous grate is calculated as follows: -- I i I 8/3 I (Zd)-(GW) I I Qbp-Qx[ ] (Zd) I where: I I Qbp=the portion of the flow outside the width of the grate(cts) I I Q =the total flow of gutter approaching the inlet(cts) I I I GW=the gross width of the inlet perpendicular to the direction of flow(ft) I 7.The velocity of the flow directly over the inlet may differ significantly from the average velocity. For an accurate analysis, i the velocity over the grate should be betweeb 3 and 5 feet per second. The velocity over the grate is calculated as follows: I I I I I Q-Qbp I V1 I I (GW)x[d-0.5 x(GW)x(SQ) I I where: I I I St=the transverse slope or superelevation V1=the velocity over the Inlet I I d =the depth of flow at face of curb I — -— — —-------- ------------- —----- -- - --- --— I GNENS: I I I 1.Pavement width,subject to variability between sections,is entered in the table below. I I 2.Tc-6.3 minutes for all inlets per King County Method. I I 3.Design the grates using a 10 year storm. I 4. Assume a vaned grate,with GW= [ [ 1.67 ]feet. I 5.For a 10 year storm In Seattle,rainfall coefficients are as follows: I I I aR=[ 2.44 ] bR=[ 0.64 ] I Reference:KC,SWDM Manual Table 4.3.3B. eves ce-ourR.xLs Pp�2 — —————————————————————————— _ _____ ——— I Made By: ADB i June 9,1995 i Sheet No. 3/4 I I I I I ( I I ( ] Checked By: I Date: I Job No.:15203-PL-014 [ I I I Project Title: Oakesdale Avenue, System F HOWARD NEEDLES TAMMEN&BERGENDOFF I I- —————————————————————————— — I 2.The proposed layout of the grate inlets Is as follows: — —-- — I St. I Longitudinal St I Grade Superelevation Pavement Width I i Station (fuft) (tuft) (ft) I To the south Initial [ 48 + 64 ] ] CB-1 Inlet#1 [ 50 + 50 1 I 0.0080 1 I 0.020 ( 41.3 ] [ CB-3 Inlet 02 [ 51 + 90 ] [ 0.0080 ) [ 0.020 1 I 41.3 ] I ] I I 41.3 ]Inlet#3 [ + ] [ ] [ ] [ ] I I Inlet#4 [ ] [ ] t ] [ ] I I Inlet#5 [ + ] [ ] To the north Inlet#6 ( 48 + 64 ] [ 1 I ] CB-2 Inlet#7 ( 50 + 50 ) [ 0.0200 ] [ 0.020 j ( 413 ] I CB-4 Inlet 98 [ 52 + 25 ] [ 0.0200 1 ( 0.020 1 I 41.3 ] 1 [ 41.3 ]Inlet#9 [ + ] ( ] [ ] ( ] I Inlet#10 [ + I Inlet#11 [ + ] [ ] [ 1 [ ] I I Inlet#12 [ ] ( 1 [ 1 [ ] I I- ——————-———————--——————————— — SOLUTION: — --- -- —— --- ----- — ] I I I 1.Using a 10 year design storm,calculate rainfall Intensity,I,for use in the King County Rational Formula. I I -(bR) I 1= (PR)(aR ) (Tc) I I I where: I I I ] T. the rainfall duration in minutes,(6.3 minutes). I PR=total percipitation per Isopluvial Maps, 2.87 [ aR=runoff coefficient, 2.44 I I I bR=runoff coefficient, 0.64 I ] Rainfall intensity,1= 2.16 in/hour I 2.Calculate Q,in terms of ds/unit length of pavement. I I Q=C X I X A[_]ds,where I[_]in/hr,A[_]acres. I becomes: Q=C x I [_]ds/sq.fL I I I 0.9 x 2.16 I Q= _ �= I 0.000045 ds/sq.ft. I I 43,560 sq ft/acre - -————————————————————————— e ses C&GUTR.XLS Paps 3 - ------------------------- _ I __ -- ___ I Made By: ADB I June 9,1995 I Sheet No. -4/4 I I I I I I I I I I Checked By: j Date: I I Job No.:15203-PL-014 - I I I Project Title: Oakesdale Avenue, System F HOWARD NEEDLES TAMMEN 3 BERGENDOFF I- -------------------------- SOLUTION(Continued) - -- - - I 3.The solution is presented on the following Inlet Analysis Form,from WSDOT Manual Figure 5-5.1 A: I I I Pavement Pavement Differential Flow I Width Length Flow Summation SL St GW d Zd V1 Qbp I I Station (ft) (ft) (cfs) (cts) Pit) Will) (tt) (ff) (ft) (fps) ids) I I Initial to the south 48 + 64.15 41.33 I 185.85 0.34 I CB-1 50 + 50 41.33 0.34 0.008 0.020 1.67 0.10 4.9 1.7 0.11 I 140 0.26 I I CB-3 51 + 90 41.33 0.37 0.008 0.020 1.67 0.10 5.1 1.7 0.13 I I I I I I I I I I I I I Initial to the north 48 + 64.15 41.33 I 185.85 0.34 CB-2 50 + 50 41.3 0.34 0.020 0.020 1.67 0.08 4.1 2.3 0.09 I 175 0.32 CB-4 52 + 25 41.3 0.41 0.020 0.020 1.67 0.09 4.4 2.4 0.12 I i I I I I I I I I I I I I I I -------------------------- - ----- _ I 4. Verify design adequacy. - I I �W. • ' _ I G,pknnd �1�(Jlj a,rovo�d �/`q��JSeUkr�� cvwc� o Flo ttn I �A� �7�tC{ I�(�TS fH /L" ��O I" tD e," st/dG CIO 1��CJG G ` �o O/ KG✓. �i7�TGvt�5 I I ( / I I I I - -------------------------- - coos ce-auraxis Ppp/ --------------------------- - ---- - --- - - i _ —__—_ ___ I Made By: ADB I June 9,1995 I Sheet No.: 1/4 I I I I I I I I I Checked By: I Date: I Job No.:15203-PL-014 I I I Project Title: Oakesdale Avenue, System F, Check for 25 yr conditions HOWARD NEEDLES TAMMEN&BERGENDOFF I I I- —————————————————————————— — — — — — -- I This program is designed to assist in the calculation of the spacing of catch basins located in roadside gutters,and is based on the May 1989 edition of the Washington Stale Department of Transportation(WSDOT)Hydraulics Manual,Chapter 5,Drainage of Highway Pavements,5-5 Grate Inlets. Runoff calculations have been modified to be consistent with the King County,Washington, Surface Design Manual(KC,SWDM)Chapter 3 and 4,Nov.1992 Revision. The basic section of the ditch is as follows: I I—Zd I I i I I I I I I dI I �t I I I I I I 1 I I General criteria are as follows: I 1.The width of the top of the flow prism,Zd,is limited to the shoulder width plus 1/2 of the traveled lane. On interstate I highways with wide shoulders,it is desirable to limit Zd to the width of the shoulder. I 2.Crossover or bypass flow should be limited to 0.1 cis. I 3.The equations for calculating the gutter flow capacity is: I I Q x St 3/8 d I I d= [ 1 and Zd=— I 0.5 St I 37 x(SL) I I I I I I where: d =the depth of flow at the face of curb(fl) I I Q =the gutter discharge(cfs) I SL=the longitudinal slope of the gutter(ftt t) St=the transverse,slope or superelevation(ft/fl) Zd=the top wodth of the flow prism(ft) I I I 4.Inlets placed in a continous grade are calculated using the full width of the grate with no allowance for debris. Inlets placed in a sump are calculated using 1/2 of the open perimeter or 1/2 of the open area,depending on its mode I of operation. This calculation sheet considers only grates on a contnous grade. I 5. The capacity of an inlet on a continous grade can be found by determining the portion of the gutter discharge directly over I the width of the inlet. The flow bypassing the first grate inlet is calculated and added to the flow intercepted by the second I grate located downstream. This carryover process continues to the bottom of the grade,or until 0.1 cis is bypassed I at the last inlet(at the design storm). I I I I NOW CB-GUTR.XLS P"1 N -------------------------- I _ _-___ __- I Made By: ADB I June 9,1995 I Sheet No. 214 I I I I I I I I I I Checked By: I Date: I Job No.:15203-PL-014 I I I Project Title: Oakesdale Avenue, System F, Check for 25 yr conditions I HOWARD NEEDLES TAMMEN&BERGENDOFF I I I- -------------------------- - - -- ------ ---- I 6.The amount of flow bypassing the inlet on a continous grate is calculated as follows: I I (Zd)-(GW) 6/3 I ON-Qx[ [ I (Zd) I I I where: I I Qbp=the portion of the flow outside the width of the grate(cts) I I Q =the total flow of gutter approaching She inlet(cfs) I I GW-the gross width of the inlet perpendicular to the direction of flow(ft) I I I 7.The velocity of the flow directly over the inlet may differ significantly from the average velocity. For an accurate analysis, the velocity over the grate should be betweeb 3 and 5 feet per second. The velocity over the grate is calculated as follows: I I I I I I Q-Qbp I V1= I I (GW)x(d-0.5 x(GW)x(SQ[ I I Mere: I I St=the transverse slope or superelevation V 1=the velocity over the inlet I I I d =the depth of flow at face of curb I I I I 1.Pavement width,subject to variability between sections,is entered in the table below. I 2.Tc-6.3 minutes for all inlets per King County Method. I I I 3.Check the grates using a 25 year storm. I I I 4. Assume a vaned grate,with GW= [ [ 1.67 ]feet. I 5.For a 25 year storm in Seattle,rainfall coefficients are as follows: I I I aR=[ 2.66 ] bR=[ 0.65 Reference:KC,SWDM Manual Table 4.3.3B. fl CB-GUTRALS Pp - -------------------------- - I - __-_- ___ I Made By: ADB I June 9,1995 ] Sheet No. 3/4 [ I I I I I I I I I Checked By: I Date: [ Job No.>15203-PL-014 I I I Project Title: Oakesdale Avenue, System F, Check for 25 yr conditions [ HOWARD NEEDLES TAMMEN&BERGENDOFF I I I- --------------------------- ---- - ---- - ------- - --- -- -- --- ---- I 2.The proposed layout of the grate Inlets is as follows: I SL I Longitudinal St I Grade Superelevation Pavement Width I Station (ft/ft) (f tft) (ft) I To the south Initial [ 48 + 64 ] [ 41.3 ] I CB-1 Inlet#1 [ 50 + 50 ] [ 0.0080 ] [ 0.020 CB-3 Inlet#2 1 [ 41.3 ] I [ 51 + 90 ] [ 0.0080 ] [ 0.020 ] [ 41.3 ] I Inlet#3 [ + Inlet#4 [ + 1 [ 1 [ ] [ 1 I 1 [ ] [ ] [ ] I I Inlet#5 ( + ] [ ] [ ] [ ] I I To the north Inlet#6 [ 48 + 64 ] [ j ( ] [ 41.3 ] I CB-2 Inlet#7 ( 50 + 50 ] [ 0.0200 ] [ 0.020 ] [ 41.3 ] CB4 Inlet#8 [ 52 + 25 ] [ 0.0200 ] [ 0.020 ] [ 41.3 ] I Inlet#9 [ + 1 [ ] [ ] [ ] I Inlet#10 [ + Inlet#11 + 1 [ 1 [ ] [ ] I I Inlet#12 [ + I- --------------------------- ] SOLUTION: — I I ] 1.Using a 25 year design storm,calculate rainfall intensity,I,for use in the King County Rational Formula. I i I -(bR) I I- (PR)(aR ) (T=) i I i I I where: I ] T.=the rainfall duration in minutes,(6.3 minutes). I PR=total percipitation per Isopluvial Maps, 3.45 aR=runoff coefficient, 2.66 bR=runoff coefficient, 0.65 I Rainfall Intensity,1= 2.77 in/hour I I 2.Calculate Q,in terms of cfs/unit length of pavement. I ] Q=C x I x A[-1 ds,where I[_]in/hr,A[_]acres. I becomes: Q=C x l [=1 ds/sq.ft. I I I 0.9 x 2.77 I Q= ----- - —= 0.000057 ds/sq.ft. I 43,560 sq ft/acre NIBS CB-GUTR.XLS Pp 3 - -------------------------- ___ I Made By: ADB I June 9,1995 I I I I t I I I ) I I Sheet No, 4/4 Checked By: I Date: - -----_---- I ---- I i I Job No.:15203-PL-014 I I Project Title: Oakesdale Avenue, System F, Check for 25 yr conditions HOWARD NEEDLES TAMMEN a BERGENDOFF I- ---------------------------- -- I SOLUTION(Continued) I I 3.The solution Is presented on the following Inlet Analysis Form,from WSDOT Manual Figure 5-5.1A: I I I Pavement Pavement Differential Flow I Width Length Flow Summation SL St GW d Zd V1 Qbp I Station (ft) (ft) (cis) (cfs) (ft/ft) (ft/ft) (ft) (ft) (ft) (fps) (cfs) I I Initial 48 + 64.15 41.33 I 185.85 0.44 I CB-1 50 + 50 41.33 140 0.33 0.44 0.006 0.020 1.67 0.11 5.4 1.8 0.16 I I I CB-3 51 + 90 41.33 0.50 0.008 0.020 1.67 0.11 5.7 1.9 0.20 I I I I I I I I I I I I I I 48 + 64.15 41.3 I 185.85 0.44 I I CB-2 50 + 50 41.3 0.44 0.020 0.020 1.67 0.09 4.6 2.5 0.13 I 175 0.41 I CB-4 52 + 25 41.3 0.54 0.020 0.020 1.67 0.10 4.9 2.7 0.18 I I I I I I I I I I I I I I I I I 4. Verify design adequacy. I I I I l r I �PiyU�T�j ��►�W YaJ�va��G Goti��to�s, ll�os{ ufuf�r i� 11te✓«pfe,Q v� f I I �Gtvre co 1 ``�� y/ fto V- a Y-a cat J�s I I I I I I � I - -------------------------- - Ca-Gurrt.xLs P."4 Oakesudie Avenue, City of Renton, Washington SUBSur,F.XLS H NIB CORPORATION DESIGN OF STORM SEWER SYSTEMS AND BACKWATER CHECKS PER KING COUNTY, WASHINGTON SURFACE WATER DESIGN MANUAL USING n= 0.012 RUNOFF COEFICIENTS: PERV. c=0.25 IMPERV. c=0.90 TEN YEAR DESIGN FREQUENCY -( blo) P10 = 2.87 alo = 2.44 blo = 0.64 Igo = ( P10 )( b10 ) (Tc) Tc = 6.3 min. LINK DRAINAGE AREAS DISITANCE RUNOFF NO. I PERV.1 IMPERV.1 cA I CUMM. cAj OVRLNDj GUTTER INLET Tc SYSTEM Tc INTESITY FLOW SYSTEM F 1 0.01 0.17 0.154 0.154 33 186 1.7 1.7 2.16 0.33 2 0.00 0.17 0.152 0.305 33 186 1.7 2.1 2.16 0.66 5 0.00 0.14 0.127 0.127 22 108 1.0 1.0 2.16 0.27 �► 3 0.02 0.13 0.120 0.247 33 140 1.3 1.5 2.16 0.53 I �' 4 0.00 0.16 0.143 0.695 33 175 1.6 3.0 2.16 1.50 6 0.00 0.09 0.081 0.081 22 70 0.7 0.7 2.16 0.17 7 0.776 3.3 2.16 1.68 8 0.776 3.5 2.16 1.68 HNTB / ADB Page 1 6/9/95 06/14/95 page 1 OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTON SYSTEM F OUTLET TO SW16TH STM BASIN SUMMARY BASIN ID: F1 NAME: EXISTING CONDITIONS 2 YR STM SBUH METHODOLOGY TOTAL AREA.......: 0.94 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 1.95 inches AREA..: 0.94 Acres 0.00 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 0.00 TC....: 113.65 min 0.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.08 cfs VOL: 0.08 Ac-ft TIME: 520 min BASIN ID: F2 NAME: EXISTING CONDITIONS 10 YR STM SBUH METHODOLOGY TOTAL AREA.......: 0.94 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 2.87 inches AREA..: 0.94 Acres 0.00 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 0.00 TC....: 113.65 min 0.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.16 cfs VOL: 0.14 Ac-ft TIME: 520 min BASIN ID: F3 NAME: EXISTING CONDITIONS 25 YR STM SBUH METHODOLOGY TOTAL AREA.......: 0.94 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.45 inches AREA..: 0.94 Acres 0.00 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 0.00 TC....: 113.65 min 0.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.21 cfs VOL: 0.18 Ac-ft TIME: 500 min BASIN ID: F4 NAME: EXISTING CONDITIONS 100 YR STM SBUH METHODOLOGY TOTAL AREA.......: 0.94 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.90 inches AREA..: 0.94 Acres 0.00 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 0.00 TC....: 113.65 min 0.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.25 cfs VOL: 0.21 Ac-ft TIME: 500 min c � /009 f��7—T � Job N r_L�_ { I o--q—) BERGER/ABAM Subject ��)p=}- yr„lf De,4n- ,' .n Designs E N,G I N E E R S I N C. ems-- e�►Cd R +-�• 'S aan Se.�•i an PZP 6� 1 K:nc, S�.c.r�a-cam area, the, S mac_-'��o ) % = 490 -�7+z 5TOr-m = 2. 0 �(1 . /3 = 0.G7t � 'n C, 0 -?)(a. vo CA-me, e a 6�p�-001-0117YQ r 7-A Tim► �"' � ,lei 5ClvJ VUl i e'� Alez ,r lAy = o&s Ag , V J, .s c►.'i��`1�'S�o�o.o� �'��i s & V"NVLr � ' 6114195 page 2 OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTON SYSTEM F OUTLET TO SW16TH STM BASIN SUMMARY ' BASIN ID: F5 NAME: FUTURE CONDITIONS 2 YR STM SBUH METHODOLOGY TOTAL AREA.......: 0.94 Acres BASEFLOWS: 0.00 cfs t RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 1.95 inches AREA..: 0.17 Acres 0.77 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 ' TC....: 6.30 min 6.30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.40 cfs VOL: 0.12 Ac-ft TIME: 470 min ' BASIN ID: F6 NAME: FUTURE CONDITIONS 10 YR STM SBUH METHODOLOGY TOTAL AREA.......: 0.94 Acres BASEFLOWS: 0.00 cfs ' RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 2.87 inches AREA..: 0.17 Acres 0.77 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 ' TC....: 6.30 min 6.30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.62 cfs VOL: 0.19 Ac-ft TIME: 470 min ' BASIN ID: F7 NAME: FUTURE CONDITIONS 25 YR STM SBUH METHODOLOGY TOTAL AREA.......: 0.94 Acres BASEFLOWS: 0.00 cfs ' RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.45 inches AREA..: 0.17 Acres 0.77 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 ' TC....: 6.30 min 6.30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.76 cfs VOL: 0.24 Ac-ft TIME: 470 min ' BASIN ID: F8 NAME: FUTURE CONDITIONS 100 YR STM SBUH METHODOLOGY TOTAL AREA.......: 0.94 Acres BASEFLOWS: 0.00 cfs ' RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.90 inches AREA..: 0.17 Acres 0.77 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 ' TC....: 6.30 min 6.30 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.87 cfs VOL: 0.27 Ac-ft TIME: 470 min 6/14/95 page 3 OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTONPl SYSTEM F OUTLET TO SW16TH STM STORAGE STRUCTURE LIST tA TRAPEZOIDAL BASIN ID No. POND10 "IA Description: ALTERNATE POND DESIGN Length: 50.00 ft. Width: 5.00 ft. 'LL / Side Slope 1: 3 Side Slope 3: 3 �I '�� Q,}�et e� ^ '� Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/inch ' TRAPEZOIDAL BASIN ID No. POND100 Description: ALTERNATE POND DESIGN , Length: 65.00 ft. Width: 20.00 ft. Side Slope 1: 3 Side Slope 3: 3 '�e�O., Side Slope 2: 3 Side Slope 4: 3 ' Infiltration Rate: 0.00 min/inch TRAPEZOIDAL BASIN ID No. POND2 , Description: ALTERNATE POND DESIGN �lE� Length: 50.00 ft. Width: 5.00 ft. 0 J Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 1201 G ' Infiltration Rate: 0.00 min/inch TRAPEZOIDAL BASIN ID No. POND25 ' Description: ALTERNATE POND DESIGN ' Length: 50.00 ft. Width: 5.00 ft. Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/inch ' RECTANGULAR VAULT ID No. VAULT10 Description: SYSTEM F VAULT AT SW16TH , Length: 75.00 ft. Width: 10.00 ft. voids: 1.000 RECTANGULAR VAULT ID No. VAULT100 , Description: SYSTEM F VAULT AT SW16TH Length: 165.00 ft. Width: 10.00 ft. voids: 1.000 ' RECTANGULAR VAULT ID No. VAULT2 ; Description: SYSTEM F VAULT AT SW16TH Length: 75.00 ft. Width: 10.00 ft. voids: 1.000 RECTANGULAR VAULT ID No. VAULT25 ' Description: SYSTEM F VAULT AT SW16TH Length: 75.00 ft. Width: 10.00 ft. voids: 1.000 ' ' 6/14/95 page 4 OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTON ' SYSTEM F OUTLET TO SW16TH STM ----------------- DISCHARGE STRUCTURE LIST ' MULTIPLE ORIFICE ID No. ORIF-100 Description: SYSTEM F OUTLET TO SW16TH STM ' Outlet Elev: 13.00 Elev: 8.50 ft Orifice Diameter: 2.0000 in. Elev: 15.00 ft Orifice 2 Diameter: 6.0000 in. ' MULTIPLE ORIFICE ID No. ORIF-2 Description: SYSTEM F OUTLET TO SW16TH STM Outlet Elev: 10.50 ' Elev: 8.50 ft Orifice Diameter: 2.0000 in. Elev: 15.00 ft Orifice 2 Diameter: 6.0000 in. 6/14/95 page 5 ' OAKESDALE AVE., SW16TH TO SW31ST CITY OR RENTON SYSTEM F OUTLET TO SW16TH STM ' LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE <--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) 2 YR DESIGN .................. 0.08 0.40 VAULT2 ORIF-2 11.80 1 972.53 cf 10 YR DESIGN ................. 0.16 0.62 VAULT10 ORIF-2 12.88 2 1785.78 cf 100 YR DESIGN ................ 0.25 0.87 VAULT100 ORIF-100 15.03 3 3354.20 cf ' 25 YR FOR BACKWATER .......... 0.21 0.76 VAULT25 ORIF-2 13.63 4 2350.21 cf 2 YR ALT. DESIGN ............. 0.08 0.40 POND2 ORIF-2 12.00 5 787.63 cf 10 YR ALT. DESIGN ............ 0.16 0.62 POND10 ORIF-2 12.79 6 1576.44 cf 100 YR ALT. DESGN ............ 0.25 0.87 POND100 ORIF-100 14.99 7 3703.18 cf , 25 YR ALT. DESIGN ............ 0.21 0.76 POND25 ORIF-2 13.23 8 2160.91 cf Z�� & Dowd ad 3o y �y 0.3� 7 7 r-S) - , io. 5) r2 S Si 0•3 t; t57G .44) C12 = Zo6.S SF ZOG'S _ 4 I w',cQ, �o�T�+^^ w"ZTfA 50 1 1 1 1 File Input Hydrograph Storage Discharge ►LPool Proj: STM-F ' Howard Needles Tamnen & BergendoffillilillillillillillillillillillillillillI r==[•] Display Level Pool Results ' Match Inflow Storage Disch Peak Peak Peak Description Peak Peak ID ID Stage Volume Out I ' 2 YR DESIGN 0.08 0.40 VAULT2 ORIF-2 11.80 973 0.12 10 YR DESIGN 0.16 0.62 VAULT10 ORIF-2 12.88 1786 0.17 100 YR DESIGN 0.25 0.87 VAULT100 ORIF-100 15.03 3354 0.26 ' 25 YR FOR BACKWATER 0.21 0.76 VAULT25 ORIF-2 13.63 2350 0.19 2 YR ALT. DESIGN 0.08 0.40 POND2 ORIF-2 12.00 788 0.13 ' 10 YR ALT. DESIGN 0.16 0.62 POND10 ORIF-2 12.79 1576 0.16 100 YR ALT. DESGN 0.25 0.87 POND100 ORIF-100 14.99 3703 0.15 25 YR ALT. DESIGN 0.21 0.76 POND25 ORIF-2 13.23 2161 0.18 ' Ok ■ _ Made by Date Job Number The HNre Companres Checked by Date For Backchecked by Date Sheet Number ! � f Jill i c 1 ; } a _ i f t # 3 4 { r } i f s a ! � ! t I i � t I a a i i t i t s ! t r - — i 3 � e 1 tt !!t f .... f f. S i t t i r , t 3 ii t t f 7/31/96 page e 1 OAKESDALE AVE., SW16TH TO SW31ST CITY OF RENTON SYSTEM R OUTLET BASIN SUMMARY BASIN ID: DE1 NAME: EXISTING CONDITION 2 YR STM SBUH METHODOLOGY TOTAL AREA.......: 3.54 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP fi ' PRECIPITATION....: 1.95 inches AREA..: 3.54 Acres 0.00 Acres P' G TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 33.20 min 33.20 min ABSTRACTION COEFF: 0.20jr' ' PEAK RATE: 0.55 cfs VOL: 0.29 Ac-ft TIME: 480 min BASIN ID: DE2 NAME: EXISTING CONDITION 10 YR STM ' SBUH METHODOLOGY TOTAL AREA.......: 3.54 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 2.87 inches AREA..: 3.54 Acres 0.00 Acres ' TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 33.20 min 33.20 min ABSTRACTION COEFF: 0.20 ' PEAK RATE: 1.09 cfs VOL: 0.53 Ac-ft TIME: 480 min BASIN ID: DE3 NAME: EXISTING CONDITION 25 YR STM SBUH METHODOLOGY TOTAL AREA.......: 3.54 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.45 inches AREA..: 3.54 Acres 0.00 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 33.20 min 33.20 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.45 cfs VOL: 0.68 Ac-ft TIME: 480 min BASIN ID: DE4 NAME: EXISTING CONDITION 100 YR STM SBUH METHODOLOGY ' TOTAL AREA.......: 3.54 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.90 inches AREA..: 3.54 Acres 0.00 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 ' TC....: 33.20 min 33.20 min ABSTRACTION COEFF: 0.20 PEAK RATE: 1.73 cfs VOL: 0.81 Ac-ft TIME: 480 min t 1 t 1 7/31/96 page 2 OAKESDALE AVE., SW16TH TO SW31ST CITY OF RENTON SYSTEM R OUTLET 1 BASIN SUMMARY BASIN ID: DE5 NAME: FUTURE CONDITION 2 YR STM SBUH METHODOLOGY TOTAL AREA.......: 3.54 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP ' PRECIPITATION....: 1.95 inches AREA..: 0.74 Acres 2.80 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 10.40 min 10.40 min ' ABSTRACTION COEFF: 0.20 PEAK RATE: 1.40 cfs VOL: 0.46 Ac-ft TIME: 480 min BASIN ID: DE6 NAME: FUTURE CONDITION 10 YR STM ' SBUH METHODOLOGY TOTAL AREA.......: 3.54 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP ' PRECIPITATION....: 2.87 inches AREA..: 0.74 Acres 2.80 Acres TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 10.40 min 10.40 min ABSTRACTION COEFF: 0.20 ' PEAK RATE: 2.18 cfs VOL: 0.73 Ac-ft TIME: 480 min BASIN ID: DE7 NAME: FUTURE CONDITION 25 YR STM ' SBUH METHODOLOGY TOTAL AREA.......: 3.54 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.45 inches AREA..: 0.74 Acres 2.80 Acres , TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 10.40 min 10.40 min ABSTRACTION COEFF: 0.20 ' PEAK RATE: 2.68 cfs VOL: 0.89 Ac-ft TIME: 480 min BASIN ID: DE8 NAME: FUTURE CONDITION 100 YR STM ' SBUH METHODOLOGY TOTAL AREA.......: 3.54 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: KC24HR PERV IMP PRECIPITATION....: 3.90 inches AREA..: 0.74 Acres 2.80 Acres , TIME INTERVAL....: 10.00 min CN....: 89.00 98.00 TC....: 10.40 min 10.40 min ABSTRACTION COEFF: 0.20 PEAK RATE: 3.06 cfs VOL: 1.02 Ac-ft TIME: 480 min ' 1 7/31/96 page Z A ' OAKESDALE AVE., SW16TH TO SW31ST CITY OF RENTON SYSTEM R OUTLET ' BASIN RESULT SUMMARY BASIN -----VOLUME---- -RATE- ----TIME----- Hydrograph Area ' --ID_-------cf---- Ac-ft -=cfs=--=min----hours_-Methodology---- Acres ' DE1 12679 0.29 0.55 480 8.00 SBUH Method 3.54 DE2 22908 0.53 1.09 480 8.00 SBUH Method 3.54 DE3 29697 0.68 1.45 480 8.00 SBUH Method 3.54 ' DE4 35072 0.81 1.73 480 8.00 SBUH Method 3.54 DE5 20181 0.46 1.40 480 8.00 SBUH Method 3.54 DE6 31610 0.73 2.18 480 8.00 SBUH Method 3.54 DE7 38902 0.89 2.68 480 8.00 SBUH Method 3.54 ' DEB 44586 1.02 3.06 480 8.00 SBUH Method 3.54 1 1 1 7/31/96 page 3 ' OAKESDALE AVE., SW16TH TO SW31ST CITY OF RENTON SYSTEM R OUTLET STORAGE STRUCTURE LIST UNDERGROUND PI E ID No. PIPE ' Description: Pi Storage Option Diameter: 4 00 ft. Length: 1275.00 ft. Slope...: 0.0 0 ft/ft upstr: dnstr: ' TRAPEZOIDAL BASIN ID No. POND10 t Description: POND LTERNATE 21BW @ EL. 6.00 Length: 58.40 ft Width: 30.44 ft. Side Slope 1: 3 Side Slope 3: 3 ' Side Slope 2: 3 Side Slope 4: 3 fl Np L)47 v Infiltration Rate: .00 min/inch TRAPEZOIDAL BASIN ID No. POND100 , Description: POND ALTERN TE 21BW @ EL. 6.00 Length: 72.80 ft. Width: 44.84 ft. Side Slope 1: 3 Side Slope 3: 3 ' Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 Winch TRAPEZOIDAL BASIN ID No. ND2 Description: POND ALTERNATE 2 BW a EL. 6.00 ' Length: 51.20 ft. Wid 23.18 ft. Side Slope 1: 3 Sid Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min/i h ' TRAPEZOIDAL BASIN ID No. POND2 Description: POND ALTERNATE 21BW @ EL. 6.00 , Length: 59.70 ft. Width: 23.18 ft. Side Slope 1: 3 Side Slo 3: 3 Side Slope 2: 3 Side Slo 4: 3 t Infiltration Rate: 0.00 min/inch RECTANGULAR VAULT ID No. VAULT ' Description: SYSTEMS D&E COMBINED IN VAULT Length: 300.00 ft. Width: 5.00 ft. voids: 1.000 �E�--h fit• - 11.00 7/31/96 page 4 ' OAKESDALE AVE., SW16TH TO SW31ST CITY OF RENTON SYSTEM R OUTLET DISCHARGE STRUCTURE LIST ' MULTIPLE ORIFICE ID No. ORIF-100 Description: SYSTEM D&E OUTLET TO Sprbk Crk Outlet Elev: 13.14 ' Elev: 9.00 ft Orifice Diameter: 4.0000 in. Elev: 17.64 ft Orifice 2 Diameter: 8.0000 in. MULTIPLE ORIFICE ID No. ORIFICE ' Description: SYSTEM D&E OUTLET TO Sprbk Crk Outlet Elev: 11.00 Elev: 9.00 ft Orifice Diameter: 4.0000 in. ' Elev: 15.50 ft Orifice 2 Diameter: 8.0000 in. 1 7/31/96 page 5 ' OAKESDALE AVE., SW16TH TO SW31ST CITY OF RENTON SYSTEM R OUTLET LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- _-PEAK-C STORAGE ' ---------DESCRIPTION---------C (cfs) (cfs) --id- --id- _-STAGE¢ id VOL (cf) ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- 2 YR DSGN REV. 7/96 .......... 0.55 1.40 VAULT ORIFICE 12.78 1 2673.83 cf ' 10 YR DSGN REV.7/96 .......... 1.09 2.18 VAULT ORIFICE 14.35 2 5023.34 cf 25 YR DSGN REV.7/96 .......... 1.45 2.68 VAULT ORIFICE 15.46 3 6695.80 cf 100 YR DSGN REV.7/96 ......... 1.73 3.06 VAULT ORIFICE 15.73 4 7093.87 cf ' t 1 — Made by (.t ck Date 3i 96 Job Number The HNTB Companies n Checked by Date 15 z.o3 ' For Oakefda Av,- . 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N Q �o z— •f6 t = 2 2� ; 3 I ; y��__ ... m HOWARD NEEDLES TAMMEN 6 BERGENOOFF, INC. 600 IO81b Atrrute.NE. ARCHITECTS ENGINEERS PLANNERS Suire405 l7eliernte, Was6iuxttm 98004 (2qG)4.55-3555555 FAX 006)453-9179 December 8, 1995 City of Renton Surface Water Utility Planning/Building/Public Works Departm t ttl 200 Mill Avenue South v Renton, Washington 98055 Attention: Scott Woodbury Reference: Oakesdale Avenue S.W. - SW 1 to SW 31st Street Consultant Agreement No. CAG 103-91 Work Order Authorization No. 4 Hydraulic Impact Study for New Bridge Crossing over Springbrook Creek Dear Scott: HNTB Corporation has completed the production of the design report level HEC-2 model to be applied for the referenced project. We are transmitting the following computer files with supporting calculations to show how we arrived at the model input. • ALT2ABAS.DAT was developed from the model that you reviewed in June 1995. Revisions relate to the addition of GR card points to define the Alternative 2 channel improvement and modification of QT card storm runoff data. • ALT2ACAL.DAT added cross sections locations associated with the Oakesdale Avenue S.W. ' bridge model sections. This model provides the base impact comparison output including any changes in calculated water surface due to the addition of channel model sections. • ALT2APR1.DAT includes a Normal Bridge model of the Oakesdale Avenue S.W. crossing without channel improvements. I ALT2APR2.DAT includes a Normal Bridge model of the Oakesdale Avenue S.W. crossing with channel improvements limited to concrete lining under the bridge between the top of the low flow channel and the abutments. We have incorporated the proposed East Side Green River Watershed Plan Alternative 2 channel sections which were provided by Bob Mahn by transmittal dated October 13, 1995. Per my last conversation with vou, these conditions are expected to exist at the time of the Oakesdale Avenue S.W. bridge constriction. This earthen trapezoidal section with a low-flo« pilot channel was incorporated into the model within to the planned limits between S.W. 16th Street and S.W. 23rd Street. The future flow rates account for future increases accompanying proposed removal of existing restrictions 1 Scott Woodbury December 8, 1995 Page 2 upstream. By modeling these proposed channel conditions, HNTB has attempted to model the, "existing"conditions that will be influenced by the Oakesdale Avenue S.W. project to the nearest extent possible. If the construction schedules change, further channel impact and mitigation design may be required to ensure that there is no impact to the Springbrook Creek floodway given conditions at the time of construction. The findings of the model show impacts to water elevation upstream from the bridge. Though this impact is mitigated by concrete lining as described above, more aesthetic mitigation options could be a point of coordination during final designs. Since both the channel and roadway improvement programs are headed by the City of Renton, mitigation options could take advantage of this condition. Please call if there are any questions or comments relating to the enclosed HEC-2 models. Sincerely, HOWARD NEEDLES TAMMEN&BERGENDOFF Alan D. 