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Home My WebLink AboutEX_25_RS_Drainage_Report_240607_v1 STRIDE Bus Rapid Transit South Renton Transit Center (SRTC) Site Plan Review, Conditional Use Permit, Master Site Plan Review, and Lot Line Adjustment Application Attachment 32 Drainage Report June 2024 Prepared by the I-405 corridor South Renton Transit Center 60% Storm Drainage Report February 2024 Stride program: I-405 corridor Page i | AE 0054-17 | 60% Storm Drainage Report February 2024 Consultant Quality Control Form Version Title Date Originator/ Drafted by Reviewed by Approved by Notes, as required 0 South Renton Transit Center - 60% Storm Drainage Report 01-31-23 J. Yuen R. Parish (QC) Sound Transit (June 2023) Sound Transit has no comments. 1 South Renton Transit Center - 60% Storm Drainage Report 02-06-24 J. Yuen 2 3 Stride program: I-405 corridor Page ii | AE 0054-17 | 60% Storm Drainage Report February 2024 Table of Contents 1 PROJECT OVERVIEW ............................................................................................................. 1 1.1 Introduction ......................................................................................................... 1 1.2 Purpose of Report ............................................................................................... 4 1.3 Site Description ................................................................................................... 4 1.3.1 Predeveloped Conditions ........................................................................ 6 1.3.2 Developed Site Conditions ...................................................................... 7 1.3.3 Soils and Groundwater ............................................................................ 8 2 CONDITIONS AND REQUIREMENTS SUMMARY ................................................................ 9 2.1 Core Requirements for Springbrook Creek: South Renton Transit Center (TDA SRTC 1) ...................................................................................................10 2.2 Core Requirements for Rolling Hills Creek: S Grady Way (TDA SRTC 2) ..........11 2.3 Core Requirements for Black River: Lake Avenue S (TDA SRTC 3) ..................12 2.4 Core Requirements for Black River: Hardie Avenue SW (TDA SRTC 4) ............14 3 OFFSITE ANALYSIS .............................................................................................................. 16 3.1 Springbrook Creek: South Renton Transit Center (TDA SRTC 1) ......................17 3.1.2 Resource Review ...................................................................................18 3.1.3 Field Inspection ......................................................................................18 3.1.4 Problem Descriptions .............................................................................18 3.2 Rolling Hills Creek: S Grady Way (TDA SRTC 2) ...............................................19 3.2.2 Resource Review ...................................................................................19 3.2.3 Problem Descriptions .............................................................................20 3.3 Black River: Lake Ave (TDA SRTC 3) and Black River: Hardie Ave SW (TDA SRTC 4) ...................................................................................................20 3.3.2 Resource Review ...................................................................................20 3.3.3 Problem Descriptions .............................................................................21 4 FLOW CONTROL, LOW IMPACT DEVELOPMENT (LID) AND WATER QUALITY FACILITY ANALYSIS AND DESIGN ..................................................................................... 22 4.1 Springbrook Creek: South Renton Transit Center (TDA SRTC 1) ......................22 4.1.1 Flow Control (Core Requirement #3) ......................................................22 4.1.2 Water Quality (Core Requirement #8) ....................................................23 4.1.3 On-Site BMPs (Core Requirement #9) ...................................................25 4.2 Rolling Hills Creek: S Grady Way (TDA SRTC 2) ...............................................28 4.2.1 Flow Control (Core Requirement #3) ......................................................28 4.2.2 Water Quality (Core Requirement #8) ....................................................29 Stride program: I-405 corridor Page iii | AE 0054-17 | 60% Storm Drainage Report February 2024 4.2.3 On-Site BMPs (Core Requirement #9) ...................................................29 4.3 Black River: Lake Avenue (SRTC 3) ..................................................................31 4.3.1 Flow Control (Core Requirement #3) ......................................................31 4.3.2 Water Quality (Core Requirement #8) ....................................................31 4.3.3 On-Site BMPs (Core Requirement #9) ...................................................31 4.4 Black River: Hardie Avenue SW (SRTC 4) .........................................................33 4.4.1 Flow Control (Core Requirement #3) ......................................................33 4.4.2 Water Quality (Core Requirement #8) ....................................................33 4.4.3 On-Site BMPs (Core Requirement #9) ...................................................33 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN ........................................................... 35 6 SPECIAL REPORTS AND STUDIES .................................................................................... 36 7 OTHER PERMITS ................................................................................................................... 36 8 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN (CSWPP) ANALYSIS AND DESIGN ...................................................................................................... 37 9 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT ............................................................................................................................ 37 10 OPERATIONS AND MAINTENANCE MANUAL .................................................................. 37 11 REFERENCES ........................................................................................................................ 38 Stride program: I-405 corridor Page iv | AE 0054-17 | 60% Storm Drainage Report February 2024 Figures Figure 1 TIR Worksheet .................................................................................................... vi Figure 1-2 Drainage Basins, Subbasins, and Site Characteristics ........................................ 5 Figure 3-1 South Renton Transit Center Downstream Analysis ...........................................17 Tables Table 1-1 South Renton Transit Center TDA Summary ...................................................... 6 Table 2-1 City of Renton Core and Special Requirements Assessment .............................10 Table 2-2 City of Renton Core and Special Requirements Assessment .............................11 Table 2-3 City of Renton Core and Special Requirements Assessment .............................12 Table 2-4 City of Renton Core and Special Requirements Assessment .............................14 Table 4-1 BMP Treatment Areas .......................................................................................24 Table 4-2 TDA SRTC 1.1 Target Surfaces .........................................................................25 Table 4-3 TDA SRTC 1.1 BMP Evaluation .........................................................................26 Table 4-4 TDA SRTC 1.2 Target Surfaces .........................................................................27 Table 4-5 TDA SRTC 1.2 BMP Evaluation .........................................................................27 Table 4-6 TDA SRTC 2 Target Surfaces ............................................................................29 Table 4-7 TDA SRTC 1.2 BMP Evaluation .........................................................................30 Table 4-8 TDA SRTC 3 Target Surfaces ............................................................................32 Table 4-9 TDA SRTC 3 BMP Evaluation ............................................................................32 Table 4-10 TDA SRTC 4 Target Surfaces ............................................................................34 Table 4-11 TDA SRTC 4 BMP Evaluation ............................................................................34 Appendices Appendix A Surface Area Changes Appendix B Design Calculations Appendix C 60% Design Drawings and Relevant Mapping Appendix D Site and Downstream Analysis Photos Appendix E Pilot Infiltration Test Results Report Appendix F South Renton Transit Center Remediation Project, Storm Drainage Report Stride program: I-405 corridor Page v | AE 0054-17 | 60% Storm Drainage Report February 2024 Acronyms and Abbreviations AHJ BMP BRT CABS cfs COR CUD FIRM ft2 GIS GRR I MWS PGIS PGPS PIT project ROW SR SRTC ST SWDM TDA TOD USFWS WRIA WSDOT WSP Authority Having Jurisdiction Best Management Practice Bus Rapid Transit Compost-Amended Bioswale cubic feet per second City of Renton Contract Unit Description Flood Insurance Rate Map square feet Geographic Information System Geotechnical Recommendation Report Interstate Modular Wetlands® System Linear Pollution-Generating Impervious Surface Pollution-Generating Pervious Surface Pilot Infiltration Test Sound Transit STRIDE Project Right-of-Way State Route South Renton Transit Center Sound Transit Stormwater Design Manual Threshold Discharge Area Transit Oriented Development U.S. Fish and Wildlife Service Water Resource Inventory Area Washington State Department of Transportation Williams Sale Partnership CITY OF RENTON SURFACE WATER DESIGN MANUAL 2022 City of Renton Surface Water Design Manual 6/22/2022 8-A-1 REFERENCE 8-A TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Part 2 PROJECT LOCATION AND DESCRIPTION Project Owner _____________________________ Phone ___________________________________ Address __________________________________ _________________________________________ Project Engineer ___________________________ Company _________________________________ Phone ___________________________________ Project Name __________________________ CED Permit # ________________________ Location Township ________________ Range __________________ Section _________________ Site Address __________________________ _____________________________________ Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS  Land Use (e.g., Subdivision / Short Subd.)  Building (e.g., M/F / Commercial / SFR)  Grading  Right-of-Way Use  Other _______________________  DFW HPA  COE 404  DOE Dam Safety  FEMA Floodplain  COE Wetlands  Other ________  Shoreline Management  Structural Rockery/Vault/_____  ESA Section 7 Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review (check one): Date (include revision dates): Date of Final:  Full  Targeted  Simplified  Large Project  Directed __________________ __________________ __________________ Plan Type (check one): Date (include revision dates): Date of Final:  Full  Modified  Simplified __________________ __________________ __________________ REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 6/22/2022 2022 City of Renton Surface Water Design Manual 8-A-2 Part 6 SWDM ADJUSTMENT APPROVALS Type (circle one): Standard / Blanket Description: (include conditions in TIR Section 2) ____________________________________________________________________________________ ____________________________________________________________________________________ ____________________________________________________________________________________ Approved Adjustment No. ______________________ Date of Approval: _______________________ Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Start Date: _______________________ Completion Date: _______________________ Describe: _________________________________ _________________________________________ _________________________________________ Re: SWDM Adjustment No. ________________ Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan: ____________________________________________________________________ Special District Overlays: ______________________________________________________________ Drainage Basin: _____________________________________________________________________ Stormwater Requirements: _____________________________________________________________ Part 9 ONSITE AND ADJACENT SENSITIVE AREAS  River/Stream ________________________  Lake ______________________________  Wetlands ____________________________  Closed Depression ____________________  Floodplain ___________________________  Other _______________________________ _______________________________  Steep Slope __________________________  Erosion Hazard _______________________  Landslide Hazard ______________________  Coal Mine Hazard ______________________  Seismic Hazard _______________________  Habitat Protection ______________________  _____________________________________ REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 2022 City of Renton Surface Water Design Manual 6/22/2022 Ref 8-A-3 Part 10 SOILS Soil Type ______________________ ______________________ ______________________ ______________________ Slopes ________________________ ________________________ ________________________ ________________________ Erosion Potential _________________________ _________________________ _________________________ _________________________  