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ALL ol .�� ,, • .� Springbro k Sho ROC - �`/ f /;.r End Brid `q Ms I J r" / «pp �! i 11 II II XSECT 5348 "I-405" FHNTB Cor orotionok Creek Channel Model Avenue Project. . . 16th Street to S.W.27th Street PLOTTINGHEC2 SECTIONS Scale: 1'= 50'Hortz.. 1" = 10'Vert From File:ALT2ACAL.DAT (23 Oct. 1996) Sheet 1 of 6 5393 HNT B Cor oroti on Spring&ook Creek Channel Model Oakesdale Avenue Project, S.W. 16th Street to S.W.27th Street PLOT FINGHEC2 SECTIONS Scale: P= 50'Horiz., 1" = 10'Vert — From File:ALT2ACAL.DAT 5438 (23 Oct. 1996) Sheet 2 of 6 5550 5 773 HNT B Cor orcti on Springbrook Creek Channel Model Ookesdale Avenue Project, S.W. 16th Street to S.W.27th Street PLOTTINGHE02 SECTIONS Scaler 1'= 50'Horiz., 1" = 10'Vert p From Filer AL T2ACAL.DAT 5U 30 (23 Oct. 1996) Sheet 3 of 6 5858 5898 HNT B Cor oroti on Springbrook Creek Channel Model Oakesdale Avenue Project, S.W. 16th Street to S.W.27th Street PL OTTINGHEc2 SECTIONS Scale: 1'= 50"Horiz., 1" = 10'Vert From File:ALT2ACAL.DAT 5 938 (23 Oct. 1996) Sheet 4 of 6 6200 - 60" DS of Ookesdcle crossing, 6260 - DS edge of bride 9 6348 - US edge g 6 _ g of right bent cnd DS edge of left bent 430 US edge of bridge HNT B Cor oroti on Sprinprook Creek Channel Model Oakesdale Avenue Project, S.W. 16th Street to S.W.27th Street PL OTTINGHEC2 SECTIONS Scale: 1'= 50"Horiz., 1" = 10,Vert 6500 — v From File:ALT2ACAL.DAT 70 US of Ookesdale crossing (23 Oct. 1996) Sheet 5 of 6 6958 l l l i l l l l l l l I I I I I i l l l l i i ► ► 8408 HNT B Cor oroti on SPringbrook Creek Channel Model Oakesdale Avenue Project, S.W. 16th Street to S.W.27th Street PLOTTINGHEC2 SECTIONS Scale: 1'= 50'Horiz, l" = 10'Vert From File:ALT2ACAL.DAT (21 Oct. 1996) Sheet 6 of 6 6200 - 60' DS of Ookesdal e crossing,, 9, HNT B Cor oroti on 6260 -- !�S edge of bridge Springbrook Creek Channel Model Oakesdale Avenue Project, S.W. 16th Street to S.W.27th Street PL OTTINGHEC2 SECTIONS Scale: 1'= 50'Horiz., 1" = 10'Vert From File:ALT2APRI.DAT (23 Oct. 1996) Sheet 1 of 2 t 6348 - US edge of right bent and DS edge of left bent FHNTB Cor oration ok Creek Channel Model 6430 - US edge of bridge Avenue Project, . . 6th Street to S.W.27th Street PLOTTINGHEC2 SECTIONS Scale: 1'= 50'Horiz, 1" = 10'Vert From File:ALT2APRI.DAT (23 Oct. 1996) Sheet 2 of 2 OF Planning/Building/Public Works Department 0� �' AP'E 'transportation Systems Division 235-2621 �� CIO Municipal Building 200 Mill Ave. So. Renton, WA 980 Cc�.` -(�� 01 (0- �CJLr• 9�TFo SEPTE�B�P C` • DATE: JOB NO.: RE: a e dAiiezoyeS c.� • .tc� !� f�i Lei s ATTN: :NTLEMEN: WE ARE. SENDING YOU )< ATTACHED ❑ UNDER SEPARATE COVER VIA THE FOLLOWING ITEMS: ❑ SHOP DRAWINGS ❑ PRINTS ❑ REPRODUCIBLE PLANS ❑ SPECIFICATIONS ❑ COPY OF LETTER /1( CK O K d t�/ I'2/I1 a go- P/a k X*g o*4% !O p COPIES DATE NUMBER DESCRIPTION AND REMARKS eh o Fu�furc C l,z Mk ej W a a c w D 014 - a ESE ARE TRANSMITTED AS CHECKED BELOW: ❑ FOR APPROVAL ❑ APPROVED AS SUBMITTED ❑ RESUBMIT COPIES FOR APPROVAL FOR YOUR USE ❑ APPROVED AS NOTED ❑ SUBMIT COPIES FOR DISTRIBUTION AS REQUESTED ❑ RETURNED FOR CORRECTIONS ❑ RETURN CORRECTED PRINTS ❑ FOR REVIEW AND COMMENT ❑ ❑ PRINTS RETURNED AFTER LOAN TO US 'icS TO: SIGNEDjr' !% CC TITLE CGf M a M 7q e_#- IF ENCLOSURES ARE NOT AS NOTED, KINDLY NOTIFY US AT ONCE CITY OF RENTON PLANNING/BUILDING/PUBLIC WORKS MEMORANDUM DATE: September 28, 1995 TO: Bob Mahn FROM: Scott Woodbury S'L)} SUBJECT: EAST SIDE GREEN RIVER WATERSHED PLAN FLOW AND CROSS SECTION INFORMATION FOR CHANNEL WIDENING ALTERNATIVES Attached are copies of the following information: Fdeepened, ss section configuration for reach from SW 16th Street to SW 23rd Street for Alternative 2ernative 1 is no action). This cross section assumes that the existing channel is not but that the banks are cut back as shown with a shelf 2.5' above the bottom of channel. • cross section configuration for reach from SW 16th Street to SW 23rd Street for Alternative 3. This cross section assumes that the existing channel is not deepened, but that the banks are cut back as shown with a shelf about 5.4' above the bottom of the channel at about the level of a 2-year flow. This section will require about 10' more right-of-way than the Alternative 2 section. • Table 1 - Summary of Peak Flows and Water Surface Elevations a. 100-year Future Conveyance Event (future condition refers to basin buildout). As is evidenced by comparison with the no action alternative, the removal of upstream restrictions causes the flows in the reach of Springbrook Creek where Oakesdale will cross the stream to increase significantly. The conveyance event assumes pumping is not restricted at the Black River Pump Station. b. 100-year Future Storage Event. The storage event assumes pumping is restricted at the Black River Pump Station by high flows on the Green River. The worst case in terms of water surface elevations occurs under this event as water is forced into storage upstream of the pump station. I appreciate your willingness to review the proposed Oakesdale bridge structure's hydraulic performance assuming the attached future channel improvements and flows. I look forward to continuing to work together on our respective projects. If you have any questions, please contact me at X-5547. RECEIVED U:65025:95-026:SW rD J '99 attachments v 5 Trarsoortation Systems Div 8/18/95 14:25 FAX 206 235 2541 RENTO?� P/B/Psi' [a001/0, -7 y1 �{�80, L �lS�i�•� ,Y=1d' !Z UA/1F, i,A, Le o 4 G,� 5 C�/F f•,�a,� /W-W -; sue>•- . a . . Table 1 Summary of Peak Flows and Water Surface Elevations 100-Year Future Conveyance Event Alternative I-No Action Alternauve (Up lion Alternative 2(Op6on 413) Alternative 3(Option 4A) Alternative 3(Option 4Il) ConnectingChannel In-Place 100-Yr Fut.Flow 100-Yr Fut.Flow 103-Yr Put.Flow 100-Yr Fut.Flow 100-Yr Fut.Flow Roadway Conveyance Conveyance Convc ancc Top Elev. y Conveyance Conveyance Location/Description Flow Elev Flow Elev now Elcv Flow Elev cfs) feeq (cfs) (feet) (cfs) feet (cfs) (feet) i Pandtcr Creel u/s of Wetland 170 Panther Creek South SR-167 Xing 165 165 167 167 0 38 0 38 Re-establishedCrossg of Pan her Crock 107 16.1 48 16.2 107 16.1 48 Crossing of SR-167 16.2 Re-established Panther Creek 159 12.7 103 12.0 163 12.6 104 DS of East Valley Ilighway 12.3 i Rolling Ilills Creek at Renton Shopping Center Culy.Outlet 174 21.8 173 21.8 73 Rolling Hills u/s 17.7 1733 1 s 132'culvert 174 17.8 173 17.7 173 17.7 173 .8 177.7 .7 PCW north outlet 98 17.0 87 16.1 86 16.1 88 16.1 87 16.1 Springbrook Creek DRPS outflow 1223 DRPS Way rebay Inflow 1223 4.1 1700 4.72 1700 4.5 1593 4.35 1589 5.2 Grady Way u 4.7 1747 5.4 1720 5.3 1595 5.2 1587 4.3 1110 7.6 1498 8.8 1461 SW 16dt Street et 1106 8.2 1488 9.1 1452 8.7 1389 8.5 1370 8.5 i Confluence of North 60'SS 1088 11.6 1441 11 1405 9.0 1383 8.9 1363 8.8 j 11.0 1347 10.9 1324 •10.9 Confluence of P-9 989 12.6 1344 11.9 1309 11.8 1254 12.2 1232 SW 27th till 17.9 989 15.6 1251 12.4 1303 12•1 11,17 12.7 1190 12.7 SW 34thu/s 14.9 1219 16.1 1239 13.6 1239 13.6 12172_5 13.8 Oak"Ic d/s 17.1 1227 16.9 1239 15.1 1239 15.0 1236 15.6 1219 15.6 Lss�, aksdalc Ws 17.1 1167 15.7 1165 15.7 17.9 1160 16.7 1160 16.7 1164 15.7 1165 15.7 W 43rd d/s 22.9 1138 18.3 1148 17.a 1148 17.4 1155 16.8 1155 43rd u/s 22.9 1159 19.5 1148 18.6 1148 18.0 18.6 1155 17.92 IISS 18.0 I I I Table 1 (Continued) Summary of Peak Flows and Water Surface Elevations 100-Year Future Storage Event Alterative 1-No Action Altemadve 2(Opt7Elcv r�c e 2(Option 4D) Alterative 3(Option 4A ConnectingChannel In-Place ( P ) Alternative 3(Option 4D) 100-Yr Fut.Flow 100-Yr Fut.Fl Fut.Flow Roadway SlorARe Stora a 100-Yr Fut.Flow 100-Yr Fut.Flow Top Elev. ----g- oraRe StoraRe StoraRe I.ocation/Dcscription Flow Elcv Flow Elcv Flow Elev cfs) feet cfs feet feet (cfs feet) Panther Creek Ws of Wetland �Panther Creek South SR•167 Xing 92 92 93 87 Re-esublishcd Panther Creek 0 34 0 64 15 33 28 Crossing of SR.167 IS 64 IS 27 IS Re-established Panther Creek 99 20.89 94 13 4 DS of East Valley Highway 59 13.1 95 13 S9 l2 9 Rolling Hills Creek at Renton 99 16.94 98 20.9 Shopping Center Cu1v.Outlet 99 20.9 100 20.9 94 20.8 Rolling 1101s u/s 132'culvert 98 16.9 98 16.9 99 16.9 94 16.9 PCW north oudct 69 15.6 54 15 54 IS 53 IS 53 IS Springbrook Creek DRPS outflow DRPS outfloForcb Inflow 1700 13 1700 13.1 1700 Grad Way Ws 1153 13 1216 13.1 1223 12.9 1207 12.7 1176 12.6 SW Ibth Steel 1045 13 1087 13.2 1105 12.9 1079 12.7 1176 12.7 960 13 12.9 1057 12.7 1011 12.7 Confluence of Nonh 60'SS 1085 13.2 1024 12.9 1986 12.7 Confluence of P-9 �� 13.14 1025 13.2 1024 13 986 12.8 1011 12.7 SW 27th Ws I3.3 948 13.3 948 941 12..9 870 8 SW 34ih Ws 17.9 775 14.3 866 13.4 900 13.1 810 1213 8511 12.9 SW 34 le d/s 14.1 845 15.8 13.6 854 13.4 801 13.2 Oaksdale u/s 655 14 856 854 13.9 17.1 792 17.3 802 14.3 854 13.8 8S1 13.9 SW 43rd d/s 22.9 14.4 802 14.3 13.9 SW 43rd u/s 783 17.6 798 15.2 798 796 1315 22.9 783 798 15.7 798 IS 796 15 18 798 15.7 798 15.7 798 15.4 796 15.5 I 1 V/ 1 V/ THE CITY OF RENTON DEPARTMENT OF PLANNING/BUILDING/PUBLIC WORKS FOURTH FLOOR 200 MILL AVENUE SOUTH RENTON, WASHINGTON 98055-2189 FAX: 235-2541 To: A(,AaJ 6(-AC< Company: PNr`5 Phone: Fax: r 53 -7115 From: 57C4r(— W cjo6cA4 Company: Phone: 2 7-7 - S`S 11 7 Fax: Date: Pages including this cover page: Comments: 77,4 1 '� Z� fAk FurU AL ` 111 64-2 r'u r U 94 Caw L,,/ V4*4,r-S' Table 2 Summary of Peak Flows and Water Surface Elevations 2-Year Future Conveyance Event Ahermtive 1.No Attlen Altesmative 2(()pdm A) Almrts+dve 2(Optim D) Alternative 3([)ptkn A) Altermtive 3(Dpiim 6) , Donrcr' chmtrel In-Place t c 2-Year Flmrre Flow 2-Year Future r1o.• 2-Yerr Fvnm flog 2-Year rieure rlww 2-Year Future flow t Roadway _ 1 t Tap Elm IAcetimiNscripciao Flow FJn• Flow rJev Flow F7n Flow Bev t (efs) felt (cfs &ct1 a[s) ree0 (ch {fee} PaNhet Qcek uh of Wetland 62 62 62 62 62 Pmt*r Qeek Sash SR•16'1 Xog 0 31 0 31 Re-ettimished P2mlys Creek 35 14.1 10 13.E 35 14.1 10 138 cre�sias t4 sk-167 re-esh%Oieed Pinff er Cm,4 Sb l 1.1 37 9.5 55 8.7 37 9-8 DS of Fist Valley HiA lwry Rollsg MIS Cmd at Rennin 74 20.4 7n 70.4 70 20.4 70 20-4 70 70.4 f ShWi g Crater Cldv_Dut1n Rolling H81s nis 13r culvert 70 16.59 69 16-6 69 16.6 69 16-6 69 16.6 PCWtnnhtnrlet 45 14.67 40 14-1. 4D 13.E 40 14.1 40 13.8 t SpmVbemk Leek ARPSourllnw 726 M3 3.9 R35 3.9 754 3.8 763 3.R 728 3.6 M4 4.4 943 4.4 764 4.3 773 43 Grady Way tds S93 5.2 141, 5.9 142 6,9 fA? 6.6 668 6.7 SW 16th Sued S84 6.7 733 7.2 73i3 7.2 6S4 7 660 7 CAn[Iumce d Nonh w•ss 561 9.4 709 8.7 709 8.7 639 2.6 640 9.6 CaellusrmtdP•9 576 10.4 fm 9A &* 9A S97 9.7 598 9.7 sw MIVs 17.9 5l8 11.5 609 9-9 631 9.4 555 10.2 S77 10.2 SW 341h t04 14.9 561 12-9 575 1 L t 561 1 L1 334 11.2 S34 11.4 02k!k"e dfs 17.1 567 13.5 575 12.3 575 12.3 576 12-4 SU 12.5 Oaksdde als 17.1 SY7 14.3 535 12.6 525 12.6 524 12.4 S94 12.5 SW 43rd drs 22.9 525 14.65 530 11.6 530 13.5 530 13-3 530 13.4 SIN 43rd nrs 22-9 50 14.9 ?90 13.8 530 13.8 530 13.7 530 13.7 1 t " Table 3 Summary of Peak Flows and Water Surface Elevations 25-Year Future Conveyance Event i r Alimu ive i-No Action Afton dw 2(Option A) Altmushe 2(Optim IN Alm"lim 3(Option A) Alrrnt im 7(Opien B) Canrsertin Chant !o-Place t t 25-Year Rm.now 25-Year Fut.Rew 25-Year Ful.Flew 2S-Ymr Fis.Flow 25-Ymr WL Flow Roadway Cevrveyance Conveyance Cooveyanee CD neyance camyance Top Elm I T,rienlDescripuoo Flow Elev Flu* F.Icv Fliw 1:icv flow Rev s crs ftt rf: fttt (cC:) (a+ rrs fceq Parchrr(h ck u1t or W rtti d 96 95 93 96 95 nuffier Creek Smh SRAW Xing a 38 0 3B Re-esablished Pamlrr Cmrk 86 15.5 is 15.6 1 153 31 Orauing of SR 167 Rt, aNished Pander Creek l t3 12 66 10.9 114 12 66 115 DS 4 Fast Yr)Icy liirjtway " Ral' Nslls Creek ai Ruzon 102 20M 100 2R9 101 C � nk- 103 20.9 141 20.9 Shoppl48 Center CWY_C1dlcl Rvllmg Hifls tits 132'tvhYrl IO2 17.02 )OD 17 ]01 17 IQ3 17 101 [7 PCW math Outlet 82 16 66 15-5 69 15.6 66 15-3 69 15.6 t Sprin¢brook Creek " BRPSua3 I(195 4.1 1219 4.1 1231 4.1 11R9 4.1 1181 4.1 BRPSFambayMow lam 4,6 MR 4.9� 1239 4.8 1197 4.2 l88 4.8 r.r,OY W13.L11 959 T2 1(935 IG 3 7.8 i06j 71 1651 7.8 SW 161hsacef 951 7.8 IDR8 8.1 M4 3.1 1053 8 1043 8 CoollurrKe of Noah 60'SS 933 11.1 low 9.9 1047 9.9 Inil ID 1021 1D Conlhterm of P,9 843 121 980 !D.7 966 10-6 957 11.2 913 117 SW 271huh 17.9 931 14.26 W 11.2 918 11.2 851 11.7 893 11.1 SW 341h A 14.9 847 15.4 835 12-3 942 12-4 m 12-6 S27 12.7 Dak%hk d/s 17.1 849 15.94 841 13A 842 13.6 846 13.9 846 14 Oakaddcufs 17.1 800 17.36 796 142 7" 14.3 794 14 794 14 SW 43n1 dts 22.9 79S 17.6 791 15-1 m 15.2 793 IS 793 1S SW 43id uts 22.9 795 18.12 791 15.6 792 15.7 793 15.5 70 13.5 I ( i MEETING MINUTES 15203-PL-014 The HNTB Companies City of Renton Oakesdale Avenue S.W., S.W. 16th to S.W. 31st Street Meeting Date: June 27, 1995, 9:00 a.m. Location: City of Renton Subject: Consultant Agreement No. CAG 103-91 Work Order Authorization No. 4 Submitted by: Pete Smith, June 28, 1995 Attended: Bob Mahn, City of Renton, Project Manager Harold Adams, City of Renton(first part of meeting) Scott Woodbury, City of Renton(second part of meeting) Pete Smith, HNTB Gerald Dorn, HNTB Jim Aronsohn, HNTB The first part of the meeting was held to review City Comments on the June 2, 1995 structures "Conceptual Alternative Study" prior to City submittal of written comments. The second part of the meeting discussed project design issues related to the ongoing Green River Valley drainage plan. 1. Harold Adams asked how the south bridge(Conceptual Alternative Study Figure 6)would be constructed over the wetland area. Gerry Dorn replied that a pile driver on a boom would have a reach of about 100 feet, sufficient to reach from the road. A temporary road may be needed for the north bridge(Boeing engineered wetland area). Gerry thought that with a 100-foot reach, pile driving equipment could be kept off the wetland. Harold emphasized the importance to stay out of the wetland and minimize construction disturbance. Jim Aronsohn noted that HNTB still need answers from resource agencies regarding allowable impact. He said that while King County requires six-feet clearance over high water to pass debris, the City of Renton has accepted a three-foot clearance at the Springbrook crossing due to the presence of upstream obstructions. Harold said the Springbrook clearance issues may not be as critical as the one-foot clearance used for the south structure. Jim said HNTB has proceeded on design based on HNTB's experience with agencies in the SR-18 project. 2. Gerry asked who controls the Boeing wetland from a regulatory standpoint. Bob Mahn said he would question Renton staff to get an answer on this. Bob thought that we must mitigate impacts to the Boeing wetland. Bob noted that FEMA uses a 100-year flood elevation of about 16 feet, while the City's modeling indicates that 13 feet is the 100-year level. FEMA has been informed of this but is not interested in changing at this time. Prior to the recent City modeling,the City required compensatory storage for projects affecting the FEMA 16-foot elevation floodway. Boeing's CSTC project was designed to this standard. City policy is changing to require storage only for impacts to the 13-foot City-modeled floodway. I:N52031proj-man\mm50627a.doc Printed 6/30/95 H1 AM City of Renton D FAA FT Meeting Minutes W.Oakesdale Avenue S. June 27, 1995 3. Harold Adams asked why the report bridge exhibits show pier shafts rather than columns. Gerry replied it was due to the requirement for short, closely-spaced columns which would not be economic to form. Harold said the shafts have added wetland impact. Gerry agreed and said the shafts could be cut back, similar to what is shown on the west side of the south bridge to keep away from the Metro 72- inch line. 4. When asked about the need for 2-and 3-row columns, Gerry said that soils did not permit single row columns. 5. The issue of the cost of non-structural items affected by structural depth was discussed. Harold said that embankment costs should be considered in the evaluation. HNTB agreed to include this. 6. Harold Adams asked about allowable structure skew. Gerry said WSDOT practice (Bridge Manual) is to limit bridge skew to 30 degrees because of edge girder cracking problems. An increased skew can be used if design takes care of the distribution of forces. An increased skew would place bridge columns closer to parallel with Springbrook Creek flow. 7. Harold asked about the span spacing on Bridge 2A, Alternative 2, Figure 14. Could the northernmost span be reduced? Jim replied the north abutment was set to place it ahead of a slope break and reduce the retaining wall size. Harold asked if different girder sizes can be used— specifically, why is a girder sized for a 100-foot span used for 80-foot span? Jim and Gerry noted that the use of consistent girder sizes simplifies design of bearing seats and allows design of a continuous live load superstructure. Expansion joints would be necessary if different beam sizes are used. Seismic forces are also not transferred as well. WSDOT practice is to keep member depths the same. 8. Harold Adams asked if the 120-foot girders shown for Bridge IA, Alternative 3 (Figure 10) would be difficult to transport and erect. Gerry replied that these sizes were not unusual and the unit costs for these girders reflected their transport and erection. 9. The discussion moved to organization of the Conceptual Alternative Study. Harold thought the study needed to identify the appropriate span length for each site and identify three appropriate and different types for the site rather than evaluating different span lengths for the same bridge type. The chief comment on the selection of alternatives for further study(Table 3)was that it didn't include the Decked Bulb-T(City selection for Monster Road). Harold agreed that given HNTB's cost information,the Bulb-T might be eliminated after evaluation. Harold gave examples of the use of this type in Alaska and noted that both Concrete Tech and WSDOT had reviewed the plans without commenting on higher cost or other problems. Gerry said that the Decked Bulb-T is not used in this area for bridge construction, it would likely have higher long term maintenance costs than the recommended pre-cast girder, and its costs were about 15 percent higher. Harold commented that the P.C. girder would require formwork which would require access from the ground for removal and possibly some cost to repair the wetland. It was agreed that HNTB should continue investigation of Decked Bulb-T costs through contractors experienced with them. Harold reported that INCA estimated a cost of$80 per square foot for the Bulb-T bridge. 10. The use of columns in the waterway was discussed. Columns could be preferable to pier shafts to reduce scour and flow impacts. Bob Mahn wanted to know if the cost difference would be significant (see above paragraph number 3). Gerry though it wouldn't given the structure height. 1:115203\proi-man\mm50627a.doc Page 2 of 5 Printed 6/30/95 9:01 AM City of Renton Meeting Minutes Oakesdale Avenue S.W. DRAFT June 27, 1995 11. Harold asked if wing walls could be used to reduce structure length. Gerry said it can be done. 12. Gerry asked how constrained the project was regarding structure costs? Can higher cost option be used to achieve aesthetic or environmental benefits? Harold Adams said that cost may not be as important as indicted by Table 5 —appearance and wetlands clearance are also important. Bob Mahn said appearance will be important near Boeing buildings. The weights used in Table 5 may need to be revised so that aesthetics are given more weight. Embankment costs should also be considered. 13. Harold Adams said the structure types evaluated for the south bridge are OK as is, but the north bridge should evaluate three types (including Decked Bulb-T) for a single span length. He asked if an 80-foot span is sufficient to clear the waterway. Jim replied that it is adequate at ordinary high water. Bob said that hydrologic analysis may need to be done as part of the type selection. He showed a figure (no. 2) from the R.W. Beck ESGRWP showing a new channel cross-section through the north bridge area. He reported that City modeling of the new channel would be completed next month. 14. There was a discussion of the roadway cross section shown for the south structure (58 feet curb-to- curb including a center median). It was agreed that the structure should carry four 11-foot lanes plus two five-foot bicycle lanes for a total curb-to-curb width of 54 feet. Some widening may be needed on the north to provide a northbound left turn lane at S.W. 27th Street. 15. Harold Adams asked that we check the Oakesdale profile at the S.W. 16th Street south approach. As shown, there would be a warp in S.W. 16th Street at the south curb line up to the Oakesdale centerline. 16. The first part of the meeting ended with an agreement that HNTB would not begin revising the Conceptual Alternative report until written comments are received from the City. Harold Adams left and Scott Woodbury joined for the second part of the meeting. 17. Bob Mahn asked if our most recent survey included the Boeing stormwater vault in the Alternative A alignment at Springbrook Creek. Pete Smith answered probably not--we are relying on the Boeing as- builts that have not yet been provided. Pete will check with Rick Kittler. 18. Jim Aronsohn asked who the permitting agency was for the Boeing wetland work. Scott Woodbury said he was not with the City at that time. Bob Mahn will check with Lenora Blauman. 19. Bob Mahn asked Scott Woodbury if the 13-foot elevation used for the 100-year floodway is subject to change. Scott replied that it will be lower after improvement are built. Reference was made to an April 6, 1995 FEMA memo where they declined to presently consider lowering the 16-foot elevation based on the City's new modeling. Scott noted that the FEMA elevation was based on CH2M Hill work prior to a major increase in Black River pump station capacity, stream improvements, and increases in Grady Way culvert capacity. Scott said the City's recommended hydraulic improvements to Springbrook will occur in 1997 with the first improvements made to the S.W. 16th to S.W. 27th Street section. 20. Pete Smith asked what effects the channel improvements would have on normal high water elevations. Scott said lower normal high water is likely, but there is no way to tell since this is not modeled. 1115203"-man1mm50621a.doc Page 3 of 5 Printed 6/30/95 9:01 AM City of Renton Meeting Minutes Oakesdale Avenue S.W. DRAFT June 27, 1995 21. The City would like to see the effects of bridge columns on channel hydraulics modeled and will have their channel model and results available in three weeks for HNTB's use. Pete Smith said he would talk to Alan Black to see what the status of the HNTB model is and what would be involved in modeling bridge column effects. Scott said with the modeling results,the City would look at the costibenefit of a restricted channel versus the cost of a wider structure. It was noted that the proximity of the Boeing wetlands and improvements and limits in relocating the north bridge abutment due to the proximity of S.W. 16th Street may constrain channel improvements. 22. Jim Aronsohn asked if there was documentation of the decision to reduce the typical two-foot clearance requirement between the wetland water surface and bottom of structure to one-foot(south bridge). Scott said there was nothing except meeting minutes. Permits will be through Renton rather than King County. Renton controls required wetland clearances. Scott also noted that the water surface of the wetland crossed by the south bridge is controlled by water passing over or through a berm to a wetland to the west. There was an issue raised however of the possibility of providing compensatory 100-year flood storage for storage displaced by bridge structure. a) Respond to meeting comment after written comments are received. [16] b) Determine effort to model bridge piers in Springbrook channel. Inform City as to whether this can be done within existing budget for hydrologic analysis. This work would not be done until after receipt of City's channel model in the third week of July. [21] c) Add consideration of embankment costs to the structures types evaluations. [5] d) Consider altering bridge skew to reduce impact on Springbrook flow. (Note: this may not be necessary for the Concepts report.) [6] e) Obtain additional cost data for the Decked Bulb-T alternative for the north bridge. Data should be from contractors with experience with this bridge type. [9] f) Consider use of bridge columns rather than pier shafts in waterway. Changes to report exhibits are not necessary. The column option will be discussed in the text. [10]. g) Evaluate use of wingwalls to reduce structure length. [11] h) Revise evaluation Table 5 to increase importance of bridge aesthetic. [12] i) South bridge curb-to-curb cross section will be 54 feet. Add this note to report text but do not change drawings. [15] j) Determine if stormwater vault at north bridge has been surveyed. Provide this information to Bob Mahn. 17] Gity of Renton Aetion Rents inumbe-r-in- br-Fiekets mfer-q to Fabove paragraph numbers] a) Complete review and provide written comments on Conceptual Alternative Study 1:115203yxq-man1mm50627a.doc Page 4 of 5 Printed 6130/95 9:01 AM City of Renton Meeting Minutes DRAFTOakesdale Avenue S.W. June 27, 1995 b) Set up meeting wit resource agencies (Corps of Engineers and Department of Ecology), City staff, and HNTB to discuss wetlands issues. [1, 2] c) Determine who has regulatory authority and will set mitigation requirements for Boeing engineered wetlands. [2] ' d) Provide HNTB with model of proposed Springbrook Creek channel modification by third week of July. [21] .... .... .NT-B . : :. .... . . . : ; .:c H. I lolls cc: Bob Mahn, Renton Rick Kittler, HNTB Jerry Dorn, HNTB Jim Aronsohn, HNTB Alan Black, HNTB Project Book 15203 correspondence file h152030xro-manWm5W7a.dw Page 5 of 5 Printed 6/30/95 9:01 AM Table 2 } Summary of Peak Flaws and Water Surface Elevations Current and Future Land Use Conditions 4(,I rj Wlth Connecting Channel(Grady Way to SW 16th Street)Conswcted and In-Place 2-Yr Cur.Flow 2-Yr Fut.Flow 10-Yr Cur.Flow 10-Yr For.Flow 25-Yr Cur.Flow 25-Yr Fut.Flow 25-Yr Cur.Flow 25-Yr Fut.Flow 100-Yr Cur.Flow 100-Yr Fut.Flow 100-Yr Cur.Flow 100-Yr Fut.Flow Roadway Conveyance Conveyance Storage Storage Conveyance Conveyance Storage Sto. rage Top Elev. Location/Discripdon Flow Elev Flow Elev Flow Elev Flow Elev Flow Elcv Flow Elev Flow Elcv Flow Elev Flow Elev Flow Elev Flow Elev Flow Elev crs feet Cf3 fttl cis feel (Cfs) (reel Cf3 feel Cf3) (feet) (C fS) (feet (ck) (feet) CfS (feet) (cfs) (feet) (C rS) (feet) cfs) feet) Panther Creek u/s of Wetland 61 60.6 83 86 90 96 33 34 170 166 83 92 Rolling Hills Creek at Renton 66 20.33 67 20.34 88 20.73 89 20.74 93 20.80 102 20.94 35 19.63 36 19.66 167 21.77 174 21.84 89 20.73 99 20.89 Shopping Center Cult'.Outlet Roiling Hills u/s 132'culvert 66 16.59 86 16.59 88 16.87 89 16.92 93 16.90 102 17.02 35 16.26 36 16.27 167 17.83 174 17.85 89 16.82 99 16.94 PCW north outlet 44.5 14.66 44.8 14.67 64 15.41 70 15.62 75 15.78 81 16.00 32 14.13 32 14.13 100 16.98 98 17.01 57 15.13 68 15.52 Springbrook Creek DRPS outflow 530 719 723 1016 871 1086 480 960 1049 1219 1330 1700 BAPS innow 0A 531 3.91 721 3.84 726 3.84 1017 4.04 875 3.87 1090 4.06 311 4.44 465 5.64 I049 4.05 1220 4.09 734 8.37 1148 12.96 Grady Way u/s 1�050 454 5.74 585 6.24 650 6.34 901 7.08 783 6.73 955 7.22 271 4.90 414 5.73 939 7.18 1107 7.58 638 9.52 1042 12.99 SW 16thStreet 5936 453 6.46 574 6.99 649 7.11 894 7.82 781 7.5 948 7.95 271 5.61 409 6.27 938 7.93 1103 8.31 576 8.6 948 13 Confluence of North 60"SS 8 8 449 9.61 565 9.53 646 9.66 889 10.74 777 10.03 942 10.95 269 7.33 404 8.33 934 10.91 1094 11.51 570 9.64 932 13.14 Confluence of P-9 10 395 9.61 523 10.33 574 10.70 $09 11.81 686 11.31 843 12.01 234 - 8.29 361 9.35 823 11.95 990 12.77 503 10.41 809 13.27 SW 27th u/s 1015 3S 17.9 385 10.26 516 11.43 571 11.97 812 13.97 681 12.94 831 14.26 227 8.78 351 9.96 827 14.16 994 15.62 492 11.37 776 14.27 SW 34th u/s 17A-65 14.9 340 10.95 565 12.81 560 13.28 841 15.30 641 14.50 845 15.38 195 9.31 309 10.61 887 15.37 1225 16.05 491 12.35 852 15.19 Oaksciale d/s 15 7_?r 17.1 340 11.61 562 13.40 563 13.76 843 15.86 644 14.89 849 15.94 195 10.06 311 11.29 891 15.97 1230 16.89 489 12.94 855 15.77 Oaksdale u/s l Tj 1+1 8 17.1 323 11.97 524 14.21 526 14.60 786 17.32 603 16.00 797 17.36 183 10.15 292 11.49 833 17.40 1172 17.88 463 13.58 799 17.20 SW 43rd d/s 1"I 2-0 QI 22.9 320 12.48 523 14.65 524 14.97 791 17.58 601 16.27 794 17.62 191 10.90 290 12.15 829 17.69 1159 18.34 459 14.05 794 17.58 SW 43rd u/s 22.9 320 12.59 523 14.81 524 15.12 781 18.06 601 16.47 794 18.12 181 11.01 290 12.26 829 18.24 1159 19.46 459 14.19 795 18.08 FAX TRA MITTAL MEMO n + IBM r t-- wo BuR't f Cor.tpa �0° SW 7th St '" 2-2 7-S'rY 7 l7ee 7 J J �s L_ aro 41M SIM SA' 16th S1 sera SW 13;n 4 b Su' L1at G 330 �>e Y 7 fan- IOUs IaSls 1 s — SM/ 27tR St ++sas 11733 e B v O += tN 34th St Ip _, +J07e L + IOU. ISWI / 16 1 Ike SW tilt Si. Note_ Cra- secdon k=ticna and exierte are opomodmato. Ikad°° le°atian and .idth of on= seet,°r+a mn be 1 :se SW 43M St determined from the HEG-2 61Du, fife. East Side Green River Watershed Project 1 HEC-2 Cross Sections AVeroxlmoh aoolr, northwest hydraulic consultants Figure 2 HOWARO NEEDLES TAMMEN a 6ERGENOOFF, INC. (AN)1081b A,rnue,N.1, ARCHITECTS ENGINEERS PLANNERS Suite 405 Balwmc, 4 4 bingtun 9H(K)4 May 23, 1995 (206)455-3555 /AS(206)453--91?9 City of Renton Surface Water Utility Planning/Building/Public Works Department 200 Mill Avenue South Renton,Washington 98055 Attention: Scott Woodbury Reference: Oakesdale Avenue-SW 16th Street to SW 31st Street Consultant Agreement No. CAG 103-91 Work Order Authorization No. 4 Hydraulic Impact Study for New Bridge Crossing over Springbrook Creek Dear Scott: HNTB Corporation has completed the production of a base HEC-2 model to be applied for the referenced project. As I noted on the telephone, this new model is giving higher water surface elevations than those shown in the R. W. Beck"Transmittal of FEQ Production"letter dated April 6, 1995. The HEC-2 model was copied from the FUT-FIM.112I file that you provided. This model was changed to include QT-cards for twelve flow/backwater conditions. Flows and starting water surface elevations were taken from Table 2 of the R. W. Beck letter. All twelve conditions are included. 1. Current 2-year frequency 2. Current 10-year frequency. 3. Current 25-year frequency, Conveyance 4. Current 100-year frequency, Conveyance 5. Current 25-year frequency, Storage 6. Current 100-year frequency, Storage Runs 7 through 12 reflect the same series for the Future Flow Conditions. As you will see from our results,the HEC-2 model gives higher water surface elevations at most locations along Springbrook Creek. Only SW 16th Street water surfaces were lower. Please review the attached HEC-2 output to be sure that the deviation from FEQ output is within the range that was expected. We intend to use this HEC-2 model for backwater impact assessment and mitigation p y. Since we will be checking for relative increases in water surface,this HEC-2 model is expected to yield conservative results. It should be noted that the storm sewer backwater analysis and the bridge clearance calculations will use the FEQ model results since it gives the most accurate output. Flood storage impact will still be based on official FEMA floodplain maps. Scott Woodbury May 23, 1995 Page 2 Thank you for your help with interpretation of details in the R.W. Beck letter. We look forward to receiving the Monster Road Bridge Hydraulic Impact Study which we will use as an example for our continued efforts. Please call if there are any questions or comments relating to the attached HEC-2 model. Sincerely, HOWARD NEEDLES TAMMEN&BERGENDOFF Alan D. Black ADB:la Attachment cc: Bob Mahn,Project Manager File 15203-PL-014 LAI52o3\proj-manUt5o523A doc CITY OF RENTON Planning/Building/Public Works Department Earl Clymer, Mayor Gregg Zimmerman P.E.,Administrator a p RC, N0WN r June 7, 1995 HNTB-SEATTLE Alan D. Black Howard Needles Tammen & Bergendoff 600 108th Avenue NE - STE 405 Bellevue, WA 98004 SUBJECT: OAKESDALE AVENUE EXTENSION PROJECT HYDRAULIC IMPACT STUDY FOR NEW BRIDGE CROSSING OVER SPRINGBROOK CREEK Dear Mr. Black: This letter is in response to your May 23, 1995 letter regarding your initial HEC-2 model results for the above-referenced project. I confirm that we expect the HEC-2 results to be different than that produced by the hydraulic model FEQ as documented in the R. W. Beck April 6, 1995 letter of FEQ results. This is because FEQ, as a non- steady state model, does a better job of simulating the complex hydraulics of the Springbrook Creek system, which includes pumping from the Black River Pump Station, backwater effects and reverse flow, and flood flow storage in the major wetlands in the valley. However, your HEC-2 results are within the expected range and your intent to use the HEC-2 model for backwater impact assessment and mitigation only is appropriate. Use of the FEQ results for storm drainage system backwater analysis and bridge clearance calculations, and use of the official FEMA maps for determining flood storage impact is also consistent with what we discussed with you previously. With regard to your transmittal I also have the following comments: • 1 discussed your HEC-2 results at SW 16th Street with Larry Karpack of Northwest Hydraulic Consultants, who worked on the construction of the original HEC-2 model that we provided to you. It is important to note that while the HEC-2 model results at this location were suitable for the original intended purpose of creating f-tables for the hydrologic model, HSPF, the results at this location should not be relied upon for other uses. This is illustrated by comparison of HEC-2 and FEQ results from SW 16th Street downstream to SW Grady Way. Along this reach, HEC-2 show a rise in the hydraulic grade line from SW 16th Street to SW Grady Way, while FEQ shows a decline. This is because at SW 16th Street the channel rapidly transitions from a narrow, confined channel to a wider, deeper improved channel, assuming that the connecting channel project presently under construction from SW Grady Way to 200 Mill Avenue South - Renton, Washington 98055 AT). Alan Black, Howard Needles Tammen & Bergendoff Oakesdale Avenue Extension Project-Hydraulic Impact Study Page 2 SW 16th Street is in place. HEC-2 does not do as good a job as FEQ at modeling this transition. However, where the Oakesdale Extension will cross Springbrook- - Creek upstream of SW 16th Street, the HEC-2 model is appropriate for how you intend to use it, especially as you will be adding additional channel sections at the road crossing. - • FEQ results at the confluence of the North 60" SS (SW 19th Street) are not directly comparable with HEC-2 output at cross section 8408 because they are at different locations. A section stationing of 7400 is more nearly comparable to the FEQ results at SW 19th Street. By interpolating between HEC-2 sections 6958 and 8408, FEQ is only 0.23' lower than HEC-2 for run 10 (future 100-year conveyance). hope that this information is helpful. We are starting the process of FEQ hydraulic modeling of conveyance improvement alternatives along the Springbrook Creek channel that may affect the Oakesdale Extension crossing. I am keeping Bob Mahn, Oakesdale Extension Project Manager, informed of our progress and will provide him with more definitive information on what these improvements may be as soon as these become available. Our schedule is to complete the hydraulic modeling of alternatives within the month of July 1995. If you have any questions or would like more information, please contact me at (206) 277-5547. Sincerely, u�CrV i Scott Woodbury, P.E., Project Manager Surface Water Utility H:DOCS:95-497:SW:ps CC: Ron Straka Bob Mahn ******************************************** *************************************** * HEC-2 WATER SURFACE PROFILES * * U.S. ARMY CORPS OF ENGINEERS * * * HYDROLOGIC ENGINEERING CENTER * Version 4.6.2; May 1991 * * 609 SECOND STREET, SUITE D * * * DAVIS, CALIFORNIA 95616-4687 * RUN DATE 24OCT95 TIME 11:42:34 (916) 756-1104 ******************************************** *************************************** X X XXXXXXX XXXXX XXXXX X X X X X X X X X X X X XXXXXXX XXXX X XXXXX XXXXX X X X X X X X X X X X X X XXXXXXX XXXXX XXXXXXX F CAL.OUT TON FUTURE ALTERNATIVE AA ROVEMENT CONDITIONS MODEL ation 240CT95 11:42:34 PAGE 1 THIS RUN EXECUTED 240CT95 11:42:34 ************************************* HEC-2 WATER SURFACE PROFILES Version 4.6.2; May 1991 ************************************* Future Conditions HEC-2 Model of Springbrook Creek between the BRPS and SW 43rd Street. Updated from calibration model to remove the sheet piles at the Grady Way box culvert, to revise Grady Way Box to show cleaned opening configuration And add I-405 Bupass Channel, and to include the City of Renton channel improvement Alternative 2 between SW 16th and SW 23rd St. Flow distribution per COR transmittal dated 10/13/95 Future Land-use, 100-Year Conveyance and Storage Events CALIBRATION MODEL 0.1 ***Upstream Face of BRPS 2300 ***Upstream end Of Forebay 3225 ***Downstream of SW 7th Street Bridge 4947 ***Downstream end of Grady Way Box 5348. ***I-405 5858. ***D/S SW 16th Street 5938. ***SCS 1 modified for ALt.2 6200 60, Downstream of the new Oakesdale crossing 6260 Downstream edge of the new Oakesdale crossing 6348 US edge of right bent and DS edge of Left bent 6430 Upstream edge of the new Oakesdale crossing 6500 70' Upstream of the new OakesdaLe crossing 6958. ***SCS 2 modified for ALt.2 8408. ***SCS 3 modified for ALt.2 9178. ***SCS 4 modified for ALt.2 (P-9 junction) 9338. ***SCS 5 9878. ***SCS 6 9928. ***SCS 7 9966. ***SCS 8 10011. ***SCS 9 10376. ***SCS 10 10421. ***SCS 11 D/S SW 27th Street 10535. *** SCS 12 U/S SW 27th Street 10595. *** SCS 13 11735. *** SCS 14 12775 *** SCS 15 12825 *** SCS 16 D/S SW 34th Street 12935 *** SCS 17 U/S SW 34th Street 12985 *** SCS 18 13935 *** SCS 19 14905 *** SCS 20 15275 *** SCS 21 D/S Side of OaksdaLe Avenue 15418 *** SCS 23 U/S side of OakesdaLe Avenue 15468 *** SCS 24 16288 *** SCS 25 17158 *** SCS 26 240CT95 11:42:34 PAGE 2 17208 *** SCS 27 D/S side of SW 43rd Street T1 EAST SIDE GREEN RIVER WATERSHED PLAN (ALT 2) T2 CALIBRATION MODEL 2-year future flows 23 Oct 1995 T3 Springbrook Creek ESGRWP HNTB Corporation J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ 2 0 0 0 0 0 0 4.4 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 1 -1 J3 VARIABLE CODES FOR SUMMARY PRINTOUT 38 8 1 42 37 7 43 45 J5 LPRNT NUMSEC ********REQUESTED SECTION NUMBERS******** -10 J6 IHLEQ ICOPY SUBDIV STRTDS RMILE 1 NC 0.10 0.10 0.035 0.1 0.3 QT 4 854 1228 1747 1216 X1 0.1 17 50.0 221.0 0.0 0.0 0.0 0.00 GR 26.00 0.0 24.00 16.0 22.00 25.0 20.00 30.0 18.00 33.0 GR 16.00 40.0 14.00 46.0 12.00 50.0 -8.50 52.0 -8.50 219.0 GR 12.00 221.0 14.00 230.0 16.00 235.0 18.00 241.0 20.00 245.0 GR 22.00 249.0 24.00 261.0 X1 170. 25 47.0 240.0 170.0 170.0 170.0 0.00 GR 16.00 0.0 14.00 5.0 12.00 9.0 10.00 33.0 8.00 39.0 GR 6.00 44.0 4.00 47.0 2.00 53.0 0.00 57.0 -2.00 63.0 GR -4.00 67.0 -4.75 68.0 -4.75 219.0 -4.00 220.0 -2.00 225.0 GR 0.00 230.0 2.00 234.0 4.00 240.0 6.00 246.0 8.00 253.0 ` GR 10.00 257.0 12.00 265.0 14.00 270.0 16.00 275.0 18.00 295.0 NH 5 0.1 88.0 0.035 367.0 0.1 520.0 0.035 619.0 0.1 NH 650.0 X1 225. 35 88.0 619.0 55.0 55.0 55.0 0.00 GR 16.00 0.0 14.00 40.0 12.00 48.0 10.00 70.0 8.00 76.0 GR 6.00 82.0 4.00 88.0 2.00 92.0 0.00 95.0 -2.00 105.0 GR -3.80 109.0 -3.75 260.0 -2.00 264.0 0.00 270.0 2.00 275.0 GR 4.00 367.0 6.00 370.0 8.00 375.0 10.00 380.0 12.00 385.0 GR 14.00 389.0 16.00 395.0 16.00 495.0 14.00 500.0 12.00 502.0 GR 10.00 505.0 8.00 510.0 6.00 515.0 4.00 520.0 4.00 619.0 GR 6.00 625.0 8.00 630.0 10.00 635.0 12.00 640.0 14.00 650.0 240CT95 11:42:34 PAGE 3 NC 0.1 0.1 0.035 X1 505. 18 171.0 616.0 280.0 280.0 280.0 0.00 GR 14.00 0.0 14.00 117.0 12.00 124.0 10.00 131.0 8.00 161.0 GR 6.00 166.0 4.00 171.0 2.00 176.0 0.00 185.0 0.00 194.0 GR 2.00 195.0 2.00 356.0 4.00 616.0 6.00 626.0 8.00 636.0 GR 10.00 646.0 12.00 656.0 14.00 666.0 X1 635. 20 55.0 250.0 130.0 130.0 130.0 0.00 GR 16.00 0.0 14.00 5.0 12.00 10.0 10.00 15.0 8.00 22.0 GR 8.00 45.0 6.00 50.0 4.00 55.0 2.00 60.0 0.00 70.0 GR 0.00 80.0 2.00 85.0 2.00 245.0 4.00 250.0 6.00 255.0 GR 8.00 260.0 10.00 268.0 12.00 273.0 14.00 279.0 16.00 285.0 NH 7 0.1 105.0 0.035 235.0 0.1 310.0 0.035 390.0 0.1 NH 431.0 0.035 532.0 0.1 580.0 X1 825. 43 105.0 532.0 190.0 190.0 190.0 0.00 GR 14.00 0.0 14.00 51.0 12.00 59.0 10.00 62.0 8.00 70.0 GR 8.00 92.0 6.00 99.0 4.00 105.0 2.00 109.0 0.00 118.0 GR 0.00 127.0 -2.00 130.0 0.00 140.0 2.00 145.0 2.00 195.0 GR 0.00 199.0 -2.00 202.0 -2.00 210.0 0.00 215.0 2.00 220.0 GR 2.00 225.0 4.00 235.0 4.00 310.0 2.00 318.0 2.00 330.0 GR 0.00 338.0 -2.00 340.0 -2.00 348.0 0.00 355.0 2.00 360.0 GR 2.00 375.0 4.00 390.0 4.00 431.0 2.00 438.0 2.00 530.0 GR 4.00 532.0 6.00 538.0 8.00 540.0 10.00 545.0 12.00 550.0 GR 14.00 560.0 16.00 565.0 18.00 580.0 NH 7 0.1 293.0 0.035 344.0 0.1 370.0 0.035 545.0 0.1 NH 557.0 0.035 656.0 0.1 705.0 X1 1035. 33 293.0 656.0 210.0 210.0 210.0 0.00 GR 14.00 0.0 14.00 230.0 12.00 237.0 10.00 243.0 8.00 253.0 GR 8.00 275.0 6.00 285.0 4.00 293.0 2.00 296.0 0.00 307.0 GR 0.00 317.0 2.00 325.0 2.00 333.0 4.00 344.0 4.00 370.0 GR 2.00 410.0 2.00 454.0 0.00 465.0 -2.00 480.0 -2.00 510.0 GR 0.00 521.0 2.00 540.0 4.00 545.0 4.00 557.0 2.00 570.0 GR 2.00 652.0 4.00 656.0 6.00 665.0 8.00 675.0 10.00 685.0 GR 12.00 690.0 14.00 695.0 16.00 705.0 NC 0.1 0.1 0.035 X1 1305. 20 82.0 252.0 270.0 270.0 270.0 0.00 GR 16.00 0.0 14.00 27.0 12.00 34.0 10.00 39.0 8.00 47.0 GR 8.00 67.0 6.00 75.0 4.00 82.0 2.00 87.0 0.00 92.0 GR 0.00 102.0 2.00 109.0 2.00 246.0 4.00 252.0 6.00 257.0 GR 8.00 264.0 10.00 270.0 12.00 273.0 14.00 282.0 16.00 302.0 NH 9 0.1 112.0 0.035 155.0 0.1 185.0 0.035 230.0 0.1 NH 320.0 0.035 345.0 0.1 378.0 0.035 545.0 0.1 660.0 X1 1615. 46 112.0 545.0 240.0 455.0 310.0 0.00 GR 16.00 0.0 16.00 50.0 14.00 55.0 12.00 65.0 10.00 69.0 GR 8.00 78.0 8.00 98.0 6.00 105.0 4.00 112.0 2.00 118.0 GR 0.00 125.0 0.00 133.0 2.00 140.0 2.00 150.0 4.00 155.0 GR 4.00 185.0 2.00 190.0 2.00 195.0 0.00 200.0 -2.00 205.0 GR -2.00 210.0 0.00 214.0 2.00 220.0 2.00 225.0 4.00 230.0 GR 4.00 320.0 2.00 328.0 2.00 335.0 4.00 345.0 4.00 378.0 240CT95 11:42:34 PAGE 4 GR 2.00 390.0 2.00 400.0 0.00 415.0 -2.00 420.0 -2.00 525.0 GR 0.00 530.0 2.00 535.0 4.00 545.0 6.00 552.0 8.00 568.0 GR 10.00 585.0 12.00 595.0 14.00 608.0 16.00 620.0 18.00 635.0 GR 20.00 660.0 NH 9 0.1 109.0 0.035 149.0 0.1 159.0 0.035 446.0 0.1 NH 481.0 0.035 531.0 0.1 736.0 0.035 931.0 0.1 991.0 X1 1715. 69 109.0 931.0 30.0 380.0 100.0 0.00 GR 16.00 0.0 16.00 49.0 14.00 51.0 12.00 60.0 10.00 66.0 GR 8.00 72.0 8.00 91.0 6.00 101.0 4.00 109.0 2.00 111.0 GR 0.00 119.0 0.00 129.0 2.00 136.0 2.00 141.0 4.00 149.0 GR 4.00 159.0 2.00 163.0 2.00 179.0 0.00 186.0 -2.00 196.0 GR -2.00 251.0 0.00 261.0 2.00 271.0 2.00 296.0 0.00 306.0 GR 2.00 319.0 2.00 406.0 0.00 411.0 2.00 426.0 2.00 441.0 GR 4.00 446.0 4.00 481.0 2.00 491.0 2.00 501.0 0.00 506.0 GR -2.00 510.0 -2.00 520.0 0.00 523.0 2.00 529.0 4.00 531.0 GR 6.00 536.0 8.00 537.0 10.00 541.0 12.00 546.0 14.00 551.0 GR 16.00 591.0 18.00 646.0 18.00 696.0 16.00 701.0 14.00 711.0 GR 12.00 716.0 10.00 721.0 8.00 726.0 6.00 731.0 4.00 736.0 GR 2.00 741.0 0.00 746.0 -2.00 751.0 -2.00 919.0 0.00 921.0 GR 2.00 926.0 4.00 931.0 6.00 939.0 8.00 941.0 10.00 950.0 GR 12.00 953.0 14.00 959.0 16.00 963.0 18.00 991.0 NC 0.1 0.1 0.035 X1 1835. 27 108.0 578.0 45.0 200.0 120.0 0.00 GR 16.00 0.0 16.00 45.0 14.00 50.0 12.00 58.0 10.00 62.0 GR 8.00 70.0 8.00 90.0 6.00 100.0 4.00 108.0 2.00 112.0 GR 0.00 118.0 0.00 129.0 2.00 134.0 2.00 540.0 0.00 545.0 GR -2.00 550.0 -2.00 568.0 0.00 570.0 2.00 575.0 4.00 578.0 GR 6.00 584.0 8.00 590.0 10.00 595.0 12.00 600.0 14.00 608.0 GR 16.00 615.0 18.00 840.0 X1 1950. 21 165.0 405.0 70.0 150.0 115.0 0.00 GR 16.00 0.0 16.00 100.0 14.00 110.0 12.00 115.0 10.00 120.0 GR 8.00 130.0 8.00 150.0 6.00 160.0 4.00 165.0 2.00 170.0 GR 0.00 180.0 0.00 190.0 2.00 195.0 2.00 400.0 4.00 405.0 GR 6.00 410.0 8.00 414.0 10.00 420.0 12.00 425.0 14.00 430.0 GR 16.00 500.0 NC 0.05 0.05 0.035 From RW Beck - X1 2300. 10 58.0 130.0 310.0 420.0 350.0 0.00 GR 16.90 0.0 8.60 25.0 8.60 43.0 3.60 58.0 -0.40 70.0 GR -0.40 78.0 1.60 84.0 1.60 124.0 3.60 130.0 11.60 154.0 X1 2780. 10 58.0 130.0 540.0 410.0 480.0 0.00 - GR 16.90 0.0 8.60 25.0 8.60 43.0 3.60 58.0 0.20 68.2 GR 0.20 79.8 1.60 84.0 1.60 124.0 3.60 130.0 11.60 154.0 240CT95 11:42:34 PAGE 5 X1 3225. 10 39.0 111.5 440.0 470.0 445.0 0.00 GR 12.20 0.0 9.20 6.0 9.20 24.0 3.80 39.0 0.30 50.0 GR 0.30 61.0 1.80 65.5 1.80 105.5 3.80 111.5 10.80 132.5 X1 3259. 34.0 34.0 34.0 0.00 X1 3309. 10 55.5 127.5 50.0 50.0 50.0 0.00 GR 18.80 0.0 8.80 22.5 8.80 40.5 3.80 55.5 0.30 66.0 GR 0.30 77.0 1.80 81.5 1.80 121.5 3.80 127.5 17.13 163.5 X1 4079. 10 55.5 127.5 750.0 790.0 770.0 0.00 GR 19.00 0.0 9.00 22.5 9.00 40.5 4.00 55.5 0.60 65.7 GR 0.60 77.6 2.00 81.5 2.00 121.5 4.00 127.5 17.33 163.5 X1 4544. 10 55.5 127.5 465.0 465.0 465.0 0.00 GR 19.00 0.0 9.00 22.5 9.00 40.5 4.00 55.5 1.90 61.8 GR 1.90 81.2 2.00 81.5 2.00 121.5 4.00 127.5 17.33 163.5 X1 4635. 91.0 91.0 91.0 0.00 X1 4660. 8 58.2 133.8 25.0 25.0 25.0 0.00 GR 19.00 0.0 9.00 30.0 9.00 45.0 4.60 58.2 2.60 64.2 GR 2.60 127.8 4.60 133.8 13.00 165.0 X1 4712. 52.0 52.0 52.0 0.00 X1 4774. 12 50.0 122.0 62.0 62.0 62.0 0.00 GR 16.00 0.0 8.33 23.0 8.33 35.0 3.33 50.0 1.33 56.0 GR 1.33 70.0 1.10 70.7 1.10 85.3 1.33 86.0 1.33 116.0 GR 3.33 122.0 16.00 160.0 X1 4838. 14 45.1 144.9 64.0 64.0 64.0 0.00 GR 16.00 0.0 16.00 45.0 2.00 45.1 2.00 67.0 2.00 71.5 GR 2.00 73.0 1.00 76.0 1.00 90.0 2.00 93.0 2.00 131.5 GR 2.00 136.0 2.00 144.9 16.00 145.0 16.00 225.0 NC 0.3 0.5 X1 4947. 10 45.1 108.9 109.0 109.0 109.0 0.00 GR 16.00 0.0 16.00 45.0 2.00 45.1 2.00 55.0 1.00 58.0 GR 1.00 72.0 2.00 75.0 2.00 108.9 16.00 109.0 16.00 189.0 ` NC 0.011 X1 4950. 30 45.1 108.9 3.0 3.0 3.0 0.00 X3 10 0.0 0.0 BT 26 0.0 18.0 16.0 45.0 18.0 16.0 45.1 18.0 2.00 BT 47.5 18.0 2.0 47.51 18.0 14.1 58.5 18.0 14.1 58.51 BT 18.0 1.0 59.5 18.0 1.0 59.51 18.0 14.1 70.5 18.0 BT 14.1 70.51 18.0 1.0 71.5 18.0 1.0 71.51 18.0 14.1 BT 82.5 18.0 14.1 82.51 18.0 2.0 83.5 18.0 2.0 83.51 BT 18.0 14.1 94.5 18.0 14.1 94.51 18.0 2.0 95.5 18.0 BT 2.0 95.51 18.0 14.1 106.5 18.0 14.1 106.51 18.0 2.0 BT 108.9 18.0 2.0 109.0 18.0 16.0 189.0 18.0 16.0 GR 16.00 0.0 16.00 45.0 2.00 45.1 2.00 47.5 2.0 47.51 240CT95 11:42:34 PAGE 6 GR 2.0 55.0 1.0 58.0 1.0 58.50 1.0 58.51 1.0 59.5 GR 1.0 59.51 1.0 70.5 1.0 70.51 1.00 71.5 1.0 71.51 GR 1.00 72.0 2.00 75.0 2.0 82.5 2.0 82.51 2.0 83.5 GR 2.0 83.51 2.00 94.5 2.0 94.51 2.0 95.5 2.0 95.51 GR 2.0 106.5 2.00 106.51 2.00 108.9 16.00 109.0 16.00 189.0 QT 4 741 1098 1498 1087 X1 5050. 30 45.1 108.9 100.0 100.0 100.0 0.00 X3 10 0.0 0.0 BT 26 0.0 18.0 16.0 45.0 18.0 16.0 45.1 18.0 2.00 BT 47.5 18.0 2.0 47.51 18.0 14.1 58.5 18.0 14.1 58.51 BT 18.0 1.0 59.5 18.0 1.0 59.51 18.0 14.1 70.5 18.0 BT 14.1 70.51 18.0 1.0 71.5 18.0 1.0 71.51 18.0 14.1 BT 82.5 18.0 14.1 82.51 18.0 2.0 83.5 18.0 2.0 83.51 BT 18.0 14.1 94.5 18.0 14.1 94.51 18.0 2.0 95.5 18.0 BT 2.0 95.51 18.0 14.1 106.5 18.0 14.1 106.51 18.0 2.0 BT 108.9 18.0 2.0 109.0 18.0 16.0 189.0 18.0 16.0 GR 16.00 0.0 16.00 45.0 2.00 45.1 2.00 47.5 2.0 47.51 GR 2.0 55.0 1.0 58.0 1.0 58.50 1.0 58.51 1.0 59.5 GR 1.0 59.51 1.0 70.5 1.0 70.51 1.00 71.5 1.0 71.51 GR 1.00 72.0 2.00 75.0 2.0 82.5 2.0 82.51 2.0 83.5 GR 2.0 83.51 2.00 94.5 2.0 94.51 2.0 95.5 2.0 95.51 GR 2.0 106.5 2.00 106.51 2.00 108.9 16.00 109.0 16.00 189.0 X1 5100. 30 45.1 108.9 50.0 50.0 50.0 0.00 X3 10 0.0 0.0 BT 26 0.0 18.0 16.0 45.0 18.0 16.0 45.1 18.0 2.00 BT 47.5 18.0 2.0 47.51 18.0 14.1 58.5 18.0 14.1 58.51 BT 18.0 1.0 59.5 18.0 1.0 59.51 18.0 14.1 70.5 18.0 BT 14.1 70.51 18.0 1.0 71.5 18.0 1.0 71.51 18.0 14.1 BT 82.5 18.0 14.1 82.51 18.0 2.0 83.5 18.0 2.0 83.51 BT 18.0 14.1 94.5 18.0 14.1 94.51 18.0 2.0 95.5 18.0 BT 2.0 95.51 18.0 14.1 106.5 18.0 14.1 106.51 18.0 2.0 BT 108.9 18.0 2.0 109.0 18.0 16.0 189.0 18.0 16.0 GR 16.00 0.0 16.00 45.0 2.00 45.1 2.00 47.5 2.0 47.51 GR 2.0 55.0 1.0 58.0 1.0 58.50 1.0 58.51 1.0 59.5 GR 1.0 59.51 1.0 70.5 1.0 70.51 1.00 71.5 1.0 71.51 GR 1.00 72.0 2.00 75.0 2.0 82.5 2.0 82.51 2.0 83.5 GR 2.0 83.51 2.00 94.5 2.0 94.51 2.0 95.5 2.0 95.51 GR 2.0 106.5 2.00 106.51 2.00 108.9 16.00 109.0 16.00 189.0 X1 5143. 29 47.5 108.9 43.0 43.0 43.0 0.00 BT 26 0.0 18.0 16.0 45.0 18.0 16.0 45.1 18.0 2.00 BT 47.5 T8.0 2.0 47.51 18.0 14.1 58.5 18.0 14.1 58.51 BT 18.0 1.0 59.5 18.0 1.0 59.51 18.0 14.1 70.5 18.0 BT 14.1 70.51 18.0 1.0 71.5 18.0 1.0 71.51 18.0 14.1 BT 82.5 18.0 14.1 82.51 18.0 2.0 83.5 18.0 2.0 83.51 BT 18.0 14.1 94.5 18.0 14.1 94.51 18.0 2.0 95.5 18.0 BT 2.0 95.51 18.0 14.1 106.5 18.0 14.1 106.51 18.0 2.0 BT 108.9 18.0 2.0 109.0 18.0 16.0 189.0 18.0 16.0 GR 18.00 0.0 18.00 45.0 2.00 45.1 2.00 47.5 2.0 47.51 GR 2.0 58.0 2.0 58.50 2.0 58.51 2.00 59.5 0.09 59.51 GR 0.09 70.5 2.0 70.51 2.00 71.5 2.0 71.51 2.00 72.0 GR 2.00 75.0 2.0 82.5 2.0 82.51 2.0 83.5 2.0 83.51 240CT95 11:42:34 PAGE 7 GR 2.0 94.5 2.0 94.51 2.0 95.5 2.0 95.51 2.0 106.5 GR 14.10 106.51 18.00 108.9 18.00 109.0 18.00 189.0 NC 0.05 0.05 0.035 0.1 0.3 X1 5268. 17 158.0 254.7 80.0 125.0 125.0 GR 19.90 0.0 17.40 72.2 14.90 133.8 11.90 140.4 6.20 158.0 GR -0.45 159.2 -0.45 173.1 0.25 182.0 3.40 183.5 5.00 187.6 GR 2.62 194.7 2.62 199.7 0.12 207.2 0.12 219.2 2.62 226.74 GR 2.62 254.7 14.00 254.8 X1 5348. 39 138.9 306.9 60.0 90.0 80.0 0.00 GR 26.00 0.0 24.20 11.0 15.90 34.2 15.30 40.5 30.00 40.5 GR 30.00 42.0 15.30 42.0 15.20 51.4 15.30 91.4 30.00 91.4 GR 30.00 92.9 15.30 92.9 14.90 123.4 30.00 123.4 30.00 124.9 GR 14.90 124.9 14.00 138.9 3.20 144.4 0.78 147.2 0.78 157.8 GR 1.88 171.5 3.08 174.0 5.40 174.8 30.00 174.8 30.00 176.3 GR 7.10 176.3 8.30 178.1 21.20 206.5 22.30 213.2 25.10 215.0 GR 24.50 226.6 24.50 247.0 2.12 247.1 2.12 259.0 0.12 259.1 GR 0.12 271.0 2.12 271.1 2.12 306.9 24.50 307.0 X1 5393. 39 112.5 306.9 45.0 45.0 45.0 0.00 GR 24.60 0.0 23.60 5.7 16.20 28.1 15.40 35.1 30.00 35.1 GR 30.00 36.6 15.40 36.6 15.20 44.3 14.60 85.0 30.00 85.0 GR 30.00 86.5 14.60 86.5 14.30 96.2 8.00 112.5 1.50 116.5 GR 30.00 116.5 30.00 118.0 1.50 118.0 0.49 123.0 2.10 131.6 GR 1.30 144.6 3.30 146.2 4.20 152.8 6.00 158.5 11.50 165.7 GR 12.00 167.8 30.00 167.8 30.00 169.3 12.00 169.3 23.00 189.1 GR 24.60 203.1 24.50 247.0 2.12 247.1 2.12 259.0 0.12 259.1 GR 0.12 271.0 2.12 271.1 2.12 306.9 24.50 307.0 X1 5438. 37 108.9 306.9 45.0 45.0 45.0 0.00 GR 22.50 0.0 21.50 4.8 16.20 18.5 15.70 36.6 30.00 36.6 GR 30.00 38.1 15.70 38.1 14.80 83.7 30.00 83.7 30.00 85.2 GR 14.80 85.2 14.50 108.9 4.20 117.0 30.00 117.0 30.00 118.5 GR 4.20 118.5 1.60 121.4 0.20 129.9 3.70 143.1 4.10 144.6 GR 5.70 152.5 6.00 165.6 11.40 167.8 30.00 167.8 30.00 169.3 GR 11.40 169.3 14.80 176.4 22.30 195.4 23.20 204.4 24.50 247.0 GR 2.12 247.1 2.12 259.0 0.12 259.1 0.12 271.0 2.12 271.1 GR 2.12 306.9 24.50 307.0 X1 5550. 18 91.3 201.3 116.0 24.0 40.0 GR 15.60 0.0 15.40 67.0 9.20 83.7 4.10 91.3 2.72 92.4 GR 0.32 96.7 0.32 103.1 0.80 110.3 2.70 114.1 5.70 119.6 GR 8.00 125.3 2.66 141.3 2.66 162.8 0.16 170.3 0.16 182.3 GR 2.66 189.8 2.66 201.3 15.60 201.4 X1 5773. 9 18.8 65.9 216.0 230.0 223.0 0.00 GR 12.00 0.0 2.62 18.8 2.62 28.0 0.12 35.5 0.12 47.5 GR 2.62 55.0 2.62 60.0 2.62 65.9 16.00 66.0 240CT95 11:42:34 PAGE 8 NC 0.3 0.5 x1 5830. 10 6 75 57 57 57 GR 16 0 6.73 0.1 4.73 6 2.73 12 2.73 40.5 GR 0.23 48 0.23 60 2.73 67.5 2.73 75 16.0 75.1 X1 5838. 8 0.1 60 8 8 8 X3 10 0.0 0.0 17.0 17.0 GR 16 0 2.74 0.1 2.74 28.5 0.24 36 .24 48 GR 2.74 55.5 2.74 60 16 60.1 SB 1.05 1.6 2.5 500 60.0 784.4 X1 5898. 8 .1 60 60.0 60.0 60.0 X2 1 15.0 17.0 X3 10 0.0 0.0 17.0 17.0 GR 16 0 2.74 0.1 2.74 28.5 0.24 36 .24 48 GR 2.74 55.5 2.74 60 16 60.1 Begin HNTB modifications for incorporation of City of Renton Channel Alt.2 OT 4 733 1088 1488 1085 NH 5 0.075 0.9 0.050 47.5 0.035 74.5 0.050 123.2 0.075 NH 130.0 X1 5938. 10 47.5 74.5 40.0 40.0 40.0 0.00 GR 15.80 0.0 15.9 0.9 3.7 37.5 3.7 47.5 1.2 55 GR 1.2 67 3.7 74.5 3.7 84.5 16.6 123.2 16.6 130 NC 0.1 0.3 X1 6038. 10 47.5 74.5 100.0 100.0 100.0 GR 15.80 0.0 15.9 0.9 3.7 37.5 3.7 47.5 1.2 55 GR 1.2 67 3.7 74.5 3.7 84.5 16.6 123.2 16.6 130 6200 601 Downstream of the new Oakesdale crossing NC 0.1 0.3 NH 5 0.075 737 0.050 786.5 0.035 813.5 0.050 864.0 0.075 NH 900.0 X1 6200. 25 786.5 813.5 162.0 162.0 162.0 GR 18 700 16 737 14 745.6 7.87 764.0 7.83 764.1 GR 4.37 774.5 4.33 774.6 3.7 776.5 3.7 786.5 1.2 794 GR 1.2 806 1.67 807.4 1.71 807.5 3.7 813.5 3.7 818.9 GR 3.7 819 3.7 823.5 8.83 838.9 8.87 839 11.04 845.5 GR 11.08 845.6 13.84 853.9 13.88 854 17 864 17 900 ` 6260 Downstream edge of the new Oakesdale crossing X1 6260. 60.0 60.0 60.0 6348 US edge of right bent and DS edge of left bent X1 6348. 88.0 88.0 88.0 6430 Upstream edge of the new 0akesdale crossing 240CT95 11:42:34 PAGE 9 X1 6430. 82.0 82.0 82.0 6500 701 Upstream of the new Oakesdale crossing X1 6500. 70.0 70.0 70.0 NH 5 0.075 31.7 0.050 74.5 0.035 101.5 0.050 146.6 0.075 NH 151.0 X1 6958. 