High Groundwater Table (within 5 feet)  Other ________________________________  Sole Source Aquifer  Seeps/Springs  Additional Sheets Attached Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE  Core 2 – Offsite Analysis_________________  Sensitive/Critical Areas__________________  SEPA________________________________  LID Infeasibility________________________  Other________________________________  _____________________________________ LIMITATION / SITE CONSTRAINT _______________________________________ _______________________________________ _______________________________________ _______________________________________ _______________________________________ _______________________________________  Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or description) Core Requirements (all 9 apply): Discharge at Natural Location Number of Natural Discharge Locations: Offsite Analysis Level: 1 / 2 / 3 dated:__________________ Flow Control (include facility summary sheet) Standard: _______________________________ or Exemption Number: ____________ Conveyance System Spill containment located at: _____________________________ Erosion and Sediment Control / Construction Stormwater Pollution Prevention CSWPP/CESCL/ESC Site Supervisor: _____________________ Contact Phone: _________________________ After Hours Phone: _________________________ Maintenance and Operation Responsibility (circle one): Private / Public If Private, Maintenance Log Required: Yes / No Financial Guarantees and Liability Provided: Yes / No REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 6/22/2022 2022 City of Renton Surface Water Design Manual 8-A-4 Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Water Quality (include facility summary sheet) Type (circle one): Basic / Sens. Lake / Enhanced Basic / Bog or Exemption No. _______________________ On-site BMPs Describe: Special Requirements (as applicable): Area Specific Drainage Requirements Type: SDO / MDP / BP / Shared Fac. / None Name: ________________________ Floodplain/Floodway Delineation Type (circle one): Major / Minor / Exemption / None 100-year Base Flood Elevation (or range): _______________ Datum: Flood Protection Facilities Describe: Source Control (commercial / industrial land use) Describe land use: Describe any structural controls: Oil Control High-Use Site: Yes / No Treatment BMP: _________________________________ Maintenance Agreement: Yes / No with whom? _____________________________________ Other Drainage Structures Describe: REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 2022 City of Renton Surface Water Design Manual 6/22/2022 Ref 8-A-5 Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION  Clearing Limits  Cover Measures  Perimeter Protection  Traffic Area Stabilization  Sediment Retention  Surface Water Collection  Dewatering Control  Dust Control  Flow Control  Control Pollutants  Protect Existing and Proposed BMPs/Facilities  Maintain Protective BMPs / Manage Project MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION  Stabilize exposed surfaces  Remove and restore Temporary ESC Facilities  Clean and remove all silt and debris, ensure operation of Permanent BMPs/Facilities, restore operation of BMPs/Facilities as necessary  Flag limits of sensitive areas and open space preservation areas  Other _______________________ Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch) Flow Control Description Water Quality Description On-site BMPs Description  Detention  Infiltration  Regional Facility  Shared Facility  Other _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________  Vegetated Flowpath  Wetpool  Filtration  Oil Control  Spill Control  Other _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________  Full Dispersion  Full Infiltration  Limited Infiltration  Rain Gardens  Bioretention  Permeable Pavement  Basic Dispersion  Soil Amendment  Perforated Pipe Connection  Other _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ _____________ REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 6/22/2022 2022 City of Renton Surface Water Design Manual 8-A-6 Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS  Drainage Easement  Covenant  Native Growth Protection Covenant  Tract  Other ____________________________  Cast in Place Vault  Retaining Wall  Rockery > 4′ High  Structural on Steep Slope  Other _______________________________ Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowledge the information provided here is accurate. ____________________________________________________________________________________ Signed/Date Stride program: I-405 corridor Page 1 | AE 0054-17 | 60% Storm Drainage Report February 2024 1 PROJECT OVERVIEW Since the 60% Drainage Plans had been submitted in 2023, the Transit Center entrance/exit and the temporary surface parking lot has been re-graded. The stormwater design has been modified to address the changes. The revised Drainage Plans and Storm Drainage Report are needed for the City of Renton’s Conditional Use Permit (CUP) submittal requirements. The purpose of this 60% Storm Drainage Report is to document drainage requirements and considerations for the South Renton Transit Center (SRTC) project meets the City of Renton (COR) stormwater requirements. The SRTC project site is in the northeast quadrant of the Rainier Ave S and Grady Way S intersection. Improvements are also proposed along Rainier Ave S and Lake Ave S, the latter being a private road within the South Renton Park & Ride lot which is managed by the King County Metro (KCM) but owned by the Washington State Department of Transportation (WSDOT). Sound Transit is also implementing minor roadway modification along the north side of S Grady Way. The Storm Drainage Report has been prepared in accordance with the 2022 City of Renton Surface Water Design Manual (SWDM) which is based on the 2021 King County Surface Water Design Manual with some modifications. Revisions have been made to the 2021 King County Surface Water Design Manual to reflect City of Renton-specific requirements. The storm drainage requirements discussed in this report are based on the 60% level design and will be updated and expanded on for future design submittal as the SRTC design progresses and is modified through the final design process. This report is intended to facilitate coordination between ST and the authority having jurisdiction (AHJ), identify the project requirements and constraints, and obtain concurrence on the 60% design assumptions. This report is not intended to obtain final design approval. 1.1 Project Description The Sound Transit’s Stride Bus Rapid Transit (BRT) is a new fast, frequent, and reliable bus service connecting to light rail and to communities north, east, and south of Lake Washington. I- 405 Bus Rapid Transit (BRT) - connects communities along I-405 and SR 518 from Lynnwood to Burien. CUD 5 will provide service within the State Route (SR) 518, Interstates I-405, and I-5 corridors between the cities of Burien and Lynnwood. Three service lines will be constructed as part of the project: the S1 Line between Bellevue and Burien, the S2 Line between Lynnwood and Bellevue, and the S3 Line between Shoreline and Bothell. The lines will connect to the Link light rail at Lynnwood, Bellevue, and Tukwila, as well as to other transit services. A new transit center in South Renton and several STRIDE stations will be constructed as part of the project. The STRIDE Bus Rapid Transit (BRT) Project Map is shown on the following page. This 60% Storm Drainage Report documents drainage requirements and considerations for only the South Renton Transit Center (SRTC) and associated roadway improvements. The project includes elements that are designed and constructed by Sound Transit (ST). The schedule for design and construction of each project station is determined by the Contract Unit Description (CUD). The SRTC is part of CUD 5. Sound Transit is also implementing minor roadway modifications along SR 167 and S Grady Way, just south of the proposed SRTC, which are part of CUD 5 and will be constructed prior to the SRTC. Stride program: I-405 corridor Page 2 | AE 0054-17 | 60% Storm Drainage Report February 2024 This 60% Storm Drainage Report is also organized to follow the SWDM Technical Information Report format. Stride program: I-405 corridor Page 3 | AE 0054-17 | 60% Storm Drainage Report February 2024 STRIDE Bus Rapid Transit (BRT) Project Map Stride program: I-405 corridor Page 4 | AE 0054-17 | 60% Storm Drainage Report February 2024 1.2 Design Standards and Requirements Stormwater design criteria are based on the following City, and Washington State design standards and requirement, as well as design guidance for water quality facility:  Renton Municipal Code, Section 4-6-030 Drainage and Water Quality (Surface Water) Standards  2022 City of Renton Surface Water Design Manual (SWDM)  City of Renton Public Works Standard Plans (current version)  2021 King County Surface Water Design Manual 1.3 Site Description Sound Transit is constructing a transit center at the northeast corner of Rainier Ave S (SR 167) and S Grady Way intersection. Multiple parcels will be redeveloped for the transit center, which will be called the South Renton Transit Center (SRTC) and will include a future multi-story parking garage (not built until 2034). Instead, a temporary surface level parking lot will be built within the garage footprint and the TOD area. Improvements will also be made to Rainier Ave S, along the north side of S Grady Way between Rainier Ave S and Lake Ave S, Lake Ave S (between access to north Park & Ride lot and S Grady Way) and Hardie Ave SW to enhance transit speed and reliability and access to the transit center for motorized and non-motorized users. The limits of disturbance for this work are within 10,000 feet of Renton Municipal Airport and therefore must consider Federal Aviation Administration (FAA) guidelines. The project is divided into four threshold discharge areas (TDAs): South Renton Transit Center including Rainier Ave S (TDA SRTC 1), S Grady Way (TDA SRTC 2), Lake Ave S (TDA SRTC 3), and Hardie Ave SW (TDA SRTC 4), as shown on Figure on next page. For this report, TDA SRTC 1 is further divided into two sub-TDAs based on the AHJ. TDA SRTC 1.1 includes the work within COR right-of-way (ROW) along Rainier Ave S adjacent to the transit center. TDA SRTC 1.2 includes the work within the ST-owned parcels for the transit center site itself. The core requirements were evaluated on all TDAs. See Table 1-1 for the naming of these TDAs and the area of work that falls within each of them. Stride program: I-405 corridor Page 5 | AE 0054-17 | 60% Storm Drainage Report February 2024 Figure A Drainage Basins, Subbasins, and Site Characteristics Stride program: I-405 corridor Page 6 | AE 0054-17 | 60% Storm Drainage Report February 2024 Table 1-1 South Renton Transit Center TDA Summary Drainage Basin TDA Owner/Agency Area of Work Springbrook Creek SRTC 1.1 City of Renton SR 167 (Rainier Ave) SRTC 1.2 Sound Transit Transit Center (Parcels) Rolling Hills Creek SRTC 2 City of Renton S Grady Ave Black River SRTC 3 WSDOT/King County Metro Lake Ave SRTC 4 City of Renton Hardie Ave SW SRTC = South Renton Transit Center; TDA = Threshold Discharge Area 1.3.1 Predeveloped Conditions 1.3.1.1 South Renton Transit Center and Rainier Ave S (TDA SRTC 1) Stormwater runoff from TDA SRTC 1, which includes the existing parcels (TDA SRTC 1.2) and Rainier Ave S (TDA SRTC 1.1), is collected in a system of catch basins and conveyed via storm drainpipes to a Type 2 MH located on the east side of Rainier Ave S just north of the intersection of Rainier Ave S and S Grady Way. From this Type 2 MH, the system flows in the west direction for approximately 4,410 feet, crosses Rainier Ave S and connects with the SW Grady Way conveyance system, which continues west to the eventual discharge location to Springbrook Creek. Within TDA SRTC 1.2, the existing system includes 27-inch diameter concrete pipe that is flat and in some areas at reverse pipe slope. The survey of this pipe system measured standing water a few inches above the pipe inverts, which indicates that the outlet elevation is placed above inlet elevation at some structures. The existing system through TDA SRTC 1.2 conveys upstream runoff from public areas, which include a portion of Shattuck Ave S, just north of S Grady Way. 1.3.1.2 S Grady Way (TDA SRTC 2) Stormwater runoff from the existing roadway along the north side of S Grady Way is collected in a system of catch basins along the edge of the roadway. Stormwater is collected at the low point of the system, approximately halfway between Rainier Ave S and Lake Ave S. From this low point, the system crosses S Grady Way and connects with the conveyance system on the south side of S Grady Way, which continues flows in the south direction for approximately 2,380 feet to the eventual discharge location to Rolling Hills Creek. 1.3.1.3 Lake Avenue S (TDA SRTC 3) Stormwater runoff from Lake Ave S is collected in a system of catch basins and conveyance pipe in the roadway. The runoff conveyed via storm drains north to the S 7th Street conveyance system that extends to the west for approximately 6,890 feet and eventually discharges to the Black River. 1.3.1.4 Hardie Avenue SW (TDA SRTC 4) Stormwater runoff from Hardie Ave SW is collected in a system of catch basins along both sides of the roadway and is conveyed through a system of storm drain to the SW 7th Street Stride program: I-405 corridor Page 7 | AE 0054-17 | 60% Storm Drainage Report February 2024 conveyance system located along the westbound lane of SW 7 th Street, which continue flows west for approximately 5,140 feet, eventually discharges to the Black River. 