9 74.5 101.5 458.0 458.0 458.0 0.00 GR 14.8 31.7 3.7 64.5 3.7 74.5 1.2 82 1.2 94 GR 3.7 101.5 3.7 111.5 15.3 146.6 15.4 151 OT 4 708 1060 1441 1025 NH 5 0.075 427.2 0.050 467.5 0.035 496.5 0.050 544.9 0.990 NH 1630. X1 8408. 21 427.2 544.9 1450.0 1450.0 1450.0 0.00 X3 10 14.90 14.00 GR 18.00 0.0 12.00 100.0 12.00 120.0 16.00 170.0 16.00 260.0 GR 13.20 400.0 14.90 414.0 13.9 427.2 3.9 457.5 3.9 467.5 GR 1.4 477 1.4 489 3.9 496.5 3.9 506.5 16.7 544.9 GR 16.90 546.0 16.00 970.0 14.00 1020.0 12.00 1040.0 11.50 1600.0 GR 18.00 1630.0 NH 5 0.075 710.0 0.050 878.5 0.035 905.5 0.050 950.0 0.075 NH 1540. X1 9178. 22 845.4 990.0 770.0 770.0 770.0 0.00 X3 10 GR 16.00 0.0 14.00 140.0 12.00 240.0 14.00 680.0 14.00 690.0 GR 14.00 695.0 10.00 710.0 11.30 810.0 11.60 845.4 3.9 868.5 GR 3.9 878.5 1.4 886 1.4 898 3.9 905.5 3.9 915.5 GR 15.4 950.0 16.00 990.0 16.00 1190.0 14.00 1450.0 12.00 1460.0 GR 11.50 1530.0 17.50 1540.0 QT 4 657 980 1344 948 NH 5 0.075 890.0 0.050 1293.5 0.035 1320.5 0.050 1379.0 0.075 NH 2280. X1 9338. 18 1230.0 1353.3 160.0 160.0 160.0 0.00 X3 10 GR 16.00 0.0 14.00 140.0 12.00 240.0 10.00 690.0 10.00 890.0 GR 11.70 1230.0 11.4 1261.6 4.1 1283.5 4.1 1293.5 1.6 1301 GR 1.6 1313 4.1 1320.5 4.1 1330.5 11.7 1353.3 11.40 1379.0 GR 12.00 2060.0 12.00 2265.0 18.00 2280.0 End HNTB channel section modifications NH 5 0.075 110.0 0.050 189.0 0.035 212.0 0.050 259.0 0.075 NH 775. X1 9878. 14 110.0 259.0 540.0 540.0 540.0 0.00 X3 10 X4 2 0.50 190.0 1.00 209.5 GR 18.00 0.0 16.00 20.0 16.00 110.0 10.90 170.0 8.20 188.0 GR 5.40 189.0 0.00 202.0 4.50 212.0 7.50 213.0 10.30 226.0 GR 12.30 249.0 12.40 259.0 12.00 760.0 18.00 775.0 240CT95 11:42:34 PAGE 10 NC 0.3 0.5 NH 5 0.075 120.0 0.050 185.1 0.035 213.9 0.050 219.0 0.075 NH 760. X1 9928. 13 120.0 214.0 50.0 50.0 50.0 0.00 X3 10 0.0 0.0 GR 18.00 0.0 16.00 20.0 15.50 60.0 16.00 120.0 13.00 180.0 GR 13.00 185.0 1.00 185.1 0.00 199.5 1.00 213.9 13.00 214.0 GR 13.00 219.0 12.00 730.0 18.00 760.0 NH 5 0.075 120.0 0.035 185.1 0.014 213.9 0.035 219.0 0.075 NH 760. X1 9933. 5.0 5.0 5.0 0.00 BT 13 0.0 18.0 18.0 20.0 16.0 16.0 60.0 15.5 15.5 BT 120.0 16.0 16.0 180.0 13.0 13.0 185.0 13.0 11.0 185.1 BT 13.0 11.0 199.5 13.0 11.0 213.9 13.0 11.0 214.0 13.0 BT 13.0 219.0 13.0 13.0 730.0 12.0 12.0 760.0 18.0 18.0 X1 9966. 33.0 33.0 33.0 0.00 X2 1 X3 10 NH 5 0.075 120.0 0.050 185.1 0.035 213.9 0.050 219.0 0.075 NH 760. X1 9971. 5.0 5.0 5.0 0.00 X3 10 0.0 0.0 NH 5 0.075 550.0 0.050 576.0 0.035 595.0 0.050 640.0 0.075 NH 1090. X1 10011. 14 550.0 640.0 40.0 40.0 40.0 0.00 X3 10 X4 2 2.30 578.0 1.00 593.0 GR 18.00 0.0 14.50 20.0 14.00 490.0 15.50 550.0 10.90 565.0 GR 7.80 576.0 0.00 584.0 4.30 595.0 8.20 596.0 10.20 614.0 GR 10.30 640.0 10.50 1020.0 12.00 1040.0 18.00 1090.0 NC 0.1 0.3 NH 5 0.075 390.0 0.050 476.0 0.035 497.0 0.050 556.0 0.075 NH 795. X1 10376. 15 440.0 516.0 410.0 410.0 410.0 0.00 X3 10 X4 2 0.50 478.0 0.00 495.0 GR 18.00 0.0 15.00 20.0 16.00 390.0 16.10 440.0 14.30 452.0 GR 7.60 475.0 4.50 476.0 0.00 487.0 4.80 497.0 7.80 498.0 GR 10.20 516.0 10.20 556.0 10.00 750.0 12.00 770.0 18.00 795.0 NC 0.3 0.5 NH 5 0.075 430.0 0.050 476.0 0.035 497.0 0.050 556.0 0.075 NH 795. X1 10421. 17 476.0 497.0 45.0 45.0 45.0 0.00 X3 10 0.0 0.0 17.9 17.9 GR 18.00 0.0 16.00 230.0 15.50 430.0 16.10 440.0 14.30 452.0 GR 7.60 475.0 4.50 476.0 0.50 477.0 0.00 487.0 0.00 496.0 GR 4.80 497.0 7.80 498.0 10.20 516.0 10.20 556.0 10.00 750.0 240CT95 11:42:34 PAGE 11 GR 12.00 770.0 18.00 795.0 SC 2.024 0.5 2.63 0 8.69 0 114.0 2.2 3.60 3.50 QT 4 608 883 1251 866 NH 5 0.075 2210.0 0.050 2266.0 0.035 2292.0 0.050 2326.0 0.075 NH 3210. X1 10535. 26 2266.0 2326.0 114.0 114.0 114.0 0.00 X2 2 17.9 X3 10 0.0 0.0 17.9 17.9 ST 3 0.0 17.9 0.0 2290.0 17.9 0.0 3210.0 17.9 0.0 GR 20.00 0.0 18.00 130.0 16.00 420.0 15.00 445.0 15.00 1810.0 GR 12.00 1835.0 12.00 2210.0 12.20 2230.0 9.60 2256.0 7.40 2265.0 GR 5.70 2266.0 0.20 2268.0 0.20 2279.0 1.00 2290.0 5.20 2292.0 GR 7.60 2293.0 9.50 2308.0 11.00 2326.0 11.00 2356.0 10.00 2410.0 GR 9.50 2510.0 10.00 2730.0 9.50 2770.0 10.00 3130.0 16.00 3150.0 GR 18.50 3210.0 NH 5 0.075 2120.0 0.050 2341.0 0.035 2367.0 0.050 2383.0 0.075 NH 3320. X1 10595. 25 2305.0 2401.0 60.0 60.0 60.0 0.00 X3 10 GR 20.00 0.0 18.00 130.0 16.00 420.0 15.00 485.0 15.00 1900.0 GR 12.00 1920.0 10.50 2120.0 12.20 2305.0 9.60 2331.0 7.40 2340.0 GR 5.70 2341.0 0.20 2343.0 0.20 2354.0 1.00 2365.0 5.20 2367.0 GR 7.60 2368.0 9.50 2383.0 11.00 2401.0 11.00 2431.0 12.00 2720.0 GR 11.00 3000.0 10.00 3180.0 10.00 3270.0 18.00 3290.0 19.00 3320.0 NC 0.1 0.3 NH 5 0.075 2120.0 0.050 2341.0 0.035 2367.0 0.050 2383.0 0.075 NH 3320. X1 11595. 25 2305.0 2401.0 1000.0 1000.0 1000.0 0.00 X3 10 GR 20.00 0.0 18.00 130.0 16.00 420.0 15.00 485.0 15.00 1900.0 GR 12.00 1920.0 10.50 2120.0 12.20 2305.0 9.60 2331.0 7.40 2340.0 GR 5.70 2341.0 0.20 2343.0 0.20 2354.0 1.00 2365.0 5.20 2367.0 GR 7.60 2368.0 9.50 2383.0 11.00 2401.0 11.00 2431.0 12.00 2720.0 GR 11.00 3000.0 10.00 3180.0 10.00 3270.0 18.00 3290.0 19.00 3320.0 NH 5 0.075 1720.0 0.050 1793.0 0.035 1823.0 0.050 1854.0 0.075 NH 2800. X1 11735. 19 1757.0 1854.0 140.0 140.0 140.0 0.00 X3 10 GR 18.50 0.0 18.00 60.0 16.50 480.0 15.00 620.0 17.00 1290.0 GR 15.50 1720.0 15.50 1757.0 12.00 1775.0 7.60 1793.0 4.00 1795.0 GR 3.50 1809.0 3.70 1818.0 7.20 1823.0 10.60 1842.0 14.30 1854.0 GR 14.90 1874.0 16.50 2310.0 16.50 2750.0 19.00 2800.0 ' NH 5 0.075 2270.0 0.050 2376.0 0.035 2402.0 0.050 2445.0 0.075 NH 3370. X1 12775. 18 2270.0 2445.0 1040.0 1040.0 1040.0 0.00 X3 10 GR 19.50 0.0 16.50 1040.0 15.50 1130.0 17.00 2100.0 16.00 2270.0 GR 14.40 2335.0 12.80 2359.0 8.50 2375.0 5.40 2376.0 4.60 2388.0 GR 5.80 2402.0 7.80 2403.0 12.30 2421.0 15.30 2437.0 15.30 2445.0 240CT95 11:42:34 PAGE 12 GR 17.00 2780.0 16.50 3320.0 19.00 3370.0 NC 0.3 0.5 NH 5 0.075 1948.0 0.050 1972.0 0.035 2016.0 0.050 2058.0 0.075 NH 2970. X1 12825. 19 1948.0 2016.0 50.0 50.0 50.0 0.00 X3 10 0.0 0.0 15.0 15.0 GR 19.50 0.0 16.50 470.0 16.50 650.0 17.00 1320.0 16.00 1890.0 GR 14.40 1948.0 12.80 1972.0 8.50 1979.0 5.00 1989.0 4.60 2001.0 GR 5.80 2015.0 7.80 2016.0 12.30 2034.0 15.30 2050.0 15.30 2058.0 GR 17.00 2300.0 16.50 2700.0 16.50 2920.0 19.00 2970.0 SC 4.024 0.5 2.63 0 6.0 0 110.0 2.2 4.70 4.40 QT 4 575 836 1239 853 NH 5 0.075 1645.0 0.050 1674.0 0.035 1725.0 0.050 1756.0 0.075 NH 2680. X1 12935. 17 1645.0 1756.0 110.0 110.0 110.0 0.00 X2 2 15.0 X3 10 0.0 0.0 15.1 15.1 X4 2 4.50 1695.0 4.60 1720.0 BT 9 0. 18.0 0.0 1100.0 17.0 0.0 1594. 15.48 0.0 BT 1644.0 15.1 0.0 1694.0 14.9 0.0 1744.0 14.94 0.0 1794.0 BT 15.2 0.0 1944.0 16.2 0.0 2630.0 16.50 0.0 GR 18.00 0.0 16.50 350.0 17.00 1110.0 16.00 1590.0 14.00 1625.0 GR 16.40 1645.0 14.70 1674.0 4.20 1676.0 4.20 1694.0 4.20 1710.0 GR 5.60 1725.0 7.60 1726.0 15.90 1756.0 16.00 1781.0 16.00 2550.0 GR 16.50 2630.0 19.00 2680.0 NH 5 0.075 2065.0 0.050 2115.0 0.035 2145.0 0.050 2201.0 0.075 NH 3110. X1 12985. 17 2065.0 2201.0 50.0 50.0 50.0 0.00 X3 10 X4 2 4.50 2115.0 4.60 2140.0 GR 20.00 0.0 19.00 200.0 16.50 670.0 16.50 1120.0 16.00 2020.0 GR 16.40 2065.0 14.70 2094.0 7.90 2113.0 5.70 2114.0 4.20 2130.0 GR 5.60 2145.0 7.60 2146.0 15.90 2176.0 16.00 2201.0 16.50 2500.0 GR 16.50 3060.0 19.00 3110.0 NC 0.1 0.3 NH 5 0.075 1410.0 0.050 1595.0 0.035 1631.0 0.050 1655.0 0.075 NH 1668. X1 13935. 16 1555.0 1651.0 950.0 950.0 950.0 0.00 X3 10 X4 2 5.50 1598.0 5.20 1620.0 GR 20.00 0.0 19.50 130.0 18.00 460.0 18.00 960.0 16.50 1410.0 GR 18.10 1555.0 18.10 1573.0 7.60 1595.0 6.10 1596.0 4.70 1610.0 GR 7.40 1624.0 9.30 1631.0 11.00 1633.0 19.10 1651.0 20.10 1655.0 GR 20.50 1668.0 240CT95 11:42:34 PAGE 13 NH 5 0.075 2000.0 0.050 2020.0 0.035 2062.0 0.050 2117.0 0.990 NH 4020. X1 14905. 12 2020.0 2062.0 960.0 960.0 960.0 0.00 X3 10 GR 18.50 0.0 17.50 2000.0 16.30 2020.0 8.10 2027.0 5.00 2028.0 GR 4.40 2039.0 5.20 2046.0 6.60 2048.0 16.40 2062.0 16.80 2117.0 GR 17.50 4000.0 18.5 4020.0 NC 0.3 0.5 NH 5 0.075 2000.0 0.050 2020.0 0.035 2062.0 0.050 2117.0 0.990 NH 4020. X1 14945. 40.0 40.0 40.0 0.00 X3 10 0.0 0.0 16.0 16.0 SB 1.05 1.6 2.5 20.0 2.0 278.1 0.84 4.8 4.8 NH 5 0.075 2000.0 0.050 2020.0 0.035 2062.0 0.050 2117.0 0.990 NH 4020. X1 14955. 10.0 10.0 10.0 0.00 X2 1 15.0 17.0 . X3 10 0.0 0.0 17.0 17.0 BT 3 2000.0 17.5 0.0 2010.0 17.0 0.0 2117.0 17.0 0.0 NH 5 0.075 535.0 0.050 541.0 0.035 565.0 0.050 576.0 0.075 NH 620. X1 14995. 15 510.0 576.0 40.0 40.0 40.0 0.00 GR 21.50 0.0 16.70 510.0 16.50 525.0 11.80 535.0 10.70 541.0 GR 8.40 543.0 7.90 546.0 5.00 547.0 4.30 554.0 4.80 561.0 GR 7.20 563.0 9.60 565.0 15.70 576.0 18.10 610.0 19.00 620.0 NC 0.1 0.3 NH 5 0.075 535.0 0.050 541.0 0.035 565.0 0.050 576.0 0.075 NH 620. X1 15225. 15 510.0 576.0 230.0 230.0 230.0 0.00 GR 21.50 0.0 16.70 510.0 16.50 525.0 11.80 535.0 10.70 541.0 GR 8.40 543.0 7.90 546.0 5.00 547.0 4.30 554.0 4.80 561.0 GR 7.20 563.0 9.60 565.0 15.70 576.0 18.10 610.0 19.00 620.0 NC 0.3 0.5 QT 4 575 841 1239 655 NH 5 0.075 525.0 0.050 543.0 0.035 563.0 0.050 576.0 0.075 ` NH 620. X1 15275. 15 525.0 576.0 50.0 50.0 50.0 0.00 X3 10 0.0 0.0 17.1 17.1 GR 21.50 0.0 16.70 510.0 16.50 525.0 11.80 535.0 10.70 541.0 GR 8.40 543.0 7.90 546.0 5.00 547.0 4.30 554.0 4.80 561.0 GR 7.20 563.0 9.60 565.0 15.70 576.0 18.10 610.0 19.00 620.0 SC 4.024 0.5 2.63 0 6.0 0 143.0 2.2 5.40 5.39 QT 4 535 796 1160 802 NH 5 0.075 523.0 0.050 554.0 0.035 578.0 0.050 590.0 0.990 NH 2655. 240CT95 11:42:34 PAGE 14 X1 15418. 13 523.0 590.0 143.0 143.0 143.0 0.00 X2 2 17.1 X3 10 0.0 0.0 17.1 17.1 X4 2 5.50 556.0 5.00 577.0 BT 3 510.0 17.1 0.0 554.0 17.1 0.0 614.0 17.1 0.0 GR 21.50 0.0 20.20 510.0 20.10 523.0 14.30 533.0 13.20 542.0 GR 8.00 554.0 4.70 568.0 8.40 578.0 13.20 590.0 16.90 597.0 GR 17.40 614.0 18.00 2605.0 19.00 2655.0 NH 5 0.075 1030.0 0.050 1124.0 0.035 1148.0 0.050 1184.0 0.990 NH 3340. X1 15468. 17 1093.0 1184.0 50.0 50.0 50.0 0.00 X4 •2 5.50 1126.0 5.00 1147.0 GR 22.00 0.0 21.00 250.0 21.00 520.0 20.00 1010.0 20.20 1030.0 GR 20.20 1080.0 20.10 1093.0 14.30 1103.0 13.20 1112.0 8.00 1124.0 GR 4.70 1138.0 8.40 1148.0 13.20 1160.0 16.90 1167.0 17.40 1184.0 GR 18.00 3290.0 19.00 3340.0 NC 0.1 0.3 NH 4 0.050 73.0 0.035 96.0 0.050 150.0 0.075 960.0 X1 16288. 10 50.0 118.0 860.0 860.0 860.0 0.00 X3 10 X4 2 5.80 73.5 6.00 95.0 GR 26.50 0.0 15.80 50.0 12.60 65:0 8.80 73.0 5.50 84.0 GR 8.20 96.0 17.90 118.0 17.30 150.0 20.00 360.0 20.00 960.0 NH 5 0.075 60.0 0.050 546.0 0.035 572.0 0.050 662.0 0.075 NH 1540. X1 17158. 13 528.0 598.0 870.0 870.0 870.0 0.00 X4 2 6.00 550.0 5.80 570.0 GR 29.50 0.0 22.00 60.0 21.60 495.0 21.50 506.0 16.30 519.0 GR 15.40 528.0 8.70 546.0 5.70 556.0 8.30 572.0 17.10 598.0 GR 18.40 662.0 20.00 1480.0 20.50 1540.0 NC 0.3 0.5 QT 4 530 791 1148 798 NH 5 0.075 60.0 0.050 546.0 0.035 572.0 0.050 662.0 0.075 NH 1540. X1, 17208. 50.0 50.0 50.0 0.00 240CT95 11:42:34 PAGE 15 IHLEQ = 1. THEREFORE FRICTION LOSS (HL) IS CALCULATED AS A FUNCTION OF PROFILE TYPE, WHICH CAN VARY FROM REACH TO REACH. SEE DOCUMENTATION FOR DETAILS. 240CT95 11:42:34 PAGE 16 T1 EAST SIDE GREEN RIVER WATERSHED PLAN (ALT 2) T2 CALIBRATION MODEL 25-year future flows 23 Oct 1995 T3 Springbrook Creek ESGRWP HNTB Corporation J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ -10 3 0 0 0 0 0 0 4.8 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 2 0 -1 -1 IHLEQ = 1. THEREFORE FRICTION LOSS (HL) IS CALCULATED AS A FUNCTION OF PROFILE TYPE, WHICH CAN VARY FROM REACH TO REACH. SEE DOCUMENTATION FOR DETAILS. 240CT95 11:42:34 PAGE 17 T1 EAST SIDE GREEN RIVER WATERSHED PLAN (ALT 2) T2 CALIBRATION MODEL 100-year future flows 23 Oct 1995 T3 Springbrook Creek ESGRWP HNTB Corporation J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ -10 4 0 0 0 0 0 0 5.4 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 3 0 -1 -1 IHLEQ = 1. THEREFORE FRICTION LOSS (HL) IS CALCULATED AS A FUNCTION OF PROFILE TYPE, WHICH CAN VARY FROM REACH TO REACH. SEE DOCUMENTATION FOR DETAILS. 240CT95 11:42:34 PAGE 18 T1 EAST SIDE GREEN RIVER WATERSHED PLAN (ALT 2) T2 CALIBRATION MODEL 100-year future STORAGE 23 Oct 1995 T3 Springbrook Creek ESGRWP HNTB Corporation J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ -10 5 0 0 0 0 0 0 13.1 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 15 0 -1 -1 IHLEQ = 1. THEREFORE FRICTION LOSS (HL) IS CALCULATED AS A FUNCTION OF PROFILE TYPE, WHICH CAN VARY FROM REACH TO REACH. SEE DOCUMENTATION FOR DETAILS. 240CT95 11:42:34 PAGE 19 THIS RUN EXECUTED 240CT95 11:42:55 ************************************* HEC-2 WATER SURFACE PROFILES Version 4.6.2; May 1991 ************************************* NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST Springbrook Creek ESGRWP SUMMARY PRINTOUT SECNO DEPTH CWSEL ELMIN TWA VOL Q EGLWC .100 12.90 4.40 -8.50 .00 .00 854.00 .00 .100 13.30 4.80 -8.50 .00 .00 1228.00 .00 .100 13.90 5.40 -8.50 .00 .00 1747.00 .00 .100 21.60 13.10 -8.50 .00 .00 1216.00 .00 * 170.000 9.15 4.40 -4.75 .71 7.30 854.00 .00 * 170.000 9.55 4.80 -4.75 .71 7.58 1228.00 .00 * 170.000 10.15 5.40 -4.75 .72 8.01 1747.00 .00 170.000 17.85 13.10 -4.75 .86 13.98 1216.00 .00 225.000 8.20 4.40 -3.80 1.08 9.29 854.00 .00 225.000 8.60 4.80 -3.80 1.08 9.72 1228.00 .00 225.000 9.20 5.40 -3.80 1.09 10.37 1747.00 .00 225.000 16.90 13.10 -3.80 1.33 19.55 1216.00 .00 * 505.000 4.43 4.43 .00 3.74 17.08 854.00 .00 * 505.000 4.83 4.83 .00 3.77 18.59 1228.00 .00 * 505.000 5.43 5.43 .00 3.82 20.86 1747.00 .00 505.000 13.10 13.10 .00 4.64 53.13 1216.00 .00 635.000 4.45 4.45 .00 4.71 19.09 854.00 .00 * 635.000 4.85 4.85 .00 4.74 20.99 1228.00 .00 * 635.000 5.44 5.44 .00 4.80 23.84 1747.00 .00 * 635.000 13.10 13.10 .00 5.85 64.55 1216.00 .00 * 825.000 6.52 4.52 -2.00 6.07 22.38 854.00 .00 * 825.000 6.95 4.95 -2.00 6.12 24.86 1228.00 .00 * 825.000 7.57 5.57 -2.00 6.19 28.55 1747.00 .00 * 825.000 15.10 13.10 -2.00 7.53 81.01 1216.00 .00 1035.000 6.54 4.54 -2.00 8.00 27.31 854.00 .00 1035.000 6.98 4.98 -2.00 8.06 30.61 1228.00 .00 1035.000 7.60 5.60 -2.00 8.15 35.52 1747.00 .00 1035.000 15.10 13.10 -2.00 9.84 104.24 1216.00 .00 240CT95 11:42:34 PAGE 20 SECNO DEPTH CWSEL ELMIN TWA VOL Q EGLWC * 1305.000 4.59 4.59 .00 9.67 31.97 854.00 .00 * 1305.000 5.03 5.03 .00 9.76 36.00 1228.00 .00 * 1305.000 5.65 5.65 .00 9.88 41.97 1747.00 .00 * 1305.000 13.10 13.10 .00 12.04 125.64 1216.00 .00 * 1615.000 6.66 4.66 -2.00 11.85 38.40 854.00 .00 * 1615.000 7.14 5.14 -2.00 11.96 43.47 1228.00 .00 * 1615.000 7.79 5.79 -2.00 12.11 50.83 1747.00 .00 * 1615.000 15.1.1 13.11 -2.00 14.90 153.52 1216.00 .00 * 1715.000 6.67 4.67 -2.00 13.08 43.01 854.00 .00 * 1715.000 7.15 5.15 -2.00 13.21 48.68 1228.00 .00 * 1715.000 7.81 5.81 -2.00 13.39 56.87 1747.00 .00 * 1715.000 15.11 13.11 -2.00 16.55 170.30 1216.00 .00 * 1835.000 6.67 4.67 -2.00 14.60 48.59 854.00 .00 * 1835.000 7.15 5.15 -2.00 14.74 54.99 1228.00 .00 * 1835.000 7.81 5.81 -2.00 14.93 64.20 1747.00 .00 * 1835.000 15.11 13.11 -2.00 18.28 189.59 1216.00 .00 * 1950.000 4.67 4.67 .00 15.55 51.30 854.00 .00 * 1950.000 5.15 5.15 .00 15.69 58.16 1228.00 .00 * 1950.000 5.80 5.80 .00 15.90 67.99 1747.00 .00 * 1950.000 13.11 13.11 .00 19.39 201.01 1216.00 .00 * 2300.000 5.15 4.75 -.40 16.84 54.98 854.00 .00 * 2300.000 5.62 5.22 -.40 17.01 62.45 1228.00 .00 * 2300.000 6.22 5.82 -.40 17.25 73.14 1747.00 .00 * 2300.000 13.50 13.10 -.40 21.22 218.03 1216.00 .00 2780.000 5.12 5.32 .20 17.73 57.92 854.00 .00 2780.000 5.76 5.96 .20 17.93 65.89 1228.00 .00 2780.000 6.54 6.74 .20 18.21 77.24 1747.00 .00 2780.000 12.92 13.12 .20 22.82 231.24 1216.00 .00 3225.000 5.39 5.69 .30 18.58 60.93 854.00 .00 3225.000 6.11 6.41 .30 18.82 69.50 1228.00 .00 3225.000 6.98 7.28 .30 19.16 81.61 1747.00 .00 3225.000 12.83 13.13 .30 24.23 243.17 1216.00 .00 3259.000 5.41 5.71 .30 18.65 61.17 854.00 .00 3259.000 6.15 6.45 .30 18.89 69.79 1228.00 .00 3259.000 7.01 7.31 .30 19.23 81.95 1747.00 .00 3259.000 12.83 13.13 .30 24.33 244.06 1216.00 .00 3309.000 5.45 5.75 .30 18.74 61.52 854.00 .00 3309.000 6.19 6.49 .30 18.99 70.21 1228.00 .00 3309.000 7.06 7.36 .30 19.33 82.47 1747.00 .00 3309.000 12.83 13.13 .30 24.49 245.38 1216.00 .00 240CT95 11:42:34 PAGE 21 SECNO DEPTH CWSEL ELMIN TWA VOL Q EGLWC 4079.000 5.65 6.25 .60 20.22 67.15 854.00 .00 4079.000 6.48 7.08 .60 20.56 77.04 1228.00 .00 4079.000 7.44 8.04 .60 20.99 90.77 1747.00 .00 4079.000 12.56 13.16 .60 26.95 265.38 1216.00 .00 4544.000 4.61 6.51 1.90 21.14 70.69 854.00 .00 4544.000 5.47 7.37 1.90 21.52 81.37 1228.00 .00 4544.000 6.47 8.37 1.90 22.01 96.08 1747.00 .00 4544.000 11.28 13.18 1.90 28.43 277.26 1216.00 .00 4635.000 4.66 6.56 1.90 21.32 71.39 854.00 .00 4635.000 5.53 7.43 1.90 21.71 82.23 1228.00 .00 4635.000 6.54 8.44 1.90 22.22 97.14 1747.00 .00 4635.000 11.28 13.18 1.90 28.72 279.56 1216.00 .00 4660.000 3.96 6.56 2.60 21.37 71.58 854.00 .00 4660.000 4.83 7.43 2.60 21.77 82.46 1228.00 .00 4660.000 5.84 8.44 2.60 22.27 97.42 1747.00 .00 4660.000 10.58 13.18 2.60 28.81 280.19 1216.00 .00 4712.000 4.01 6.61 2.60 21.48 71.94 854.00 .00 4712.000 4.88 7.48 2.60 21.88 82.92 1228.00 .00 4712.000 5.89 8.49 2.60 22.39 98.00 1747.00 .00 4712.000 10.58 13.18 2.60 28.98 281.50 1216.00 .00 * 4774.000 5.59 6.69 1.10 21.60 72.45 854.00 .00 * 4774.000 6.48 7.58 1.10 22.02 83.54 1228.00 .00 * 4774.000 7.50 8.60 1.10 22.55 98.77 1747.00 .00 4774.000 12.09 13.19 1.10 29.19 283.14 1216.00 .00 4838,000 5.74 6.74 1.00 21.75 73.11 854.00 .00 4838.000 6.64 7.64 1.00 22.16 84.33 1228.00 .00 4838.000 7.68 8.68 1.00 22.71 99.71 1747.00 .00 4838.000 12.20 13.20 1.00 29.37 284.85 1216.00 .00 * 4947.000 5.74 6.74 1.00 21.95 74.12 854.00 .00 * 4947.000 6.63 7.63 1.00 22.37 85.53 1228.00 .00 * 4947.000 7.66 8.66 1.00 22.91 101.12 1747.00 .00 * 4947.000 12.19 13.19 1.00 29.57 287.18 1216.00 .00 * 4950.000 5.72 6.72 1.00 21.95 74.14 854.00 .00 * 4950.000 6.60 7.60 1.00 22.37 85.55 1228.00 .00 * 4950.000 7.61 8.61 1.00 22.92 101.15 1747.00 .00 * 4950.000 12.18 13.18 1.00 29.58 287.23 1216.00 .00 5050.000 5.78 6.78 1.00 22.10 74.78 741.00 .00 5050.000 6.67 7.67 1.00 22.52 86.30 1098.00 .00 5050.000 7.75 8.75 1.00 23.06 102.03 1498.00 .00 5050.000 12.20 13.20 1.00 29.72 288.68 1087.00 .00 240CT95 11:42:34 PAGE 22 SECNO DEPTH CWSEL ELMIN TWA VOL Q EGLWC 5100.000 5.78 6.78 1.00 22.17 75.10 741.00 .00 5100.000 6.68 7.68 1.00 22.59 86.67 1098.00 .00 5100.000 7.75 8.75 1.00 23.14 102.47 1498.00 .00 5100.000 12.20 13.20 1.00 29.80 289.40 1087.00 .00 5143.000 6.70 6.79 .09 22.24 75.37 741.00 .00 5143.000 7.60 7.69 .09 22.65 87.00 1098.00 .00 5143.000 8.67 8.76 .09 23.20 102.86 1498.00 .00 5143.000 13.11 13.20 .09 29.86 290.03 1087.00 .00 * 5268.000 7.33 6.88 -.45 22.46 76.52 741.00 .00 * 5268.000 8.28 7.83 -.45 22.88 88.35 1098.00 .00 * 5268.000 9.40 8.95 -.45 23.43 104.46 1498.00 .00 * 5268.000 13.68 13.23 -.45 30.10 292.63 1087.00 .00 5348.000 6.77 6.89 .12 22.64 77.43 741.00 .00 5348.000 7.72 7.84 .12 23.06 89.43 1098.00 .00 5348.000 8.84 8.96 .12 23.62 105.74 1498.00 .00 5348.000 13.12 13.24 .12 30.31 294.74 1087.00 .00 5393.000 6.78 6.90 .12 22.74 77.94 741.00 .00 5393.000 7.74 7.86 .12 23.16 90.04 1098.00 .00 5393.000 8.87 8.99 .12 23.72 106.46 1498.00 .00 5393.000 13.12 13.24 .12 30.43 295.95 1087.00 .00 5438.000 6.79 6.91 .12 22.85 78.44 741.00 .00 5438.000 7.75 7.87 .12 23.28 90.65 1098.00 .00 5438.000 8.88 9.00 .12 23.84 107.20 1498.00 .00 5438.000 13.12 13.24 .12 30.56 297.21 1087.00 .00 5550.000 6.76 6.92 .16 22.95 78.89 741.00 .00 5550.000 7.72 7.88 .16 23.38 91.20 1098.00 .00 5550.000 8.85 9.01 .16 23.95 107.88 1498.00 .00 5550.000 13.08 1.3.24 .16 30.69 298.40 1087.00 .00 * 5773.000 6.80 6.92 .12 23.37 80.83 741.00 .00 * 5773.000 7.74 7.86 .12 23.83 93.55 1098.00 .00 * 5773.000 8.84 8.96 .12 24.40 110.73 1498.00 .00 * 5773.000 13.10 13.22 .12 31.18 303.26 1087.00 .00 5830.000 6.78 7.01 .23 23.46 81.24 741.00 .00 5830.000 7.77 8.00 .23 23.91 94.04 1098.00 .00 5830.000 8.91 9.14 .23 24.49 111.31 1498.00 .00 5830.000 13.02 13.25 .23 31.28 304.23 1087.00 .00 ' 5838.000 6.76 7.00 .24 23.47 81.30 741.00 .00 5838.000 7.75 7.99 .24 23.92 94.11 1098.00 .00 5838.000 8.88 9.12 .24 24.50 111.40 1498.00 .00 5838.000 13.01 13.25 .24 31.29 304.37 1087.00 .00 240CT95 11:42:34 PAGE 23 SECNO DEPTH CWSEL ELMIN TWA VOL Q EGLWC 5898.000 6.79 7.03 .24 23.55 81.72 741.00 7.10 5898.000 7.78 8.02 .24 24.01 94.61 1098.00 8.13 5898.000 8.91 9.15 .24 24.58 111.99 1498.00 9.31 5898.000 13.01 13.25 .24 31.37 305.30 1087.00 13.29 * 5938.000 5.80 7.00 1.20 23.61 81.97 733.00 .00 * 5938.000 6.79 7.99 1.20 24.07 94.92 1088.00 .00 * 5938.000 7.92 9.12 1.20 24.65 112.37 1488.00 .00 5938.000 12.05 13.25 1.20 31.45 305.97 1085.00 .00 6038.000 5.92 7.12 1.20 23.77 82.52 733.00 .00 6038.000 6.91 8.11 1.20 24.24 95.63 1088.00 .00 6038.000 8.04 9.24 1.20 24.83 113.28 1488.00 .00 6038.000 12.06 13.26 1.20 31.68 307.74 1085.00 .00 6200.000 6.08 7.28 1.20 24.02 83.45 733.00 .00 6200.000 7.10 8.30 1.20 24.51 96.82 1088.00 .00 6200.000 8.22 9.42 1.20 25.13 114.80 1488.00 .00 6200.000 12.08 13.28 1.20 32.07 310.61 1085.00 .00 6260.000 6.13 7.33 1.20 24.11 83.80 733.00 .00 6260.000 7.16 8.36 1.20 24.61 97.28 1088.00 .00 6260.000 8.28 9.48 1.20 25.24 115.38 1488.00 .00 6260.000 12.09 13.29 1.20 32.22 311.68 1085.00 .00 6348.000 6.21 7.41 1.20 24.25 84.33 733.00 .00 6348.600 7.24 8.44 1.20 24.77 97.96 1088.00 .00 6348.000 8.37 9.57 1.20 25.41 116.23 1488.00 .00 6348.000 12.09 13.29 1.20 32.43 313.25 1085.00 .00 6430.000 6.28 7.48 1.20 24.38 84.83 733.00 .00 6430.000 7.32 8.52 1.20 24.91 98.60 1088.00 .00 6430.000 8.44 9.64 1.20 25.57 117.05 1488.00 .00 6430.000 12.10 13.30 1.20 32.63 314.71 1085.00 .00 6500.000 6.33 7.53 1.20 24.50 85.27 733.00 .00 6500.000 7.38 8.58 1.20 25.03 99.16 1088.00 .00 6500.000 8.50 9.70 1.20 25.70 117.75 1488.00 .00 6500.000 12.11 13.31 1.20 32.79 315.95 1085.00 .00 6958.000 6.64 7.84 1.20 25.24 88.25 733.00 .00 6958.000 7.73 8.93 1.20 25.84 102.98 1088.00 .00 6958.000 8.86 10.06 1.20 26.58 122.52 1488.00 .00 6958.000 12.15 13.35 1.20 33.89 324.14 1085.00 .00 8408.000 7.28 8.68 1.40 27.73 99.07 708.00 .00 8408.000 8.50 9.90 1.40 28.57 116.81 1060.00 .00 8408.000 9.69 11.09 1.40 29.54 139.64 1441.00 .00 8408.000 12.11 13.51 1.40 37.42 350.46 1025.00 .00 00' 00'876 £6'£77 OZ'ZL 00' S9'£L S9'£L 000'LZ70L + 00' 00'77£L 97'69L 50'L£ 00' L£'ZL L£'ZL 000'270L 00' 00'086 LZ'L£L L£'S£ 00' 0£'LL 0£'LL 000'270L 00' 00'2S9 ZZ'£LL 99'0£ 00' 80'OL 80'OL 000'270L 00' 00'876 60'£77 £O'ZL 00' ZL'£L ZL'£L 000'9L£OL 00' 00'77£L £8'89L 88'9£ 00' 75'2L 7S'ZL 000'9L£OL 00' 00'086 81'9£L 7L'S£ 00' L£'LL L£'LL 000'92£0L 00' 00'2S9 66'2LL 29'O£ 00' 80'OL 80'0L 000'92£0L 00' 00'876 8£'827 9L'89 00' 69'£L 69'£L 000'LLOOL 00' 00'77£L 20'6SL £L'££ 00' L£'ZL L£'ZL 000'LLOOL 00' 00'086 SZ'Z£L LS'L£ 00' ZL'OL ZL'OL 000'LLOOL 00' 00'2S9 OL'LLL 22'0£ 00' 9£'6 S£'6 000'LLOOL 00' 00'876 LL'LZ7 29'L9 00' 79'£L 79'£L 000'LL66 00' 00'77£L L7'8SL 68'Z£ 00' 00'2L 00'ZL 000'L166 00' 00'086 S6'L£L S£'L£ 00' 29'OL L9'OL 000'L266 00' 00'LS9 L6'OLL 6L'0£ 00' 8£'6 8£'6 000'L266 00' 00'876 00'LZ7 09'19 00' 29'2L 29'2L 000'9966 00' 00'77£L L£'8SL 68'2£ 00' £6'LL £6'LL 000*9966 00' 00'086 26'L£L 7£'L£ 00' 29'OL L9'OL 000'9966 00' 00'LS9 88'OLL 6L'O£ 00' 8£'6 8£'6 000'9966 00' 00'876 2£'927 LL'L9 00' L9'£L L9'£L 000'££66 00' 00'77£L 7L'8SL L8'2£ 00' 06'LL 06'LL 000'££66 00' 00'086 OL'L£L Z£'L£ 00' 99'OL 99'OL 000'££66 00' 00'LS9 69'OLL LL'0£ 00' 2£'6 Lf'6 000'££66 00' 00'876 LZ'9Z7 LL'L9 00' L9'£L L9'£L 000'8266 00' 00'77£L LL'8SL 18'2£ 00' 26'LL 26'LL 000'8266 00' 00'086 99'L£L Z£'L£ OO' 99'OL 99'OL 000'8Z66 00' 00'1S9 99'OLL 9L'0£ 00' L£'6 2£'6 000'8266 00' 00'876 £6'727 27'99 00' L9'£L L9'£L 000'8286 00' 00'77£L LL'LSL 08'2£ 00' L6'LL L6'LL 000'8L86 00' 00'086 7£'L£L LZ'L£ 00' 09'0L 09'OL 000'8L86 00' 00'159 6£'OLL 2L'0£ 00' 62'6 62'6 000'8L86 00' 00'876 Z9'£8£ L7'67 09'L L9'£L LO'ZL 000'8££6 + 00' 00'77£L S8'LSL SS'L£ 09'L £9'LL £0'OL 000'8££6 00' 00'086 7L'92L 6£'0£ 09'L 07'OL 08'8 000'8££6 00' 00'259 28'90L 6£'62 09'L 2L'6 ZS'L 000'8££6 00' 00'S20L £6'OL£ S£'77 O7'L 6S'£L 6L'ZL 000'8LL6 00' 00'L77L ZL'67L LL'L£ 07'L ZS'LL ZL'OL 000'8LL6 00' 00'090L LO'SZL LO'0£ 07'L Z£'0L 26'8 000'81L6 00' 00'80L 87'SOL LL'6Z 07'L SO'6 S9'L 000'8LL6 0M1O3 0 l0A VM1 NIW13 13SMO Hid](] ONO3S 7Z 30Vd 7£:27:LL S610072 240CT95 11:42:34 PAGE 25 SECNO DEPTH CWSEL ELMIN TWA VOL Q EGLWC * 10535.000 11.24 11.44 .20 30.76 113.94 608.00 .00 * 10535.000 13.40 13.60 .20 35.41 138.14 883.00 .00 * 10535.000 16.46 16.66 .20 37.16 170.66 1251.00 .00 * 10535.000 15.58 15.78 .20 72.31 445.09 866.00 .00 10595.000 11.29 11.49 .20 31.27 114.73 608.00 .00 * 10595.000 13.47 13.67 .20 36.40 141.05 883.00 .00 * 10595.000 16.54 16.74 .20 39.25 178.39 1251.00 .00 * 10595.000 15.62 15.82 .20 74.32 450.95 866.00 .00 11595.000 11.52 11.72 .20 48.26 135.04 608.00 .00 - 11595.000 13.49 13.69 .20 67.86 227.63 883.00 .00 11595.000 16.54 16.74 .20 107.52 421.22 1251.00 .00 11595.000 15.62 15.82 .20 139.81 632.57 866.00 .00 * 11735.000 8.24 11.74 3.50 49.67 137.11 608.00 .00 * 11735.000 10.18 13.68 3.50 70.20 234.48 883.00 .00 * 11735.000 13.23 16.73 3.50 115.80 441.89 1251.00 .00 * 11735.000 12.32 15.82 3.50 145.76 646.86 866.00 .00 12775.000 7.72 12.32 4.60 51.22 144.11 608.00 .00 12775.000 9.61 14.21 4.60 72.33 244.95 883.00 .00 * 12775.000 12.30 16.90 4.60 168.35 492.49 1251.00 .00 * 12775.000 11.44 16.04 4.60 164.62 668.31 866.00 .00 * 12825.000 7.74 12.34 4.60 51.28 144.41 608.00 .00 12825.000 9.62 14.22 4.60 72.43 245.39 883.00 .00 * 12825.000 12.30 16.90 4.60 170.91 494.53 1251.00 .00 * 12825.000 11.44 16.04 4.60 165.21 669.20 866.00 .00 * 12935.000 9.27 13.47 4.20 51.43 145.40 575.00 .00 * 12935.000 11.33 15.53 4.20 72.68 246.76 836.00 .00 12935.000 12.72 16.92 4.20 176.59 499.19 1239.00 .00 12935.000 11.90 16.10 4.20 166.88 671.24 853.00 .00 * 12985.000 9.27 13.47 4.20 51.51 145.93 575.00 .00 * 12985.000 11.33 15.53 4.20 72.81 247.49 836.00 .00 * 12985.000 12.72 16.92 4.20 179.30 501.56 1239.00 .00 * 12985.000 11.90 16.10 4.20 167.57 672.10 853.00 .00 - 13935.000 8.97 13.67 4.70 52.89 153.90 575.00 .00 13935.000 11.02 15.72 4.70 74.56 258.59 836.00 .00 13935.000 12.43 17.13 4.70 207.10 529.60 1239.00 .00 13935.000 11.59 16.29 4.70 170.40 684.31 853.00 .00 14905.000 9.51 13.91 4.40 53.91 160.23 575.00 .00 14905.000 11.54 15.94 4.40 75.73 267.16 836.00 .00 14905.000 13.00 17.40 4.40 227.04 545.90 1239.00 .00 14905.000 12.08 16.48 4.40 171.76 693.56 853.00 .00 240CT95 11:42:34 PAGE 26 SECNO DEPTH CWSEL ELMIN TWA VOL Q EGLWC 14945.000 9.52 13.92 4.40 53.95 160.45 575.00 .00 14945.000 11.56 15.96 4.40 75.77 267.45 836.00 .00 14945.000 13.02 17.42 4.40 228.66 546.76 1239.00 .00 14945.000 12.09 16.49 4.40 171.81 693.87 853.00 .00 14955.000 9.53 13.93 4.40 53.96 160.50 575.00 14.02 14955.000 11.68 16.08 4.40 75.78 267.53 836.00 16.07 14955.000 13.23 17.63 4.40 229.12 547.02 1239.00 17.58 14955.000 12.23 16.63 4.40 171.82 693.95 853.00 16.59 * 14995.000 9.64 13.94 4.30 53.99 160.72 575.00 .00 * 14995.000 11.80 16.10 4.30 75.82 267.83 836.00 .00 * 14995.000 13.37 17.67 4.30 230.25 547.89 1239.00 .00 * 14995.000 12.36 16.66 4.30 171.87 694.28 853.00 .00 15225.000 9.81 14.11 4.30 54.22 161.95 575.00 .00 15225.000 11.95 16.25 4.30 76.13 269.60 836.00 .00 15225.000 13.61 17.91 4.30 231.37 550.68 1239.00 .00 15225.000 12.55 16.85 4.30 172.33 696.25 853.00 .00 15275.000 9.85 14.15 4.30 54.27 162.22 575.00 .00 15275.000 11.98 16.28 4.30 76.19 269.99 841.00 .00 15275.000 13.64 17.94 4.30 231.63 551.32 1239.00 .00 * 15275.000 12.61 16.91 4.30 172.42 696.68 655.00 .00 * 15418.000 10.58 15.28 4.70 54.43 163.21 535.00 .00 * 15418.000 13.03 17.73 4.70 78.22 271.74 796.00 .00 * 15418.000 14.13 18.83 4.70 235.48 557.01 1160.00 .00 * 15418.000 13.28 17.98 4.70 175.81 699.14 802.00 .00 15468.000 10.59 15.29 4.70 54.50 163.64 535.00 .00 15468.000 13.05 17.75 4.70 79.66 272.59 796.00 .00 15468.000 14.15 18.85 4.70 237.99 560.44 1160.00 .00 15468.000 13.29 17.99 4.70 178.20 700.46 802.00 .00 16288.000 9.98 15.48 5.50 55.73 170.66 535.00 .00 16288.000 12.41 17.91 5.50 93.39 285.11 796.00 .00 16288.000 13.54 19.04 5.50 262.54 598.30 1160.00 .00 16288.000 12.64 18.14 5.50 201.24 717.71 802.00 .00 ' 17158.000 9.96 15.66 5.70 57.02 178.00 535.00 .00 17158.000 12.34 18.04 5.70 95.46 296.20 796.00 .00 17158.000 13.50 19.20 5.70 270.62 615.25 1160.00 .00 17158.000 12.56 18.26 5.70 204.40 729.71 802.00 .00 17208.000 9.97 15.67 5.70 57.10 178.45 530.00 .00 17208.000 12.35 18.05 5.70 95.61 296.89 791.00 .00 17208.000 13.51 19.21 5.70 271.26 616.33 1148.00 .00 17208.000 12.57 18.27 5.70 204.56 730.43 798.00 .00 m m m m m m m m m m m m m m m m m m m wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww **********wwwwwwwwwwwwwwwwwwwwwwwwwwwww * HEC-2 WATER SURFACE PROFILES * * U.S. ARMY CORPS OF ENGINEERS * * * HYDROLOGIC ENGINEERING CENTER * Version 4.6.2; May 1991 * * 609 SECOND STREET, SUITE D * * * DAVIS, CALIFORNIA 95616-4687 * RUN DATE 240CT95 TIME 11:43:28 * * w (916) 756-1104 **********wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww *************wwwwwwwwwwwwwwwwwwwwwwwwww X X XXXXXXX XXXXX XXXXX X X X X X X X X X X X X XXXXXXX XXXX X XXXXX XXXXX X X X X X X X X X X X X X XXXXXXX XXXXX XXXXXXX Fite: ALT2APR1.OUT PROPOSED CONDITIONS WITHOUT CHANNEL LINING HNTB Corporation 240CT95 11:43:28 PAGE 1 THIS RUN EXECUTED 240CT95 11:43:28 ************************************* HEC-2 WATER SURFACE PROFILES Version 4.6.2; May 1991 ************************************* Future Conditions HEC-2 Model of Springbrook Creek between the BRPS and SW 43rd Street. Updated from calibration model to remove the sheet piles at the Grady Way box culvert, to revise Grady Way Box to show cleaned opening configuration And add I-405 Bupass Channel, and to include the City of Renton channel improvement Alternative 2 between SW 16th and SW 23rd St. flow distribution per CDR transmittal dated 10/13/95 Future land-use, 100-Year Conveyance and Storage Events CALIBRATION MODEL 0.1 ***Upstream Face of BRPS 2300 ***Upstream end Of Forebay 3225 ***Downstream of SW 7th Street Bridge 4947 ***Downstream end of Grady Way Box 5348. ***I-405 5858. ***D/S SW 16th Street 5938. ***SCS 1 modified for ALt.2 6200 60' Downstream of the new Oakesdale crossing 6260 Downstream edge of the new Oakesdale crossing 6348 US edge of right bent and DS edge of Left bent 6430 Upstream edge of the new Oakesdale crossing 6500 70' Upstream of the new Oakesdale crossing 6958. ***SCS 2 modified for ALt.2 8408. ***SCS 3 modified for ALt.2 9178. ***SCS 4 modified for ALt.2 (P-9 junction) 9338. ***SCS 5 9878. ***SCS 6 9928. ***SCS 7 9966. ***SCS 8 10011. ***SCS 9 10376. ***SCS 10 10421. ***SCS 11 D/S SW 27th Street 10535. *** SCS 12 U/S SW 27th Street 10595. *** SCS 13 11735. *** SCS 14 12775 *** SCS 15 12825 *** SCS 16 D/S SW 34th Street 12935 *** SCS 17 U/S SW 34th Street 12985 *** SCS 18 13935 *** SCS 19 14905 *** SCS 20 15275 *** SCS 21 D/S Side of Oaksdale Avenue 15418 *** SCS 23 U/S side of Oakesdale Avenue 15468 *** SCS 24 16288 *** SCS 25 17158 *** SCS 26 240CT95 11:43:28 PAGE 2 17208 *** SCS 27 D/S side of SW 43rd Street T1 EAST SIDE GREEN RIVER WATERSHED PLAN (ALT 2) T2 PROPOSED CONDITIONS 2-year future flows 23 Oct 1995 T3 Springbrook Creek ESGRWP HNTB Corporation J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ 2 0 0 0 0 0 0 4.4 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 1 -1 J3 VARIABLE CODES FOR SUMMARY PRINTOUT 38 8 1 42 37 7 43 J5 LPRNT NUMSEC ********REQUESTED SECTION NUMBERS******** -10 J6 IHLEQ ICOPY SUBDIV STRTDS RMILE 1 NC 0.10 0.10 0.035 0.1 0.3 QT 4 854 1228 1747 . 1216 X1 0.1 17 50.0 221.0 0.0 0.0 0.0 0.00 GR 26.00 0.0 24.00 16.0 22.00 25.0 20.00 30.0 18.00 33.0 GR 16.00 40.0 14.00 46.0 12.00 50.0 -8.50 52.0 -8.50 219.0 GR 12.00 221.0 14.00 230.0 16.00 235.0 18.00 241.0 20.00 245.0 GR 22.00 249.0 24.00 261.0 X1 170. 25 47.0 240.0 170.0 170.0 170.0 0.00 GR 16.00 0.0 14.00 5.0 12.00 9.0 10.00 33.0 8.00 39.0 GR 6.00 44.0 4.00 47.0 2.00 53.0 0.00 57.0 -2.00 63.0 GR -4.00 67.0 -4.75 68.0 -4.75 219.0 -4.00 220.0 -2.00 225.0 GR 0.00 230.0 2.00 234.0 4.00 240.0 6.00 246.0 8.00 253.0 GR 10.00 257.0 12.00 265.0 14.00 270.0 16.00 275.0 18.00 295.0 NH 5 0.1 88.0 0.035 367.0 0.1 520.0 0.035 619.0 0.1 NH 650.0 X1 225. 35 88.0 619.0 55.0 55.0 55.0 0.00 GR 16.00 0.0 14.00 40.0 12.00 48.0 10.00 70.0 8.00 76.0 GR 6.00 82.0 4.00 88.0 2.00 92.0 0.00 95.0 -2.00 105.0 GR -3.80 109.0 -3.75 260.0 -2.00 264.0 0.00 270.0 2.00 275.0 GR 4.00 367.0 6.00 370.0 8.00 375.0 10.00 380.0 12.00 385.0 GR 14.00 389.0 16.00 395.0 16.00 495.0 14.00 500.0 12.00 502.0 GR 10.00 505.0 8.00 510.0 6.00 515.0 4.00 520.0 4.00 619.0 GR 6.00 625.0 8.00 630.0 10.00 635.0 12.00 640.0 14.00 650.0 240CT95 11:43:28 PAGE 3 NC 0.1 0.1 0.035 X1 505. 18 171.0 616.0 280.0 280.0 280.0 0.00 GR 14.00 0.0 14.00 117.0 12.00 124.0 10.00 131.0 8.00 161.0 GR 6.00 166.0 4.00 171.0 2.00 176.0 0.00 185.0 0.00 194.0 GR 2.00 195.0 2.00 356.0 4.00 616.0 6.00 626.0 8.00 636.0 GR 10.00 646.0 12.00 656.0 14.00 666.0 X1 635. 20 55.0 250.0 130.0 130.0 130.0 0.00 GR 16.00 0.0 14.00 5.0 12.00 10.0 10.00 15.0 8.00 22.0 GR 8.00 45.0 6.00 50.0 4.00 55.0 2.00 60.0 0.00 70.0 GR 0.00 80.0 2.00 85.0 2.00 245.0 4.00 250.0 6.00 255.0 GR 8.00 260.0 10.00 268.0 12.00 273.0 14.00 279.0 16.00 285.0 NH 7 0.1 105.0 0.035 235.0 0.1 310.0 0.035 390.0 0.1 NH 431.0 0.035 532.0 0.1 580.0 X1 825. 43 105.0 532.0 190.0 190.0 190.0 0.00 GR 14.00 0.0 14.00 51.0 12.00 59.0 10.00 62.0 8.00 70.0 GR 8.00 92.0 6.00 99.0 4.00 105.0 2.00 109.0 0.00 118.0 GR 0.00 127.0 -2.00 130.0 0.00 140.0 2.00 145.0 2.00 195.0 GR 0.00 199.0 -2.00 202.0 -2.00 210.0 0.00 215.0 2.00 220.0 GR 2.00 225.0 4.00 235.0 4.00 310.0 2.00 318.0 2.00 330.0 GR 0.00 338.0 -2.00 340.0 -2.00 348.0 0.00 355.0 2.00 360.0 GR 2.00 375.0 4.00 390.0 4.00 431.0 2.00 438.0 2.00 530.0 GR 4.00 532.0 6.00 538.0 8.00 540.0 10.00 545.0 12.00 550.0 GR 14.00 560.0 16.00 565.0 18.00 580.0 NH 7 0.1 293.0 0.035 344.0 0.1 370.0 0.035 545.0 0.1 NH 557.0 0.035 656.0 0.1 705.0 X1 1035. 33 293.0 656.0 210.0 210.0 210.0 0.00 GR 14.00 0.0 14.00 230.0 12.00 237.0 10.00 243.0 8.00 253.0 GR 8.00 275.0 6.00 285.0 4.00 293.0 2.00 296.0 0.00 307.0 GR 0.00 317.0 2.00 325.0 2.00 333.0 4.00 344.0 4.00 370.0 GR 2.00 410.0 2.00 454.0 0.00 465.0 -2.00 480.0 -2.00 510.0 GR 0.00 521.0 2.00 540.0 4.00 545.0 4.00 557.0 2.00 570.0 GR 2.00 652.0 4.00 656.0 6.00 665.0 8.00 675.0 10.00 685.0 GR 12.00 690.0 14.00 695.0 16.00 705.0 NC 0.1 0.1 0.035 X1 1305. 20 82.0 252.0 270.0 270.0 270.0 0.00 GR 16.00 0.0 14.00 27.0 12.00 34.0 10.00 39.0 8.00 47.0 GR 8.00 67.0 6.00 75.0 4.00 82.0 2.00 87.0 0.00 92.0 GR 0.00 102.0 2.00 109.0 2.00 246.0 4.00 252.0 6.00 257.0 GR 8.00 264.0 10.00 270.0 12.00 273.0 14.00 282.0 16.00 302.0 NH 9 0.1 112.0 0.035 155.0 0.1 185.0 0.035 230.0 0.1 NH 320.0 0.035 345.0 0.1 378.0 0.035 545.0 0.1 660.0 X1 1615. 46 112.0 545.0 240.0 455.0 310.0 0.00 GR 16.00 0.0 16.00 50.0 14.00 55.0 12.00 65.0 10.00 69.0 GR 8.00 78.0 8.00 98.0 6.00 105.0 4.00 112.0 2.00 118.0 GR 0.00 125.0 0.00 133.0 2.00 140.0 2.00 150.0 4.00 155.0 GR 4.00 185.0 2.00 190.0 2.00 195.0 0.00 200.0 -2.00 205.0 GR -2.00 210.0 0.00 214.0 2.00 220.0 2.00 225.0 4.00 230.0 GR 4.00 320.0 2.00 328.0 2.00 335.0 4.00 345.0 4.00 378.0 240CT95 11:43:28 PAGE 4 GR 2.00 390.0 2.00 400.0 0.00 415.0 -2.00 420.0 -2.00 525.0 GR 0.00 530.0 2.00 535.0 4.00 545.0 6.00 552.0 8.00 568.0 GR 10.00 585.0 12.00 595.0 14.00 608.0 16.00 620.0 18.00 635.0 GR 20.00 660.0 NH 9 0.1 109.0 0.035 149.0 0.1 159.0 0.035 446.0 0.1 NH 481.0 0.035 531.0 0.1 736.0 0.035 931.0 0.1 991.0 X1 1715. 69 109.0 931.0 30.0 380.0 100.0 0.00 GR 16.00 0.0 16.00 49.0 14.00 51.0 12.00 60.0 10.00 66.0 GR 8.00 72.0 8.00 91.0 6.00 101.0 4.00 109.0 2.00 111.0 GR 0.00 119.0 0.00 129.0 2.00 136.0 2.00 141.0 4.00 149.0 GR 4.00 159.0 2.00 163.0 2.00 179.0 0.00 186.0 -2.00 196.0 GR -2.00 251.0 0.00 261.0 2.00 271.0 2.00 296.0 0.00 306.0 GR 2.00 319.0 2.00 406.0 0.00 411.0 2.00 426.0 2.00 441.0 GR 4.00 446.0 4.00 481.0 2.00 491.0 2.00 501.0 0.00 506.0 GR -2.00 510.0 -2.00 520.0 0.00 523.0 2.00 529.0 4.00 531.0 GR 6.00 536.0 8.00 537.0 10.00 541.0 12.00 546.0 14.00 551.0 GR 16.00 591.0 18.00 646.0 18.00 696.0 16.00 701.0 14.00 711.0 GR 12.00 716.0 10.00 721.0 8.00 726.0 6.00 731.0 4.00 736.0 GR 2.00 741.0 0.00 746.0 -2.00 751.0 -2.00 919.0 0.00 921.0 GR 2.00 926.0 4.00 931.0 6.00 939.0 8.00 941.0 10.00 950.0 GR 12.00 953.0 14.00 959.0 16.00 963.0 18.00 991.0 NC 0.1 0.1 0.035 X1 1835. 27 108.0 578.0 45.0 200.0 120.0 0.00 GR 16.00 0.0 16.00 45.0 14.00 50.0 12.00 58.0 10.00 62.0 GR 8.00 70.0 8.00 90.0 6.00 100.0 4.00 108.0 2.00 112.0 GR 0.00 118.0 0.00 129.0 2.00 134.0 2.00 540.0 0.00 545.0 GR -2.00 550.0 -2.60 568.0 0.00 570.0 2.00 575.0 4.00 578.0 GR 6.00 584.0 8.00 590.0 10.00 595.0 12.00 600.0 14.00 608.0 GR 16.00 615.0 18.00 840.0 X1 1950. 21 165.0 405.0 70.0 150.0 115.0 0.00 GR 16.00 0.0 16.00 100.0 14.00 110.0 12.00 115.0 10.00 120.0 GR 8.00 130.0 8.00 150.0 6.00 160.0 4.00 165.0 2.00 170.0 GR 0.00 180.0 0.00 190.0 2.00 195.0 2.00 400.0 4.00 405.0 GR 6.00 410.0 8.00 414.0 10.00 420.0 12.00 425.0 14.00 430.0 GR 16.00 500..0 NC 0.05 0.05 0.035 From RW Beck X1 2300. 10 58.0 130.0 310.0 420.0 350.0 0.00 GR 16.90 0.0 8.60 25.0 8.60 43.0 3.60 58.0 -0.40 70.0 GR -0.40 78.0 1.60 84.0 1.60 124.0 3.60 130.0 11.60 154.0 X1 2780. 10 58.0 130.0 540.0 410.0 480.0 0.00 GR 16.90 0.0 8.60 25.0 8.60 43.0 3.60 58.0 0.20 68.2 GR 0.20 79.8 1.60 84.0 1.60 124.0 3.60 130.0 11.60 154.0 240CT95 11:43:28 PAGE 5 X1 3225. 10 39.0 111.5 440.0 470.0 445.0 0.00 GR 12.20 0.0 9.20 6.0 9.20 24.0 3.80 39.0 0.30 50.0 GR 0.30 61.0 1.80 65.5 1.80 105.5 3.80 111.5 10.80 132.5 X1 3259. 34.0 34.0 34.0 0.00 X1 3309. 10 55.5 127.5 50.0 50.0 50.0 0.00 GR 18.80 0.0 8.80 22.5 8.80 40.5 3.80 55.5 0.30 66.0 GR 0.30 77.0 1.80 81.5 1.80 121.5 3.80 127.5 17.13 163.5 X1 4079. 10 55.5 127.5 750.0 790.0 770.0 0.00 GR 19.00 0.0 9.00 22.5 9.00 40.5 4.00 55.5 0.60 65.7 GR 0.60 77.6 2.00 81.5 2.00 121.5 4.00 127.5 17.33 163.5 X1 4544. 10 55.5 127.5 465.0 465.0 465.0 0.00 GR 19.00 0.0 9.00 22.5 9.00 40.5 4.00 55.5 1.90 61.8 GR 1.90 81.2 2.00 81.5 2.00 121.5 4.00 127.5 17.33 163.5 X1 4635. 91.0 91.0 91.0 0.00 X1 4660. 8 58.2 133.8 25.0 25.0 25.0 0.00 GR 19.00 0.0 9.00 30.0 9.00 45.0 4.60 58.2 2.60 64.2 GR 2.60 127.8 4.60 133.8 13.00 165.0 X1 4712. 52.0 52.0 52.0 0.00 X1 4774. 12 50.0 122.0 62.0 62.0 62.0 0.00 GR 16.00 0.0 8.33 23.0 8.33 35.0 3.33 50.0 1.33 56.0 GR 1.33 70.0 1.10 70.7 1.10 85.3 1.33 86.0 1.33 116.0 GR 3.33 122.0 16.00 160.0 X1 4838. 14 45.1 144.9 64.0 64.0 64.0 0.00 GR 16.00 0.0 16.00 45.0 2.00 45.1 2.00 67.0 2.00 71.5 GR 2.00 73.0 1.00 76.0 1.00 90.0 2.00 93.0 2.00 131.5 GR 2.00 136.0 2.00 144.9 16.00 145.0 16.00 225.0 NC 0.3 0.5 X1 4947. 10 45.1 108.9 109.0 109.0 109.0 0.00 GR 16.00 0.0 16.00 45.0 2.00 45.1 2.00 55.0 1.00 58.0 GR 1.00 72.0 2.00 75.0 2.00 108.9 16.00 109.0 16.00 189.0 ` NC 0.011 X1 4950. 30 45.1 108.9 3.0 3.0 3.0 0.00 X3 10 0.0 0.0 BT 26 0.0 18.0 16.0 45.0 18.0 16.0 45.1 18.0 2.00 BT 47.5 18.0 2.0 47.51 18.0 14.1 58.5 18.0 14.1 58.51 BT 18.0 1.0 59.5 18.0 1.0 59.51 18.0 14.1 70.5 18.0 BT 14.1 70.51 18.0 1.0 71.5 18.0 1.0 71.51 18.0 14.1 BT 82.5 18.0 14.1 82.51 18.0 2.0 83.5 18.0 2.0 83.51 BT 18.0 14.1 94.5 18.0 14.1 94.51 18.0 2.0 95.5 18.0 BT 2.0 95.51 18.0 14.1 106.5 18.0 14.1 106.51 18.0 2.0 BT 108.9 18.0 2.0 109.0 18.0 16.0 189.0 18.0 16.0 GR 16.00 0.0 16.00 45.0 2.00 45.1 2.00 47.5 2.0 47.51 240CT95 11:43:28 PAGE 6 GR 2.0 55.0 1.0 58.0 1.0 58.50 1.0 58.51 1.0 59.5 GR 1.0 59.51 1.0 70.5 1.0 70.51 1.00 71.5 1.0 71.51 GR 1.00 72.0 2.00 75.0 2.0 82.5 2.0 82.51 2.0 83.5 GR 2.0 83.51 2.00 94.5 2.0 94.51 2.0 95.5 2.0 95.51 GR 2.0 106.5 2.00 106.51 2.00 108.9 16.00 109.0 16.00 189.0 aT 4 741 1098 1498 1087 X1 5050. 30 45.1 108.9 100.0 100.0 100.0 0.00 X3 10 0.0 0.0 BT 26 0.0 18.0 16.0 45.0 18.0 16.0 45.1 18.0 2.00 BT 47.5 18.0 2.0 47.51 18.0 14.1 58.5 18.0 14.1 58.51 BT 18.0 1.0 59.5 18.0 1.0 59.51 18.0 14.1 70.5 18.0 BT 14.1 70.51 18.0 1.0 71.5 18.0 1.0 71.51 18.0 14.1 BT 82.5 18.0 14.1 82.51 18.0 2.0 83.5 18.0 2.0 83.51 BT 18.0 14.1 94.5 18.0 .14.1 94.51 18.0 2.0 95.5 18.0 BT 2.0 95.51 18.0 14.1 106.5 18.0 14.1 106.51 18.0 2.0 BT 108.9 18.0 2.0 109.0 18.0 16.0 189.0 18.0 16.0 GR 16.00 0.0 16.00 45.0 2.00 45.1 2.00 47.5 2.0 47.51 GR 2.0 55.0 1.0 58.0 1.0 58.50 1.0 58.51 1.0 59.5 GR 1.0 59.51 1.0 70.5 1.0 70.51 1.00 71.5 1.0 71.51 GR 1.00 72.0 2.00 75.0 2.0 82.5 2.0 82.51 2.0 83.5 GR 2.0 83.51 2.00 94.5 2.0 94.51 2.0 95.5 2.0 95.51 GR 2.0 106.5 2.00 106.51 2.00 108.9 16.00 109.0 16.00 189.0 X1 5100. 30 45.1 108.9 50.0 50.0 50.0 0.00 X3 10 0.0 0.0 BT 26 0.0 18.0 16.0 45.0 18.0 16.0 45.1 18.0 2.00 BT 47.5 18.0 2.0 47.51 18.0 14.1 58.5 18.0 14.1 58.51 BT 18.0 1.0 59.5 18.0 1.0 59.51 18.0 14.1 70.5 18.0 BT 14.1 70.51 18.0 1.0 71.5 18.0 1.0 71.51 18.0 14.1 BT 82.5 18.0 14.1 82.51 18.0 2.0 83.5 18.0 2.0 83.51 BT 18.0 14.1 94.5 18.0 14.1 94.51 18.0 2.0 95.5 18.0 BT 2.0 95.51 18.0 14.1 106.5 18.0 14.1 106.51 18.0 2.0 BT 108.9 18.0 2.0 109.0 18.0 16.0 189.0 18.0 16.0 GR 16.00 0.0 16.00 45.0 2.00 45.1 2.00 47.5 2.0 47.51 GR 2.0 55.0 1.0 58.0 1.0 58.50 1.0 58.51 1.0 59.5 GR 1.0 59.51 1.0 70.5 1.0 70.51 1.00 71.5 1.0 71.51 GR 1.00 72.0 2.00 75.0 2.0 82.5 2.0 82.51 2.0 83.5 GR 2.0 83.51 2.00 94.5 2.0 94.51 2.0 95.5 2.0 95.51 GR 2.0 106.5 2.00 106.51 2.00 108.9 16.00 109.0 16.00 189.0 X1 5143. 29 47.5 108.9 43.0 43.0 43.0 0.00 BT 26 0.0 18.0 16.0 45.0 18.0 16.0 45.1 18.0 2.00 BT 47.5 18.0 2.0 47.51 18.0 14.1 58.5 18.0 14.1 58.51 BT 18.0 1.0 59.5 18.0 1.0 59.51 18.0 14.1 70.5 18.0 BT 14.1 70.51 18.0 1.0 71.5 18.0 1.0 71.51 18.0 14.1 BT 82.5 18.0 14.1 82.51 18.0 2.0 83.5 18.0 2.0 83.51 BT 18.0 14.1 94.5 18.0 14.1 94.51 18.0 2.0 95.5 18.0 BT 2.0 95.51 18.0 14.1 106.5 18.0 14.1 106.51 18.0 2.0 BT 108.9 18.0 2.0 109.0 18.0 16.0 189.0 18.0 16.0 GR 18.00 0.0 18.00 45.0 2.00 45.1 2.00 47.5 2.0 47.51 GR 2.0 58.0 2.0 58.50 2.0 58.51 2.00 59.5 0.09 59.51 GR 0.09 70.5 2.0 70.51 2.00 71.5 2.0 71.51 2.00 72.0 GR 2.00 75.0 2.0 82.5 2.0 82.51 2.0 83.5 2.0 83.51 240CT95 11:43:28 PAGE 7 GR 2.0 94.5 2.0 94.51 2.0 95.5 2.0 95.51 2.0 106.5 GR 14.10 106.51 18.00 108.9 18.00 109.0 18.00 189.0 NC 0.05 0.05 0.035 0.1 0.3 X1 5268. 17 158.0 254.7 80.0 125.0 125.0 GR 19.90 0.0 17.40 72.2 14.90 133.8 11.90 140.4 6.20 158.0 GR -0.45 159.2 -0.45 173.1 0.25 182.0 3.40 183.5 5.00 187.6 GR 2.62 194.7 2.62 199.7 0.12 207.2 0.12 219.2 2.62 226.74 GR 2.62 254.7 14.00 254.8 X1 5348. 39 138.9 306.9 60.0 90.0 80.0 0.00 GR 26.00 0.0 24.20 11.0 15.90 34.2 15.30 40.5 30.00 40.5 GR 30.00 42.0 15.30 42.0 15.20 51.4 15.30 91.4 30.00 91.4 GR 30.00 92.9 15.30 92.9 14.90 123.4 30.00 123.4 30.00 124.9 GR 14.90 124.9 14.00 138.9 3.20 144.4 0.78 147.2 0.78 157.8 GR 1.88 171.5 3.08 174.0 5.40 174.8 30.00 174.8 30.00 176.3 GR 7.10 176.3 8.30 178.1 21.20 206.5 22.30 213.2 25.10 215.0 GR 24.50 226.6 24.50 247.0 2.12 247.1 2.12 259.0 0.12 259.1 GR 0.12 271.0 2.12 271.1 2.12 306.9 24.50 307.0 X1 5393. 39 112.5 306.9 45.0 45.0 45.0 0.00 GR 24.60 0.0 23.60 5.7 16.20 28.1 15.40 35.1 30.00 35.1 GR 30.00 36.6 15.40 36.6 15.20 44.3 14.60 85.0 30.00 85.0 GR 30.00 86.5 14.60 86.5 14.30 96.2 8.00 112.5 1.50 116.5 GR 30.00 116.5 30.00 118.0 1.50 118.0 0.49 123.0 2.10 131.6 GR 1.30 144.6 3.30 146.2 4.20 152.8 6.00 158.5 11.50 165.7 GR 12.00 167.8 30.00 167.8 30.00 169.3 12.00 169.3 23.00 189.1 GR 24.60 203.1 24.50 247.0 2.12 247.1 2.12 259.0 0.12 259.1 GR 0.12 271.0 2.12 271.1 2.12 306.9 24.50 307.0 X1 5438. 37 108.9 306.9 45.0 45.0 45.0 0.00 GR 22.50 0.0 21.50 4.8 16.20 18.5 15.70 36.6 30.00 36.6 GR 30.00 38.1 15.70 38.1 14.80 83.7 30.00 83.7 30.00 85.2 GR 14.80 85.2 14.50 108.9 4.20 117.0 30.00 117.0 30.00 118.5 GR 4.20 118.5 1.60 121.4 0.20 129.9 3.70 143.1 4.10 144.6 GR 5.70 152.5 6.00 165.6 11.40 167.8 30.00 167.8 30.00 169.3 GR 11.40 169.3 14.80 176.4 22.30 195.4 23.20 204.4 24.50 247.0 GR 2.12 247.1 2.12 259.0 0.12 259.1 0.12 271.0 2.12 271.1 GR 2.12 306.9 24.50 307.0 X1 5550. 18 91.3 201.3 116.0 24.0 40.0 GR 15.60 0.0 15.40 67.0 9.20 83.7 4.10 91.3 2.72 92.4 GR 0.32 96.7 0.32 103.1 0.80 110.3 2.70 114.1 5.70 119.6 GR 8.00 125.3 2.66 141.3 2.66 162.8 0.16 170.3 0.16 182.3 GR 2.66 189.8 2.66 201.3 15.60 201.4 X1 5773. 9 18.8 65.9 216.0 230.0 223.0 0.00 GR 12.00 0.0 2.62 18.8 2.62 28.0 0.12 35.5 0.12 47.5 GR 2.62 55.0 2.62 60.0 2.62 65.9 16.00 66.0 240CT95 11:43:28 PAGE 8 NC 0.3 0.5 X1 5830. 10 6 75 57 57 57 GR 16 0 6.73 0.1 4.73 6 2.73 12 2.73 40.5 GR 0.23 48 0.23 60 2.73 67.5 2.73 75 16.0 75.1 X1 5838. 8 0.1 60 8 8 8 X3 10 0.0 0.0 17.0 17.0 GR 16 0 2.74 0.1 2.74 28.5 0.24 36 .24 48 GR 2.74 55.5 2.74 60 16 60.1 SB 1.05 1.6 2.5 500 60.0 784.4 X1 5898. 8 .1 60 60.0 60.0 60.0 X2 1 15.0 17.0 X3 10 0.0 0.0 17.0 17.0 GR 16 0 2.74 0.1 2.74 28.5 0.24 36 .24 48 GR 2.74 55.5 2.74 60 16 60.1 Begin HNTB modifications for incorporation of City of Renton Channel Alt.2 QT 4 733 1088 1488 1085 NH 5 0.075 0.9 0.050 47.5 0.035 74.5 0.050 123.2 0.075 NH 130.0 X1 5938. 10 47.5 74.5 40.0 40.0 40.0 0.00 GR 15.80 0..0 15.9 0.9 3.7 37.5 3.7 47.5 1.2 55 GR 1.2 67 3.7 74.5 3.7 84.5 16.6 123.2 16.6 130 NC 0.1 0.3 X1 6038. 10 47.5 74.5 100.0 100.0 100.0 GR 15.80 0.0 15.9 0.9 3.7 37.5 3.7 47.5 1.2 55 GR 1.2 67 3.7 74.5 3.7 84.5 16.6 123.2 16.6 130 6200 601 Downstream of the new Oakesdale crossing NH 5 0.075 737 0.050 786.5 0.035 813.5 0.050 864.0 0.075 NH 900.0 X1 6200. 25 786.5 813.5 162.0 162.0 162.0 GR 18 700 16 737 14 745.6 7.87 764.0 7.83 764.1 GR 4.37 774.5 4.33 774.6 3.7 776.5 3.7 786.5 1.2 794 GR 1.2 806 1.67 807.4 1.71 807.5 3.7 813.5 3.7 818.9 GR 3.7 819 3.7 823.5 8.83 838.9 8.87 839 11.04 845.5 GR 11.08 845.6 13.84 853.9 13.88 854 17 864 17 900 NC 0.3 0.5 6260 Downstream edge of the new Oakesdale crossing NH 5 0.075 737 0.035 786.5 0.035 813.5 0.020 864.0 0.075 NH 900.0 X1 6260. 60.0 60.0 60.0 BT -17 700 18 18 737 23 16 745.6 23 16.75 BT 807.4 23.27 17 807.5 23.27 14.5 813.5 23.27 13.2 ST 818.9 23.27 12.0 819 23.27 3.7 823.5 23.27 3.7 BT 838.9 23.27 8.83 839 23.27 12.0 845.5 23.27 14.5 BT 845.6 23.00 17.0 853.9 22.56 16.3 854 22.56 13.88 BT 864 22 17 900 17 17 240CT95 11:43:28 PAGE 9 NH 6 0.075 737 0.020 747.1 0.035 786.5 0.035 813.5 0.020 NH 864.0 0.075 900.0 X1 6348. 21 786.5 813.5 88.0 88.0 88.0 BT -14 700 18 18 737 23 16 745.6 23 14 BT 747.0 23 13.53 747.1 23 16.75 832.9 23.27 16.5 BT 838.9 23.27 16.5 839 23.27 8.87 845.5 23.27 11.04 BT 845.6 23.00 16.5 853.9 22.56 16.3 854 22.56 13.88 BT 864 22 17 900 17 17 GR 18 700 16 737 14 745.6 13.53 747 13.49 747.1 GR 3.7 776.5 3.7 786.5 1.2 794 1.2 806 3.7 813.5 GR 3.7 823.5 6.83 832.9 6.87 833 8.83 838.9 8.87 839 GR 11.04 845.5 11.08 845.6 13.84 853.9 13.88 854 17 864 GR 17 900 6430 Upstream edge of the new Oakesdale crossing NH 6 0.075 737 0.020 774.5 0.035 813.5 0.035 853.9 0.020 NH 864.0 0.075 900.0 X1 6430. 17 786.5 813.5 82.0 82.0 82.0 BT -16 700 18 18 737 23 16 745.6 23 14 BT 764.0 23 7.87 764.1 23 11.75 774.5 23 14.25 BT 774.6 23 16.75 776.5 23 16.75 786.5 23 16.75 BT 794 23.05 16.8 806 23.10 16.9 806.0 23.27 17 BT 853.9 22.56 16.3 854 22.56 13.88 864 22 17 BT 900 17 17 GR 18 700 16 737 14 745.6 7.87 764.0 7.83 764.1 GR 4.37 774.5 4.33 774.6 3.7 776.5 3.7 786.5 1.2 794 GR 1.2 806 3.7 813.5 3.7 823.5 13.84 853.9 13.88 854 GR 17 864 17 900 6500 70' Upstream of the new Oakesdale crossing NH 5 0.075 737 0.050 786.5 0.035 813.5 0.050 864.0 0.075 NH 900.0 X1 6500. 70.0 70.0 70.0 NC 0.1 0.3 NH 5 0.075 31.7 0.050 74.5 0.035 101.5 0.050 146.6 0.075 NH 151.0 X1 6958. 9 74.5 101.5 458.0 458.0 458.0 0.00 GR 14.8 31.7 3.7 64.5 3.7 74.5 1.2 82 1.2 94 GR 3.7 101.5 3.7 111.5 15.3 146.6 15.4 151 QT 4 708 1060 1441 1025 NH 5 0.075 427.2 0.050 467.5 0.035 496.5 0.050 544.9 0.990 NH 1630. X1 8408. 21 427.2 544.9 1450.0 1450.0 1450.0 0.00 X3 10 14.90 14.00 GR 18.00 0.0 12.00 100.0 12.00 120.0 16.00 170.0 16.00 260.0 GR 13.20 400.0 14.90 414.0 13.9 427.2 3.9 457.5 3.9 467.5 GR 1.4 477 1.4 489 3.9 496.5 3.9 506.5 16.7 544.9 GR 16.90 546.0 16.00 970.0 14.00 1020.0 12.00 1040.0 11.50 1600.0 GR 18.00 1630.0 240CT95 11:43:28 PAGE 10 NH 5 0.075 710.0 0.050 878.5 0.035 905.5 0.050 950.0 0.075 NH 1540. X1 9178. 22 845.4 990.0 770.0 770.0 770.0 0.00 X3 10 GR 16.00 0.0 14.00 140.0 12.00 240.0 14.00 680.0 14.00 690.0 GR 14.00 695.0 10.00 710.0 11.30 810.0 11.60 845.4 3.9 868.5 GR 3.9 878.5 1.4 886 1.4 898 3.9 905.5 3.9 915.5 GR 15.4 950.0 16.00 990.0 16.00 1190.0 14.00 1450.0 12.00 1460.0 GR 11.50 1530.0 17.50 1540.0 OT 4 657 980 1344 948 NH 5 0.075 890.0 0.050 1293.5 0.035 1320.5 0.050 1379.0 0.075 NH 2280. X1 9338. 18 1230.0 1353.3 160.0 160.0 160.0 0.00 X3 10 GR 16.00 0.0 14.00 140.0 12.00 240.0 10.00 690.0 10.00 890.0 GR 11.70 1230.0 11.4 1261.6 4.1 1283.5 4.1 1293.5 1.6 1301 GR 1.6 1313 4.1 1320.5 4.1 1330.5 11.7 1353.3 11.40 1379.0 GR 12.00 2060.0 12.00 2265.0 18.00 2280.0 End HNTB channel section modifications NH 5 0.075 110.0 0.050 189.0 0.035 212.0 0.050 259.0 0.075 NH 775. X1 9878. 14 110.0 259.0 540.0 540.0 540.0 0.00 X3 10 X4 2 0.50 190.0 1.00 209.5 GR 18.00 0.0 16.00 20.0 16.00 110.0 10.90 170.0 8.20 188.0 GR 5.40 189.0 0.00 202.0 4.50 212.0 7.50 213.0 10.30 226.0 GR 12.30 249.0 12.40 259.0 12.00 760.0 18.00 775.0 NC 0.3 0.5 NH 5 0.075 120.0 0.050 185.1 0.035 213.9 0.050 219.0 0.075 NH 760. X1 9928. 13 120.0 214.0 50.0 50.0 50.0 0.00 X3 10 0.0 0.0 GR 18.00 0.0 16.00 20.0 15.50 60.0 16.00 120.0 13.00 180.0 GR 13.00 185.0 1.00 185.1 0.00 199.5 1.00 213.9 13.00 214.0 GR 13.00 219.0 12.00 730.0 18.00 760.0 NH 5 0.075 120.0 0.035 185.1 0.014 213.9 0.035 219.0 0.075 NH 760. X1 9933. 5.0 5.0 5.0 0.00 BT 13 0.0 18.0 18.0 20.0 16.0 16.0 60.0 15.5 15.5 BT 120.0 16.0 16.0 180.0 13.0 13.0 185.0 13.0 11.0 185.1 BT 13.0 11.0 199.5 13.0 11.0 213.9 13.0 11.0 214.0 13.0 BT 13.0 219.0 13.0 13.0 730.0 12.0 12.0 760.0 18.0 18.0 X1 9966. 33.0 33.0 33.0 0.00 X2 1 X3 10 240CT95 11:43:28 PAGE 11 NH 5 0.075 120.0 0.050 185.1 0.035 213.9 0.050 219.0 0.075 NH 760. X1 9971. 5.0 5.0 5.0 0.00 X3 10 0.0 0.0 NH 5 0.075 550.0 0.050 576.0 0.035 595.0 0.050 640.0 0.075 NH 1090. X1 10011. 14 550.0 640.0 40.0 40.0 40.0 0.00 X3 10 X4 2 2.30 578.0 1.00 593.0 GR 18.00 0.0 14.50 20.0 14.00 490.0 15.50 550.0 10.90 565.0 GR 7.80 576.0 0.00 584.0 4.30 595.0 8.20 596.0 10.20 614.0 GR 10.30 640.0 10.50 1020.0 12.00 1040.0 18.00 1090.0 NC 0.11 0.3 NH 5 0.075 390.0 0.050 476.0 0.035 497.0 0.050 556.0 0.075 NH 795. X1 10376. 15 440.0 516.0 410.0 410.0 410.0 0.00 X3 10 X4 2 0.50 478.0 0.00 495.0 GR 18.00 0.0 15.00 20.0 16.00 390.0 16.10 440.0 14.30 452.0 GR 7.60 475.0 4.50 476.0 0.00 487.0 4.80 497.0 7.80 498.0 GR 10.20 516.0 10.20 556.0 10.00 750.0 12.00 770.0 18.00 795.0 NC 0.3 0.5 NH 5 0.075 430.0 0.050 476.0 0.035 497.0 0.050 556.0 0.075 NH 795. X1 10421. 17 476.0 497.0 45.0 45.0 45.0 0.00 X3 10 0.0 0.0 17.9 17.9 GR 18.00 0.0 16.00 230.0 15.50 430.0 16.10 440.0 14.30 452.0 GR 7.60 475.0 4.50 476.0 0.50 477.0 0.00 487.0 0.00 496.0 GR 4.80 497.0 7.80 498.0 10.20 516.0 10.20 556.0 10.00 750.0 GR 12.00 770.0 18.00 795.0 SC 2.024 0.5 2.63 0 8.69 0 114.0 2.2 3.60 3.50 QT 4 608 883 1251 866 NH 5 0.075 2210.0 0.050 2266.0 0.035 2292.0 0.050 2326.0 0.075 NH 3210. X1 10535. 26 2266.0 2326.0 114.0 114.0 114.0 0.00 X2 2 17.9 X3 10 0.0 0.0 17.9 17.9 BT 3 0.0 17.9 0.0 2290.0 17.9 0.0 3210.0 17.9 0.0 GR 20.00 0.0 18.00 130.0 16.00 420.0 15.00 445.0 15.00 1810.0 GR 12.00 1835.0 12.00 2210.0 12.20 2230.0 9.60 2256.0 7.40 2265.0 GR 5.70 2266.0 0.20 2268.0 0.20 2279.0 1.00 2290.0 5.20 2292.0 GR 7.60 2293.0 9.50 2308.0 11.00 2326.0 11.00 2356.0 10.00 2410.0 GR 9.50 2510.0 10.00 2730.0 9.50 2770.0 10.00 3130.0 16.00 3150.0 GR 18.50 3210.0 240CT95 11:43:28 PAGE 12 NH 5 0.075 2120.0 0.050 2341.0 0.035 2367.0 0.050 2383.0 0.075 NH 3320. X1 10595. 25 2305.0 2401.0 60.0 60.0 60.0 0.00 X3 10 GR 20.00 0.0 18.00 130.0 16.00 420.0 15.00 485.0 15.00 1900.0 GR 12.00 1920.0 10.50 2120.0 12.20 2305.0 9.60 2331.0 7.40 2340.0 GR 5.70 2341.0 0.20 2343.0 0.20 2354.0 1.00 2365.0 5.20 2367.0 GR 7.60 2368.0 9.50 2383.0 11.00 2401.0 11.00 2431.0 12.00 2720.0 GR 11.00 3000.0 10.00 3180.0 10.00 3270.0 18.00 3290.0 19.00 3320.0 NC 0.1 0.3 NH 5 0.075 2120.0 0.050 2341.0 0.035 2367.0 0.050 2383.0 0.075 NH 3320. X1 11595. 25 2305.0 2401.0 1000.0 1000.0 1000.0 0.00 X3 10 GR 20.00 0.0 18.00 130.0 16.00 420.0 15.00 485.0 15.00 1900.0 GR 12.00 1920.0 10.50 2120.0 12.20 2305.0 9.60 2331.0 7.40 2340.0 GR 5.70 2341.0 0.20 2343.0 0.20 2354.0 1.00 2365.0 5.20 2367.0 GR 7.60 2368.0 9.50 2383.0 11.00 2401.0 11.00 2431.0 12.00 2720.0 GR 11.00 3000.0 10.00 3180.0 10.00 3270.0 18.00 3290.0 19.00 3320.0 NH 5 0.075 1720.0 0.050 1793.0 0.035 1823.0 0.050 1854.0 0.075 NH 2800. X1 11735. 19 1757.0 1854.0 140.0 140.0 140.0 0.00 X3 10 GR 18.50 0.0 18.00 60.0 16.50 480.0 15.00 620.0 17.00 1290.0 GR 15.50 1720.0 15.50 1757.0 12.00 1775.0 7.60 1793.0 4.00 1795.0 GR 3.50 1809.0 3.70 1818.0 7.20 1823.0 10.60 1842.0 14.30 1854.0 GR 14.90 1874.0 16.50 2310.0 16.50 2750.0 19.00 2800.0 NH 5 0.075 2270.0 0.050 2376.0 0.035 2402.0 0.050 2445.0 0.075 NH 3370. X1 12775. 18 2270.0 2445.0 1040.0 1040.0 1040.0 0.00 X3 10 GR 19.50 0.0 16.50 1040.0 15.50 1130.0 17.00 2100.0 16.00 2270.0 GR 14.40 2335.0 12.80 2359.0 8.50 2375.0 5.40 2376.0 4.60 2388.0 GR 5.80 2402.0 7.80 2403.0 12.30 2421.0 15.30 2437.0 15.30 2445.0 GR 17.00 2780.0 16.50 3320.0 19.00 3370.0 NC 0.3 0.5 NH 5 0.075 1948.0 0.050 1972.0 0.035 2016.0 0.050 2058.0 0.075 NH 2970. X1 12825. 19 1948.0 2016.0 50.0 50.0 50.0 0.00 X3 10 0.0 0.0 15.0 15.0 GR 19.50 0.0 16.50 470.0 16.50 650.0 17.00 1320.0 16.00 1890.0 GR 14.40 1948.0 12.80 1972.0 8.50 1979.0 5.00 1989.0 4.60 2001.0 GR 5.80 2015.0 7.80 2016.0 12.30 2034.0 15.30 2050.0 15.30 2058.0 GR 17.00 2300.0 16.50 2700.0 16.50 2920.0 19.00 2970.0 240CT95 11:43:28 PAGE 13 SC 4.024 0.5 2.63 0 6.0 0 110.0 2.2 4.70 4.40 QT 4 575 836 1239 853 NH 5 0.075 1645.0 0.050 1674.0 0.035 1725.0 0.050 1756.0 0.075 NH 2680. X1 12935. 17 1645.0 1756.0 110.0 110.0 110.0 0.00 X2 2 15.0 X3 10 0.0 0.0 15.1 15.1 X4 2 4.50 1695.0 4.60 1720.0 BT 9 0. 18.0 0.0 1100.0 17.0 0.0 1594. 15.48 0.0 BT 1644.0 15.1 0.0 1694.0 14.9 0.0 1744.0 14.94 0.0 1794.0 BT 15.2 0.0 1944.0 16.2 0.0 2630.0 16.50 0.0 GR 18.00 0.0 16.50 350.0 17.00 1110.0 16.00 1590.0 14.00 1625.0 GR 16.40 1645.0 14.70 1674.0 4.20 1676.0 4.20 1694.0 4.20 1710.0 GR 5.60 1725.0 7.60 1726.0 15.90 1756.0 16.00 1781.0 16.00 2550.0 GR 16.50 2630.0 19.00 2680.0 NH 5 0.075 2065.0 0.050 2115.0 0.035 2145.0 0.050 2201.0 0.075 NH 3110. X1 12985. 17 2065.0 2201.0 50.0 50.0 50.0 0.00 X3 10 X4 2 4.50 2115.0 4.60 2140.0 GR 20.00 0.0 19.00 200.0 16.50 670.0 16.50 1120.0 16.00 2020.0 GR 16.40 2065.0 14.70 2094.0 7.90 2113.0 5.70 2114.0 4.20 2130.0 GR 5.60 2145.0 7.60 2146.0 15.90 2176.0 16.00 2201.0 16.50 2500.0 GR 16.50 3060.0 19.00 3110.0 NC 0.1 0.3 NH 5 0.075 1410.0 0.050 1595.0 0.035 1631.0 0.050 1655.0 0.075 NH 1668. X1 13935. 16 1555.0 1651.0 950.0 950.0 950.0 0.00 X3 10 X4 2 5.50 1598.0 5.20 1620.0 GR 20.00 0.0 19.50 130.0 18.00 460.0 18.00 960.0 16.50 1410.0 GR 18.10 1555.0 18.10 1573.0 7.60 1595.0 6.10 1596.0 4.70 1610.0 GR 7.40 1624.0 9.30 1631.0 11.00 1633.0 19.10 1651.0 20.10 1655.0 GR 20.50 1668.0 NH 5 0.075 2000.0 0.050 2020.0 0.035 2062.0 0.050 2117.0 0.990 NH 4020. X1 14905. 