1.3.2 Developed Site Conditions 1.3.2.1 South Renton Transit Center (TDA SRTC 1) Multiple parcels at northeast quadrant of the Rainier Ave S (SR 167) and S Grady Way intersection are going to be redeveloped into the SRTC. The development of the SRTC includes multiple bus bays, an electric bus charging area, and a future multi-story parking garage (not built until 2034). There will also be improvements along Rainier Ave S to enhance transit speed, reliability, and access to the transit center for non-motorized users. A portion of the site, referred to as future Transit Oriented Development (TOD) will be a future site development leased by ST to a private development. Because the nature of the future TOD is uncertain, a temporary surface level parking lot will be built within the garage footprint and the TOD area. To make it easier for a future development, ST will re-route the existing 27-inch-diameter pipe around the TOD area. The 27-inch diameter re-routed pipe will reconnect to the existing system just east of Rainier Ave S adjacent to the SRTC property, and no other modifications to the system within Rainier Ave S are needed. The target surfaces being added or replaced as part of the redevelopment require stormwater treatment for water quality per Core Requirement #8, which will be provided by two (2) Filterra systems, five (5) Modular Wetlands® Systems Linear (MWS), three (3) biofiltration swales with grass-legume mix on lightly compacted topsoil, and impermeability liner beneath the topsoil layer. The proposed improvements within this area are shown in Appendix A – Surface Area Changes. Flow control is not required. 1.3.2.2 S Grady Way (TDA SRTC 2) The northern portion of S Grady Way between Rainier Ave S (SR 167) and Lake Ave S will be partially redeveloped for improvements to enhance transit speed and reliability and access to transit for motorized and non-motorized users, improvements include replacing the existing two westbound outside lanes with full depth concrete/HMA pavements, as well as adding and replacing sidewalks and replacing curbs and gutters. The improvements will not modify the existing drainage pattern. The target surfaces being added or replaced as part of the redevelopment do not reach the threshold required for flow control or water quality, as discussed further in Section 4.2. 1.3.2.3 Lake Avenue S (TDA SRTC 3) Portions of Lake Ave S will be redeveloped to add entrance/exit and sidewalks into the new SRTC to enhance transit speed and reliability and access to transit for motorized and non- motorized users. As part of the improvements, a new storm drain system will be added to Lake Ave S that will collect runoff from the added and replaced surfaces at the northern portion of the roadway, Stride program: I-405 corridor Page 8 | AE 0054-17 | 60% Storm Drainage Report February 2024 through stormwater treatment and reconnect it to the existing 27-inch-diameter pipe system. An existing system for the King County park & ride lot along Lake Ave S that extends north to the conveyance system along S 7th Street. 1.3.2.4 Hardie Avenue SW (TDA SRTC 4) The intersection of Hardie Ave SW and Rainier Ave S has been reconfigured to line up with the new entrance to the SRTC across Rainier Ave S. The improvements will modify the existing drainage pattern. The target surfaces being added or replaced as part of the redevelopment do not reach the threshold required for flow control, but water quality is required, as discussed further in Section 4.4. 1.3.3 Soils and Groundwater Geotechnical investigations were completed by WSP in March 2022 and by HWA GeoSciences in 2019 (HWA GeoSciences 2019). The recent investigations within the site measured shallow groundwater, approximately 5 feet below grade surface during winter months. A pilot infiltration test (PIT) was performed at the site from March 2 to March 4, 2022, under the supervision of WSP’s field geologist. The Pilot Infiltration Test Results Report, which is included in Appendix E, summarizes the findings from the site visit. In general, the site soils were found to not be conducive to the use of infiltration BMPs. At the test pit locations, subsurface conditions were characterized by several feet of fill overlaying native soils, which were primarily fine grained and alluvial deposits. Little to no infiltration was observed into the native soils during the PIT test. Another groundwater consideration is that the site is located within the City’s Cedar River wellhead protection area. A copy of the City’s Groundwater Protection Area Map is included in Appendix C. It shows that the site is within the 10-year zone. Based on the City’s standards, infiltration, if feasible, would be allowed if the underlying soil meets certain standards. Stride program: I-405 corridor Page 9 | AE 0054-17 | 60% Storm Drainage Report February 2024 Not to Scale Figure B Geologic Map of the Renton Quadrangle, King County, Washington 2 CONDITIONS AND REQUIREMENTS SUMMARY The methodology described in the COR SWDM was used to determine the level of drainage review required for the SRTC. The project is subject to Full Drainage Review according to Figure 1.1.2.A of the COR SWDM. The type of development determines the Target Impervious Surfaces that are required to be mitigated by Core Requirement #3 (Flow Control Facilities), Core Requirement #8 (Water Quality Facilities), and Core Requirement #9 (On-Site BMPs). The SRTC is classified as a redevelopment with greater than 5,000 square feet (ft 2) impervious and improvements greater than 50% of the assessed value of the existing site improvements. Therefore, the Target Impervious Surfaces include new impervious surface (Core Requirement #3), new plus replaced impervious surface (Core Requirement #9), and new plus replaced PGIS (Core Requirement #8). Stride program: I-405 corridor Page 10 | AE 0054-17 | 60% Storm Drainage Report February 2024 Each TDA was reviewed to check the core and special requirements applicable to the proposed improvements. 2.1 Core Requirements for Springbrook Creek: South Renton Transit Center (TDA SRTC 1) Table 2-1 summarizes each core requirement and special requirement in the COR SWDM and its applicability to the TDA. Table 2-1 City of Renton Core and Special Requirements Assessment Requirement Number Requirement Name How Will the Requirement Be Satisfied? CR 1 Discharge at the Natural Location The existing locations of drainage discharge from the site will be maintained. CR 2 Offsite Analysis An offsite analysis was conducted for TDA SRTC 1 CR 3 Flow Control No flow control required for the improvements. See discussion in Section 4.1.1 of this report. CR 4 Conveyance System All new conveyance system elements will be analyzed, designed, and constructed in accordance with Section 1.2.4.1 of the SWDM and will be part of a future phase of the project. CR 5 Construction Stormwater Pollution Prevention Erosion and sediment control measures and stormwater pollution prevention and spill control measures will be applied through a construction stormwater pollution prevention plan and will be part of a future phase of the project. CR 6 Maintenance and Operations All drainage facilities are publicly owned and maintained by the COR (TDA SRTC 1.1) and ST (TDA SRTC 1.2). CR 7 Financial Guarantees and Liabilities Not required for the project site because the project is implemented by public agency. CR 8 Water Quality Water quality treatment is required. See Section 4.1.2 of this report. CR 9 On-Site BMPs While the site improvements do exceed the thresholds for the On- Site BMP requirements, the site area is not conducive for use in infiltration BMP design based on the Pilot Infiltration Test Results Report dated May 2022. The investigations found high groundwater and very low infiltration rates. See discussion in Section 4.1.3 of this report. SR 1 Other Adopted Area-Specific Requirements No additional stormwater requirements have been identified based on area-specific plans related to stormwater SR 2 Flood Hazard Area Delineation This requirement does not apply because TDA SRTC 1 is not within a flood hazard area. Refer to the FEMA Floodplain Map at the end of Appendix C. SR 3 Flood Protection Facilities This requirement does not apply because there are no flood protection facilities within the site. Stride program: I-405 corridor Page 11 | AE 0054-17 | 60% Storm Drainage Report February 2024 Requirement Number Requirement Name How Will the Requirement Be Satisfied? SR 4 Source Control The project site improvement does not include any activities that require source controls. SR 5 Oil Control TDA SRTC 1.1 - Filterra System units are proposed to be used for the new plus replaced impervious surface. TDA SRTC 1.2 is assumed not a high use site – ST predicts the line will have up to 3,000 daily boardings at the planned transit center by 2040. For the parking areas (temporary), the traffic threshold for the High-Use menu shall be estimated by a professional engineer or transportation specialist with experience in traffic estimation at 90% design. The 2024 ADT projections for Rainier Ave at the intersection is 23,000 to 25,000, but the 2024 ADT for Hardie Ave is less than the 15,000 ADT trigger for intersections. SR 6 Aquifer Protection Area Per the COR Sensitive Areas – Aquifer Protection map, the proposed project is in Zone 2 of the APA. Treatment liner is required for the proposed CABS in accordance with Section 6.2.4. (Table 6.2.4A) of the SWDM. An imported soil compacted till liner is required for new swale(s) in accordance with Section 1.2.4.3 (H) of the SWDM. ADT = Average Daily Traffic; APA = Aquifer Protection Area; CR = Core Requirement; FEMA = Federal Emergency Management Agency; SR = Special Requirement 2.2 Core Requirements for Rolling Hills Creek: S Grady Way (TDA SRTC 2) Table 2-2 summarizes each core requirement and special requirement in the COR SWDM and its applicability to the TDA. Table 2-2 City of Renton Core and Special Requirements Assessment Requirement Number Requirement Name How Will the Requirement Be Satisfied? CR 1 Discharge at the Natural Location The existing drainage patterns and locations of discharges from the site will be maintained. CR 2 Offsite Analysis A limited offsite analysis has been conducted for TDA SRTC 2.(1) CR 3 Flow Control No flow control required for the improvements. See discussion in Section 4.2.1 of this report. CR 4 Conveyance System All new conveyance system elements will be analyzed, designed, and constructed in accordance with Section 1.2.4.1 of the SWDM and will be part of a future phase of the project. CR 5 Construction Stormwater Pollution Prevention Erosion and sediment control measures and stormwater pollution prevention and spill control measures will be applied through a construction stormwater pollution prevention plan and will be part of a future phase of the project. CR 6 Maintenance and Operations All drainage facilities are publicly owned and maintained by the City of Renton. Stride program: I-405 corridor Page 12 | AE 0054-17 | 60% Storm Drainage Report February 2024 Requirement Number Requirement Name How Will the Requirement Be Satisfied? CR 7 Financial Guarantees and Liabilities Not required for the project site because the project is implemented by a public agency. CR 8 Water Quality No water quality treatment is required. See discussion in Section 4.2.2 of this report. CR 9 On-Site BMPs While the site improvements for this TDA do exceed the thresholds for the On-Site BMP requirements, the site area is not conducive for use in infiltration BMP design based on the Pilot Infiltration Test Results Report dated May 2022. The investigations found high groundwater and very low infiltration rates within TDA 1.2, located very close to this TDA (roughly 90 feet). See discussion in Section 4.2.3 of this report. SR 1 Other Adopted Area-Specific Requirements No additional stormwater requirements have been identified based on area-specific plans related to stormwater. SR 2 Flood Hazard Area Delineation This requirement does not apply because TDA SRTC 2 is not within a flood hazard area. Refer to the FEMA Floodplain Map at the end of Appendix C. SR 3 Flood Protection Facilities This requirement does not apply because there are no flood protection facilities within the site. SR 4 Source Control The project site improvement does not include any activities that require source controls. SR 5 Oil Control TDA SRTC 2 does not qualify as a high use site. The 2024 ADT projections for S Grady Ave is 28,000 to 30,000, but the 2024 ADT for Lake Ave S is less than the 15,000 ADT trigger for intersections and there is no planned work at the intersection of Rainier Ave S and S Grady Way. SR 6 Aquifer Protection Area Prohibited drainage facilities are not applicable within TDA SRTC 2. ADT = Average Daily Traffic; CR = Core Requirement; FEMA = Federal Emergency Management Agency; SR = Special Requirement NOTE: (1) The downstream analysis for this TDA was limited to a review of maps and available information. The main downstream analysis was focused on the SRTC site (TDA 1). 2.3 Core Requirements for Black River: Lake Avenue S (TDA SRTC 3) Table 2-3 summarizes each core requirement and special requirement in the COR SWDM and its applicability to the TDA. Table 2-3 City of Renton Core and Special Requirements Assessment Requirement Number Requirement Name How Will the Requirement Be Satisfied? CR 1 Discharge at the Natural Location The existing drainage discharge location from the site will be maintained. Stride program: I-405 corridor Page 13 | AE 0054-17 | 60% Storm Drainage Report February 2024 Requirement Number Requirement Name How Will the Requirement Be Satisfied? CR 2 Offsite Analysis A limited offsite analysis has been conducted for TDA SRTC 3(1) CR 3 Flow Control No flow control required for the improvements. See discussion in Section 4.3.1 of this report. CR 4 Conveyance System All new conveyance system elements will be analyzed, designed, and constructed in accordance with Section 1.2.4.1 of the SWDM and will be part of a future phase of the project. CR 5 Construction Stormwater Pollution Prevention Erosion and sediment control measures and stormwater pollution prevention and spill control measures will be applied through a construction stormwater pollution prevention plan and will be part of a future phase of the project. CR 6 Maintenance and Operations All drainage facilities are publicly owned and maintained by King County Metro. CR 7 Financial Guarantees and Liabilities Not required for the project site because the project is implemented by a public agency. CR 8 Water Quality Water quality treatment is provided. See discussion in Section 4.3.2 of this report. CR 9 On-Site BMPs While the site improvements for this TDA do exceed the thresholds for the On-Site BMP requirements, the site area is not conducive for use in infiltration BMP design based on the Pilot Infiltration Test Results Report dated May 2022. The investigations found high groundwater and very low infiltration rates within TDA 1.2, located very close to this TDA (roughly 100 feet). See discussion in Section 4.3.3 of this report. SR 1 Other Adopted Area- Specific Requirements No additional stormwater requirements have been identified based on area-specific plans related to stormwater. SR 2 Flood Hazard Area Delineation This requirement does not apply because TDA SRTC 3 is not within a flood hazard area. Refer to the FEMA Floodplain Map at the end of Appendix C. SR 3 Flood Protection Facilities This requirement does not apply because there are no flood protection facilities within the site. SR 4 Source Control The project site improvement does not include any activities that require source controls. SR 5 Oil Control TDA SRTC 3 does not qualify as a high use site. ST predicts the line will have up to 3,000 daily boardings at the planned transit center by 2040. SR 6 Aquifer Protection Area Prohibited drainage facilities are not applicable within TDA SRTC 3. CR = Core Requirement; FEMA = Federal Emergency Management Agency; SR = Special Requirement NOTE: (1) The downstream analysis for this TDA was limited to a review of maps and available information. The main downstream analysis was focused on the SRTC site (TDA 1). Stride program: I-405 corridor Page 14 | AE 0054-17 | 60% Storm Drainage Report February 2024 2.4 Core Requirements for Black River: Hardie Avenue SW (TDA SRTC 4) Table 2-4 summarizes each core requirement and special requirement in the COR SWDM and its applicability to the TDA. Table 2-4 City of Renton Core and Special Requirements Assessment Requirement Number Requirement Name How Will the Requirement Be Satisfied? CR 1 Discharge at the Natural Location The existing drainage patterns and locations of discharges from the site will be maintained. CR 2 Offsite Analysis A limited offsite analysis has been conducted for TDA SRTC 4(1) CR 3 Flow Control No flow control required for the improvements. See discussion in Section 4.4.1 of this report. CR 4 Conveyance System All new conveyance system elements will be analyzed, designed, and constructed in accordance with Section 1.2.4.1 of the SWDM and will be part of a future phase of the project. CR 5 Construction Stormwater Pollution Prevention Erosion and sediment control measures and stormwater pollution prevention and spill control measures will be applied through a construction stormwater pollution prevention) plan and will be part of a future phase of the project. CR 6 Maintenance and Operations All drainage facilities are publicly owned and maintained by the COR. CR 7 Financial Guarantees and Liabilities Not required for the project site because the project is implemented by a public agency. CR 8 Water Quality No Water Quality treatment is required. See discussion in Section 4.4.2 of this report. CR 9 On-Site BMPs While the site improvements for this TDA do exceed the thresholds for the On-Site BMP requirements, the site area is not conducive for use in infiltration BMP design based on the Pilot Infiltration Test Results Report dated May 2022. The investigations found high groundwater and very low infiltration rates within TDA 1.2, located close to this TDA. See discussion in Section 4.4.3 of this report. SR 1 Other Adopted Area- Specific Requirements No additional stormwater requirements have been identified based on area-specific plans related to stormwater. SR 2 Flood Hazard Area Delineation This requirement does not apply because TDA SRTC 5 is not within a flood hazard area. Refer to the FEMA Floodplain Map at the end of Appendix C. SR 3 Flood Protection Facilities This requirement does not apply because there are no flood protection facilities within the site. SR 4 Source Control The project site improvement does not include any activities that require source controls. Stride program: I-405 corridor Page 15 | AE 0054-17 | 60% Storm Drainage Report February 2024 SR 5 Oil Control TDA SRTC 4 does not qualify as a high use site. ST predicts the line will have up to 3,000 daily boardings at the planned transit center by 2040. The 2024 ADT projections for Rainier Ave at the intersection is 23,000 to 25,000, but the 2024 ADT for Hardie Ave is less than the 15,000 ADT trigger for intersections. SR 6 Aquifer Protection Area Prohibited drainage facilities are not applicable within TDA SRTC 4. CR = Core Requirement; FEMA = Federal Emergency Management Agency; SR = Special Requirement NOTE: (1) The downstream analysis for this TDA was limited to a review of maps and available information. The main downstream analysis was focused on the SRTC site (TDA 1). Stride program: I-405 corridor Page 16 | AE 0054-17 | 60% Storm Drainage Report February 2024 3 OFFSITE ANALYSIS Per Section 1.2.2 of the COR SWDM, an offsite analysis is required for improvements at the SRTC. The primary component of the analysis is a Level 1 downstream analysis for all downstream flow paths from the project site boundary. The secondary component of the analysis is an evaluation of the upstream drainage system to verify that significant flooding and erosion impacts will not occur because of the project. The downstream analysis has focused on the main SRTC site (TDA SRTC 1) rather than the other three TDAs. This is primarily because the work in the other TDAs (consisting of roadways) is minor and includes no or very limited new impervious surfaces. A more detailed downstream analysis of these smaller systems may be required in the future as the design advances. The downstream analysis for the SRTC is organized in four tasks:  Task 1: Study Area Definition and Maps Define and map the study area.  Task 2: Resource Review Review all available information on the study area.  Task 3: Field Inspection Field Inspect the study area.  Task 4: Drainage System Description and Problem Descriptions Describe the drainage system, and its existing and predicted drainage and water quality problems. Figure 3-1 shows the 1-Mile Flow Paths for each TDA associated with the SRTC. Stride program: I-405 corridor Page 17 | AE 0054-17 | 60% Storm Drainage Report February 2024 Figure 3-1 South Renton Transit Center Downstream Analysis 3.1 Springbrook Creek: South Renton Transit Center (TDA SRTC 1) Downstream Analysis Description For TDA SRTC 1, runoff from the existing developed site is collected in a system of catch basins and storm drains and leaves the site through a catch basin near the intersection of S Grady Way and Rainier Ave S. The flow from TDA SRTC 1 connects with the SW Grady Way conveyance system and follows SW Grady Way until it discharges into Springbrook Creek, as shown on Figure 3-1. Upstream Analysis Description As noted previously, there is a 27-inch-diameter pipe system running from east to west through the existing site. This system is very flat, and at some locations it is at a slight reverse grade. The system conveys flows from offsite areas, including portion (approximately 19,000 square feet paved area) of Lake Ave S and a small portion (approximately 14,800 square feet paved area) of Shattuck Ave S, both are located north of S Grady Way. One potential upstream drainage issue is a potential connecting system from the north. COR geographic information system (GIS) and the site survey identified two storm drain pipes that extends from the Hyundai Auto Dealer property located at 201 S 7th Street. These storm drains are shown to come from the north, crossing through the transit center site in the northeast corner and then into Lake Ave S. During the field visit, no upstream catch basin within the Hyundai property could be found, and it is likely that both systems are abandoned. COR GIS drainage maps show nearly all the Stride program: I-405 corridor Page 18 | AE 0054-17 | 60% Storm Drainage Report February 2024 Hyundai property draining to the north. The two storm drain pipes have been televised and no confirmation that they are abandoned. The exact location of both pipes are shown on the 60% site drainage plans included in Appendix C (see Key Notes 9 and 14 on the site drainage plans for location). 3.1.2 Resource Review The following documents were reviewed for TDA SRTC 1:  Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) – Attached in Appendix C  COR SWDM – including groundwater protection areas – Attached in Appendix C  City of Renton Online GIS https://maps.rentonwa.gov/Html5viewer/Index.html?viewer=CORMaps  U.S. Department of Agriculture, Natural Resources Conservation Service (USDA NRCS) Web Soil Survey https://websoilsurvey.sc.egov.usda.gov/App/HomePage.htm\  U.S. Fish and Wildlife Service (UFWS) Wetlands Mapper https://www.fws.gov/wetlands/data/Mapper.html  King County Online GIS King County GIS Data Hub - King County  Washington Department of Ecology (Ecology) Water Quality Atlas https://fortress.wa.gov/ecy/waterqualityatlas/StartPage.aspx  Salmon Habitat Plan Green/Duwamish and Central Puget Sound Watershed (Water Resource Inventory Area [WRIA] 9) (WRIA 9 Steering Committee 2005) https://www.govlink.org/watersheds/9/plan- implementation/WRIA9Salmon%20HabitatPlanFull.pdf  Green River Temperature Total Maximum Daily Load (TMDL) Green River Temperature TMDL Water Quality Improvement Report: Combined Report Template (Ecology 2011) 3.1.3 Field Inspection A field visit was performed by WSP as part of the offsite analysis for TDA SRTC 1 on April 2, 2021. Photos from the field inspection are contained in Appendix D. No evidence of existing or potential drainage problems were identified during the field inspection. 3.1.4 Problem Descriptions Based on the findings from the Level 1 Analysis, the project is not expected to cause any new or aggravate any existing downstream flooding, erosion, or water quality problems within a quarter mile from the TDA. Stride program: I-405 corridor Page 19 | AE 0054-17 | 60% Storm Drainage Report February 2024 The Ecology Water Quality Atlas states that Springbrook Creek has a 303(d)-listing category 4a for temperature and is subject to the Green River Temperature TMDL. The implementation strategy outlined in the TMDL does not require any further treatment, and Springbrook Creek is more than a quarter mile from the TDA. Because the site improvements will reduce the extent of impervious surfaces and reduce runoff volumes, and because the improvements will include water quality treatment for PGIS, the project is expected to both reduce runoff volumes and improve water quality. TDA SRTC 1 is just north of a flood hazard area. The drainage system does not direct runoff to the flood hazard area. Additional flood management requirements are not assumed to be needed for this scope of work. 3.2 Rolling Hills Creek: S Grady Way (TDA SRTC 2) Downstream Analysis Description For TDA SRTC 2, runoff from the existing developed roadway is collected in a system of catch basins and leaves the site through a catch basin on S Grady Way. The piped drainage system extends south across S Grady Way to join with Rolling Hills Creek in the southeast quadrant of I-405/SR167 interchange. From the confluence, Rolling Hills Creek continues south within the Panther Creek Wetland system before entering a pipe system that crosses under SR 167 and extends west along SW 19th Street, as shown on Figure 3-1. Upstream Analysis Description There is no upstream tributary area for TDA SRTC 2. 