12 2020.0 2062.0 960.0 960.0 960.0 0.00 X3 10 GR 18.50 0.0 17.50 2000.0 16.30 2020.0 8.10 2027.0 5.00 2028.0 GR 4.40 2039.0 5.20 2046.0 6.60 2048.0 16.40 2062.0 16.80 2117.0 GR 17.50 4000.0 18.5 4020.0 NC 0.3 0.5 NH 5 0.075 2000.0 0.050 2020.0 0.035 2062.0 0.050 2117.0 0.990 NH 4020. X1 14945. 40.0 40.0 40.0 0.00 X3 10 0.0 0.0 16.0 16.0 240CT95 11:43:28 PAGE 14 SB 1.05 1.6 2.5 20.0 2.0 278.1 0.84 4.8 4.8 NH 5 0.075 2000.0 0.050 2020.0 0.035 2062.0 0.050 2117.0 0.990 NH 4020. X1 14955. 10.0 10.0 10.0 0.00 X2 1 15.0 17.0 X3 10 0.0 0.0 17.0 17.0 BT 3 2000.0 17.5 0.0 2010.0 17.0 0.0 2117.0 17.0 0.0 NH 5 0.075 535.0 0.050 541.0 0.035 565.0 0.050 576.0 0.075 NH 620. X1 14995. 15 510.0 576.0 40.0 40.0 40.0 0.00 GR 21.50 0.0 16.70 510.0 16.50 525.0 11.80 535.0 10.70 541.0 GR 8.40 543.0 7.90 546.0 5.00 547.0 4.30 554.0 4.80 561.0 GR 7.20 563.0 9.60 565.0 15.70 576.0 18.10 610.0 19.00 620.0 NC 0.1 0.3 NH 5 0.075 535.0 0.050 541.0 0.035 565.0 0.050 576.0 0.075 NH 620. X1 15225. 15 510.0 576.0 230.0 230.0 230.0 0.00 GR 21.50 0.0 16.70 510.0 16.50 525.0 11.80 535.0 10.70 541.0 GR 8.40 543.0 7.90 546.0 5.00 547.0 4.30 554.0 4.80 561.0 GR 7.20 563.0 9.60 565.0 15.70 576.0 18.10 610.0 19.00 620.0 NC 0.3 0.5 QT 4 575 841 1239 655 NH 5 0.075 525.0 0.050 543.0 0.035 563.0 0.050 576.0 0.075 NH 620. X1 15275. 15 525.0 576.0 50.0 50.0 50.0 0.00 X3 10 0.0 0.0 17.1 17.1 GR 21.50 0.0 16.70 510.0 16.50 525.0 11.80 535.0 10.70 541.0 GR 8.40 543.0 7.90 546.0 5.00 547.0 4.30 554.0 4.80 561.0 GR 7.20 563.0 9.60 565.0 15.70 576.0 18.10 610.0 19.00 620.0 SC 4.024 0.5 2.63 0 6.0 0 143.0 2.2 5.40 5.39 QT 4 535 796 1160 802 NH 5 0.075 523.0 0.050 554.0 0.035 578.0 0.050 590.0 0.990 NH 2655. X1 15418. 13 523.0 590.0 143.0 143.0 143.0 0.00 X2 2 17.1 X3 10 0.0 0.0 17.1 17.1 ` X4 2 5.50 556.0 5.00 577.0 ST 3 510.0 17.1 0.0 554.0 17.1 0.0 614.0 17.1 0.0 GR 21.50 0.0 20.20 510.0 20.10 523.0 14.30 533.0 13.20 542.0 GR 8.00 554.0 4.70 568.0 8.40 578.0 13.20 590.0 16.90 597.0 GR 17.40 614.0 18.00 2605.0 19.00 2655.0 NH 5 0.075 1030.0 0.050 1124.0 0.035 1148.0 0.050 1184.0 0.990 NH 3340. X1 15468. 17 1093.0 1184.0 50.0 50.0 50.0 0.00 X4 2 5.50 1126.0 5.00 1147.0 GR 22.00 0.0 21.00 250.0 21.00 520.0 20.00 1010.0 20.20 1030.0 GR 20.20 1080.0 20.10 1093.0 14.30 1103.0 13.20 1112.0 8.00 1124.0 GR 4.70 1138.0 8.40 1148.0 13.20 1160.0 16.90 1167.0 17.40 1184.0 240CT95 11:43:28 PAGE 15 GR 18.00 3290.0 19.00 3340.0 NC 0.1 0.3 NH 4 0.050 73.0 0.035 96.0 0.050 150.0 0.075 960.0 X1 16288. 10 50.0 118.0 860.0 860.0 860.0 0.00 X3 10 X4 2 5.80 73.5 6.00 95.0 GR 26.50 0.0 15.80 50.0 12.60 65.0 8.80 73.0 5.50 84.0 GR 8.20 96.0 17.90 118.0 17.30 150.0 20.00 360.0 20.00 960.0 NH 5 0.075 60.0 0.050 546.0 0.035 572.0 0.050 662.0 0.075 NH 1540. X1 17158. 13 528.0 598.0 870.0 870.0 870.0 0.00 X4 2 6.00 550.0 5.80 570.0 GR 29.50 0.0 22.00 60.0 21.60 495.0 21.50 506.0 16.30 519.0 GR 15.40 528.0 8.70 546.0 5.70 556.0 8.30 572.0 17.10 598.0 GR 18.40 662.0 20.00 1480.0 20.50 1540.0 NC 0.3 0.5 GT 4 530 791 1148 798 NH 5 0.075 60.0 0.050 546.0 0.035 572.0 0.050 662.0 0.075 NH 1540. X1 17208. 50.0 50.0 50.0 0.00 240CT95 11:43:28 PAGE 16 IHLEQ = 1. THEREFORE FRICTION LOSS (HL) IS CALCULATED AS A FUNCTION OF PROFILE TYPE, WHICH CAN VARY FROM REACH TO REACH. SEE DOCUMENTATION FOR DETAILS. 240CT95 11:43:28 PAGE 17 T1 EAST SIDE GREEN RIVER WATERSHED PLAN (ALT 2) T2 PROPOSED CONDITIONS 25-year future flows 23 Oct 1995 T3 Springbrook Creek ESGRWP HNTB Corporation J1 ICHECK , INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ -10 3 0 0 0 0 0 0 4.8 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 2 0 -1 -1 IHLEQ = 1. THEREFORE FRICTION LOSS (HL) IS CALCULATED AS A FUNCTION OF PROFILE TYPE, WHICH CAN VARY FROM REACH TO REACH. SEE DOCUMENTATION FOR DETAILS. 240CT95 11:43:28 PAGE 18 T1 EAST SIDE GREEN RIVER WATERSHED PLAN (ALT 2) T2 PROPOSED CONDITIONS 100-year future flows 23 Oct 1995 T3 Springbrook Creek ESGRWP HNTB Corporation J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ -10 4 0 0 0 0 0 0 5.4 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE - 3 0 -1 -1 IHLEQ = 1. THEREFORE FRICTION LOSS (HL) IS CALCULATED AS A FUNCTION OF PROFILE TYPE, WHICH CAN VARY FROM REACH TO REACH. SEE DOCUMENTATION FOR DETAILS. 240CT95 11:43:28 PAGE 19 T1 EAST SIDE GREEN RIVER WATERSHED PLAN (ALT 2) T2 PROPOSED CONDITIONS 100-year future STORAGE 23 Oct 1995 T3 Springbrook Creek ESGRWP HNTB Corporation J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ -10 5 0 0 0 0 0 0 13.1 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 15 0 -1 -1 IHLEQ = 1. THEREFORE FRICTION LOSS (HL) IS CALCULATED AS A FUNCTION OF PROFILE TYPE, WHICH CAN VARY FROM REACH TO REACH. SEE DOCUMENTATION FOR DETAILS. 240CT95 11:43:28 PAGE 20 THIS RUN EXECUTED 240CT95 11:43:48 ************************************* HEC-2 WATER SURFACE PROFILES ,Version 4.6.2; May 1991 ************************************* NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST Springbrook Creek ESGRWP SUMMARY PRINTOUT SECNO DEPTH CWSEL ELMIN TWA VOL Q .100 12.90 4.40 -8.50 .00 .00 854.00 .100 13.30 4.80 -8.50 .00 .00 1228.00 .100 13.90 5.40 -8.50 .00 .00 1747.00 .100 21.60 13.10 -8.50 .00 .00 1216.00 * 170.000 9.15 4.40 -4.75 .71 7.30 854.00 * 170.000 9.55 4.80 -4.75 .71 7.58 1228.00 * 170.000 10.15 5.40 -4.75 .72 8.01 1747.00 170.000 17.85 13.10 -4.75 .86 13.98 1216.00 225.000 8.20 4.40 -3.80 1.08 9.29 854.00 225.000 8.60 4.80 -3.80 1.08 9.72 1228.00 225.000 9.20 5.40 -3.80 1.09 10.37 1747.00 225.000 16.90 13.10 -3.80 1.33 19.55 1216.00 * 505.000 4.43 4.43 .00 3.74 17.08 854.00 * 505.000 4.83 4.83 .00 3.77 18.59 1228.00 * 505.000 5.43 5.43 .00 3.82 20.86 1747.00 505.000 13.10 13.10 .00 4.64 53.13 1216.00 635.000 4.45 4.45 .00 4.71 19.09 854.00 * 635.000 4.85 4.85 .00 4.74 20.99 1228.00 * 635.000 5.44 5.44 .00 4.80 23.84 1747.00 * 635.000 13.10 13.10 .00 5.85 64.55 1216.00 * 825.000 6.52 4.52 -2.00 6.07 22.38 854.00 * 825.000 6.95 4.95 -2.00 6.12 24.86 1228.00 * 825.000 7.57 5.57 -2.00 6.19 28.55 1747.00 * 825.000 15.10 13.10 -2.00 7.53 81.01 1216.00 1035.000 6.54 4.54 -2.00 8.00 27.31 854.00 1035.000 6.98 4.98 -2.00 8.06 30.61 1228.00 1035.000 7.60 5.60 -2.00 8.15 35.52 1747.00 1035.000 15.10 13.10 -2.00 9.84 104.24 1216.00 240CT95 11:43:28 PAGE 21 SECNO DEPTH CWSEL ELMIN TWA VOL Q * 1305.000 4.59 4.59 .00 9.67 31.97 854.00 * 1305.000 5.03 5.03 .00 9.76 36.00 1228.00 * 1305.000 5.65 5.65 .00 9.88 41.97 1747.00 * 1305.000 13.10 13.10 .00 12.04 125.64 1216.00 * 1615.000 6.66 4.66 -2.00 11.85 38.40 854.00 * 1615.000 7.14 5.14 -2.00 11.96 43.47 1228.00 * 1615.000 7.79 5.79 -2.00 12.11 50.83 1747.00 * 1615.000 15.11 13.11 -2.00 14.90 153.52 1216.00 * 1715.000 6.67 4.67 -2.00 13.08 43.01 854.00 * 1715.000 7.15 5.15 -2.00 13.21 48.68 1228.00 * 1715.000 7.81 5.81 -2.00 13.39 56.87 1747.00 * 1715.000 15.11 13.11 -2.00 16.55 170.30 1216.00 * 1835.000 6.67 4.67 -2.00 14.60 48.59 854.00 * 1835.000 7.15 5.15 -2.00 14.74 54.99 1228.00 * 1835.000 7.81 5.81 -2.00 14.93 64.20 1747.00 * 1835.000 15.11 13.11 -2.00 18.28 189.59 1216.00 * 1950.000 4.67 4.67 .00 15.55 51.30 854.00 * 1950.000 5.15 5.15 .00 15.69 58.16 1228.00 * 1950.000 5.80 5.80 .00 15.90 67.99 1747.00 * 1950.000 13.11 13.11 .00 19.39 201.01 1216.00 * 2300.000 5.15 4.75 -.40 16.84 54.98 854.00 * 2300.000 5.62 5.22 -.40 17.01 62.45 1228.00 * 2300.000 6.22 5.82 -.40 17.25 73.14 1747.00 * 2300.000 13.50 13.10 -.40 21.22 218.03 1216.00 2780.000 5.12 5.32 .20 17.73 57.92 854.00 2780.000 5.76 5.96 .20 17.93 65.89 1228.00 2780.000 6.54 6.74 .20 18.21 77.24 1747.00 2780.000 12.92 13.12 .20 22.82 231.24 1216.00 3225.000 5.39 5.69 .30 18.58 60.93 854.00 3225.000 6.11 6.41 .30 18.82 69.50 1228.00 3225.000 6.98 7.28 .30 19.16 81.61 1747.00 3225.000 12.83 13.13 .30 24.23 243.17 1216.00 3259.000 5.41 5.71 .30 18.65 61.17 854.00 3259.000 6.15 6.45 .30 18.89 69.79 1228.00 3259.000 7.01 7.31 .30 19.23 81.95 1747.00 3259.000 12.83 13.13 .30 24.33 244.06 1216.00 3309.000 5.45 5.75 .30 18.74 61.52 854.00 3309.000 6.19 6.49 .30 18.99 70.21 1228.00 3309.000 7.06 7.36 .30 19.33 82.47 1747.00 3309.000 12.83 13.13 .30 24.49 245.38 1216.00 240CT95 11:43:28 PAGE 22 SECNO DEPTH CWSEL ELMIN TWA VOL Q 4079.000 5.65 6.25 .60 20.22 67.15 854.00 4079.000 6.48 7.08 .60 20.56 77.04 1228.00 4079.000 7.44 8.04 .60 20.99 90.77 1747.00 4079.000 12.56 13.16 .60 26.95 265.38 1216.00 4544.000 4.61 6.51 1.90 21.14 70.69 854.00 4544.000 5.47 7.37 1.90 21.52 81.37 1228.00 4544.000 6.47 8.37 1.90 22.01 96.08 1747.00 4544.000 11.28 13.18 1.90 28.43 277.26 1216.00 4635.000 4.66 6.56 1.90 21.32 71.39 854.00 4635.000 5.53 7.43 1.90 21.71 82.23 1228.00 4635.000 6.54 8.44 1.90 22.22 97.14 1747.00 4635.000 11.28 13.18 1.90 28.72 279.56 1216.00 4660.000 3.96 6.56 2.60 21.37 71.58 854.00 4660.000 4.83 7.43 2.60 21.77 82.46 1228.00 4660.000 5.84 8.44 2.60 22.27 97.42 1747.00 4660.000 10.58 13.18 2.60 28.81 280.19 1216.00 4712.000 4.01 6.61 2.60 21.48 71.94 854.00 4712.000 4.88 7.48 2.60 21.88 82.92 1228.00 4712.000 5.89 8.49 2.60 22.39 98.00 1747.00 4712.000 10.58 13.18 2.60 28.98 281.50 1216.00 * 4774.000 5.59 6.69 1.10 21.60 72.45 854.00 * 4774.000 6.48 7.58 1.10 22.02 83.54 1228.00 * 4774.000 7.50 8.60 1.10 22.55 98.77 1747.00 4774.000 12.09 13.19 1.10 29.19 283.14 1216.00 4838.000 5.74 6.74 1.00 21.75 73.11 854.00 4838.000 6.64 7.64 1.00 22.16 84.33 1228.00 4838.000 7.68 8.68 1.00 22.71 99.71 1747.00 4838.000 12.20 13.20 1.00 29.37 284.85 1216.00 * 4947.000 5.74 6.74 1.00 21.95 74.12 854.00 * 4947.000 6.63 7.63 1.00 22.37 85.53 1228.00 * 4947.000 7.66 8.66 1.00 22.91 101.12 1747.00 * 4947.000 12.19 13.19 1.00 29.57 287.18 1216.00 * 4950.000 5.72 6.72 1.00 21.95 74.14 854.00 * 4950.000 6.60 7.60 1.00 22.37 85.55 1228.00 * 4950.000 7.61 8.61 1.00 22.92 101.15 1747.00 * 4950.000 12.18 13.18 1.00 29.58 287.23 1216.00 5050.000 5.78 6.78 1.00 22.10 74.78 741.00 5050.000 6.67 7.67 1.00 22.52 86.30 1098.00 5050.000 7.75 8.75 1.00 23.06 102.03 1498.00 5050.000 12.20 13.20 1.00 29.72 288.68 1087.00 240CT95 11:43:28 PAGE 23 SECNO DEPTH CWSEL ELMIN TWA VOL Q 5100.000 5.78 6.78 1.00 22.17 75.10 741.00 5100.000 6.68 7.68 1.00 22.59 86.67 1098.00 5100.000 7.75 8.75 1.00 23.14 102.47 1498.00 5100.000 12.20 13.20 1.00 29.80 289.40 1087.00 5143.000 6.70 6.79 .09 22.24 75.37 741.00 5143.000 7.60 7.69 .09 22.65 87.00 1098.00 5143.000 8.67 8.76 .09 23.20 102.86 1498.00 5143.000 13.11 13.20 .09 29.86 290.03 1087.00 * 5268.000 7.33 6.88 -.45 22.46 76.52 741.00 * 5268.000 8.28 7.83 -.45 22.88 88.35 1098.00 * 5268.000 9.40 8.95 -.45 23.43 104.46 1498.00 * 5268.000 13.68 13.23 -.45 30.10 292.63 1087.00 5348.000 6.77 6.89 .12 22.64 77.43 741.00 5348.000 7.72 7.84 .12 23.06 89.43 1098.00 5348.000 8.84 8.96 .12 23.62 105.74 1498.00 5348.000 13.12 13.24 .12 30.31 294.74 1087.00 5393.000 6.78 6.90 .12 22.74 77.94 741.00 5393.000 7.74 7.86 .12 23.16 90.04 1098.00 5393.000 8.87 8.99 .12 23.72 106.46 1498.00 5393.000 13.12 13.24 .12 30.43 295.95 1087.00 5438.000 6.79 6.91 .12 22.85 78.44 741.00 5438.000 7.75 7.87 .12 23.28 90.65 1098.00 5438.000 8.88 9.00 .12 23.84 107.20 1498.00 5438.000 13.12 13.24 .12 30.56 297.21 1087.00 5550.000 6.76 6.92 .16 22.95 78.89 741.00 5550.000 7.72 7.88 .16 23.38 91.20 1098.00 5550.000 8.85 9.01 .16 23.95 107.88 1498.00 5550.000 13.08 13.24 .16 30.69 298.40 1087.00 * 5773.000 6.80 6.92 .12 23.37 80.83 741.00 * 5773.000 7.74 7.86 .12 23.83 93.55 1098.00 * 5773.000 8.84 8.96 .12 24.40 110.73 1498.00 * 5773.000 13.10 13.22 .12 31.18 303.26 1087.00 5830.000 6.78 7.01 .23 23.46 81.24 741.00 5830.000 7.77 8.00 .23 23.91 94.04 1098.00 5830.000 8.91 9.14 .23 24.49 111.31 1498.00 5830.000 13.02 13.25 .23 31.28 304.23 1087.00 ` 5838.000 6.76 7.00 .24 23.47 81.30 741.00 5838.000 7.75 7.99 .24 23.92 94.11 1098.00 5838.000 8.88 9.12 .24 24.50 111.40 1498.00 5838.000 13.01 13.25 .24 31.29 304.37 1087.00 240CT95 11:43:28 PAGE 24 SECNO DEPTH CWSEL ELMIN TWA VOL Q 5898.000 6.79 7.03 .24 23.55 81.72 741.00 5898.000 7.78 8.02 .24 24.01 94.61 1098.00 5898.000 8.91 9.15 .24 24.58 111.99 1498.00 5898.000 13.01 13.25 .24 31.37 305.30 1087.00 * 5938.000 5.80 7.00 1.20 23.61 81.97 733.00 * 5938.000 6.79 7.99 1.20 24.07 94.92 1088.00 * 5938.000 7.92 9.12 1.20 24.65 112.37 1488.00 5938.000 12.05 13.25 1.20 31.45 305.97 1085.00 6038.000 5.92 7.12 1.20 23.77 82.52 733.00 6038.000 6.91 8.11 1.20 24.24 95.63 1088.00 6038.000 8.04 9.24 1.20 24.83 113.28 1488.00 6038.000 12.06 13.26 1.20 31.68 307.74 1085.00 6200.000 6.08 7.28 1.20 24.02 83.45 733.00 6200.000 7.10 8.30 1.20 24.51 96.82 1088.00 6200.000 8.22 9.42 1.20 25.13 114.80 1488.00 6200.000 12.08 13.28 1.20 32.07 310.61 1085.00 6260.000 6.12 7.32 1.20 24.11 83.78 733.00 6260.000 7.13 8.33 1.20 24.61 97.24 1088.00 6260.000 8.24 9.44 1.20 25.24 115.32 1488.00 6260.000 12.08 13.28 1.20 32.22 311.57 1085.00 6348.000 6.24 7.44 1.20 24.25 84.27 733.00 6348.000 7.31 8.51 1.20 24.77 97.87 1088.00 6348.000 8.45 9.65 1.20 25.41 116.11 1488.00 * 6348.000 12.10 13.30 1.20 32.43 312.96 1085.00 6430.000 6.29 7.49 1.20 24.38 84.78 733.00 6430.000 7.36 8.56 1.20 24.91 98.52 1088.00 6430.000 8.51 9.71 1.20 25.57 116.93 1488.00 6430.000 12.11 13.31 1.20 32.63 314.35 1085.00 6500.000 6.32 7.52 1.20 24.50 85.21 733.00 6500.000 7.39 8.59 1.20 25.03 99.08 1088.00 6500.000 8.54 9.74 1.20 25.70 117.63 1488.00 6500.000 12.11 13.31 1.20 32.79 315.56 1085.00 6958.000 6.63 7.83 1.20 25.24 88.19 733.00 6958.000 7.74 8.94 1.20 25.85 102.91 1088.00 6958.000 8.89 10.09 1.20 26.59 122.43 1488.00 6958.000 12.15 13.35 1.20 33.89 323.75 1085.00 8408.000 7.28 8.68 1.40 27.73 98.99 708.00 8408.000 8.51 9.91 1.40 28.57 116.75 1060.00 8408.000 9.71 11.11 1.40 29.54 139.61 1441.00 8408.000 12.12 13.52 1.40 37.42 350.08 1025.00 240CT95 11:43:28 PAGE 25 SECNO DEPTH CWSEL ELMIN TWA VOL Q 9178.000 7.65 9.05 1.40 29.11 105.39 708.00 9178.000 8.92 10.32 1.40 30.08 124.96 1060.00 9178.000 10.14 11.54 1.40 31.18 149.72 1441.00 9178.000 12.20 13.60 1.40 44.36 370.59 1025.00 9338.000 7.52 9.12 1.60 29.39 106.73 657.00 9338.000 8.81 10.41 1.60 30.39 126.68 980.00 9338.000 10.05 11.65 1.60 31.57 151.85 1344.00 * 9338.000 12.01 13.61 1.60 49.49 383.31 948.00 9878.000 9.29 9.29 .00 30.12 110.30 657.00 9878.000 10.60 10.60 .00 31.27 131.28 980.00 9878.000 11.93 11.93 .00 32.83 157.73 1344.00 * 9878.000 13.62 13.62 .00 66.44 424.72 948.00 9928.000 9.37 9.37 .00 30.16 110.57 657.00 9928.000 10.66 10.66 .00 31.32 131.61 980.00 9928.000 11.94 11.94 .00 32.89 158.14 1344.00 * 9928.000 13.62 13.62 .00 67.13 426.01 948.00 * 9933.000 9.37 9.37 .00 30.16 110.60 657.00 * 9933.000 10.67 10.67 .00 31.32 131.65 980.00 9933.000 11.92 11.92 .00 32.90 158.17 1344.00 9933.000 13.61 13.61 .00 67.19 426.11 948.00 9966.000 9.38 9.38 .00 30.19 110.79 657.00 9966.000 10.67 10.67 .00 31.35 131.87 980.00 9966.000 11.95 11.95 .00 32.92 158.40 1344.00 9966.000 13.63 13.63 .00 67.63 426.80 948.00 * 9971.000 9.38 9.38 .00 30.19 110.82 657.00 * 9971.000 10.68 10.68 .00 31.35 131.90 980.00 9971.000 12.02 12.02 .00 32.92 158.44 1344.00 9971.000 13.64 13.64 .00 67.69 426.91 948.00 * 10011.000 9.35 9.35 .00 30.22 111.01 657.00 * 10011.000 10.72 10.72 .00 31.57 132.20 980.00 10011.000 12.33 12.33 .00 33.16 159.11 1344.00 * 10011.000 13.69 13.69 .00 68.18 428.18 948.00 * 10376.000 10.07 10.07 .00 30.62 112.90 657.00 * 10376.000 11.37 11.37 .00 35.15 136.74 980.00 10376.000 12.55 12.55 .00 36.91 168.93 1344.00 10376.000 13.73 13.73 .00 72.05 442.91 948.00 * 10421.000 10.08 10.08 .00 30.65 113.13 657.00 10421.000 11.30 11.30 .00 35.31 137.17 980.00 10421.000 12.39 12.39 .00 37.08 169.56 1344.00 * 10421.000 13.65 13.65 .00 72.23 443.75 948.00 240CT95 11:43:28 PAGE 26 SECNO DEPTH CWSEL ELMIN TWA VOL Q * 10535.000 11.24 11.44 .20 30.76 113.85 608.00 * 10535.000 13.40 13.60 .20 35.42 138.10 883.00 * 10535.000 16.48 16.68 .20 37.18 170.76 1251.00 * 10535.000 15.58 15.78 .20 72.33 444.91 866.00 10595.000 11.29 11.49 .20 31.26 114.64 608.00 * 10595.000 13.47 13.67 .20 36.40 141.01 883.00 * 10595.000 16.55 16.75 .20 39.28 178.52 1251.00 * 10595.000 15.62 15.82 .20 74.34 450.78 866.00 11595.000 11.52 11.72 .20 48.25 134.93 608.00 11595.000 13.49 13.69 .20 67.86 227.62 883.00 11595.000 16.55 16.75 .20 107.59 422.31 1251.00 11595.000 15.63 15.83 .20 139.84 632.74 866.00 * 11735.000 8.24 11.74 3.50 49.66 137.00 608.00 * 11735.000 10.18 13.68 3.50 70.20 234.47 883.00 * 11735.000 13.25 16.75 3.50 115.90 443.10 1251.00 * 11735.000 12.32 15.82 3.50 145.80 647.07 866.00 12775.000 7.72 12.32 4.60 51.21 144.00 608.00 12775.000 9.61 14.21 4.60 72.34 244.95 883.00 * 12775.000 12.31 16.91 4.60 168.94 494.36 1251.00 * 12775.000 11.44 16.04 4.60 164.78 668.61 866.00 * 12825.000 7.74 12.34 4.60 51.27 144.31 608.00 12825.000 9.62 14.22 4.60 72.43 245.39 883.00 * 12825.000 12.31 16.91 4.60 171.54 496.43 1251.00 * 12825.000 11.44 16.04 4.60 165.38 669.49 866.00 * 12935.000 9.27 13.47 4.20 51.41 145.30 575.00 * 12935.000 11.33 15.53 4.20 72.68 246.75 836.00 12935.000 12.73 16.93 4.20 177.29 501.16 1239.00 12935.000 11.90 16.10 4.20 167.05 671.54 853.00 * 12985.000 9.27 13.47 4.20 51.50 145.83 575.00 * 12985.000 11.33 15.53 4.20 72.81 247.48 836.00 * 12985.000 12.73 16.93 4.20 180.02 503.55 1239.00 * 12985.000 11.90 16.10 4.20 167.75 672.41 853.00 13935.000 8.97 13.67 4.70 52.88 153.80 575.00 13935.000 11.02 15.72 4.70 74.56 258.58 836.00 13935.000 12.43 17.13 4.70 207.85 531.90 1239.00 13935.000 11.60 16.30 4.70 170.60 684.63 853.00 14905.000 9.51 13.91 4.40 53.90 160.12 575.00 14905.000 11.54 15.94 4.40 75.74 267.15 836.00 14905.000 13.01 17.41 4.40 228.02 548.36 1239.00 14905.000 12.08 16.48 4.40 171.97 693.88 853.00 240CT95 11:43:28 PAGE 27 SECNO DEPTH CWSEL ELMIN TWA VOL Q 14945.000 9.52 13.92 4.40 53.93 160.34 575.00 14945.000 11.56 15.96 4.40 75.77 267.45 836.00 14945.000 13.03 17.43 4.40 229.65 549.23 1239.00 14945.000 12.09 16.49 4.40 172.02 694.20 853.00 14955.000 9.53 13.93 4.40 53.94 160.40 575.00 14955.000 11.68 16.08 4.40 75.78 267.52 836.00 14955.000 13.24 17.64 4.40 230.12 549.51 1239.00 14955.000 12.23 16.63 4.40 172.03 694.28 853.00 * 14995.000 9.64 13.94 4.30 53.98 160.61 575.00 * 14995.000 11.80 16.10 4.30 75.83 267.82 836.00 * 14995.000 13.38 17.68 4.30 231.26 550.38 1239.00 * 14995.000 12.36 16.66 4.30 172.08 694.60 853.00 15225.000 9.81 14.11 4.30 54.20 161.84 575.00 15225.000 11.95 16.25 4.30 76.13 269.59 836.00 15225.000 13.61 17.91 4.30 232.38 553.18 1239.00 15225.000 12.55 16.85 4.30 172.54 696.58 853.00 15275.000 9.85 14.15 4.30 54.25 162.12 575.00 15275.000 11.98 16.28 4.30 76.19 269.98 841.00 15275.000 13.64 17.94 4.30 232.64 553.82 1239.00 * 15275.000 12.61 16.91 4.30 172.63 697.01 655.00 * 15418.000 10.58 15.28 4.70 54.42 163.11 535.00 * 15418.000 13.03 17.73 4.70 78.23 271.73 796.00 * 15418.000 14.12 18.82 4.70 236.50 559.47 1160.00 * 15418.000 13.30 18.00 4.70 176.11 699.52 802.00 15468.000 10.59 15.29 4.70 54.49 163.53 535.00 15468.000 13.05 17.75 4.70 79.67 272.59 796.00 15468.000 14.14 18.84 4.70 239.00 562.87 1160.00 15468.000 13.31 18.01 4.70 178.55 700.88 802.00 16288.000 9.98 15.48 5.50 55.71 170.56 535.00 16288.000 12.41 17.91 5.50 93.40 285.11 796.00 16288.000 13.53 19.03 5.50 263.54 600.48 1160.00 16288.000 12.65 18.15 5.50 201.95 718.51 802.00 17158.000 9.96 15.66 5.70 57.00 177.89 535.00 17158.000 12.34 18.04 5.70 95.47 296.20 796.00 17158.000 13.49 19.19 5.70 271.56 617.35 1160.00 17158.000 12.58 18.28 5.70 205.13 730.55 802.00 17208.000 9.97 15.67 5.70 57.08 178.34 530.00 17208.000 12.35 18.05 5.70 95.62 296.89 791.00 17208.000 13.50 19.20 5.70 272.20 618.42 1148.00 17208.000 12.58 18.28 5.70 205.29 731.28 798.00 ******************************************** *************************************** * HEC-2 WATER SURFACE PROFILES * * U.S. ARMY CORPS OF ENGINEERS * * * HYDROLOGIC ENGINEERING CENTER * Version 4.6.2; May 1991 * * 609 SECOND STREET, SUITE D * * * DAVIS, CALIFORNIA 95616-4687 * RUN DATE 24OCT95 TIME 11:44:22 * * (916) 756-1104 ******************************************** *************************************** x x xxxxxxx xxxxx xxxxx x x x x x x x x x x x x xxxxxxx xxxx x xxxxx xxxxx x x x x x x x x x x x x x xxxxxxx xxxxx xxxxxxx FHNTB A?R2.0UT ONDITIONS EL LINING OF THE NEL To 240CT95 11:44:22 PAGE 1 THIS RUN EXECUTED 240CT95 11:44:22 ************************************* HEC-2 WATER SURFACE PROFILES Version 4.6.2; May 1991 ************************************* Future Conditions HEC-2 Model of Springbrook Creek between the BRPS and SW 43rd Street. Updated from calibration model to remove the sheet piles at the Grady Way box culvert, to revise Grady Way Box to show cleaned opening configuration And add I-405 Bupass Channel, and to include the City of Renton channel improvement Alternative 2 between SW 16th and SW 23rd St. Flow distribution per COR transmittal dated 10/13/95 Future land-use, 100-Year Conveyance and Storage Events CALIBRATION MODEL 0.1 ***Upstream Face of BRPS 2300 ***Upstream end Of Forebay 3225 ***Downstream of SW 7th Street Bridge 4947 ***Downstream end of Grady Way Box 5348. ***I-405 5858. ***D/S SW 16th Street 5938. ***SCS 1 modified for Alt.2 6200 60, Downstream of the new Oakesdale crossing 6260 Downstream edge of the new OakesdaLe crossing 6348 US edge of right bent and DS edge of Left bent 6430 Upstream edge of the new Oakesdale crossing 6500 70' Upstream of the new Oakesdale crossing 6958. ***SCS 2 modified for ALt.2 8408. ***SCS 3 modified for Alt.2 9178. ***SCS 4 modified for Alt.2 (P-9 junction) 9338. ***SCS 5 9878. ***SCS 6 9928. ***SCS 7 9966. ***SCS 8 10011. ***SCS 9 10376. ***SCS 10 10421. ***SCS 11 D/S SW 27th Street 10535. *** SCS 12 U/S SW 27th Street 10595. *** SCS 13 11735. *** SCS 14 12775 *** SCS 15 12825 *** SCS 16 D/S SW 34th Street 12935 *** SCS 17 U/S SW 34th Street 12985 *** SCS 18 13935 *** SCS 19 14905 *** SCS 20 15275 *** SCS 21 D/S Side of Oaksdale Avenue 15418 *** SCS 23 U/S side of Oakesdale Avenue 15468 *** SCS 24 16288 *** SCS 25 17158 *** SCS 26 240CT95 11.:44:22 PAGE 2 17208 *** SCS 27 D/S side of SW 43rd Street T1 EAST SIDE GREEN RIVER WATERSHED PLAN (ALT 2) T2 PROPOSED CONDITIONS 2-year future flows 23 Oct 1995 T3 Springbrook Creek ESGRWP HNTB Corporation J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ 2 0 0 0 0 0 0 4.4 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 1 -1 J3 VARIABLE CODES FOR SUMMARY PRINTOUT 38 8 1 42 37 7 43 J5 LPRNT NUMSEC ********REQUESTED SECTION NUMBERS******** -10 J6 IHLEQ ICOPY SUBDIV STRTDS RMILE 1 NC 0.10 0.10 0.035 0.1 0.3 QT 4 854 1228 1747 1216 X1 0.1 17 50.0 221.0 0.0 0.0 0.0 0.00 GR 26.00 0.0 24.00 16.0 22.00 25.0 20.00 30.0 18.00 33.0 GR 16.00 40.0 14.00 46.0 12.00 50.0 -8.50 52.0 -8.50 219.0 GR 12.00 221.0 14.00 230.0 16.00 235.0 18.00 241.0 20.00 245.0 GR 22.00 249.0 24.00 261.0 X1 170. 25 47.Q 240.0 170.0 170.0 170.0 0.00 GR 16.00 0.0 14.00 5.0 12.00 9.0 10.00 33.0 8.00 39.0 GR 6.00 44.0 4.00 47.0 2.00 53.0 0.00 57.0 -2.00 63.0 GR -4.00 67.0 -4.75 68.0 -4.75 219.0 -4.00 220.0 -2.00 225.0 GR 0.00 230.0 2.00 234.0 4.00 240.0 6.00 246.0 8.00 253.0 GR 10.00 257.0 12.00 265.0 14.00 270.0 16.00 275.0 18.00 295.0 NH 5 0.1 88.0 0.035 367.0 0.1 520.0 0.035 619.0 0.1 NH 650.0 X1 225. 35 88.0 619.0 55.0 55.0 55.0 0.00 GR 16.00 0.0 14.00 40.0 12.00 48.0 10.00 70.0 8.00 76.0 GR 6.00 82.0 4.00 88.0 2.00 92.0 0.00 95.0 -2.00 105.0 GR -3.80 109.0 -3.75 260.0 -2.00 264.0 0.00 270.0 2.00 275.0 GR 4.00 367.0 6.00 370.0 8.00 375.0 10.00 380.0 12.00 385.0 GR 14.00 389.0 16.00 395.0 16.00 495.0 14.00 500.0 12.00 502.0 GR 10.00 505.0 8.00 510.0 6.00 515.0 4.00 520.0 4.00 619.0 GR 6.00 625.0 8.00 630.0 10.00 635.0 12.00 640.0 14.00 650.0 240CT95 11:44:22 PAGE 3 NC 0.1 0.1 0.035 X1 505. 18 171.0 616.0 280.0 280.0 280.0 0.00 GR 14.00 0.0 14.00 117.0 12.00 124.0 10.00 131.0 8.00 161.0 GR 6.00 166.0 4.00 171.0 2.00 176.0 0.00 185.0 0.00 194.0 GR 2.00 195.0 2.00 356.0 4.00 616.0 6.00 626.0 8.00 636.0 GR 10.00 646.0 12.00 656.0 14.00 666.0 X1 635. 20 55.0 250.0 130.0 130.0 130.0 0.00 GR 16.00 0.0 14.00 5.0 12.00 10.0 10.00 15.0 8.00 22.0 GR 8.00 45.0 6.00 50.0 4.00 55.0 2.00 60.0 0.00 70.0 GR 0.00 80.0 2.00 85.0 2.00 245.0 4.00 250.0 6.00 255.0 GR 8.00 260.0 10.00 268.0 12.00 273.0 14.00 279.0 16.00 285.0 NH 7 0.1 105.0 0.035 235.0 0.1 310.0 0.035 390.0 0.1 NH 431.0 0.035 532.0 0.1 580.0 X1 825. 43 105.0 532.0 190.0 190.0 190.0 0.00 GR 14.00 0.0 14.00 51.0 12.00 59.0 10.00 62.0 8.00 70.0 GR 8.00 92.0 6.00 99.0 4.00 105.0 2.00 109.0 0.00 118.0 GR 0.00 127.0 -2.00 130.0 0.00 140.0 2.00 145.0 2.00 195.0 GR 0.00 199.0 -2.00 202.0 -2.00 210.0 0.00 215.0 2.00 220.0 GR 2.00 225.0 4.00 235.0 4.00 310.0 2.00 318.0 2.00 330.0 GR 0.00 338.0 -2.00 340.0 -2.00 348.0 0.00 355.0 2.00 360.0 GR 2.00 375.0 4.00 390.0 4.00 431.0 2.00 438.0 2.00 530.0 GR 4.00 532.0 6.00 538.0 8.00 540.0 10.00 545.0 12.00 550.0 GR 14.00 560.0 16.00 565.0 18.00 580.0 NH 7 0.1 293.0 0.035 344.0 0.1 370.0 0.035 545.0 0.1 NH 557.0 0.035 656.0 0.1 705.0 X1 1035. 33 293.0 656.0 210.0 210.0 210.0 0.00 GR 14.00 0.0 14.00 230.0 12.00 237.0 10.00 243.0 8.00 253.0 GR 8.00 275.0 6.00 285.0 4.00 293.0 2.00 296.0 0.00 307.0 GR 0.00 317.0 2.00 325.0 2.00 333.0 4.00 344.0 4.00 370.0 GR 2.00 410.0 2.00 454.0 0.00 465.0 -2.00 480.0 -2.00 510.0 GR 0.00 521.0 2.00 540.0 4.00 545.0 4.00 557.0 2.00 570.0 GR 2.00 652.0 4.00 656.0. 6.00 665.0 8.00 675.0 10.00 685.0 GR 12.00 690.0 14.00 695.0 16.00 705.0 NC 0.1 0.1 0.035 X1 1305. 20 82.0 252.0 270.0 270.0 270.0 0.00 GR 16.00 0.0 14.00 27.0 12.00 34.0 10.00 39.0 8.00 47.0 GR 8.00 67.0 6.00 75.0 4.00 82.0 2.00 87.0 0.00 92.0 GR 0.00 102.0 2.00 109.0 2.00 246.0 4.00 252.0 6.00 257.0 GR 8.00 264.0 10.00 270.0 12.00 273.0 14.00 282.0 16.00 302.0 NH 9 0.1 112.0 0.035 155.0 0.1 185.0 0.035 230.0 0.1 NH 320.0 0.035 345.0 0.1 378.0 0.035 545.0 0.1 660.0 X1 1615. 46 112.0 545.0 240.0 455.0 310.0 0.00 GR 16.00 0.0 16.00 50.0 14.00 55.0 12.00 65.0 10.00 69.0 GR 8.00 78.0 8.00 98.0 6.00 105.0 4.00 112.0 2.00 118.0 GR 0.00 125.0 0.00 133.0 2.00 140.0 2.00 150.0 4.00 155.0 GR 4.00 185.0 2.00 190.0 2.00 195.0 0.00 200.0 -2.00 205.0 GR -2.00 210.0 0.00 214.0 2.00 220.0 2.00 225.0 4.00 230.0 GR 4.00 320.0 2.00 328.0 2.00 335.0 4.00 345.0 4.00 378.0 240CT95 11:44:22 PAGE 4 GR 2.00 390.0 2.00 400.0 0.00 415.0 -2.00 420.0 -2.00 525.0 GR 0.00 530.0 2.00 535.0 4.00 545.0 6.00 552.0 8.00 568.0 GR 10.00 585.0 12.00 595.0 14.00 608.0 16.00 620.0 18.00 635.0 GR 20.00 660.0 NH 9 0.1 109.0 0.035 149.0 0.1 159.0 0.035 446.0 0.1 NH 481.0 0.035 531.0 0.1 736.0 0.035 931.0 0.1 991.0 X1 1715. 69 109.0 931.0 30.0 380.0 100.0 0.00 GR 16.00 0.0 16.00 49.0 14.00 51.0 12.00 60.0 10.00 66.0 GR 8.00 72.0 8.00 91.0 6.00 101.0 4.00 109.0 2.00 111.0 GR 0.00 119.0 0.00 129.0 2.00 136.0 2.00 141.0 4.00 149.0 GR 4.00 159.0 2.00 163.0 2.00 179.0 0.00 186.0 -2.00 196.0 GR -2.00 251.0 0.00 261.0 2.00 271.0 2.00 296.0 0.00 306.0 GR 2.00 319.0 2.00 406.0 0.00 411.0 2.00 426.0 2.00 441.0 GR 4.00 446.0 4.00 481.0 2.00 491.0 2.00 501.0 0.00 506.0 GR -2.00 510.0 -2.00 520.0 0.00 523.0 2.00 529.0 4.00 531.0 GR 6.00 536.0 8.00 537.0 10.00 541.0 12.00 546.0 14.00 551.0 GR 16.00 591.0 18.00 646.0 18.00 696.0 16.00 701.0 14.00 711.0 GR 12.00 716.0 10.00 721.0 8.00 726.0 6.00 731.0 4.00 736.0 GR 2.00 741.0 0.00 746.0 -2.00 751.0 -2.00 919.0 0.00 921.0 GR 2.00 926.0 4.00 931.0 6.00 939.0 8.00 941.0 10.00 950.0 GR 12.00 953.0 14.00 959.0 16.00 963.0 18.00 991.0 NC 0.1 0.1 0.035 X1 1835. 