3.2.2 Resource Review The following documents were reviewed for TDA SRTC 2:  FEMA FIRM – Attached in Appendix C  City of Renton Online GIS https://maps.rentonwa.gov/Html5viewer/Index.html?viewer=CORMaps  USDA NRCS Web Soil Survey https://websoilsurvey.sc.egov.usda.gov/App/HomePage.htm\  UFWS Wetlands Mapper https://www.fws.gov/wetlands/data/Mapper.html  King County Online GIS King County GIS Data Hub - King County  Ecology Water Quality Atlas https://fortress.wa.gov/ecy/waterqualityatlas/StartPage.aspx  Salmon Habitat Plan Green/Duwamish and Central Puget Sound Watershed (WRIA 9) (WRIA Steering Committee 2005) https://www.govlink.org/watersheds/9/plan- implementation/WRIA9Salmon%20HabitatPlanFull.pdf Stride program: I-405 corridor Page 20 | AE 0054-17 | 60% Storm Drainage Report February 2024 3.2.3 Problem Descriptions Based on the findings from the Level 1 Analysis, the project is not expected to cause any new or aggravate any existing downstream flooding, erosion, or water quality problems within a quarter mile from the TDA. The S Grady Way drainage system downstream of the project area is within the FEMA 100-year flood elevation based on the COR GIS. The entire Rolling Hills Creek and Panther Creek Wetland (including Panther Creek) have been extensively studied as part of the Washington State Department of Transportation (WSDOT) I-405 widening between Tukwila and Renton program. Prior to 60% Design, per a personal communication with the COR (Farah, 2020), it is understood that as a part of the overall WSDOT project, Rolling Hills Creek will be improved, and the creek will be relocated to extend south to cross under SR 167 at SW 23rd Street in a future fish passable channel improvement. The existing crossing and SW 19th Street will be abandoned. As a part of the overall planning, analysis, and design of the improvements completed by WSDOT, we anticipate that any existing flooding problem (besides being in the 100-year FEMA floodplain) will be addressed. Prior to 60% Design, during a meeting among WSP, ST and King County, the possible existence of an existing flooding problem at the intersection of Lake Ave S and S Grady Way was raised. Per a subsequent personal communication with the City of Renton (Chavez, 2021), it seems that the flooding problem has not been documented as a drainage complaint and no one from the City maintenance staff has been notified of any issues at the intersection. At this time, this will not be considered an existing downstream flooding problem. 3.3 Black River: Lake Ave S (TDA SRTC 3) and Black River: Hardie Ave SW (TDA SRTC 4) Downstream Analysis Description TDA SRTC 3 and TDA SRTC 4 were combined for their analysis because runoff from both TDAs follows SW 7th Street to the Black River. Runoff from the existing developed sites is collected in a system of catch basins and leaves the sites through catch basins along SW 7th Street. The flow from TDA SRTC 3 and 4 connects with the rest of the conveyance system and follows SW 7th Street west until it discharges into the Black River, as shown on Figure 3-1. Upstream Analysis Description There is no upstream tributary area for TDA SRTC 3 and 4. 3.3.2 Resource Review The following documents were reviewed for TDA SRTC 3 and 4:  FEMA FIRM – Attached in Appendix C  City of Renton Online GIS https://maps.rentonwa.gov/Html5viewer/Index.html?viewer=CORMaps Stride program: I-405 corridor Page 21 | AE 0054-17 | 60% Storm Drainage Report February 2024  USDA NRCS Web Soil Survey https://websoilsurvey.sc.egov.usda.gov/App/HomePage.htm\  USFWS Wetlands Mapper https://www.fws.gov/wetlands/data/Mapper.html  King County Online GIS King County GIS Data Hub - King County  Ecology Water Quality Atlas https://fortress.wa.gov/ecy/waterqualityatlas/StartPage.aspx  Salmon Habitat Plan Green/Duwamish and Central Puget Sound Watershed (WRIA 9) (WRIA Steering Committee 2005) https://www.govlink.org/watersheds/9/plan- implementation/WRIA9Salmon%20HabitatPlanFull.pdf  Green River Temperature TMDL Green River Temperature TMDL Water Quality Improvement Report: Combined Report Template (Ecology 2011)  City of Renton Preliminary Receiving Waters Assessment and Stormwater Management Influence (Otak, 2020) 3.3.3 Problem Descriptions Based on the findings from the Level 1 Analysis performed by WSP, the project is not expected to cause any new or aggravate any existing downstream flooding, erosion, or water quality problems within a quarter mile from the TDA. The Ecology Water Quality Atlas states that the Black River has a 303(d)-listing category 4a for temperature and is subject to the Green River Temperature TMDL. The implementation strategy outlined in the TMDL does not require any further treatment, and the Black River is more than a quarter mile from the TDA. The downstream system along SW 7th Street to the Black River has historically had some flooding problems and was extensively studied by the City as part of the Hardie Ave SW – SW 7th Street Storm System Improvement Project (SAIC, 2012). Between 2014 and 2018, the City constructed over 2,000 feet of 72-inch-diameter conveyance improvements that are believed to reduce flooding downstream of the project site along this system. The COR had a Preliminary Receiving Waters Assessment and Stormwater Management Influence Assessment conducted for the City’s receiving waters as part of the planning process for their Stormwater Management Action Plan (Otak, 2020). The Black River Basin was included in the assessment, and the impairments chosen as indicators of stream health were bacteria and dissolved oxygen. The assessment found that the main sources of these impairments include increased bacterial and nutrient loads from pet waste, yard waste, and on-site sewage systems. The recommendations to solve issues related to these sources do not require additional water quality treatment for SRTCs 3 and 4. Stride program: I-405 corridor Page 22 | AE 0054-17 | 60% Storm Drainage Report February 2024 4 FLOW CONTROL, LOW IMPACT DEVELOPMENT (LID) AND WATER QUALITY FACILITY ANALYSIS AND DESIGN The following sections summarize the existing and developed site hydrology, performance standards, and stormwater management BMPs proposed to meet the required flow control, water quality, and on-site stormwater management requirements discussed in Section 2. See Appendix A for a summary of the surface area changes associated with this work. 4.1 Springbrook Creek: South Renton Transit Center (TDA SRTC 1) All the surface area changes within TDA SRTC 1 were reviewed against the minimum requirement thresholds. If a facility is needed, the sections below split the discussion of what is needed between the site and the roadway. 4.1.1 Flow Control (Core Requirement #3) The basic exemption given in the COR SWDM does not apply to the proposed improvements because there is more than 5,000 square feet (ft2) of new plus replaced impervious surface; therefore, flow control must be further evaluated for TDA SRTC 1. Based on the COR – Flow Control Application Map as shown on the following page, SRTC 1 is in the Peak Rate (Existing) Flow Control Standard. The target surfaces within the Peak Rate Flow Control Standard area are new impervious surfaces only. Exception 2 in Section 1.2.3.1 of the COR SWDM stipulates that flow control is not required if flow from the target surfaces causes less than a 0.15 cubic feet per second (cfs) increase in the 100-year peak flow compared to existing conditions. MGSFlood modeling determined that an increase in new impervious area of less than 9,321 ft2 would not increase the 100-year peak flow by more than 0.15 cfs. Therefore, Exemption 2 applies, and no flow control is required in TDA SRTC 1.1 because the new impervious area is 6,623 ft2, which is less than the 9,321 ft2 threshold. Stride program: I-405 corridor Page 23 | AE 0054-17 | 60% Storm Drainage Report February 2024 Stride program: I-405 corridor Page 24 | AE 0054-17 | 60% Storm Drainage Report February 2024 4.1.2 Water Quality (Core Requirement #8) There is more than 5,000 ft2 of new plus replaced PGIS within TDA SRTC 1; therefore, water quality treatment is required. Total new PGIS plus replaced PGIS in TDA SRTC 1 is 205,654 ft 2. Refer to Table 4-1 for PGIS treated by each proposed BMP. TDA SRTC 1 was divided into two sub-TDAs to determine water quality BMPs to be used to satisfy the core requirement. Table 4-1 BMP Treatment Areas BMP Type PGIS Treated (ft2) MWS 66 3,458 MWS 67 43,466 MWS 68 64,022 MWS 69 31,286 MWS 70 51,693 Wet Biofiltration Swale - Central 6,589 Filterra 1 4,842 Filterra 2 15,932 Total 221,288 BMP = best management practice; CABS = compost-amended bioswale; ft2 = square feet; MWS = Modular Wetlands® Systems Linear; PGIS = pollution-generating impervious surface 4.1.2.1 Rainier Ave S (TDA SRTC 1.1) The proposed facilities must be from the Enhanced Basic Water Quality menu because more than 50 percent of the runoff from the site is coming from Rainier Ave S, which is anticipated to have an average daily traffic volume of more than 7,500 vehicles, as detailed in Section 1.2.8.1 of the COR SWDM. In 2014, the COR completed a project that installed an upgraded drainage system within Rainier Ave S. As part of the 2014 project, the COR installed Filterras for water quality treatment. The same product is proposed for the project’s improvements along Rainier Ave S. Filterras also have an Ecology general use level designation for basic, enhanced, phosphorus and oil treatment. Currently, three Filterras are proposed. Two Filterra units proposed along the Rainier Ave S median will tie into existing catch basin individually, and the other Filterra unit with new catch basin will be installed at the southeast corner of the Rainier Ave S/Hardie Ave SW Intersection. The intent of the design is to not change the flow spread of the roadway and minimize cutting into the newly replaced roadway. Filterras are compliant with the FAA Advisory Circular titled “Hazardous Wildlife Attractants on or Near Airports.” See Appendix B for sizing of the proposed Filterras. 4.1.2.2 Transit Center (TDA SRTC 1.2) In accordance with Section 1.2.8.1 of the COR SWDM, when 50% or more of the site runoff comes from commercial, industrial, or multifamily uses, enhanced treatment is required. The site Stride program: I-405 corridor Page 25 | AE 0054-17 | 60% Storm Drainage Report February 2024 is considered commercial, and therefore treatment following the Enhanced Basic Water Quality menu is required. Four MWS units and a CABS are proposed to provide water quality treatment, all water quality facilities will be designed to meet FAA guidelines. Due to current grade difference between finished grade at the west entrance to the Transit Center and the invert elevation of the existing system along east side of Rainier Ave S, the MWS unit at the southeast corner of the entrance will not provide adequate water quality treatment for the west portion of the Transit Center. Finished grade surface will need to be raised at the west entrance at 90% Design. See Appendix B for sizing of the water quality facilities. 4.1.3 On-Site BMPs (Core Requirement #9) The COR SWDM includes an on-site BMP requirement for all projects that have new plus replaced impervious surfaces larger than 2,000 ft2. 4.1.3.1 Rainier Ave S (TDA SRTC 1.1) The redevelopment in TDA SRTC 1.1 must follow the Small Road Improvement and Urban Road Improvement Projects BMP Requirements (COR SWDM Chapter 1.2.9.3.2). The target surfaces subject to this low impact development performance standard are included in Table 4-2. Table 4-2 TDA SRTC 1.1 Target Surfaces Surface Type Quantity (ft2) New Impervious Surface not fully dispersed 6,623 New Pervious Surface not fully dispersed 0 Existing Impervious Surface added since 01/08/2001 not already mitigated with flow control or flow control BMP 0(1) Replaced Impervious Surface 13,971 Total 20,594 ft2 = square feet; SRTC = South Renton Transit Center; TDA = threshold discharge area NOTES: (1) Assume the site has not been redeveloped after 2001. The target surfaces must be evaluated to determine the feasibility and applicability of different BMPs as described in COR SWDM Appendix C. Refer to Table 4-3 for an evaluation of BMPs. Stride program: I-405 corridor Page 26 | AE 0054-17 | 60% Storm Drainage Report February 2024 Table 4-3 TDA SRTC 1.1 BMP Evaluation Step BMP Site Considerations 1 Full Dispersion for all target surfaces There is no vegetated surface adjacent to the roadway. The area is highly urban, with parking and buildings along both sides of Rainier Ave S. 2 Full Infiltration Not feasible. A geotechnical report completed as a part of this study found high groundwater and low permeability. Although the detailed investigations focused on the transit center site (TDA 1.2), it is assumed native soil conditions within TDA 1.1 would be similar (see Figure B at the end of Section 1.3.3). In addition, the area is almost entirely impervious. (1)(2) Limited Infiltration Not feasible. A geotechnical report completed as a part of this study found high groundwater and low permeability. Although the detailed investigations focused on the transit center site (TDA 1.2), it is assumed native soil conditions within TDA 1.1 would be similar (see Figure B at the end of Section 1.3.3). In addition, the area is almost entirely impervious. (1)(2) Bioretention Not feasibility. Native soils encountered are generally fine-grained and exhibit very low permeability. The PIT results indicated no measurable infiltration within the test duration. Permeable Pavement Not feasible. The area soils have high groundwater and low infiltration rates. A minimum of 3 feet clearance between the bottom of the lowest gravel base course or sand layer, and the seasonal high groundwater elevation cannot be achieved. Also, a number of underground utilities are within the roadway prism that could be affected by permeable pavement. (1)(2) 3 Basic Dispersion Not feasible. There are not enough vegetated surfaces within this urban corridor to disperse runoff. 4 Soil moisture holding capacity of new pervious surfaces Any landscaping included in the Project can include this BMP. NOTES: (1) The site is within a wellhead protection area zone. (2) There are no regulated slopes, landslide, or erosion hazard areas within the site per Renton’s online mapping. A soils investigation was done for the project including PIT tests within the Transit Center site (TDA SRTC 1.2) and found very low infiltration. See discussion in Section 4.13.2. Based on these results, it is unlikely that an infiltration BMP is feasible. 4.1.3.2 Transit Center (TDA SRTC 1.2) The parcel redevelopment must follow the Large Lot BMP Requirements because the lot is larger than 22,000 ft2. The target surfaces subject to this low impact development performance standard are included in Table 4-4. The redevelopment of the Transit Center will result in an impervious surface coverage greater than 65% on the buildable portion of the site/lot; therefore, BMPs must be applied to 20% of the target impervious surfaces or to an impervious area equal to at least 10% of the site/lot, whichever is less. Stride program: I-405 corridor Page 27 | AE 0054-17 | 60% Storm Drainage Report February 2024 Table 4-4 TDA SRTC 1.2 Target Surfaces Surface Type Quantity (ft2) New Impervious Surface not fully dispersed 2,919 New Pervious Surface not fully dispersed 0 Existing Impervious Surface added since 01/08/2001 not already mitigated with flow control or flow control BMP 0(1) Replaced Impervious Surface 259,789 Total 262,708 20% of Target Area 52,542 10% of Total Parcel Area 36,049 NOTES: (1) The site has not been redeveloped after 2001. The target surfaces must be evaluated to determine the feasibility and applicability of different BMPs as described in the COR SWDM Appendix C. To evaluate the potential for infiltration BMPs, a PIT test was performed at the site from March 2 to March 4, 2022, under the supervision of WSP’s field geologist. The Pilot Infiltration Test Results Report, which is included in Appendix E, summarizes the findings from the site visit. In general, the site soils were found to not be conducive to the use of infiltration BMPs. At the test pit locations, subsurface conditions were characterized by several feet of fill overlaying native soils, which were primarily fine grained and alluvial deposits. Little to no infiltration was observed into the native soils during the PIT test. Refer to Table 4-5 for an evaluation of BMPs. Table 4-5 TDA SRTC 1.2 BMP Evaluation Step BMP Site Considerations 1 Full Dispersion for all target surfaces The only location that could potentially be brought up to meet the requirements of native vegetated surface is below the distribution power lines. Additional research will be needed to determine if this type of surfacing can be below the transmission power lines. 2 Full Infiltration of roof runoff Not feasible. A pilot infiltration test (PIT) performed at the site from March 2 to March 4, 2022, under the supervision of WSP’s field geologist showed little to no infiltration into native soils. See Appendix E.(1)(2) Stride program: I-405 corridor Page 28 | AE 0054-17 | 60% Storm Drainage Report February 2024 Step BMP Site Considerations 3 Full Infiltration Not feasible. A pilot infiltration test (PIT) performed at the site from March 2 to March 4, 2022, under the supervision of WSP’s field geologist showed little to no infiltration into native soils. See Appendix E.(1)(2) Limited Infiltration Not feasible. A pilot infiltration test (PIT) performed at the site from March 2 to March 4, 2022, under the supervision of WSP’s field geologist showed little to no infiltration into native soils. See Appendix E.(1)(2) Bioretention Not feasible. A pilot infiltration test (PIT) performed at the site from March 2 to March 4, 2022, under the supervision of WSP’s field geologist showed little to no infiltration into native soils. See Appendix E.(1)(2) Permeable Pavement Not feasible. A pilot infiltration test (PIT) performed at the site from March 2 to March 4, 2022, under the supervision of WSP’s field geologist showed little to no infiltration into native soils. See Appendix E.(1)(2) 4 Basic Dispersion Potentially feasible. The area under the overhead high-power transmission lines will be landscaped. These areas could be used to disperse a portion of the site runoff. Site grading and use of the site will be further reviewed during future design phases. 5 Reduced Impervious Surface Credit Not applicable. The types of techniques included in this credit are not applicable for the intended use of the site. Native Growth Retention Credit Not feasible. The only significant vegetated area within the parcel is located beneath the high voltage power transmission lines. This area is not suitable for native growth because tall vegetation is not permitted under the transmission lines. Tree Retention Credit Not feasible. There are no existing trees to preserve. 6 Soil moisture holidng capacity of new pervious surfaces Any landscaping included in the Project can include this BMP. 7 Downspout perforated pipe connection The connection is intended to provide opportunity for infiltration of any runoff that is being conveyed from roof areas. Since the site area is not conducive for use in infiltration BMP design, this BMP is considered not feasible. BMP = best management practice; CABS = compost-amended bioswale; SRTC = South Renton Transit Center; TDA = threshold discharge area NOTES: (1) The site is within a wellhead protection area zone. (2) There are no regulated slopes, landslide, or erosion hazard areas within the site per Renton’s online mapping. 4.2 Rolling Hills Creek: S Grady Way (TDA SRTC 2) All the surface area changes within TDA SRTC 2 were reviewed against the requirement thresholds in the COR SWDM. If a facility is needed, it is discussed in the sections below. 4.2.1 Flow Control (Core Requirement #3) The basic exemption given in the COR SWDM does not apply to the proposed improvements because there is more than 5,000 ft2 of new plus replaced impervious surface; therefore, flow control must be further evaluated for TDA SRTC 2. Stride program: I-405 corridor Page 29 | AE 0054-17 | 60% Storm Drainage Report February 2024 Based on the COR – Flow Control Application Map, SRTC 2 is in the Peak Rate (Existing) Flow Control Standard. The target surfaces within the Peak Rate Flow Control Standard area are new impervious surfaces only. Exception 2 in Section 1.2.3.1 of the COR SWDM stipulates that flow control is not required if flow from the target surfaces causes less than a 0.15 cfs increase in the 100-year peak flow compared to existing conditions. MGSFlood modeling determined that an increase in new impervious area of less than 9,321 ft2 would not increase the 100-year peak flow by more than 0.15 cfs. Therefore, Exemption 2 applies, and no flow control is required in TDA SRTC 2 because the new impervious area is 3,909 ft 2, which is less than the 9,321 ft2 threshold. 4.2.2 Water Quality (Core Requirement #8) The Surface Area Exemption for Transportation Redevelopment Projects in Section 1.2.8 of the COR SWDM applies to TDA SRTC 2. The total new impervious surface within the project limits is less than 50% of the existing impervious surfaces, less than 5,000 ft2 of new PGIS, and less than ¾ acre of new pollution generating pervious surfaces (PGPS) will be added within TDA SRTC 2; therefore, water quality treatment is not required. 4.2.3 On-Site BMPs (Core Requirement #9) The COR SWDM includes an on-site BMP requirement for all projects that have new plus replaced impervious surfaces larger than 2,000 ft2. The redevelopment in this TDA must follow the Small Road Improvement and Urban Road Improvement Projects BMP Requirements (COR SWDM Chapter 1.2.9.3.2). The target surfaces subject to this low impact development performance standard are included in Table 4-6. Table 4-6 TDA SRTC 2 Target Surfaces Surface Type Quantity (ft2) New Impervious Surface not fully dispersed 3,909 New Pervious Surface not fully dispersed 0 Existing Impervious Surface added since 01/08/2001 not already mitigated with flow control or flow control BMP 0 (1) Replaced Impervious Surface 27,474 Total 31,383 BMP = best management practice; SRTC = South Renton Transit Center; TDA = threshold discharge area NOTES: (1) Assume the site has not been redeveloped after 2001. Stride program: I-405 corridor Page 30 | AE 0054-17 | 60% Storm Drainage Report February 2024 The target surfaces must be evaluated to determine the feasibility and applicability of different BMPs as described in COR SWDM Appendix C. Refer to Table 4-7 for an evaluation of BMPs. As noted above, a soils report, including PIT tests, has been conducted focusing on TDA 1 that found high groundwater and very low infiltration rates (see Section 4.1.3.2 for a detailed discussion). While the PIT test was in a different project TDA, its proximity is very close to TDA 2, which can provide information about its feasibility for infiltration. Table 4-7 TDA SRTC 1.2 BMP Evaluation Step BMP Site Considerations 1 Full Dispersion for all target surfaces Not feasible. The area north of the sidewalk is landscaped, but there is only about 10 feet between the back of the sidewalk and the ROW line. Even if the slope of the sidewalk could be non-standard and flow away from the curb along Grady, there is insufficient flow path length. 2 Full Infiltration Not feasible. A geotechnical report completed as a part of this study found high groundwater and low permeability. Although the detailed investigations focused on the transit center site (TDA 1.2), it is assumed native soil conditions within TDA 2 would be similar (see Figure B at the end of Section 1.3.3). In addition, the area is almost entirely impervious. (1)(2) Limited Infiltration Not feasible. A geotechnical report completed as a part of this study found high groundwater and low permeability. Although the detailed investigations focused on the transit center site (TDA 1.2), it is assumed native soil conditions within TDA 2 would be similar (see Figure B at the end of Section 1.3.3). In addition, the area is almost entirely impervious. (1)(2) Bioretention Not feasible. A geotechnical report completed as a part of this study found high groundwater and low permeability. Although the detailed investigations focused on the transit center site (TDA 1.2), it is assumed native soil conditions within TDA 2 would be similar (see Figure B at the end of Section 1.3.3). In addition, the area is almost entirely impervious. (1)(2) Permeable Pavement Not feasible. The area soils have high groundwater and low infiltration rates. A minimum of 3 feet clearance between the bottom of the lowest gravel base course or sand layer, if required, and the seasonal high groundwater elevation cannot be achieved. Also, there are a number of underground utilities within the roadway prism that could be affected by permeable pavement. 3 Basic Dispersion Not feasible. The site is almost entirely impervious. 4 Soil moisture holding capacity of new pervious surfaces Any new or restored landscaping areas can be amended. BMP = best management practice; ROW = right-of-way line; SRTC = South Renton Transit Center; TDA = threshold discharge area NOTES: (1) The site is within a wellhead protection area zone. (2) There are no regulated slopes, landslide, or erosion hazard areas within the site per Renton’s online mapping. Stride program: I-405 corridor Page 31 | AE 0054-17 | 60% Storm Drainage Report February 2024 4.3 Black River: Lake Avenue (SRTC 3) All the surface area changes within TDA SRTC 3 were reviewed against the triggers. If a facility is needed it is discussed in the sections below. 4.3.1 Flow Control (Core Requirement #3) The basic exemption given in the COR SWDM does not apply to the proposed improvements because there is more than 5,000 ft2 of new plus replaced impervious surface; therefore, flow control must be further evaluated for TDA SRTC 3. Based on the COR – Flow Control Application Map, SRTC 3 is in the Peak Rate (Existing) Flow Control Standard. The target surfaces within the Peak Rate Flow Control Standard area are new impervious surfaces only. Exception 2 in Section 1.2.3.1 of the COR SWDM stipulates that flow control is not required if flow from the target surfaces causes less than a 0.15 cfs increase in the 100-year peak flow compared to existing conditions. MGSFlood modeling determined that an increase in new impervious area of less than 9,321 ft2 would not increase the 100-year peak flow by more than 0.15 cfs. Therefore, Exemption 2 applies, and no flow control is required in TDA SRTC 3 because the new impervious area is 4,401 ft 2, which is less than the 9,321 ft2 threshold. 4.3.2 Water Quality (Core Requirement #8) The Surface Area Exemption for Transportation Redevelopment Projects in Section 1.2.8 of the COR SWDM applies to TDA SRTC 3. The total new impervious surface within the project limits is less than 50% of the existing impervious surfaces, less than 5,000 ft2 of new PGIS, and less than ¾ acre of new PGPS will be added within TDA SRTC 3; therefore, water quality treatment shall not be required. But consider that a potential connecting system from the north, crossing through the transit center site in the northeast corner and then into Lake Ave S, a Modular Wetlands® Systems Linear (MWS) is proposed to provide stormwater treatment for the northern portion of Lake Ave S. 4.3.3 On-Site BMPs (Core Requirement #9) The COR SWDM includes an on-site BMP requirement for all projects that have new plus replaced impervious surfaces larger than 2,000 ft2. The redevelopment in this TDA must follow the Small Road Improvement and Urban Road Improvement Projects BMP Requirements (COR SWDM Chapter 1.2.9.3.2). The target surfaces subject to this low impact development performance standard are included in Table 4-8. Stride program: I-405 corridor Page 32 | AE 0054-17 | 60% Storm Drainage Report February 2024 Table 4-8 TDA SRTC 3 Target Surfaces Surface type Quantity (ft2) New Impervious Surface not fully dispersed 4,401 New Pervious Surface not fully dispersed 0 Existing Impervious Surface added since 01/08/2001 not already mitigated with flow control or flow control BMP 0 (1) Replaced Impervious Surface 17,473 Total 21,874 BMP = best management practice; SRTC = South Renton Transit Center; TDA = threshold discharge area NOTES: (1) Assume the site has not been redeveloped after 2001. The target surfaces must be evaluated to determine the feasibility and applicability of different BMPs as described in COR SWDM Appendix C. Refer to Table 4-9 for an evaluation of BMPs. As noted above, a soils report, including PIT tests, has been conducted focusing on TDA 1 that found high groundwater and very low infiltration rates (see Section 4.1.3.2 for a detailed discussion). While the PIT test was in a different project TDA, its proximity is very close to TDA 3, which can provide information about its feasibility for infiltration. Table 4-9 TDA SRTC 3 BMP Evaluation Step BMP Site Considerations 1 Full Dispersion for all target surfaces Not feasible. There are landscaped areas along Lake Ave, but there is not enough room for a sufficient flow path length. 