27 108.0 578.0 45.0 200.0 120.0 0.00 GR 16.00 0.0 16.00 45.0 14.00 50.0 12.00 58.0 10.00 62.0 GR 8.00 70.0 8.00 90.0 6.00 100.0 4.00 108.0 2.00 112.0 GR 0.00 118.0 0.00 129.0 2.00 134.0 2.00 540.0 0.00 545.0 GR -2.00 550.0 -2.00 568.0 0.00 570.0 2.00 575.0 4.00 578.0 GR 6.00 584.0 8.00 590.0 10.00 595.0 12.00 600.0 14.00 608.0 GR 16.00 615.0 18.00 840.0 X1 1950. 21 165.0 405.0 70.0 150.0 115.0 0.00 GR 16.00 0.0 16.00 100.0 14.00 110.0 12.00 115.0 10.00 120.0 GR 8.00 130.0 8.00 150.0 6.00 160.0 4.00 165.0 2.00 170.0 GR 0.00 180.0 0.00 190.0 2.00 195.0 2.00 400.0 4.00 405.0 GR 6.00 410.0 8.00 414.0 10.00 420.0 12.00 425.0 14.00 430.0 GR 16.00 500.0 NC 0.05 0.05 0.035 From RW Beck X1 2300. 10 58.0 130.0 310.0 420.0 350.0 0.00 GR 16.90 0.0 8.60 25.0 8.60 43.0 3.60 58.0 -0.40 70.0 GR -0.40 78.0 1.60 84.0 1.60 124.0 3.60 130.0 11.60 154.0 X1 2780. 10 58.0 130.0 540.0 410.0 480.0 0.00 GR 16.90 0.0 8.60 25.0 8.60 43.0 3.60 58.0 0.20 68.2 GR 0.20 79.8 1.60 84.0 1.60 124.0 3.60 130.0 11.60 154.0 240CT95 11:44:22 PAGE 5 X1 3225. 10 39.0 111.5 440.0 470.0 445.0 0.00 GR 12.20 0.0 9.20 6.0 9.20 24.0 3.80 39.0 0.30 50.0 GR 0.30 61.0 1.80 65.5 1.80 105.5 3.80 111.5 10.80 132.5 X1 3259. 34.0 34.0 34.0 0.00 X1 3309. 10 55.5 127.5 50.0 50.0 50.0 0.00 GR 18.80 0.0 8.80 22.5 8.80 40.5 3.80 55.5 0.30 66.0 GR 0.30 77.0 1.80 81.5 1.80 121.5 3.80 127.5 17.13 163.5 X1 4079. 10 55.5 127.5 750.0 790.0 770.0 0.00 GR 19.00 0.0 9.00 22.5 9.00 40.5 4.00 55.5 0.60 65.7 GR 0.60 77.6 2.00 81.5 2.00 121.5 4.00 127.5 17.33 163.5 X1 4544. 10 55.5 127.5 465.0 465.0 465.0 0.00 GR 19.00 0.0 9.00 22.5 9.00 40.5 4.00 55.5 1.90 61.8 GR 1.90 81.2 2.00 81.5 2.00 121.5 4.00 127.5 17.33 163.5 X1 4635. 91.0 91.0 91.0 0.00 X1 4660. 8 58.2 133.8 25.0 25.0 25.0 0.00 GR 19.00 0.0 9.00 30.0 9.00 45.0 4.60 58.2 2.60 64.2 GR 2.60 127.8 4.60 133.8 13.00 165.0 X1 4712. 52.0 52.0 52.0 0.00 X1 4774. 12 50.0 122.0 62.0 62.0 62.0 0.00 GR 16.00 '0.0 8.33 23.0 8.33 35.0 3.33 50.0 1.33 56.0 GR 1.33 70.0 1.10 70.7 1.10 85.3 1.33 86.0 1.33 116.0 GR 3.33 122.0 16.00 160.0 X1 4838. 14 45.1 144.9 64.0 64.0 64.0 0.00 GR 16.00 0.0 16.00 45.0 2.00 45.1 2.00 67.0 2.00 71.5 GR 2.00 73.0 1.00 76.0 1.00 90.0 2.00 93.0 2.00 131.5 GR 2.00 136.0 2.00 144.9 16.00 145.0 16.00 225.0 NC 0.3 0.5 X1 4947. 10 45.1 108.9 109.0 109.0 109.0 0.00 GR 16.00 0.0 16.00 45.0 2.00 45.1 2.00 55.0 1.00 58.0 GR 1.00 72.0 2.00 75.0 2.00 108.9 16.00 109.0 16.00 189.0 NC 0.011 X1 4950. 30 45.1 108.9 3.0 3.0 3.0 0.00 X3 10 0.0 0.0 BT 26 0.0 18.0 16.0 45.0 18.0 16.0 45.1 18.0 2.00 ' BT 47.5 18.0 2.0 47.51 18.0 14.1 58.5 18.0 14.1 58.51 BT 18.0 1.0 59.5 18.0 1.0 59.51 18.0 14.1 70.5 18.0 BT 14.1 70.51 18.0 1.0 71.5 18.0 1.0 71.51 18.0 14.1 BT 82.5 18.0 14.1 82.51 18.0 2.0 83.5 18.0 2.0 83.51 BT 18.0 14.1 94.5 18.0 14.1 94.51 18.0 2.0 95.5 18.0 BT 2.0 95.51 18.0 14.1 106.5 18.0 14.1 106.51 18.0 2.0 BT 108.9 18.0 2.0 109.0 18.0 16.0 189.0 18.0 16.0 GR 16.00 0.0 16.00 45.0 2.00 45.1 2.00 47.5 2.0 47.51 240CT95 11:44:22 PAGE 6 GR 2.0 55.0 1.0 58.0 1.0 58.50 1.0 58.51 1.0 59.5 GR 1.0 59.51 1.0 70.5 1.0 70.51 1.00 71.5 1.0 71.51 GR 1.00 72.0 2.00 75.0 2.0 82.5 2.0 82.51 2.0 83.5 GR 2.0 83.51 2.00 94.5 2.0 94.51 2.0 95.5 2.0 95.51 GR 2.0 106.5 2.00 106.51 2.00 108.9 16.00 109.0 16.00 189.0 QT 4 741 1098 1498 1087 X1 5050. 30 45.1 108.9 100.0 100.0 100.0 0.00 X3 10 0.0 0.0 BT 26 0.0 18.0 16.0 45.0 18.0 16.0 45.1 18.0 2.00 BT 47.5 18.0 2.0 47.51 18.0 14.1 58.5 18.0 14.1 58.51 BT 18.0 1.0 59.5 18.0 1.0 59.51 18.0 14.1 70.5 18.0 BT 14.1 70.51 18.0 1.0 71.5 18.0 1.0 71.51 18.0 14.1 BT 82.5 18.0 14.1 82.51 18.0 2.0 83.5 18.0 2.0 83.51 BT 18.0 14.1 94.5 18.0 14.1 94.51 18.0 2.0 95.5 18.0 BT 2.0 95.51 18.0 14.1 106.5 18.0 14.1 106.51 18.0 2.0 BT 108.9 18.0 2.0 109.0 18.0 16.0 189.0 18.0 16.0 GR 16.00 0.0 16.00 45.0 2.00 45.1 2.00 47.5 2.0 47.51 GR 2.0 55.0 1.0 58.0 1.0 58.50 1.0 58.51 1.0 59.5 GR 1.0 59.51 1.0 70.5 1.0 70.51 1.00 71.5 1.0 71.51 GR 1.00 72.0 2.00 75.0 2.0 82.5 2.0 82.51 2.0 83.5 GR 2.0 83.51 2.00 94.5 2.0 94.51 2.0 95.5 2.0 95.51 GR 2.0 106.5 2.00 106.51 2.00 108.9 16.00 109.0 16.00 189.0 X1 5100. 30 45.1 108.9 50.0 50.0 50.0 0.00 X3 10 0.0 0.0 BT 26 0.0 18.0 16.0 45.0 18.0 16.0 45.1 18.0 2.00 BT 47.5 18.0 2.0 47.51 18.0 14.1 58.5 18.0 14.1 58.51 BT 18.0 1.0 59.5 18.0 1.0 59.51 18.0 14.1 70.5 18.0 BT 14.1 70.51 18.0 1.0 71.5 18.0 1.0 71.51 18.0 14.1 BT 82.5 18.0 14.1 82.51 18.0 2.0 83.5 18.0 2.0 83.51 BT 18.0 14.1 94.5 18.0 14.1 94.51 18.0 2.0 95.5 18.0 BT 2.0 95.51 18.0 14.1 106.5 18.0 14.1 106.51 18.0 2.0 BT 108.9 18.0 2.0 109.0 18.0 16.0 189.0 18.0 16.0 GR 16.00 0.0 16.00 45.0 2.00 45.1 2.00 47.5 2.0 47.51 GR 2.0 55.0 1.0 58.0 1.0 58.50 1.0 58.51 1.0 59.5 GR 1.0 59.51 1.0 70.5 1.0 70.51 1.00 71.5 1.0 71.51 GR 1.00 72.0 2.00 75.0 2.0 82.5 2.0 82.51 2.0 83.5 GR 2.0 83.51 2.00 94.5 2.0 94.51 2.0 95.5 2.0 95.51 GR 2.0 106.5 2.00 106.51 2.00 108.9 16.00 109.0 16.00 189.0 X1 5143. 29 47.5 108.9 43.0 43.0 43.0 0.00 BT 26 0.0 18.0 16.0 45.0 18.0 16.0 45.1 18.0 2.00 BT 47.5 18.0 2.0 47.51 18.0 14.1 58.5 18.0 14.1 58.51 BT 18.0 1.0 59.5 18.0 1.0 59.51 18.0 14.1 70.5 18.0 BT 14.1 70.51 18.0 1.0 71.5 18.0 1.0 71.51 18.0 14.1 BT 82.5 18.0 14.1 82.51 18.0 2.0 83.5 18.0 2.0 83.51 BT 18.0 14.1 94.5 18.0 14.1 94.51 18.0 2.0 95.5 18.0 BT 2.0 95.51 18.0 14.1 106.5 18.0 14.1 106.51 18.0 2.0 BT 108.9 18.0 2.0 109.0 18.0 16.0 189.0 18.0 16.0 GR 18.00 0.0 18.00 45.0 2.00 45.1 2.00 47.5 2.0 47.51 GR 2.0 58.0 2.0 58.50 2.0 58.51 2.00 59.5 0.09 59.51 GR 0.09 70.5 2.0 70.51 2.00 71.5 2.0 71.51 2.00 72.0 GR 2.00 75.0 2.0 82.5 2.0 82.51 2.0 83.5 2.0 83.51 240CT95 11:44:22 PAGE 7 GR 2.0 94.5 2.0 94.51 2.0 95.5 2.0 95.51 2.0 106.5 GR 14.10 106.51 18.00 108.9 18.00 109.0 18.00 189.0 NC 0.05 0.05 0.035 0.1 0.3 X1 5268. 17 158.0 254.7 80.0 125.0 125.0 GR 19.90 0.0 17.40 72.2 14.90 133.8 11.90 140.4 6.20 158.0 GR -0.45 159.2 -0.45 173.1 0.25 182.0 3.40 183.5 5.00 187.6 GR 2.62 194.7 2.62 199.7 0.12 207.2 0.12 219.2 2.62 226.74 GR 2.62 254.7 14.00 254.8 X1 5348. 39 138.9 306.9 60.0 90.0 80.0 0.00 GR 26.00 0.0 24.20 11.0 15.90 34.2 15.30 40.5 30.00 40.5 GR 30.00 42.0 15.30 42.0 15.20 51.4 15.30 91.4 30.00 91.4 GR 30.00 92.9 15.30 92.9 14.90 123.4 30.00 123.4 30.00 124.9 GR 14.90 124.9 14.00 138.9 3.20 144.4 0.78 147.2 0.78 157.8 GR 1.88 171.5 3.08 174.0 5.40 174.8 30.00 174.8 30.00 176.3 GR 7.10 176.3 8.30 178.1 21.20 206.5 22.30 213.2 25.10 215.0 GR 24.50 226.6 24.50 247.0 2.12 247.1 2.12 259.0 0.12 259.1 GR 0.12 271.0 2.12 271.1 2.12 306.9 24.50 307.0 X1 5393. 39 112.5 306.9 45.0 45.0 45.0 0.00 GR 24.60 0.0 23.60 5.7 16.20 28.1 15.40 35.1 30.00 35.1 GR 30.00 36.6 15.40 36.6 15.20 44.3 14.60 85.0 30.00 85.0 GR 30.00 86.5 14.60 86.5 14.30 96.2 8.00 112.5 1.50 116.5 GR 30.00 116.5 30.00 118.0 1.50 118.0 0.49 123.0 2.10 131.6 GR 1.30 144.6 3.30 146.2 4.20 152.8 6.00 158.5 11.50 165.7 GR 12.00 167.8 30.00 167.8 30.00 169.3 12.00 169.3 23.00 189.1 GR 24.60 203.1 24.50 247.0 2.12 247.1 2.12 259.0 0.12 259.1 GR 0.12 271.0 2.12 271.1 2.12 306.9 24.50 307.0 X1 5438. 37 108.9 306.9 45.0 45.0 45.0 0.00 GR 22.50 0.0 21.50 4.8 16.20 18.5 15.70 36.6 30.00 36.6 GR 30.00 38.1 15.70 38.1 14.80 83.7 30.00 83.7 30.00 85.2 GR 14.80 85.2 14.50 108.9 4.20 117.0 30.00 117.0 30.00 118.5 GR 4.20 118.5 1.60 121.4 0.20 129.9 3.70 143.1 4.10 144.6 GR 5.70 152.5 6.00 165.6 11.40 167.8 30.00 167.8 30.00 169.3 GR 11.40 169.3 14.80 176.4 22.30 195.4 23.20 204.4 24.50 247.0 GR 2.12 247.1 2.12 259.0 0.12 259.1 0.12 271.0 2.12 271.1 GR 2.12 306.9 24.50 307.0 X1 5550. 18 91.3 201.3 116.0 24.0 40.0 GR 15.60 0.0 15.40 67.0 9.20 83.7 4.10 91.3 2.72 92.4 GR 0.32 96.7 0.32 103.1 0.80 110.3 2.70 114.1 5.70 119.6 GR 8.00 125.3 2.66 141.3 2.66 162.8 0.16 170.3 0.16 182.3 GR 2.66 189.8 2.66 201.3 15.60 201.4 X1 5773. 9 18.8 65.9 216.0 230.0 223.0 0.00 GR 12.00 0.0 2.62 18.8 2.62 28.0 0.12 35.5 0.12 47.5 GR 2.62 55.0 2.62 60.0 2.62 65.9 16.00 66.0 240CT95 11:44:22 PAGE 8 NC 0.3 0.5 X1 5830. 10 6 75 57 57 57 GR 16 0 6.73 0.1 4.73 6 2.73 12 2.73 40.5 GR 0.23 48 0.23 60 2.73 67.5 2.73 75 16.0 75.1 X1 5838. 8 0.1 60 8 8 8 X3 10 0.0 0.0 17.0 17.0 GR 16 0 2.74 0.1 2.74 28.5 0.24 36 .24 48 GR 2.74 55.5 2.74 60 16 60.1 SB 1.05 1.6 2.5 500 60.0 784.4 X1 5898. 8 .1 60 60.0 60.0 60.0 X2 1 15.0 17.0 X3 10 0.0 0.0 17.0 17.0 GR 16 0 2.74 0.1 2.74 28.5 0.24 36 .24 48 GR 2.74 55.5 2.74 60 16 60.1 Begin HNTB modifications for incorporation of City of Renton Channel Alt.2 QT 4 733 1088 1488 1085 NH 5 0.075 0.9 0.050 47.5 0.035 74.5 0.050 123.2 0.075 NH 130.0 X1 5938. 10 47.5 74.5 40.0 40.0 40.0 0.00 GR 15.80 0.0 15.9 0.9 3.7 37.5 3.7 47.5 1.2 55 GR 1.2 67 3.7 74.5 3.7 84.5 16.6 123.2 16.6 130 NC 0.1 0.3 X1 6038. 10 47.5 74.5 100.0 100.0 100.0 GR 15.80 0.0 15.9 0.9 3.7 37.5 3.7 47.5 1.2 55 GR 1.2 67 3.7 74.5 3.7 84.5 16.6 123.2 16.6 130 6200 60' Downstream of the new oakesdale crossing NH 5 0.075 737 0.050 786.5 0.035 813.5 0.050 864.0 0.075 NH 900.0 X1 6200. 25 786.5 813.5 162.0 162.0 162.0 GR 18 700 16 737 14 745.6 7.87 764.0 7.83 764.1 GR 4.37 774.5 4.33 774.6 3.7 776.5 3.7 786.5 1.2 794 GR 1.2 806 1.67 807.4 1.71 807.5 3.7 813.5 3.7 818.9 GR 3.7 819 3.7 823.5 8.83 838.9 8.87 839 11.04 845.5 GR 11.08 845.6 13.84 853.9 13.88 854 17 864 17 900 NC 0.3 0.5 6260 Downstream edge of the new Oakesdale crossing NH 5 0.075 737 0.020 786.5 0.035 813.5 0.020 864.0 0.075 NH 900.0 X1 6260. 60.0 60.0 60.0 BT -17 700 18 18 737 23 16 745.6 23 16.75 BT 807.4 23.27 17 807.5 23.27 14.5 813.5 23.27 13.2 BT 818.9 23.27 12.0 819 23.27 3.7 823.5 23.27 3.7 BT 838.9 23.27 8.83 839 23.27 12.0 845.5 23.27 14.5 BT 845.6 23.00 17.0 853.9 22.56 16.3 854 22.56 13.88 BT 864 22 17 900 17 17 240CT95 11:44:22 PAGE 9 NH 6 0.075 737 0.020 747.1 0.020 786.5 0.035 813.5 0.020 NH 864.0 0.075 900.0 X1 6348. 21 786.5 813.5 88.0 88.0 88.0 BT -14 700 18 18 737 23 16 745.6 23 14 BT 747.0 23 13.53 747.1 23 16.75 832.9 23.27 16.5 BT 838.9 23.27 16.5 839 23.27 8.87 845.5 23.27 11.04 BT 845.6 23.00 16.5 853.9 22.56 16.3 854 22.56 13.88 BT 864 22 17 900 17 17 GR 18 700 16 737 14 745.6 13.53 747 13.49 747.1 GR 3.7 776.5 3.7 786.5 1.2 794 1.2 806 3.7 813.5 GR 3.7 823.5 6.83 832.9 6.87 833 8.83 838.9 8.87 839 GR 11.04 845.5 11.08 845.6 13.84 853.9 13.88 854 17 864 GR 17 900 6430 Upstream edge of the new Oakesdale crossing NH 6 0.075 737 0.020 786.5 0.035 813.5 0.020 853.9 0.020 NH 864.0 0.075 900.0 X1 6430. 17 786.5 813.5 82.0 82.0 82.0 BT -16 700 18 18 737 23 16 745.6 23 14 BT 764.0 23 7.87 764.1 23 11.75 774.5 23 14.25 BT 774.6 23 16.75 776.5 23 16.75 786.5 23 16.75 BT 794 23.05 16.8 806 23.10 16.9 806.0 23.27 17 BT 853.9 22.56 16.3 854 22.56 13.88 864 22 17 BT 900 17 17 GR 18 700 16 737 14 745.6 7.87 764.0 7.83 764.1 GR 4.37 774.5 4.33 774.6 3.7 776.5 3.7 786.5 1.2 794 GR 1.2 806 3.7 813.5 3.7 823.5 13.84 853.9 13.88 854 GR 17 864 17 900 6500 70' Upstream of the new Oakesdale crossing NH 5 0.075 737 0.050 786.5 0.035 813.5 0.050 864.0 0.075 NH 900.0 X1 6500. 70.0 70.0 70.0 NC 0.1. 0.3 NH 5 0.075 31.7 0:050 74.5 0.035 101.5 0.050 146.6 0.075 NH 151.0 X1 6958. 9 74.5 101.5 458.0 458.0 458.0 0.00 GR 14.8 31.7 3.7 64.5 3.7 74.5 1.2 82 1.2 94 GR 3.7 101.5 3.7 111.5 15.3 146.6 15.4 151 QT 4 708 1060 1441 1025 NH 5 0.075 427.2 0.050 467.5 0.035 496.5 0.050 544.9 0.990 NH 1630. X1 8408. 21 427.2 544.9 1450.0 1450.0 1450.0 0.00 X3 10 14.90 14.00 GR 18.00 0.0 12.00 100.0 12.00 120.0 16.00 170.0 16.00 260.0 GR 13.20 400.0 14.90 414.0 13.9 427.2 3.9 457.5 3.9 467.5 GR 1.4 477 1.4 489 3.9 496.5 3.9 506.5 16.7 544.9 GR 16.90 546.0 16.00 970.0 14.00 1020.0 12.00 1040.0 11.50 1600.0 GR 18.00 1630.0 240CT95 11:44:22 PAGE 10 NH 5 0.075 710.0 0.050 878.5 0.035 905.5 0.050 950.0 0.075 NH 1540. X1 9178. 22 845.4 990.0 770.0 770.0 770.0 0.00 X3 10 GR 16.00 0.0 14.00 140.0 12.00 240.0 14.00 680.0 14.00 690.0 GR 14.00 695.0 10.00 710.0 11.30 810.0 11.60 845.4 3.9 868.5 GR 3.9 878.5 1.4 886 1.4 898 3.9 905.5 3.9 915.5 GR 15.4 950.0 16.00 990.0 16.00 1190.0 14.00 1450.0 12.00 1460.0 GR 11.50 1530.0 17.50 1540.0 4T 4 657 980 1344 948 NH 5 0.075 890.0 0.050 1293.5 0.035 1320.5 0.050 1379.0 0.075 NH 2280. X1 9338. 18 1230.0 1353.3 160.0 160.0 160.0 0.00 X3 10 GR 16.00 0.0 14.00 140.0 12.00 240.0 10.00 690.0 10.00 890.0 GR 11.70 1230.0 11.4 1261.6 4.1 1283.5 4.1 1293.5 1.6 1301 GR 1.6 1313 4.1 1320.5 4.1 1330.5 11.7 1353.3 11.40 1379.0 GR 12.00 2060.0 12.00 2265.0 18.00 2280.0 End HNTB channel section modifications NH 5 0.075 .110.0 0.050 189.0 0.035 212.0 0.050 259.0 0.075 NH 775. X1 9878. 14 110.0 259.0 540.0 540.0 540.0 0.00 X3 10 X4 2 0.50 190.0 1.00 209.5 GR 18.00 0.0 16.00 20.0 16.00 110.0 10.90 170.0 8.20 188.0 GR 5.40 189.0 0.00 202.0 4.50 212.0 7.50 213.0 10.30 226.0 GR 12.30 249.0 12.40 259.0 12.00 760.0 18.00 775.0 NC 0.3 0.5 NH 5 0.075 120.0 0.050 185.1 0.035 213.9 0.050 219.0 0.075 NH 760. X1 9928. 13 120.0 214.0 50.0 50.0 50.0 0.00 X3 10 0.0 0.0 GR 18.00 0.0 16.00 20.0 15.50 60.0 16.00 120.0 13.00 180.0 GR 13.00 185.0 1.00 185.1 0.00 199.5 1.00 213.9 13.00 214.0 GR 13.00 219.0 12.00 730.0 18.00 760.0 NH 5 0.075 120.0 0.035 185.1 0.014 213.9 0.035 219.0 0.075 NH 760. X1 9933. 5.0 5.0 5.0 0.00 BT 13 0.0 18.0 18.0 20.0 16.0 16.0 60.0 15.5 15.5 BT 120.0 16.0 16.0 180.0 13.0 13.0 185.0 13.0 11.0 185.1 BT 13.0 11.0 199.5 13.0 11.0 213.9 13.0 11.0 214.0 13.0 BT 13.0 219.0 13.0 13.0 730.0 12.0 12.0 760.0 18.0 18.0 X1 9966. 33.0 33.0 33.0 0.00 X2 1 X3 10 240CT95 11:44:22 PAGE 11 NH 5 0.075 120.0 0.050 185.1 0.035 213.9 0.050 219.0 0.075 NH 760. X1 9971. 5.0 5.0 5.0 0.00 X3 10 0.0 0.0 NH 5 0.075 550.0 0.050 576.0 0.035 595.0 0.050 640.0 0.075 NH 1090. X1 10011. 14 550.0 640.0 40.0 40.0 40.0 0.00 X3 10 X4 2 2.30 578.0 1.00 593.0 GR 18.00 0.0 14.50 20.0 14.00 490.0 15.50 550.0 10.90 565.0 GR 7.80 576.0 0.00 584.0 4.30 595.0 8.20 596.0 10.20 614.0 GR 10.30 640.0 10.50 1020.0 12.00 1040.0 18.00 1090.0 NC 0.1 0.3 NH 5 0.075 390.0 0.050 476.0 0.035 497.0 0.050 556.0 0.075 NH 795. X1 10376. 15 440.0 516.0 410.0 410.0 410.0 0.00 X3 10 X4 2 0.50 478.0 0.00 495.0 GR 18.00 0.0 15.00 20.0 16.00 390.0 16.10 440.0 14.30 452.0 GR 7.60 475.0 4.50 476.0 0.00 487.0 4.80 497.0 7.80 498.0 GR 10.20 516.0 10.20 556.0 10.00 750.0 12.00 770.0 18.00 795.0 NC 0.3 0.5 NH 5 0.075 430.0 0.050 476.0 0.035 497.0 0.050 556.0 0.075 NH 795. X1 10421. 17 476.0 497.0 45.0 45.0 45.0 0.00 X3 10 0.0 0.0 17.9 17.9 GR 18.00 0.0 16.00 230.0 15.50 430.0 16.10 440.0 14.30 452.0 GR 7.60 475.0 4.50 476.0 0.50 477.0 0.00 487.0 0.00 496.0 GR 4.80 497.0 7.80 498.0 10.20 516.0 10.20 556.0 10.00 750.0 GR 12.00 770.0 18.00 795.0 SC 2.024 0.5 2.63 0 8.69 0 114.0 2.2 3.60 3.50 QT 4 608 883 1251 866 NH 5 0.075 2210.0 0.050 2266.0 0.035 2292.0 0.050 2326.0 0.075 NH 3210. X1 10535. 26 2266.0 2326.0 114.0 114.0 114.0 0.00 X2 2 17.9 X3 10 0.0 0.0 17.9 17.9 BT 3 0.0 17.9 0.0 2290.0 17.9 0.0 3210.0 17.9 0.0 GR 20.00 0.0 18.00 130.0 16.00 420.0 15.00 445.0 15.00 1810.0 GR 12.00 1835.0 12.00 2210.0 12.20 2230.0 9.60 2256.0 7.40 2265.0 GR 5.70 2266.0 0.20 2268.0 0.20 2279.0 1.00 2290.0 5.20 2292.0 GR 7.60 2293.0 9.50 2308.0 11.00 2326.0 11.00 2356.0 10.00 2410.0 GR 9.50 2510.0 10.00 2730.0 9.50 2770.0 10.00 3130.0 16.00 3150.0 GR 18.50 3210.0 240CT95 11:44:22 PAGE 12 NH 5 0.075 2120.0 0.050 2341.0 0.035 2367.0 0.050 2383.0 0.075 NH 3320. X1 10595. 25 2305.0 2401.0 60.0 60.0 60.0 0.00 X3 10 GR 20.00 0.0 18.00 130.0 16.00 420.0 15.00 485.0 15.00 1900.0 GR 12.00 1920.0 10.50 2120.0 12.20 2305.0 9.60 2331.0 7.40 2340.0 GR 5.70 2341.0 0.20 2343.0 0.20 2354.0 1.00 2365.0 5.20 2367.0 GR 7.60 2368.0 9.50 2383.0 11.00 2401.0 11.00 2431.0 12.00 2720.0 GR 11.00 3000.0 10.00 3180.0 10.00 3270.0 18.00 3290.0 19.00 3320.0 NC 0.1 0.3 NH 5 0.075 2120.0 0.050 2341.0 0.035 2367.0 0.050 2383.0 0.075 NH 3320. X1 11595. 25 2305.0 2401.0 1000.0 1000.0 1000.0 0.00 X3 10 GR 20.00 0.0 18.00 130.0 16.00 420.0 15.00 485.0 15.00 1900.0 GR 12.00 1920.0 10.50 2120.0 12.20 2305.0 9.60 2331.0 7.40 2340.0 GR 5.70 2341.0 0.20 2343.0 0.20 2354.0 1.00 2365.0 5.20 2367.0 GR 7.60 2368.0 9.50 2383.0 11.00 2401.0 11.00 2431.0 12.00 2720.0 GR 11.00 3000.0 10.00 3180.0 10.00 3270.0 18.00 3290.0 19.00 3320.0 NH 5 0.075 1720.0 0.050 1793.0 0.035 1823.0 0.050 1854.0 0.075 NH 2800. X1 11735. 19 1757.0 1854.0 140.0 140.0 140.0 0.00 X3 10 GR 18.50 0.0 18.00 60.0 16.50 480.0 15.00 620.0 17.00 1290.0 GR 15.50 1720.0 15.50 1757.0 12.00 1775.0 7.60 1793.0 4.00 1795.0 GR 3.50 1809.0 3.70 1818.0 7.20 1823.0 10.60 1842.0 14.30 1854.0 GR 14.90 1874.0 16.50 2310.0 16.50 2750.0 19.00 2800.0 NH 5 0.075 2270.0 0.050 2376.0 0.035 2402.0 0.050 2445.0 0.075 NH 3370. X1 12775. 18 2270.0 2445.0 1040.0 1040.0 1040.0 0.00 X3 10 GR 19.50 0.0 16.50 1040.0 15.50 1130.0 17.00 2100.0 16.00 2270.0 GR 14.40 2335.0 12.80 2359.0 8.50 2375.0 5.40 2376.0 4.60 2388.0 GR 5.80 2402.0 7.80 2403.0 12.30 2421.0 15.30 2437.0 15.30 2445.0 GR 17.00 2780.0 16.50 3320.0 19.00 3370.0 NC 0.3 0.5 NH 5 0.075 1948.0 0.050 1972.0 0.035 2016.0 0.050 2058.0 0.075 NH 2970. X1 12825. 19 1948.0 2016.0 50.0 50.0 50.0 0.00 X3 10 0.0 0.0 15.0 15.0 GR 19.50 0.0 16.50 470.0 16.50 650.0 17.00 1320.0 16.00 1890.0 GR 14.40 1948.0 12.80 1972.0 8.50 1979.0 5.00 1989.0 4.60 2001.0 GR 5.80 2015.0 7.80 2016.0 12.30 2034.0 15.30 2050.0 15.30 2058.0 GR 17.00 2300.0 16.50 2700.0 16.50 2920.0 19.00 2970.0 240CT95 11:44:22 PAGE 13 SC 4.024 0.5 2.63 0 6.0 0 110.0 2.2 4.70 4.40 aT 4 575 836 1239 853 NH 5 0.075 1645.0 0.050 1674.0 0.035 1725.0 0.050 1756.0 0.075 NH 2680. X1 12935. 17 1645.0 1756.0 110.0 110.0 110.0 0.00 X2 2 15.0 X3 10 0.0 0.0 15.1 15.1 X4 2 4.50 1695.0 4.60 1720.0 BT 9 0. 18.0 0.0 1100.0 17.0 0.0 1594. 15.48 0.0 BT 1644.0 15.1 0.0 1694.0 14.9 0.0 1744.0 14.94 0.0 1794.0 BT 15.2 0.0 1944.0 16.2 0.0 2630.0 16.50 0.0 GR 18.00 0.0 16.50 350.0 17.00 1110.0 16.00 1590.0 14.00 1625.0 GR 16.40 1645.0 14.70 1674.0 4.20 1676.0 4.20 1694.0 4.20 1710.0 GR 5.60 1725.0 7.60 1726.0 15.90 1756.0 16.00 1781.0 16.00 2550.0 GR 16.50 2630.0 19.00 2680.0 NH 5 0.075 2065.0 0.050 2115.0 0.035 2145.0 0.050 2201.0 0.075 NH 3110. X1 12985. 17 2065.0 2201.0 50.0 50.0 50.0 0.00 X3 10 X4 2 4.50 2115.0 4.60 2140.0 GR 20.00 0.0 19.00 200.0 16.50 670.0 16.50 1120.0 16.00 2020.0 GR 16.40 2065.0 14.70 2094.0 7.90 2113.0 5.70 2114.0 4.20 2130.0 GR 5.60 2145.0 7.60 2146.0 15.90 2176.0 16.00 2201.0 16.50 2500.0 GR 16.50 3060.0 19.00 3110.0 NC 0.1 0.3 NH 5 0.075 1410.0 0.050 1595.0 0.035 1631.0 0.050 1655.0 0.075 NH 1668. X1 13935. 16 1555.0 1651.0 950.0 950.0 950.0 0.00 X3 10 X4 2 5.50 1598.0 5.20 1620.0 GR 20.00 0.0 19.50 130.0 18.00 460.0 18.00 960.0 16.50 1410.0 GR 18.10 1555.0 18.10 1573.0 7.60 1595.0 6.10 1596.0 4.70 1610.0 GR 7.40 1624.0 9.30 1631.0 11.00 1633.0 19.10 1651.0 20.10 1655.0 GR 20.50 1668.0 NH 5 0.075 2000.0 0.050 2020.0 0.035 2062.0 0.050 2117.0 0.990 NH 4020. X1 14905. 12 2020.0 2062.0 960.0 960.0 960.0 0.00 X3 10 GR 18.50 0.0 17.50 2000.0 16.30 2020.0 8.10 2027.0 5.00 2028.0 GR 4.40 2039.0 5.20 2046.0 6.60 2048.0 16.40 2062.0 16.80 2117.0 GR 17.50 4000.0 18.5 4020.0 NC 0.3 0.5 NH 5 0.075 2000.0 0.050 2020.0 0.035 2062.0 0.050 2117.0 0.990 NH 4020. X1 14945. 40.0 40.0 40.0 0.00 X3 10 0.0 0.0 16.0 16.0 240CT95 11:44:22 PAGE 14 SB 1.05 1.6 2.5 20.0 2.0 278.1 0.84 4.8 4.8 NH 5 0.075 2000.0 0.050 2020.0 0.035 2062.0 0.050 2117.0 0.990 NH 4020. X1 14955. 10.0 10.0 10.0 0.00 X2 1 15.0 17.0 X3 10 0.0 0.0 17.0 17.0 BT 3 2000.0 17.5 0.0 2010.0 17.0 0.0 2117.0 17.0 0.0 NH 5 0.075 535.0 0.050 541.0 0.035 565.0 0.050 576.0 0.075 NH 620. X1 14995. 15 510.0 576.0 40.0 40.0 40.0 0.00 GR 21.50 0.0 16.70 510.0 16.50 525.0 11.80 535.0 10.70 541.0 GR 8.40 543.0 7.90 546.0 5.00 547.0 4.30 554.0 4.80 561.0 GR 7.20 563.0 9.60 565.0 15.70 576.0 18.10 610.0 19.00 620.0 NC 0.1 0.3 NH 5 0.075 535.0 0.050 541.0 0.035 565.0 0.050 576.0 0.075 NH 620. X1 15225. 15 510.0 576.0 230.0 230.0 230.0 0.00 GR 21.50 0.0 16.70 510.0 16.50 525.0 11.80 535.0 10.70 541.0 GR 8.40 543.0 7.90 546.0 5.00 547.0 4.30 554.0 4.80 561.0 GR 7.20 563.0 9.60 565.0 15.70 576.0 18.10 610.0 19.00 620.0 NC 0.3 0.5 OT 4 575 841 1239 655 NH 5 0.075 525.0 0.050 543.0 0.035 563.0 0.050 576.0 0.075 NH 620. X1 15275. 15 525.0 576.0 50.0 50.0 50.0 0.00 X3 10 0.0 0.0 17.1 17.1 GR 21.50 0.0 16.70 510.0 16.50 525.0 11.80 535.0 10.70 541.0 GR 8.40 543.0 7.90 546.0 5.00 547.0 4.30 554.0 4.80 561.0 GR 7.20 563.0 9.60 565.0 15.70 576.0 18.10 610.0 19.00 620.0 SC 4.024 0.5 2.63 0 6.0 0 143.0 2.2 5.40 5.39 QT 4 535 796 1160 802 NH 5 0.075 523.0 0.050 554.0 0.035 578.0 0.050 590.0 0.990 NH 2655. X1 15418. 13 523.0 590.0 143.0 143.0 143.0 0.00 X2 2 17.1 X3 10 0.0 0.0 17.1 17.1 X4 2 5.50 556.0 5.00 577.0 BT 3 510.0 17.1 0.0 554.0 17.1 0.0 614.0 17.1 0.0 GR 21.50 0.0 20.20 510.0 20.10 523.0 14.30 533.0 13.20 542.0 GR 8.00 554.0 4.70 568.0 8.40 578.0 13.20 590.0 16.90 597.0 GR 17.40 614.0 18.00 2605.0 19.00 2655.0 NH 5 0.075 1030.0 0.050 1124.0 0.035 1148.0 0.050 1184.0 0.990 NH 3340. X1 15468. 17 1093.0 1184.0 50.0 50.0 50.0 0.00 X4 2 5.50 1126.0 5.00 1147.0 GR 22.00 0.0 21.00 250.0 21.00 520.0 20.00 1010.0 20.20 1030.0 GR 20.20 1080.0 20.10 1093.0 14.30 1103.0 13.20 1112.0 8.00 1124.0 GR 4.70 1138.0 8.40 1148.0 13.20 1160.0 16.90 1167.0 17.40 1184.0 240CT95 11:44:22 PAGE 15 GR 18.00 3290.0 19.00 3340.0 NC 0.1 0.3 NH 4 0.050 73.0 0.035 96.0 0.050 150.0 0.075 960.0 X1 16288. 10 50.0 118.0 860.0 860.0 860.0 0.00 X3 10 X4 2 5.80 73.5 6.00 95.0 GR 26.50 0.0 15.80 50.0 12.60 65.0 8.80 73.0 5.50 84.0 GR 8.20 96.0 17.90 118.0 17.30 150.0 20.00 360.0 20.00 960.0 NH 5 0.075 60.0 0.050 546.0 0.035 572.0 0.050 662.0 0.075 NH 1540. X1 17158. 13 528.0 598.0 870.0 870.0 870.0 0.00 X4 2 6.00 550.0 5.80 570.0 GR 29.50 0.0 22.00 60.0 21.60 495.0 21.50 506.0 16.30 519.0 GR 15.40 528.0 8.70 546.0 5.70 556.0 8.30 572.0 17.10 598.0 GR 18.40 662.0 20.00 1480.0 20.50 1540.0 NC 0.3 0.5 aT 4 530 791 1148 798 NH 5 0.075 60.0 0.050 546.0 0.035 572.0 0.050 662.0 0.075 NH 1540. X1 17208. 50.0 50.0 50.0 0.00 240CT95 11:44:22 PAGE 16 IHLEQ = 1. THEREFORE FRICTION LOSS (HL) IS CALCULATED AS A FUNCTION OF PROFILE TYPE, WHICH CAN VARY FROM REACH TO REACH. SEE DOCUMENTATION FOR DETAILS. 240CT95 11:44:22 PAGE 17 T1 EAST SIDE GREEN RIVER WATERSHED PLAN (ALT 2) T2 PROPOSED CONDITIONS 25-year future flows 23 Oct 1995 T3 Springbrook Creek ESGRWP HNTB Corporation J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ -10 3 0 0 0 0 0 0 4.8 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 2 0 -1 -1 IHLEQ = 1. THEREFORE FRICTION LOSS (HL) IS CALCULATED AS A FUNCTION OF PROFILE TYPE, WHICH CAN VARY FROM REACH TO REACH. SEE DOCUMENTATION FOR DETAILS. 240CT95 11:44:22 PAGE 18 T1 EAST SIDE GREEN RIVER WATERSHED PLAN (ALT 2) T2 PROPOSED CONDITIONS 100-year future flows 23 Oct 1995 T3 Springbrook Creek ESGRWP HNTB Corporation J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ -10 4 0 0 0 0 0 0 5.4 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE - 3 0 -1 -1 IHLEQ = 1. THEREFORE FRICTION LOSS (HL) IS CALCULATED AS A FUNCTION OF PROFILE TYPE, WHICH CAN VARY FROM REACH TO REACH. SEE DOCUMENTATION FOR DETAILS. 24OCT95 11:44:22 PAGE 19 T1 EAST SIDE GREEN RIVER WATERSHED PLAN (ALT 2) T2 PROPOSED CONDITIONS 100-year future STORAGE 23 Oct 1995 T3 Springbrook Creek ESGRWP HNTB Corporation J1 ICHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ -10 5 0 0 0 0 0 0 13.1 J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 15 0 -1 -1 IHLEQ = 1. THEREFORE FRICTION LOSS (HL) IS CALCULATED AS A FUNCTION OF PROFILE TYPE, WHICH CAN VARY FROM REACH TO REACH. SEE DOCUMENTATION FOR DETAILS. 240CT95 11:44:22 PAGE 20 THIS RUN EXECUTED 240CT95 11:44:43 ************************************* HEC-2 WATER SURFACE PROFILES Version 4.6.2; May 1991 ************************************* NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST Springbrook Creek ESGRWP SUMMARY PRINTOUT SECNO DEPTH CWSEL ELMIN TWA VOL Q .100 12.90 4.40 -8.50 .00 .00 854.00 .100 13.30 4.80 -8.50 .00 .00 1228.00 .100 13.90 5.40 -8.50 .00 .00 1747.00 .100 21.60 13.10 -8.50 .00 .00 1216.00 * 170.000 9.15 4.40 -4.75 .71 7.30 854.00 * 170.000 9.55 4.80 -4.75 .71 7.58 1228.00 * 170.000 10.15 5.40 -4.75 .72 8.01 1747.00 170.000 17.85 13.10 -4.75 .86 13.98 1216.00 225.000 8.20 4.40 -3.80 1.08 9.29 854.00 225.000 8.60 4.80 -3.80 1.08 9.72 1228.00 225.000 9.20 5.40 -3.80 1.09 10.37 1747.00 225.000 16.90 13.10 -3.80 1.33 19.55 1216.00 * 505.000 4.43 4.43 .00 3.74 17.08 854.00 * 505.000 4.83 4.83 .00 3.77 18.59 1228.00 * 505.000 5.43 5.43 .00 3.82 20.86 1747.00 505.000 13.10 13.10 .00 4.64 53.13 1216.00 635.000 4.45 4.45 .00 4.71 19.09 854.00 * 635.000 4.85 4.85 .00 4.74 20.99 1228.00 * 635.000 5.44 5.44 .00 4.80 23.84 1747.00 * 635.000 13.10 13.10 .00 5.85 64.55 1216.00 * 825.000 6.52 4.52 -2.00 6.07 22.38 854.00 * 825.000 6.95 4.95 -2.00 6.12 24.86 1228.00 * 825.000 7.57 5.57 -2.00 6.19 28.55 1747.00 * 825.000 15.10 13.10 -2.00 7.53 81.01 1216.00 1035.000 6.54 4.54 -2.00 8.00 27.31 854.00 1035.000 6.98 4.98 -2.00 8.06 30.61 1228.00 1035.000 7.60 5.60 -2.00 8.15 35.52 1747.00 1035.000 15.10 13.10 -2.00 9.84 104.24 1216.00 240CT95 11:44:22 PAGE 21 SECNO DEPTH CWSEL ELMIN TWA VOL 0 * 1305.000 4.59 4.59 .00 9.67 31.97 854.00 * 1305.000 5.03 5.03 .00 9.76 36.00 1228.00 * 1305.000 5.65 5.65 .00 9.88 41.97 1747.00 * 1305.000 13.10 13.10 .00 12.04 125.64 1216.00 * 1615.000 6.66 4.66 -2.00 11.85 38.40 854.00 * 1615.000 7.14 5.14 -2.00 11.96 43.47 1228.00 * 1615.000 7.79 5.79 -2.00 12.11 50.83 1747.00 * 1615.000 15.11 13.11 -2.00 14.90 153.52 1216.00 * 1715.000 6.67 4.67 -2.00 13.08 43.01 854.00 * 1715.000 7.15 5.15 -2.00 13.21 48.68 1228.00 * 1715.000 7.81 5.81 -2.00 13.39 56.87 1747.00 * 1715.000 15.11 13.11 -2.00 16.55 170.30 1216.00 * 1835.000 6.67 4.67 -2.00 14.60 48.59 854.00 * 1835.000 7.15 5.15 -2.00 14.74 54.99 1228.00 * 1835.000 7.81 5.81 -2.00 14.93 64.20 1747.00 * 1835.000 15.11 13.11 -2.00 18.28 189.59 1216.00 * 1950.000 4.67 4.67 .00 15.55 51.30 854.00 * 1950.000 5.15 5.15 .00 15.69 58.16 1228.00 * 1950.000 5.80 5.80 .00 15.90 67.99 1747.00 * 1950.000 13.11 13.11 .00 19.39 201.01 1216.00 * 2300.000 5.15 4.75 -.40 16.84 54.98 854.00 * 2300.000 5.62 5.22 -.40 17.01 62.45 1228.00 * 2300.000 6.22 5.82 -.40 17.25 73.14 1747.00 * 2300.000 13.50 13.10 -.40 21.22 218.03 1216.00 2780.000 5.12 5.32 .20 17.73 57.92 854.00 2780.000 5.76 5.96 .20 17.93 65.89 1228.00 2780.000 6.54 6.74 .20 18.21 77.24 1747.00 2780.000 12.92 13.12 .20 22.82 231.24 1216.00 3225.000 5.39 5.69 .30 18.58 60.93 854.00 3225.000 6.11 6.41 .30 18.82 69.50 1228.00 3225.000 6.98 7.28 .30 19.16 81.61 1747.00 3225.000 12.83 13.13 .30 24.23 243.17 1216.00 3259.000 5.41 5.71 .30 18.65 61.17 854.00 3259.000 6.15 6.45 .30 18.89 69.79 1228.00 3259.000 7.01 7.31 .30 19.23 81.95 1747.00 3259.000 12.83 13.13 .30 24.33 244.06 1216.00 - 3309.000 5.45 5.75 .30 18.74 61.52 854.00 3309.000 6.19 6.49 .30 18.99 70.21 1228.00 3309.000 7.06 7.36 .30 19.33 82.47 1747.00 3309.000 12.83 13.13 .30 24.49 245.38 1216.00 240CT95 11:44:22 PAGE 22 SECNO DEPTH CWSEL ELMIN TWA VOL Q 4079.000 5.65 6.25 .60 20.22 67.15 854.00 4079.000 6.48 7.08 .60 20.56 77.04 1228.00 4079.000 7.44 8.04 .60 20.99 90.77 1747.00 4079.000 12.56 13.16 .60 26.95 265.38 1216.00 4544.000 4.61 6.51 1.90 21.14 70.69 854.00 4544.000 5.47 7.37 1.90 21.52 81.37 1228.00 4544.000 6.47 8.37 1.90 22.01 96.08 1747.00 4544.000 11.28 13.18 1.90 28.43 277.26 1216.00 4635.000 4.66 6.56 1.90 21.32 71.39 854.00 4635.000 5.53 7.43 1.90 21.71 82.23 1228.00 4635.000 6.54 8.44 1.90 22.22 97.14 1747.00 4635.000 11.28 13.18 1.90 28.72 279.56 1216.00 4660.000 3.96 6.56 2.60 21.37 71.58 854.00 4660.000 4.83 7.43 2.60 21.77 82.46 1228.00 4660.000 5.84 8.44 2.60 22.27 97.42 1747.00 4660.000 10.58 13.18 2.60 28.81 280.19 1216.00 4712.000 4.01 6.61 2.60 21.48 71.94 854.00 4712.000 4.88 7.48 2.60 21.88 82.92 1228.00 4712.000 5.89 8.49 2.60 22.39 98.00 1747.00 4712.000 10.58 13.18 2.60 28.98 281.50 1216.00 * 4774.000 5.59 6.69 1.10 21.60 72.45 854.00 * 4774.000 6.48 7.58 1.10 22.02 83.54 1228.00 * 4774.000 7.50 8.60 1.10 22.55 98.77 1747.00 4774.000 12.09 13.19 1.10 29.19 283.14 1216.00 4838.000 5.74 6.74 1.00 21.75 73.11 854.00 4838.000 6.64 7.64 1.00 22.16 84.33 1228.00 4838.000 7.68 8.68 1.00 22.71 99.71 1747.00 4838.000 12.20 13.20 1.00 29.37 284.85 1216.00 * . 