2 Full Infiltration Not feasible. A geotechnical report completed as a part of this study found high groundwater and low permeability. Although the detailed investigations focused on the transit center site (TDA 1.2), it is assumed native soil conditions within TDA 3 would be similar (because the PIT Test was approximately 100 feet from TDA 3, see Figure B at the end of Section 1.3.3). In addition, the area is almost entirely impervious. (1)(2) Limited Infiltration Not feasible. A geotechnical report completed as a part of this study found high groundwater and low permeability. Although the detailed investigations focused on the transit center site (TDA 1.2), it is assumed native soil conditions within TDA 3 would be similar. (because the PIT Test was approximately 100 feet from TDA 3, see Figure B at the end of Section 1.3.3). In addition, the area is almost entirely impervious. (1)(2) Bioretention Not feasible. A geotechnical report completed as a part of this study found high groundwater and low permeability. Although the detailed investigations focused on the transit center site (TDA 1.2), it is assumed native soil conditions within TDA 3 would be similar. (because the PIT Test was approximately 100 feet from TDA 3, see Stride program: I-405 corridor Page 33 | AE 0054-17 | 60% Storm Drainage Report February 2024 Step BMP Site Considerations Figure B at the end of Section 1.3.3). In addition, the area is almost entirely impervious. (1)(2) Permeable Pavement Not feasible. The area soils have high groundwater and low infiltration rates. A minimum of 3 feet clearance between the bottom of the lowest gravel base course or sand layer, if required, and the seasonal high groundwater elevation cannot be achieved. Also, there are a number of underground utilities within the roadway prism that could be affected by permeable pavement. (1)(2) 3 Basic Dispersion Not feasible. The site is almost entirely impervious. 4 Soil moisture holding capacity of new pervious surfaces Any new or restored landscaping areas can be amended. BMP = best management practice; SRTC = South Renton Transit Center; TDA = threshold discharge area NOTES: (1) The site is within a wellhead protection area zone. (2) There are no regulated slopes, landslide, or erosion hazard areas within the site per Renton’s online mapping. 4.4 Black River: Hardie Avenue SW (SRTC 4) All the surface area changes within TDA SRTC 4 were reviewed against the triggers. If a facility is needed, it is discussed in the sections below. 4.4.1 Flow Control (Core Requirement #3) TDA SRTC 4 qualifies for the basic exemption from Core Requirement #3 because less than 5,000 ft2 of new plus replaced impervious surface will be created, and less than ¾ acre of new pervious surface will be added; therefore, flow control is not required for this TDA. 4.4.2 Water Quality (Core Requirement #8) The Surface Area Exemption for Transportation Redevelopment Projects in Section 1.2.8 of the COR SWDM applies to TDA SRTC 4. The total new impervious surface within the project limits is less than 50% of the existing impervious surfaces, less than 5,000 ft2 of new PGIS, and less than ¾ acre of new PGPS will be added within TDA SRTC 4; therefore, water quality treatment is not required. 4.4.3 On-Site BMPs (Core Requirement #9) The COR SWDM includes an on-site BMP requirement for all projects that have new plus replaced impervious surfaces larger than 2,000 ft2. The redevelopment in this TDA must follow the Small Road Improvement and Urban Road Improvement Projects BMP Requirements (COR SWDM Chapter 1.2.9.3.2). The target surfaces subject to this low impact development performance standard are included in Table 4-10. Stride program: I-405 corridor Page 34 | AE 0054-17 | 60% Storm Drainage Report February 2024 Table 4-10 TDA SRTC 4 Target Surfaces Surface type Quantity (ft2) New Impervious Surface not fully dispersed 546 New Pervious Surface not fully dispersed 0 Existing Impervious Surface added since 01/08/2001 not already mitigated with flow control or flow control BMP 0 (1) Replaced Impervious Surface 2,162 Total 2,708 BMP = best management practice; SRTC = South Renton Transit Center; TDA = threshold discharge area NOTES: (1) Assume the site has not been redeveloped after 2001. The target surfaces must be evaluated to determine the feasibility and applicability of different BMPs as described in COR SWDM Appendix C. Refer to Table 4-11 for an evaluation of BMPs. As noted above, a soils report, including PIT tests, has been conducted focusing on TDA 1 that found high groundwater and very low infiltration rates (see Section 4.1.3.2 for a detailed discussion). While the PIT test was in a different project TDA, its proximity is close to TDA 4, which can provide information about its feasibility for infiltration. Table 4-11 TDA SRTC 4 BMP Evaluation Step BMP Site Considerations 1 Full Dispersion for all target surfaces Not feasible. There are landscaped areas along Lake Avenue, but there is not enough room for a sufficient flow path length. 2 Full Infiltration Not feasible. A geotechnical report completed as a part of this study found high groundwater and low permeability. Although the detailed investigations focused on the transit center site (TDA 1.2), it is assumed native soil conditions within TDA 4 would be similar (see Figure B at the end of Section 1.3.3). In addition, the area is almost entirely impervious. (1)(2) Limited Infiltration Not feasible. A geotechnical report completed as a part of this study found high groundwater and low permeability. Although the detailed investigations focused on the transit center site (TDA 1.2), it is assumed native soil conditions within TDA 4 would be similar (see Figure B at the end of Section 1.3.3). In addition, the area is almost entirely impervious. (1)(2) Bioretention Not feasible. A geotechnical report completed as a part of this study found high groundwater and low permeability. Although the detailed investigations focused on the transit center site (TDA 1.2), it is assumed native soil conditions within TDA 4 would be similar (see Figure B at the end of Section 1.3.3). In addition, the area is almost entirely impervious. (1)(2) Stride program: I-405 corridor Page 35 | AE 0054-17 | 60% Storm Drainage Report February 2024 Step BMP Site Considerations Permeable Pavement Not feasible. A geotechnical report completed as a part of this study found high groundwater and low permeability. Although the detailed investigations focused on the transit center site (TDA 1.2), it is assumed native soil conditions within TDA 4 would be similar (see Figure B at the end of Section 1.3.3). Also there are a number of underground utilities within the roadway prism that could be affected by permeable pavement. (1)(2) 3 Basic Dispersion Not feasible. The site is almost entirely impervious. 4 Soil moisture holding capacity of new pervious surfaces Any new or restored landscaping areas can be amended. BMP = best management practice; SRTC = South Renton Transit Center; TDA = threshold discharge area NOTES: (1) The site is within a wellhead protection area zone. (2) There are no regulated slopes, landslide, or erosion hazard areas within the site per Renton’s online mapping. 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN The proposed site development will install storm drain conveyance system within the Site TDAs to collect and convey the regraded site runoff to the different water quality facilities. The conveyance system consists of various segments of new storm drainpipes, catch basins (both Type 1 and Type 2), and manholes. Grated inlets at catch basins will be located along flow lines and at low points of the finished grade surface. The project proposes to relocate a portion of the 27-inch-diameter storm drain around the TOD. For this stage of design, it was assumed that the pipe would be replaced with the same diameter size and at a flat slope (because the existing pipe is at reverse grade). This will require further analysis in future design phases of the project. It is also noted that the upstream areas tributary to this 27-inch diameter system are relatively small (and possibly limited to only a portion of Shattuck Ave S). It is suspected that the system was originally designed to convey a larger tributary area, but as the surrounding areas developed (such as the KC Metro Park and Ride), the associated drainage was routed north to the SW 7th Street drainage system. As the design is advanced, some consideration could be given to reducing the size of the relocated 30- inch-diameter system. The conveyance system has been sized for the 25-year storm event using the WSDOT Rational Method spreadsheet. The spreadsheet has been modified to use King County’s coefficients to calculate the flows. In addition, a backwater analysis using the King County Backwater computer program has been completed to check the hydraulic grade line and backwater conditions of the proposed storm conveyance system for the 100-year storm event. The hydraulic grade line elevations are below the storm drain structures (catch basin, manholes) rim elevation and there is no overtopping during the 100-year storm event. The Rational Conveyance and Backwater Calculations are included in Appendix B. The new biofiltration swales along the southern edge of the South Renton Transit Center site (TDA SRTC 1.2) has been sized to convey the 25-year storm and ensure the 100-year storm does not overtop the channel. Manning’s Equation and Federal Highway Administration Hydraulic Toolbox were used to size the conveyance channel. MGSFlood was used to Stride program: I-405 corridor Page 36 | AE 0054-17 | 60% Storm Drainage Report February 2024 determine the 25-year and the 100-year storm flows generated from upstream areas contributing to the swales. The Water Quality Treatment Catchment Figure in Appendix B shows contributing areas. The MGSFlood reports, biofiltration swales sizing calculations are included in Appendix B. 6 SPECIAL REPORTS AND STUDIES  A Geotechnical Recommendation Report (GRR) dated November 2021 have been completed by WSP in association with HWA and have been submitted separately.  A Geotechnical Data Report dated 2020 (HWA, 2020).  I-405 Bus Rapid Transit Project – Parking Garages Geotechnical Data Report (HWA, 2020).  South Renton Transit Center Phase I Environmental Site Assessment (Shannon & Wilson 2017)  South Renton Transit Center Phase II Environmental Site Assessment (Shannon & Wilson 2018) Above Reports and Studies have been submitted separately.  Pilot Infiltration Test Results Report by WSP dated March 2022. (See Appendix E) 7 OTHER PERMITS The GEC will assist Sound Transit with acquiring permits and regulatory approvals necessary for conducting data collection, fieldwork to support design development and for project construction. Sound Transit will retain responsibility for acquiring the permits. A list of potential Environmental permits and regulatory approvals was provided in September 2020 as part of the I-405 Corridor BRT SEPA Checklist. The permit list identifies multiple permits and approvals needed from Agencies Having Jurisdiction (AHJ’s) including, but not limited to, the following:  Environmental permits and approvals o National Environmental Policy Act (NEPA) Review o Critical area permits o Stormwater and drainage approval o NPDES permit o Construction dewatering approval o Well Log Reviews and Well Decommissioning GEC = General Engineering Consulting; NDPES = National Pollutant Discharge Elimination System; SEPA = State Environmental Policy Act Stride program: I-405 corridor Page 37 | AE 0054-17 | 60% Storm Drainage Report February 2024 8 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN (CSWPPP) ANALYSIS AND DESIGN A Temporary Erosion and Sediment Control (TESC) Plan has been prepared and is included in the 60% Drawing Set. A Construction Stormwater Pollution Prevention Plan (CSWPPP) will be prepared and included in the next phase of the project. 9 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT A bond quantities worksheet is not required for this project because ST is a public entity. Water Quality Facility Summary and Sketch for each facility proposed for construction, Declaration of Covenant and grant of easement required for proposed water quality facilities and/or on-site BMPs shall be prepared by others and be included in 100% submittal. 10 OPERATIONS AND MAINTENANCE MANUAL An Operation and Maintenance (O&M) Manual for the storm systems, runoff treatment to be maintained and operated by the Sound Transit to be included in 90% submittal. Stride program: I-405 corridor Page 38 | AE 0054-17 | 60% Storm Drainage Report February 2024 11 REFERENCES City of Renton Public Works Department Surface Water Utility (City of Renton). 