4947.000 5.74 6.74 1.00 21.95 74.12 854.00 *` 4947.000 6.63 7.63 1.00 22.37 85.53 1228.00 * 4947.000 7.66 8.66 1.00 22.91 101.12 1747.00 * 4947.000 12.19 13.19 1.00 29.57 287.18 1216.00 * 4950.000 5.72 6.72 1.00 21.95 74.14 854.00 * 4950.000 6.60 7.60 1.00 22.37 85.55 1228.00 * 4950.000 7.61 8.61 1.00 22.92 101.15 1747.00 * 4950.000 12.18 13.18 1.00 29.58 287.23 1216.00 5050.000 5.78 6.78 1.00 22.10 74.78 741.00 5050.000 6.67 7.67 1.00 22.52 86.30 1098.00 5050.000 7.75 8.75 1.00 23.06 102.03 1498.00 5050.000 12.20 13.20 1.00 29.72 288.68 1087.00 240CT95 11:44:22 PAGE 23 SECNO DEPTH CWSEL ELMIN TWA VOL Q 5100.000 5.78 6.78 1.00 22.17 75.10 741.00 5100.000 6.68 7.68 1.00 22.59 86.67 1098.00 5100.000 7.75 8.75 1.00 23.14 102.47 1498.00 5100.000 12.20 13.20 1.00 29.80 289.40 1087.00 5143.000 6.70 6.79 .09 22.24 75.37 741.00 5143.000 7.60 7.69 .09 22.65 87.00 1098.00 5143.000 8.67 8.76 .09 23.20 102.86 1498.00 5143.000 13.11 13.20 .09 29.86 290.03 1087.00 * 5268.000 7.33 6.88 -.45 22.46 76.52 741.00 * 5268.000 8.28 7.83 -.45 22.88 88.35 1098.00 * 5268.000 9.40 8.95 -.45 23.43 104.46 1498.00 * 5268.000 13.68 13.23 -.45 30.10 292.63 1087.00 5348.000 6.77 6.89 .12 22.64 77.43 741.00 5348.000 7.72 7.84 .12 23.06 89.43 1098.00 5348.000 8.84 8.96 .12 23.62 105.74 1498.00 5348.000 13.12 13.24 .12 30.31 294.74 1087.00 5393.000 6.78 6.90 .12 22.74 77.94 741.00 5393.000 7.74 7.86 .12 23.16 90.04 1098.00 5393.000 8.87 8.99 .12 23.72 106.46 1498.00 5393.000 13.12 13.24 .12 30.43 295.95 1087.00 5438.000 6.79 6.91 .12 22.85 78.44 741.00 5438.000 7.75 7.87 .12 23.28 90.65 1098.00 5438.000 8.88 9.00 .12 23.84 107.20 1498.00 5438.000 13.12 13.24 .12 30.56 297.21 1087.00 5550.000 6.76 6.92 .16 22.95 78.89 741.00 5550.000 7.72 7.88 .16 23.38 91.20 1098.00 5550.000 8.85 9.01 .16 23.95 107.88 1498.00 5550.000 13.08 13.24 .16 30.69 298.40 1087.00 c * 5773.000 6.80 6.92 .12 23.37 80.83 741.00 * 5773.000 7.74 7.86 .12 23.83 93.55 1098.00 * 5773.000 8.84 8.96 .12 24.40 110.73 1498.00 * 5773.000 13.10 13.22 .12 31.18 303.26 1087.00 5830.000 6.78 7.01 .23 23.46 81.24 741.00 5830.000 7.77 8.00 .23 23.91 94.04 1098.00 5830.000 8.91 9.14 .23 24.49 111.31 1498.00 5830.000 13.02 13.25 .23 31.28 304.23 1087.00 5838.000 6.76 7.00 .24 23.47 81.30 741.00 5838.000 7.75 7.99 .24 23.92 94.11 1098.00 5838.000 8.88 9.12 .24 24.50 111.40 1498.00 5838.000 13.01 13.25 .24 31.29 304.37 1087.00 240CT95 11:44:22 PAGE 24 SECNO DEPTH CWSEL ELMIN TWA VOL Q 5898.000 6.79 7.03 .24 23.55 81.72 741.00 5898.000 7.78 8.02 .24 24.01 94.61 1098.00 5898.000 8.91 9.15 .24 24.58 111.99 1498.00 5898.000 13.01 13.25 .24 31.37 305.30 1087.00 * 5938.000 5.80 7.00 1.20 23.61 81.97 733.00 * 5938.000 6.79 7.99 1.20 24.07 94.92 1088.00 * 5938.000 7.92 9.12 1.20 24.65 112.37 1488.00 5938.000 12.05 13.25 1.20 31.45 305.97 1085.00 6038.000 5.92 7.12 1.20 23.77 82.52 733.00 6038.000 6.91 8.11 1.20 24.24 95.63 1088.00 6038.000 8.04 9.24 1.20 24.83 113.28 1488.00 6038.000 12.06 13.26 1.20 31.68 307.74 1085.00 6200.000 6.08 7.28 1.20 24.02 83.45 733.00 6200.000 7.10 8.30 1.20 24.51 96.82 1088.00 6200.000 8.22 9.42 1.20 25.13 114.80 1488.00 6200.000 12.08 13.28 1.20 32.07 310.61 1085.00 6260.000 6.12 7.32 1.20 24.11 83.78 733.00 6260.000 7.13 8.33 1.20 24.61 97.24 1088.00 6260.000 8.24 9.44 1.20 25.24 115.32 1488.00 6260.000 12.08 13.28 1.20 32.22 311.57 1085.00 6348.000 6.23 7.43 1.20 24.25 84.27 733.00 6348.000 7.29 8.49 1.20 24.77 97.87 1088.00 6348.000 8.44 9.64 1.20 25.41 116.11 1488.00 6348.000 12.11 13.31 1.20 32.43 312.96 1085.00 6430.000 6.26 7.46 1.20 24.38 84.77 733.00 6430.000 7.32 8.52 1.20 24.91 98.51 1088.00 6430.000 8.46 9.66 1.20 25.57 116.92 1488.00 6430.000 12.11 13.31 1.20 32.63 314.35 1085.00 6500.000 6.28 7.48 1.20 24.50 85.20 733.00 * 6500.000 7.34 8.54 1.20 25.03 99.07 1088.00 * 6500.000 8.48 9.68 1.20 25.70 117.62 1488.00 * 6500.000 12.11 13.31 1.20 32.79 315.56 1085.00 6958.000 6.60 7.80 1.20 25.24 88.16 733.00 6958.000 7.69 8.89 1.20 25.84 102.86 1088.00 6958.000 8.84 10.04 1.20 26.58 122.37 1488.00 6958.000 12.15 13.35 1.20 33.89 323.75 1085.00 8408.000 7.26 8.66 1.40 27.72 98.89 708.00 8408.000 8.48 9.88 1.40 28.56 116.60 1060.00 8408.000 9.68 11.08 1.40 29.53 139.44 1441.00 8408.000 12.12 13.52 1.40 37.42 350.07 1025.00 240CT95 11:44:22 PAGE 25 SECNO DEPTH CWSEL ELMIN TWA VOL Q 9178.000 7.63 9.03 1.40 29.10 105.27 708.00 9178.000 8.90 10.30 1.40 30.06 124.78 1060.00 9178.000 10.12 11.52 1.40 31.17 149.51 1441.00 9178.000 12.19 13.59 1.40 44.36 370.57 1025.00 9338.000 7.51 9.11 1.60 29.38 106.61 657.00 9338.000 8.79 10.39 1.60 30.38 126.50 980.00 9338.000 10.02 11.62 1.60 31.55 151.63 1344.00 * 9338.000 12.01 13.61 1.60 49.48 383.28 948.00 9878.000 9.28 9.28 .00 30.11 110.16 657.00 9878.000 10.59 10.59 .00 31.26 131.08 980.00 9878.000 11.90 11.90 .00 32.79 157.48 1344.00 * 9878.000 13.61 13.61 .00 66.44 424.66 948.00 9928.000 9.36 9.36 .00 30.15 110.43 657.00 9928.000 10.65 10.65 .00 31.30 131.41 980.00 9928.000 11.91 11.91 .00 32.85 157.88 1344.00 * 9928.000 13.61 13.61 .00 67.12 425.95 948.00 * 9933.000 9.36 9.36 .00 30.15 110.46 657.00 * 9933.000 10.65 10.65 .00 31.31 131.44 980.00 9933.000 11.89 11.89 .00 32.85 157.92 1344.00 9933.000 13.61 13.61 .00 67.19 426.06 948.00 9966.000 9.36 9.36 .00 30.17 110.65 657.00 9966.000 10.66 10.66 .00 31.33 131.67 980.00 9966.000 11.92 11.92 .00 32.88 158.15 1344.00 9966.000 13.63 13.63 .00 67.62 426.74 948.00 * 9971.000 9.36 9.36 .00 30.18 110.68 657.00 * 9971.000 10.66 10.66 .00 31.33 131.70 980.00 9971.000 11.99 11.99 .00 32.88 158.18 1344.00 9971.000 13.64 13.64 .00 67.69 426.85 948.00 * 10011.000 9.33 9.33 .00 30.21 110.87 657.00 * 10011.000 10.70 10.70 .00 31.56 132.00 980.00 10011.000 12.30 12.30 .00 33.11 158.84 1344.00 * 10011.000 13.69 13.69 .00 68.18 428.12 948.00 * 10376.000 10.06 10.06 .00 30.60 112.76 657.00 * 10376.000 11.36 11.36 .00 35.13 136.49 980.00 10376.000 12.53 12.53 .00 36.86 168.57 1344.00 10376.000 13.73 13.73 .00 72.04 442.85 948.00 * 10421.000 10.07 10.07 .00 30.64 112.98 657.00 10421.000 11.29 11.29 .00 35.29 136.92 980.00 10421.000 12.36 12.36 .00 37.03 169.20 1344.00 * 10421.000 13.65 13.65 .00 72.22 443.68 948.00 240CT95 11:44:22 PAGE 26 SECNO DEPTH CWSEL ELMIN TWA VOL Q * 10535.000 11.24 11.44 .20 30.75 113.70 608.00 * 10535.000 13.39 13.59 .20 35.40 137.84 883.00 * 10535.000 16.46 16.66 .20 37.14 170.39 1251.00 * 10535.000 15.58 15.78 .20 72.33 444.84 866.00 10595.000 11.29 11.49 .20 31.25 114.49 608.00 * 10595.000 13.46 13.66 .20 36.38 140.75 883.00 * 10595.000 16.53 16.73 .20 39.23 178.11 1251.00 * 10595.000 15.62 15.82 .20 74.33 450.71 866.00 11595.000 11.52 11.72 .20 48.16 134.70 608.00 11595.000 13.49 13.69 .20 67.84 227.22 883.00 11595.000 16.53 16.73 .20 107.47 420.41 1251.00 11595.000 15.63 15.83 .20 139.83 632.57 866.00 * 11735.000 8.23 11.73 3.50 49.57 136.76 608.00 * 11735.000 10.18 13.68 3.50 70.18 234.06 883.00 * 11735.000 13.23 16.73 3.50 115.74 441.02 1251.00 * 11735.000 12.32 15.82 3.50 145.79 646.89 866.00 12775.000 7.71 12.31 4.60 51.12 143.75 608.00 12775.000 9.60 14.20 4.60 72.32 244.53 883.00 * 12775.000 12.30 16.90 4.60 168.02 491.25 1251.00 * 12775.000 11.44 16.04 4.60 164.73 668.40 866.00 * 12825.000 7.73 12.33 4.60 51.18 144.06 608.00 12825.000 9.62 14.22 4.60 72.41 244.97 883.00 * 12825.000 12.29 16.89 4.60 170.57 493.27 1251.00 * 12825.000 11.44 16.04 4.60 165.33 669.29 866.00 * 12935.000 9.27 13.47 4.20 51.32 145.05 575.00 * 12935.000 11.33 15.53 4.20 72.66 246.33 836.00 12935.000 12.71 16.91 4.20 176.20 497.90 1239.00 12935.000 11.90 16.10 4.20 167.00 671.33 853.00 * 12985.000 9.27 13.47 4.20 51.41 145.58 575.00 * 12985.000 11.33 15.53 4.20 72.79 247.06 836.00 * 12985.000 12.72 16.92 4.20 178.91 500.25 1239.00 * 12985.000 11.90 16.10 4.20 167.70 672.21 853.00 13935.000 8.97 13.67 4.70 52.79 153.54 575.00 13935.000 11.02 15.72 4.70 74.54 258.16 836.00 13935.000 12.42 17.12 4.70 206.69 528.12 1239.00 13935.000 11.59 16.29 4.70 170.54 684.42 853.00 14905.000 9.51 13.91 4.40 53.81 159.86 575.00 14905.000 11.54 15.94 4.40 75.72 266.73 836.00 14905.000 13.00 17.40 4.40 226.51 544.34 1239.00 14905.000 12.08 16.48 4.40 171.91 693.67 853.00 240CT95 11:44:22 PAGE 27 SECNO DEPTH CWSEL ELMIN TWA VOL Q 14945.000 9.52 13.92 4.40 53.84 160.09 575.00 14945.000 11.56 15.96 4.40 75.75 267.03 836.00 14945.000 13.02 17.42 4.40 228.11 545.19 1239.00 14945.000 12.09 16.49 4.40 171.96 693.99 853.00 14955.000 9.53 13.93 4.40 53.85 160.14 575.00 14955.000 11.68 16.08 4.40 75.76 267.10 836.00 14955.000 13.23 17.63 4.40 228.57 545.45 1239.00 14955.000 12.23 16.63 4.40 171.97 694.06 853.00 * 14995.000 9.64 13.94 4.30 53.89 160.36 575.00 * 14995.000 11.80 16.10 4.30 75.81 267.40 836.00 * 14995.000 13.37 17.67 4.30 229.69 546.32 1239.00 * 14995.000 12.36 16.66 4.30 172.02 694.39 853.00 15225.000 9.81 14.11 4.30 54.11 161.59 575.00 15225.000 11.95 16.25 4.30 76.11 269.17 836.00 15225.000 13.61 17.91 4.30 230.81 549.11 1239.00 15225.000 12.55 16.85 4.30 172.48 696.37 853.00 15275.000 9.84 14.14 4.30 54.16 161.86 575.00 15275.000 11.98 16.28 4.30 76.17 269.56 841.00 15275.000 13.63 17.93 4.30 231.07 549.74 1239.00 * 15275.000 12.61 16.91 4.30 172.57 696.80 655.00 * 15418.000 10.57 15.27 4.70 54.33 162.85 535.00 * 15418.000 13.03 17.73 4.70 78.21 271.31 796.00 * 15418.000 14.13 18.83 4.70 234.93 555.42 1160.00 * 15418.000 13.30 18.00 4.70 176.05 699.31 802.00 15468.000 10.59 15.29 4.70 54.40 163.27 535.00 15468.000 13.05 17.75 4.70 79.64 272.16 796.00 15468.000 14.15 18.85 4.70 237.43 558.84 1160.00 15468.000 13.31 18.01 4.70 178.49 700.67 802.00 16288.000 9.98 15.48 5.50 55.62 170.30, 535.00 16288.000 12.41 17.91 5.50 93.37 284.68 796.00 16288.000 13.53 19.03 5.50 261.98 596.63 1160.00 16288.000 12.65 18.15 5.50 201.89 718.30 802.00 17158.000 9.96 15.66 5.70 56.91 177.63 535.00 17158.000 12.34 18.04 5.70 95.44 295.77 796.00 17158.000 13.50 19.20 5.70 270.04 613.56 1160.00 17158.000 12.58 18.28 5.70 205.07 730.34 802.00 17208.000 9.97 15.67 5.70 56.99 178.08 530.00 17208.000 12.35 18.05 5.70 95.59 296.46 791.00 17208.000 13.51 19.21 5.70 270.68 614.63 1148.00 17208.000 12.58 18.28 5.70 205.23 731.07 798.00 = = = = = = m = = = = = m m m = = = = dA� CL - •t$ c 4 7}j• L't[i l#'" 'r} °ro_ IIAXHIAOS 3nN3AV CN#1 •11 t,,ft lLO if Q E � UJ LL t--- O (is r 76 n Lu 3nV x �,j ��k� t��r'�se2 h��g5�+� � t � 5r� �4 -, IS NIIC O� i.;} 'rr�.�• � � � � (Q LL co �, r ,�+ i is✓' F— Z a C it d �,f� 7 t t Q' W g � � G (:) LL /w ��/1 /�� Q [�7� V _U) V Q O •> X MS N x 3AV 7 ��y`ty' ryS 'S' r" fi'. 3. y }Yt St, VC Z ' Ww p p} r W W 3 W ft eTt"ra &'+ 4.� i •�BU �� t` Y u t .. �-�Y( ��..(( Z Q s Z if' SkY '"�14't F•1 S z. 70" i Y W aV C. ,yc - .. tCfi � u *y§- ,4• t ..x �gErh;;ircx r q LL � C+ X 2 tip M 5 1� Z ~ m }} ,:; r i,�ar37�'csd ~ O i { � �� is ti"� `�-#Afii• 1., k A y¢ t �lX, �•p r� �:, 16 i}}! zP+`�" r�3��J r�7} rwt �1. r S�is,y� pr.t •, iy u r 2# 111w # hs c f �.�.. � i Nt;? i kt �'l�ya 1 F: � r yr 4rM in HNTB ADB 7/19195 Oakesdale Avenue, City of Renton,Washington IN I Up CORPORATION DESIGN CHECKS FOR FLOOD STORAGE COMPENSATION - PER FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD PROFILES AS PROVIDED IN THE BEOING EIS,VOLUME 2,APPENDIX C,EXHIBIT 1 - Location WSEL- Mile Post Grad. INFO.SCALED FROM FEMA FLOOD PROFILE r SW 16th Street (Sta 59+75) 15,65 0,66 52+50 0.00011 FEMA Section O"Bridge Under Construction" 16.10 1.42 0.00028 downstream edge of SW 27th Street 16.25 1.52 15+50 upstream edge of SW 27th Street 16.55 1.54 14+50 6.3E-05 break in water surface gradiant 16.60 1.69 0.00017 FEMA Section P 16.77 1.88 �y INTERPOLATED INFO. ry+'"/}J✓�' [ 'y� SW 19th Street (Sta.74+50) 15.82 0.94 41+00 G �L O P-9 channel/60'WI crossing @ Oakesdale 16.03 1,30 26+50 Up Oakesdale Ave.cul-de-sac(1100'u/s of 27th) 16,65 1.75 2+50 Calculation of Floodplain Elevations and Fill Volumes Along Oakesdale Ave.Stationing 1 Panimetered area Stataion Cumm. Station Locations WSEL Sq In SF dist. Vol. Vol. 2+50 16.65 0.0 0 3+00 16.64 0.0 0 5 0 0 4+00 16.62 0.0 0 100t 0 0 5+00 16.60 5.6 560 100 28000 28000 6+00 South Abutment 16.58 7.0 700 100 63000 91000 Bridge Exclusion 91000 12+00 North Abutment 16,46 5.7 570 91000 13+00 16,44 5.5 550 100 56000 147000 14+00 16.42 4.0 400 100 47500 194500 15+00 16.40 0.0 0 100 20000 214500 18+00 16.30 0.0 0 300 0 214500 21+00 16.21 0.0 0 3D0 0 214500 24+00 16.11 0.0 0 300 0 214500 27+00 16.02 0.3 30 300 4500 219000 30+00 15.98 300 4500 223500 33+00 15.94 0.0 0 300 0 223500 36+00 15.89 0.0 0 300 0 223500 39+00 15.85 0.0 0 300 0 223500 42+00 15.81 0.0 0 300 0 223500 45+00 15.76 0.0 0 300 0 223500 45+47 South Abutment 15.76 0.0 0 47 0 223500 Bridge Exclusion 223500 50+10 North Abutment 15.69 0.0 0 223500 51+DO 15.68 0.0 0 90 0 223500 52+84.88 15.65 0.0 0 184.68 0 223500 Total 8277,78 CU.YDS. Calculation of Floodplain Elevations and Existing Roadway Excavation Volumes Along Longacres Parkway Panimetered area Stataion Cumm. WSEL Sq In SF dist. Vol. Vol. 2+50 16.65 0 0 0 0 3+00 16.64 0 50 0 0 4+00 16.62 0 100 0 0 5+00 16.60 0.8 80 100 4000 4000 6+00 South Abutment 16.58 0.45 45 100 6250 10250 7+00 16.56 2.53 253 100 14900 25150 8+00 16.54 2.5 250 100 25150 50300 9+00 16.52 1.65 165 100 20750 71050 10+00 16.50 1.1 110 100 13750 B4800 11+00 16.48 1.27 127 100 11850 96650 12+00 North Abutment 16A6 0.31 31 100 7900 104550 13+00 16.44 0.74 74 100 5250 109800 14+00 16.42 0 0 100 3700 113500 Total 4203.7 CU.YDS. Pagel Made by Datflg 9 S JobNumber Tae HNTB Companies Checked by Dat1�3—�`-0(For 04kudu le AEG Backchecked by DatSheet Number . , _ AA, IF, -' t E ttt V� Q Ally (/A t t4- o,,' ! ) c,� 7 Z44 _ r _ 371 G 17,i 13�o . GY_ ll G�� c.J�ale VO(JlA A V�A (0S 3 . 1�3,s Ioo of f348,3 50 _ 6 p f l•oo So o 17 �o5n 3 w._�_ � � boo I Z Soo � a S,Zo _ 91:G �o Z CY 1 t t t , , a 3 -a -t t rr t tl , �-o -- i x i _f -- / 13 p Made by Date 7 , Job Number The HNre Companies Checked by Date For A Backchecked by Date Sheet Number3 ' l f �V�o l V✓1n� ` . ��G�✓e�v�l �� e a v.., of , , } � IU��►�l� � l/Ju1l]/�J�ilil�aGt7[D V'ia%%r'�e d°a�.� - 2 320 — 4200 7 € t } } 3 7- f ' i a ' d € i , 1 } Y —r l.. , ` f , HNTB ADB 11/19/95 ALTERNATIVE "C' Calculation of Floodplain Elevations and Fill Volumes Along Oakesdale Ave.Stationing Panimetered area Stataion Cumm. Station Locations WSEL Sq In SF dist. Vol. Vol. 2+50 16.65 3+00 16.64 same 0 4+00 16.62 same 0 5+00 16.60 same 28000 6+00 South Abutment 16.58 same 91000 Bridge Exclusion 0.00 same 91000 12+00 North Abutment 16.46 same 91000 13+00 16.44 same 147000 14+00 16.42 same 194500 15+00 16.40 same 214500 18+00 16.30 same 214500 21+00 16.21 same 214500 24+00 16.11 0.0 0 300 0 214500 27+00 16.02 0.3 250 300 37500 252000 30+00 15.98 20 300 40500 292500 31+50 15.96 130 150 11250 303750 33+00 15.94 0.0 70 150 6750 310500 36+00 15.89 0.0 0 300 10500 321000 39+00 15.85 0.0 0 300 0 321000 42+00 South Abutment 15.81 0.0 0 300 0 321000 321000 Bridge Exclusion 321000 321000 47+50 North Abutment 15.70 0.0 60 321000 51+00 15.68 0.0 0 350 10500 331500 53+75 15.65 0.0 0 275 0 331500 Total 12277.78 CU.YDS. -tom r�-e VP�GV'ea 5?i I�• 't"�ooa��a�h lj�oragg dv� '�o E nit P. /t ` flu VtI 4 Pagel Made by Date Job Number The yNTB Companies Checked by Date �7203'�LT�I� For /cQyA,t e, A v � ��,��r Backchecked by Date Sheet Number F7 o Gw r / �r E w QrPi I�r?iQrJr✓o�� —7-- r - I 1 1 y e VO[L)WIACly d P� Gc �irEr !vim G c? I VO�Uv��, �H �jlall�r�f�w yw��a� (,dill ke, laril e I V4l�dvl ? /H l��orwl �jP�t1P�� pi� r� S�ot✓[� �l�ya �P� Sir Uo IL)W, ✓ �.GIJe�� .ro✓ri � ��a �lovt or L �✓l9q�v�� _ 4 Z GY a i r E (� C 2 ; 3 I ? I } , r , r i I + i 14 _ - 1i I Appendix F Landscaping Plan STREETSCAPE AND r' ACCENT SHRUBS ANDTYP all I TURF G ASS -1 C ) GROUND COVER (TYP) •�` rh, IL � —_— -------------- fi ------- IKINAYc \ o j�,� rrr — i ESGALE AV S.U . �Y` _ _ 5+00 — �� 10+00 ^^_ 5-00 - JJ ------------- t RESTORE CONSTRpCT,10( �-- � STREETSCAPE AND I 'I . J � IMPACTS�,1 TURF GRASS �TYP) OAKESDALE AVENUE S .W. PHASE 2 100 50 0 100 200 PROPOSED STREETSCAPE AND ACCENT PLANTINGS RESTORATION PLANTINGS SCALE ' BOTANICAL NAME/COMMON NAME SIZE COMMENTS BOTANICAL NAME/COMMON NAME WETLAND STATUS IN FEET ACER RUBRUM 2" CALIPER LARGE CANOPY CORNUS STOLONIFERA FACW RED MAPLE SHADE TREE RED—OSIER DOGWOOD ' I LONICERA INVOLUCRATA FAC MALUS SARGENTII 2" CALIPER SMALL FLOWERING TWINBERRY SARGENT'S CRABAPPLE TREE, PROFUSE PHYSOCARPUS CAPITATUS FAC+ W RED FLOWERS WESTERN NINEBARK POPULUS NIGRA 'ITALICA' 1 1/2" NARROW DECIDUOUS ' LOMBARDY POPLAR CALIPER BUFFER TREE RUBUS SPECTABILIS FAC SALMONBERRY PRUNUS YEDOENSIS 1 1 4 FLOWERING ACCENT; STREAMCOR WILLOW FLOWERSFAC YOSHINO FLOWERING CHERRY CALIPER SINGLE LIGHT PINK FLOWERS ' BERBERIS THUNBERGII 'CRIMSON PYGMY' 1 GALLON EVERGREEN; BARBERRY RED LEAVES in CISTUS HYBRIDUS 'ALBA' 1 GALLON EVERGREEN; m WHITE ROCKROSE INFORMAL SCREEN POTENTILLA FRUTICOSA 5 GALLON DROUGHT TOLERANT; ' V SHRUBBY CINQUEFOIL BRIGHT FLOWERING PRUNUS LAUROCERASUS 'OTTO LUYKEN' 5 GALLON EVERGREEN; OTTO LUYKEN LAUREL LOW GROWING o ARCTOSTAPHYLOS UVA—URSI 4' POT EVERGREEN z KINNIKINNICK GROUND COVER of CEANOTHUS GLORIOSUS 4' POT EVERGREEN 6��-- POINT REYES CEANOTHUS GROUND COVER 1 - REWSIONS No. DATE REMARKS BY APR DESIGNED MWEST tiS Y O� NUMBER 15203 PLANNING/BUILDING/ OA.I�SDALE AVENUE SOUTHWEST BRAWN OPG <' Southwest 16th Street to Southwest Stst Street ARCHITECTS ENGINEERS PLANNERS PUBLIC WORKS DEPARTMENT GAD FILE OPLSA.DWG CHECKED ♦ 1dL ago SEATTLE, RA 99109 N.. SOSBORN PACIFIC GROUP INC. APPROVED MUNICIPAL BUILDING LANDSCAPE PLAN SIT.R AVENUS UITE MILL AVENUE SOUTH STA. 2+50 TO 15+Oa SHEET Or - 1414 DE p,grE DEC 19 B ��`� REN RETTON,WASHINGTON 98055 N0. ACCEN SR RUBS AND - -`, !l' I GROUNb COVER " / y , I •. STREETSCAPE AND TURF GRASS (TYP) It -�'r-` ' • ;' t MH 4 v 00 c? :'I i3 -`" - --- --;— - - -•�-�---�- - + „ • . TR E S APE 4 w - - ,5 9 1 � 1••♦w + •• •3-• 1 /. 4t -, �-- • .♦ +, ' . •`` • -: '• : ;♦ T R (G ASS,, --- vht - 'jj l + • • + �•• w - a•• •` `•.` •' :w +: •sue`• / N .(' \ i�� ''I 1 / '�r ' ww• w\��y7 1 • _ +• `• w` w` 1• •w ` • • • • •w'4' _- ' - 4 ' \ �, /�y !r[�' (`✓�� `��-__ ,ly I S _, y` �� w ♦ Y +• �1♦ w 1 • • • • • •• • • •'Y - ` 1 � ��w` ` - .N rj � +��' • / � a/llj�+ WET D 1 w • ., ,+� • w ':! / 1 - /`, ^tiv ill � ti W llGA 10N • ` Q • • • Y �, l S)S WETLAND, BUFFER ••' Y • ��/ �,5 I I t z A ry / ti17 / I 'PLANTED AREA D q q D q q q D 1 AKESDALE AVENUE S . W. PHASE 1 goo 50 o 100 200 0 ' PR-OPOSED STREETSCAPE AND ACCENT PLANTINGS WETLAND BUFFER PLANTING A SCALE BOTANICAL NAME/COMMON NAME SIZE COMMENTS BOTANICAL NAME/COMMON NAME r ACER RUBRUM 2" CALIPER LARGE CANOPY ACER CIRCINATUM IN FEET RED MAPLE SHADE TREE VINE MAPLE ' MALLS SARGENTII 2" CALIPER SMALL FLOWERING ALNUS RUBRA SARGENT'S CRABAPPLE TREE, PROFUSE RED ALDER W RED FLOWERS THUJA PLICATA POPULUS NIGRA 'ITALICA' 1 1/2 NARROW DECIDUOUS WESTERN RED CEDAR ' LOMBARDY POPLAR CALIPER BUFFER TREE QEMLERIA CERASIFORMIS INDIAN PLUM PRUNUS YEDOENSIS 1 1 4 FLOWERING ACCENT; ROSA NUTKANA YOSHINO FLOWERING CHERRY CALIPER SINGLE LIGHT PINK NOOTKA ROSE FLOWERS BERBERIS THUNBERGII 'CRIMSON PYGMY' 1 GALLON EVERGREEN; RUBUS SPECTABILIS i SALaAONBERRY BARBERRY RED LEAVES m i CISTUS HYBRIDUS 'ALBA' 1 GALLON EVERGREEN; UCLIS RACEMOSA RED ELDERBERRY WHITE ROCKROSE INFORMAL SCREEN RED EL ' �I POTENTILLA FRUTICOSA 5 GALLON DROUGHT TOLERANT; SYMPHbRICARPOS ALBUS to SHRUBBY CINQUEFOIL BRIGHT FLOWERING SNOWBERRY L— PRUNUS LAUROCERASUS 'OTTO LUYKEN' 5 GALLON EVERGREEN; OTTO LUYKEN LAUREL LOW GROWING _ Z ARCTOSTAPHYLOS UVA—URSI 4 POT EVERGREEN SEE WETLAND MITIGATION, CONCEPT PLAN ' KINNIKINNICK GROUND COVER OR MIT GKPON GRADING AND PLANTING. ING. o CEANOTHUS GLORIOSUS 4" POT EVERGREEN v` POINT REYES CEANOTHUS GROUND COVER REVISIONS 1 DATE REMARKS 8' APR DESIGNED MWEST Y PLANNING/BUILDING/ OAKESDALE AVENUE SOUTHWEST NUMBIEIR 15203 DRAWN OPG C� Southwest 16th Street to Southwest 31st Street ARCHITECTS ENGINEERS PLANNERS CHECKED PUBLIC WORKS DEPARTMENT 7�T DAD FlLE OPLSA.DWG APPROVED r MUNICIPAL BUILDING LAND:%CAPE PLAN OSBORN PACIFIC GROUP INC. q — 1414 DE8'18K AVENUE N.,SUrfE 2W SSATTLE,WA 98109 REN MILL AVENUE SOUTH IrJ+O�) TO 29+00 SHEET 2 OF 4 DATE DEC 1996 ��'N T O� I RENTON,WASHINCTON 98055 i+ N0. I ACCENT SHRUBS AND AINU( GROUND COVER (TypTYP < ' { `� �` .............. cc nocoomm o a H....,All, ... .211. XX2"xxx XXyXXXyyX57xxxx0 g-- ±VO 0 L) 0 0 0-,Q -o�pq 0+0 Z-1 m95zmm==2!7m ------ X xxx ICY \ LU f I ,. 74 oacoo 000cooa '-"��FS� '�~ � , � oaao , 16 Y� ��r^1r� 1 1 �\ S,� f . � i , I _ 0 W ETLANDUFFE R ' R AP N PLANTIVB (TYP S R CT ' _ ` GR S \p) R L 100 50 0 100 200 OAKESDALE AVENUE S .W. PHASE 1 - SCALE PROPOSED STREETSCAPE AND ACCENT PLANTINGS WETLAND BUFFER PLANTING 8 BOTANICAL NAME/COMMON NAME SIZE COMMENTS BOTANICAL NAME/COMMON NAME IN FEET ACER RUBRUM I" CALIPER LARGE CANOPY RHAMNUS PURSHIANA RED MAPLE SHADE TREE CASCARA MALUS SARGENTII 2" CALIPER SMALL FLOWERING CORNUS STOLONIFERA SARGENT'S CRABAPPLE TREE, PROFUSE; RED—OSIER DOGWOOD RED FLOWERS CORYLUS CORNUTA POPULUS NIGRA ITALJCA' 1 1�t NARROW DECIDUOUS BEAKED HAZELNUT CALIPER AU ER LOMBARDY POPLAR BUFFER TREE GLYCERIA ELATA TALL MANNA GRASS PRUNUS YEDOENSIS FLOWERING ACCENT; ROSA NUTKANA YOSHINO FLOWERING CHERRY CALIPER SINGLE LIGHT PINK NOOTKA ROSE FLOWERS BERBERIS THUNBERGII 'CRIMSON PYGMY' 0 EVERGREEN; RUBUS SPECTABILIS BARBERRY RED LEAVES SALMONBERRY CISTUS HYBRIDUS 'ALBA' 1 GALLON EVERGREEN SYMPHORICARPOS AILBUS :D fn WHITE ROCKROSE INFORMAL SCREEN SNOWBERRY of om: POTENTILLA FRUTICOSA 5 GALLON DROUGHT TOLERANT; V) SHRUBBY CINQUEFOIL BRIGHT FLOWERING PRUNUS LAUROCERASUS 'OTTO LUYKEN' 5 GALLON EVERGREEN; OTTO LUYKEN LAUREL LOW GROWING c,,E ARCTOSTAPHYLOS UVA-URSI 4" POT EVERGREEN z GROUND COVER z)W KINNIKINNICK 0 CEANOTHUS GLORIOSUS 4" POT EVERGREEN It POINT REYES CEANOTHUS GROUND COVER REVISIONS ' _ N..I DATE I REMARKS By APR DESIGNED MWEST Y 0-k PLANNING/BIJILDING/ OAKESDALE _AVENUE SOUTHWEST NUMBER15203 DRAWN OPC Southwest i6th Street to Southwest 31st Street OPLSA.DWG ARCHITECTS ENGINEERS PLANNERS PUBLIC WORXS DEPARTMENT CAD FILE CHECKED + + I LANDSCAPE PLAN APPROVED MUNICIPAL BUILDING OSBORN PACIFIC GROUP INC. 200 MILL AVENUE SOUTH STA, 29+00 TO 43+00 SHEET 3 OF 4 1414 DM� AVtINUS N.,SUrM 230 SEAT?LE,TA 96109 DATE DEC 1996 INV T RENTON.WASHINGTON 98055 NO - OAKESDALE AVENUE S . W. �-�i=l ------:�- PHASE 1 �d ! � SCALE ` p IN FEET PROPOSED STREETSCAPE r I (D p > [? 0 AND ACCENT PLANTINGS ACCENT SHRUBS AND h ' BOTANICAL NAME/COMMON NAME GROUND COVER (TYP) ": I � ACER RUBRUM RED MAPLE ^\ y 7 MALUS SARGENTII cp STREETSCAPE AND TURF GRASS (TYP) SARGENT'S CRABAPPLE L cp' it POPULUS NIGRA 'ITALICA' LOMBARDY POPLAR WETLAND BUFFER n PRUNUS Y E tas `� YOSHINO FLOWERING G CHERRY PLANTING B (TYP) 1 p BER ERIS THUNBERGII 'CRIMSON PYGMY' 0 6 BARBERRY CISTUS HYBRIDUS 'ALBA' m WHITE ROCKROSE i %0 p N SHRUBBY INOUEFOILA :r WFALL PRUNUS LAUROCERASUS 'OTTO LUYKEN' _ 4$X OTTO LUYKEN LAUREL 0 -- 2D I o ARCTOSTAPHYLOS UVA—URSI Z)w I KINNIKINNICK i CEANOTHUS GLORIOSUS p — POINT REYES CEANOTHUS C? S R CT WETLAND BUFFER PLANTING B 6 BOTANICAL NAME/COMMON NAME RHAM�NUS PURSHIANA�S � _ WETLAND +I CORNUS STOLONiFERA RED—OSIER DOGWOOD 6 PLANT '° . i - CORYLUS CORNUTA GLFYCERIAKED EL UT ELATA ' A NT SHRUBS AND TALL MANNA GRASS ROSA � ', a OUND COVER (TYP) NOOTKAUROSEA �e } 3ABMONBERRYABILJS SYMPHORICARPOS ALBUS SNOWBERRY I i ,z RESTORATION AT BRIDGE ABUTMENTS BOTANICAL NAME/COMMON NAME YR FIL1X—FEMINA LAD FERN 1' LADY FERN �,�� CORNUS CANADENSIS V q BUNCHBERRY # fl� TREES & etuS_H II Nn POLYSTICHUM MUNITUM ;? SWORD FERN VACCINIUM OVALIFOUt ! p+m OVAL—LEAVED BLUEBERRY +g' p 'ZI _ No. DATE REMARKS BY APR DESIGNED MW ,S Y 15203 oti a� I PLANNING/BUILDING/ OAKESDALE AVENUE SOUTHWEST NUMBER DRAWN OPG L� ARCHITECTS ENGINEERS PLANNERS M "�" PUBLIC WORKS DEPARTMENT Southwest 16th Street to Southwest 31st Street cAo Fl� OPLSA.bWG CHECKED + , OSBORN PACIFIC GROUP INC. APPROVED MUNICIPAL BUILDING LANDSCAPE PLAN I09 W .p 200 MILL AVENUE SOUTH S TA. 43+0 0 TO 5 2+8 5 SHEET OF CAT_ EC 1996 �' m R' 13 RENTON,WASHINGTON 98055 141a 4651'SR Avsxuc X.SUM ZSU SPAT"-*A N0. Appendix G Wetland Mitigation Plan V � i 1 I 0+00 OAKESDALE AVENUE S.W. I i �. , � �,, ,� ' / ,,., �, ,� r / r /•r r / / / r/ ,� / I,.� ,_, / r ,� ,-� ,� r / r ,,•� r / r / / r, r r � ,.� t f i r • r / / I / r •/ r r -� r i ,�' t� / -� / ✓ r / ,-� ' / r�.� % r �,,'rrrr' r / .� i .� rl'� / r� /•+ 'I' r�ii - � :. ... Y ' -• - ' / ",may- _..�,_ _ / pt/U, / / . 16 �•w r ,� �r r - EMERGENT ZONE 2 r = . . /. 41 / L SCRUB SHRUB ZONE > r �r i ri'�J;•r �• y • / / / r . • y �"` l 110 � y EMER EN ZO r ,'' r . y :��,�� yy • y • . yY Ay � y � Y • Y / / y / EMERG NT ZON 3 r , •; . r i j r�r i'r r 1 OAKESDALE AVENUE S .W. PHASE 1 MITIGATION GOALS AND OBJECTIVES 1. INCREASE TEMPORARY FLOOD STORAGE CAPABILITY. SCRUB—SHRUB ZONE PLANTINGS EMERGENT ZONE 1 PLANTINGS EMERGENT ZONE 2 PLANTINGS EMERGENT ZONE 3 PLANTINGS 2. CREATE NEW WETLANDS THAT INCREASE THE FUNCTIONAL VALUE OF WILDLIFE HABITAT BOTANICAL NAME/COMMON NAME WETLAND STATUS BOTANICAL NAME/COMMON NAME WETLAND STATUS BOTANICAL NAME/COMMON NAME WETLAND STATUS BOTANICAL NAME/COMMON NAME WETLAND STATUS PROVIDING BOTH INCREASED PLANT DENSITY AND NUTRIENT PRODUCTION. CORNUS STOLONIFERA FACW CAREX STIPATA FACW ALNUS RUBRA FAC SCIRPUS ACUTUS OBL 3. ESTABLISH A PRIMARY EMERGENT PLANT RED-OSIER DOGWOOD SAWBEAK SEDGE RED ALDER HARD-STEM BULRUSH LONICERA INVOLUCRATA FAC GLYCERIA ELATA FACW+ CAREX OBNUPTA OBL SCIRPUS MICROCARPUS OBL COMMUNITY WITH A SHRUB COMPONENT AT TWINBERRY TALL MANNA GRASS SLOUGH SEDGE SMALL-FRUITED BULRUSH AND A 20 TO 25 FOOOTT NATIVE SHRUB BUFFER. RIBES BRACTEOSUM FAC JUNCUS ENSIFOLIUS FACW ELEOCHARIS PALUSTRIS OBL SPARGANIUM EMERSUM OBL STINK CURRENT DAGGER-LEAF RUSH COMMON SPIKE-RUSH NARROW-LEAF BURREED RUBUS SPECTABILIS FAC RUBUS SPECTABILIS FAC GLYCERIA OCCIDENTALIS OBL TYPHA LATIFOLIA OBL SALMONBERRY SALMONBERRY WESTERN MANNAGRASS COMMON CATTAIL SAUX LASLANDRA FACW SALIX SITCHENSIS FAC OENANTHE SARMENTOSA OBL VERONICA AMERICANA OBL SCALE PACIFIC WILLOW STTKA WILLOW WATER-PARSLEY AMERICAN BROOKLIME J A SAMBUCUS CERULEA FAC SPIRAEA DOUGLASII FACW BLUE ELDERBERRY DOUGLAS SPIREA 4-0 20 0 40 80 IN FEET REVISIONS " No. DATE REMARKS APR DESIGNED MWEST Y 0 PLANNING/BUILDING/ OAKESDALE AVENUE SOUTHWEST NUMBER 15203 ARCHIIEC DRAWN MW TS ENGINEERS PLANNERS ..¢ PUBLIC WORKS DEPARTMENT Southwest 16th street to Southwest 31st Street CAD FILE OPLSA.DWG CHECKED ♦OSBORN PACIFIC GROUP INC. APPROVED NILzU0NICIP L BUIWING WETLAND MITIGATION 1414 D Fi.`.DEXTER AVENUE N..SUM C30 SEATT1E,WA 08100 Dy7 DEC 1998 �L'N T 0� RENTON, WASHINGTON 980 CONCEPT PLAN SHEET 1 OF 1 N0. — — � � _r �'� , 't, .�_ x* gA �y � � .. _ �