2022 City of Renton Surface Water Design Manual. Adopted on June 22, 2022 Chavez, Jonathan. 2021. Personal Communication. Email contact between Mike Giseburt WSP and Jonathan Chavez, Civil Engineer III. City of Renton. July 18, 2021. HWA GeoSciences, 2019. Personal Communication, November 2019, I-405 Bus Rapid Transit (BRT) Project – Parking Garages Data Farah, Joe. 2020. Personal Communication. Telephone/email contact between Mike Giseburt WSP and Joe Farah, Surface Water Engineering Manager. City of Renton. Nov. 17, 2020. Green/Duwamish and Central Puget Sound Watershed Water Resource Inventory Area 9 Steering Committee (WRIA 9 Steering Committee). 2005. Salmon Habitat Plan – Making Our Watershed Fit for a King. Prepared for the WRIA 9 Forum. August 2005 Washington State Department of Ecology (Ecology). 2011. Green River Temperature Total Maximum Daily Load Water Quality Improvement Report. June 2011. Otak. 2020. Preliminary Receiving Waters Assessment and Stormwater Management Influence. October 9, 2020. SAIC. October 2012. Hardie Avenue SW – SW 7th Street Storm System Improvement Project. Prepared for the City of Renton Public Works Department – Surface Water Utility. Federal Emergency Management Agency Flood Insurance Rate Map Attached at end of Appendix C Websites City of Renton Online GIS https://maps.rentonwa.gov/Html5viewer/Index.html?viewer=CORMaps U.S. Department of Agriculture, Natural Resources Conservation Service Web Soil Survey https://websoilsurvey.sc.egov.usda.gov/App/HomePage.htm\ U.S. Fish and Wildlife Service Wetlands Mapper https://www.fws.gov/wetlands/data/Mapper.html Department of Ecology Water Quality Atlas https://fortress.wa.gov/ecy/waterqualityatlas/StartPage.aspx King County Online GIS https://kingcounty.gov/services/gis/GISData.aspx AE 0054-17 | 60% Storm Drainage Report I-405 corridor Surface Area Changes Stride program: I-405 corridor AE 0054-17 | 60% Storm Drainage Report February 2024 Project: RTA/OA 0206-19 Description: South Renton Transit Center and Roadway Improvements TDA Core Requirement Matrix Downstream Drainage Basin TDA Owner/Agency Regulatory Agency New Impervious (SF) Replaced Impervious (SF) New + Replaced Impervious (SF) Flow Control Required? Flow Control BMP Type New PGIS (SF) Replaced PGIS (SF) New + Replaced PGIS (SF) Water Quality Treatment Required? Water Quality BMP Type On-Site Stormwater Management Required? Target Surfaces SRTC 1 Varies 9,542 273,760 283,302 54,641 151,013 205,654 Varies 1.1 City of Renton 6,623 13,971 20,594 5,916 2,060 7,976 New + Replaced Impervious Surface 1.2 Bus Rapid Transit Center 2,919 259,789 262,708 48,725 148,953 197,678 Proposed site results in > 65% impervious buildable surface. Target 10% of total lot area (~36,049 SF) Rolling Hills Creek SRTC 2 City of Renton Renton SWDM 3,909 27,474 31,383 No - Exemption 2 Applies NA 0 21,774 21,774 No - Exemption 2 Applies NA Yes New + Replaced Impervious Surface Black River SRTC 3 King County Metro Renton SWDM 4,401 17,473 21,874 No - Exemption 2 Applies NA 1,594 15,731 17,325 No - Exemption 2 Applies MWS-36 Yes New + Replaced Impervious Surface Black River SRTC 4 City of Renton Renton SWDM 546 2,162 2,708 No - Exemption 2 Applies NA 313 343 656 No - Exemption 2 Applies NA Yes New + Replaced Impervious Surface MWS - Modular Wetland Treatment Unit Yes Core Requirement #3 Core Requirement #8 Renton Surface Water Design Manual (SWDM) Site Description Core Requirement #9 Springbrook Creek No - Peak Rate Flow Control Standard Area Exemption 2 Applies NA Yes - New + Replaced PGIS MWS-66 MWS-67, MWS-68 MWS-69, MWS-70 Filterra-1 Filterra-2 Wet Biofiltration Swales Stride program: I-405 corridor AE 0054-17 | 60% Storm Drainage Report February 2024 BUS BAY 7 BUS BAY 6 BUS BAY 5 BU S B A Y 2 BU S B A Y 8 BUS BAY 3 BUS BAY 4 BU S B A Y 1 ^ ^ ^ ^ ^ ^ ^ ^ ^ ^^^^^^^^^^^^^^ RA I N I E R A V E S S B RA I N I E R A V E S N B RA I N I E R A V E S N B RA I N I E R A V E S S B HA R D I E A V E S W SR - 1 6 7 N B SR - 1 6 7 S B GRADY WA Y E B GRADY WA Y E B GRADY WA Y E B LA K E A V E S LA K E A V E S CO // / / / / // / / / / // / / / / / / / / //// / / / / / ///// //////// / / / / / ////// ////// / / / / / / / / / / / / / / /////// / / / / / / / / / / /// / / / /// /// / /////// / / / / / / / / / / / / //// // / ///// / / / / / / / / / ///////// / / / / / / / / / / / / / / / / / / / //////// / / / // ///////// / / / //////// / / / MISC VALV G FO FO FO G FOFO FO FO FO FO FO FO FO SS SS SS SS SD SD SD SD SS SS SS SS S S SS SS SS SS SS SSSSSSSSSSSS F O FO FO W S D O T F O C 6'11" 3' 6 " 4' 8 " 8 ' 1 1 " ED (TYP.) ED (TYP.) ED (TY P . ) 6" TREE 30' DLN LAKE AVE S 1.5' RET WALL PLANTER 1.5' RET WALL PLANTER / / / / / / / / / // / / / / / / / /////////////// RA I N I E R A V E S N B / / / / / / / / 2 MISC MH SD SS SS SS ED (TY P . ) No.DATE DSN CHK APP REVISION SUBMITTED BY:DATE:REVIEWED BY:DATE:DATE: CONTRACT No.: FILENAME: SCALE:DRAWING No.: SHEET No.:REV: LI N E I S 1 " A T FU L L S C A L E DESIGNED BY: DRAWN BY: CHECKED BY: APPROVED BY: 02 / 0 5 / 2 4 | 1: 3 4 P M | JO H N Y C: \ P W W O R K I N G \ J A C O B S _ B & I \ J E G _ E X - Y U E N J \ D 0 4 8 4 7 3 9 \ F I G U R E A - 1 . D W G FIGURE A-1 FACILITY ID: NOT FOR CONSTRUCTION Xrefs: xBRT-CUD05-TB22x34 xS1-BTP120-VSF100 xS1-BT120-CDP001 xS1-BT120-VRX001 xS1-BT120-CPP001 OSBORN CONSULTING INCORPORATED SCALE IN FEET 0 6030 12060 (1" = 60') N STRIDE BUS RAPID TRANSIT SOUTH RENTON TRANSIT CENTER JANUARY 2024 LAND COVER NEW AND REPLACED IMPERVIOUS FIGURE A-1 LEGEND: NEW IMPERVIOUS REPLACED IMPERVIOUS TDA BOUNDARY TDA SRTC 2 TDA SRTC 1.2 TDA SRTC 3 TDA SRTC 1.1 TDA SRTC 4 TDA SRTC 1.1 MATCHLINE SEE LEFT MATCHLINE SEE RIGHT Stride program: I-405 corridor AE 0054-17 | 60% Storm Drainage Report February 2024 RA I N I E R A V E S S B RA I N I E R A V E S N B RA I N I E R A V E S N B RA I N I E R A V E S S B HA R D I E A V E S W SR - 1 6 7 N B SR - 1 6 7 S B GRADY WA Y E B GRADY WA Y E B GRADY WA Y E B LA K E A V E S LA K E A V E S SD SD SD CO SD SD SD S D S D SD S D SD SDSD SD SD SD SD SD SD SD SD SD SD SD SD SD // / / / / // / / / / // / / / / / / / / //// / / / / / ///// //////// / / / / / ////// ////// / / / / / / / / / / / / / / /////// / / / / / / / / / / /// / / / /// /// / /////// / / / / / / / / / / / / //// // / ///// / / / / / / / / / ///////// / / / / / / / / / / / / / / / / / / / //////// / / / // ///////// / / / //////// / / / MISC VALV G G FOFO FO FO FO FO FO FO FO SS SS SS SS SD SD SD SD SS SS SS SS S S SS SS SS SS SS SSSSSSSSSSSS W S D O T F O C SD SD SD SD S D 6'11" 8 ' 1 1 " 6" TREE 30' DLN LAKE AVE S 1.5' RET WALL PLANTER 1.5' RET WALL PLANTER / / / / / / / / / // / / / / / / / /////////////// RA I N I E R A V E S N B / / / / / / / / 2 MISC MH SDSD SDSD SD SD SD SD SD SD SD SD SD SD SS SS SS No.DATE DSN CHK APP REVISION SUBMITTED BY:DATE:REVIEWED BY:DATE:DATE: CONTRACT No.: FILENAME: SCALE:DRAWING No.: SHEET No.:REV: LI N E I S 1 " A T FU L L S C A L E DESIGNED BY: DRAWN BY: CHECKED BY: APPROVED BY: 02 / 0 6 / 2 4 | 5: 1 0 P M | JO H N Y C: \ P W W O R K I N G \ J A C O B S _ B & I \ J E G _ E X - Y U E N J \ D 0 4 8 4 7 3 9 \ F I G U R E A - 2 . D W G FIGURE A-2 FACILITY ID: NOT FOR CONSTRUCTION Xrefs: xBRT-CUD05-TB22x34 xS1-BTP120-VSF100 xS1-BT120-CDP001 xS1-BT120-VRX001 SCALE IN FEET 0 6030 12060 (1" = 60') N STRIDE BUS RAPID TRANSIT SOUTH RENTON TRANSIT CENTER JANUARY 2024 NEW AND REPLACED PGIS AREA CONVERSION FIGURE A-2 LEGEND: NEW PGIS REPLACED PGIS TDA BOUNDARY TDA SRTC 2 TDA SRTC 1.2 TDA SRTC 3 TDA SRTC 1.1 TDA SRTC 4 TDA SRTC 1.1 MATCHLINE SEE LEFT MATCHLINE SEE RIGHT AE 0054-17 | 60% Storm Drainage Report I-405 corridor Design Calculations Stride program: I-405 corridor AE 0054-17 | 60% Storm Drainage Report February 2024 ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.59 Program License Number: 201010003 Project Simulation Performed on: 02/07/2024 7:44 AM Report Generation Date: 02/07/2024 7:47 AM ————————————————————————————————— Input File Name: Flow Control Exemption.fld Project Name: CUD 5 - Sound Transit BRT Analysis Title: Flow Control Exemption Analysis Comments: TDA Exemption Analysis of Added Impervious Surface ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Full Period of Record Available used for Routing Climatic Region Number: 15 Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : Ecology Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.214 0.214 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 0.214 0.214 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- C, Lawn, Flat 0.214 ---------------------------------------------- Subbasin Total 0.214 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- ROADS/FLAT 0.214 ---------------------------------------------- Subbasin Total 0.214 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 1 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 26.169 Link: New Copy Lnk1 0.000 _____________________________________ Total: 26.169 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 0.000 Link: New Copy Lnk1 0.000 _____________________________________ Total: 0.000 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.166 ac-ft/year, Post Developed: 0.000 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** 2-Year Discharge Rate : 0.017 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.00 cfs Off-line Design Discharge Rate (91% Exceedance): 0.00 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 43.02 Inflow Volume Including PPT-Evap (ac-ft): 43.02 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 43.02 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** 2-Year Discharge Rate : 0.084 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.03 cfs Off-line Design Discharge Rate (91% Exceedance): 0.02 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 95.75 Inflow Volume Including PPT-Evap (ac-ft): 95.75 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 95.75 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Link: New Copy Lnk1 Scenario Postdeveloped Compliance Link: New Copy Lnk1 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 1.667E-02 2-Year 8.425E-02 5-Year 2.898E-02 5-Year 0.108 10-Year 4.395E-02 10-Year 0.125 25-Year 6.703E-02 25-Year 0.160 50-Year 8.958E-02 50-Year 0.201 100-Year 8.989E-02 100-Year 0.240 200-Year 9.548E-02 200-Year 0.254 500-Year 0.103 500-Year 0.272 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals Stride program: I-405 corridor AE 0054-17 | 60% Storm Drainage Report February 2024 H / / BUS SHELTER T T MW TMH ICV ICV TMH IC V W SDSDSD SDSD SD SD SD SD SD SD SD SD SD SD DETECTOR LOOP (TYP) FO FO FO FO FO W SD SSSS SS CENTURYLI N K CENT U R Y L I N K F O 2' 8 " D P 2' 3 " D P ED (TY P . ) 25 25 25 52,393 SF MWS-69 BUS BAY 7 BUS BAY 6 BUS BAY 5 BU S B A Y 2 BU S B A Y 8 BUS BAY 3 BUS BAY 4 BU S B A Y 1 ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^^^^^^^^^^^^^^^^ X X X X X X CONC CONC CONC SIGN SIGN SI G N SIGN CONC H H H H H H SD SD SD SD 6" CONC 8" VC 8" C O N C 1 8 " C O N C CONC SEAM S ( T Y P ) CO W 3TRAFFIC CONTROL CABINETS CO MW MW MW 2VLTS HH T TMH DETECTOR LOOP (TYP ) DETECTOR LOOP (TYP ) G G G G W W W W SD SD SD SD SD SD S D S D SD SD S D SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD X X X X X X X X X X X X X X X X X X X X X XX X X X X X X X X X X X X X X X X X X X X X X X GAZEBO CONC X X X X // / / / / /// / / / / // / / / / / / / / / / ////// // / / / / ///////////// // / / / / / / /////// //////// / / / / / / / / / / / / / / / / / //////// / / / / / / / / / / / / /// / / / ///// / /// / ///////// / / / / / / / / / / / / / / /// / / // / ////// / / / / / / / / / / / //////////// / / / / / / / / / / / / / / / / / / / / / ////////// / / / / // //// // ///// / / / ////////// / / / / MISC VALV SHELTER CANOPY BLDG BLDG BLDG BLDG FO FO FO S L S L F O F O FO FO FO FO FO FO FO W W F O CENTU R Y L I N K F O CENTU R Y L I N K F O CENTURY L I N K F O CENTURY L I N K F O CE N T U R Y L I N K F O WS D O T F O W S D O T F O 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2- Z A Y O F O FO VLT MW EL=25.08 MW GWMW-3 EL=26.16 MW GWMW-4 EL=26.41 MW GWMW-2 EL=26.06 MW GWMW-1 EL=26.60 11' DP4'9" DP 4'9" DP13'6" DP 6'3" DP 5'8" DP 4'1 " D P 3' 6 " D P 4' 8 " D P 12'6" DP 13'6" DP 11'6" DP10' DP 3'11" DP 6'4" D P 6'3" D P 6'7" D P 400 404 418 CONC SEA M S ( T Y P ) C SD SD SD SD SD SD S D CO 2'2" DP BROADBAND VAULT 3'11" DP 4'2" DP 2'4" DP 12' DP 3' 6 " 4' 8 " ED (TYP.) ED (TYP.) ED (TY P . ) 3'1" 2'11"3'3" WESTERN SWALE CENTRAL SWALE EASTERN SWALE SD SD 2 8 2 7 2 9 29 2 7 2 8 27 2 6 26 2 6 26 27 27 2 7 2 7 2828 2828 27 27 27 2 8 27 302829 27 28 2 6 2 7 27 26 2 7 28 29 2 9 28 26 24 27 28 26 27 25 2 6 2 6 2 7 2 6 27 28 2 726 26 30 29 30 29 29 28 2 7 2 7 28 27 26 26 27 28 2829 29 29 2828 27 27 26 28 2 9 28 27 27 28 29 29 28 26 2 6 26 27 28 29 3 0 29 28 27 26 26 2 6 26 26 2 8 2726 26 26 27 26 27 2626 27 26 2 7 2 7 27 S D SD SD SD SDSDSD SD2 9 29 28 27 29 28 27 26 27 28 26 26 27 27 26 26 26 26 26 27 26 26 27 2 7 No.DATE DSN CHK APP REVISION SUBMITTED BY:DATE:REVIEWED BY:DATE:DATE: CONTRACT No.: FILENAME: SCALE:DRAWING No.: SHEET No.:REV: LI N E I S 1 " A T FU L L S C A L E DESIGNED BY: DRAWN BY: CHECKED BY: APPROVED BY: 02 / 0 5 / 2 4 | 9: 3 3 P M | JO H N Y P: \ 1 0 - 2 0 0 0 1 0 S O U N D T R A N S I T B U S R A P I D T R A N S I T ( B R T ) G E C \ B T 1 0 5 ( C U D 5 ) _ T A S K O R D E R 0 1 9 \ 2 D O C S \ R E P O R T S \ D R A I N A G E R E P O R T \ B T 1 0 5 \ 6 0 % C U P D R A I N A G E R E P O R T \ F I G U R E S ( N E E D U P D A T E D V E R S I O N S ) \ F I G U R E B - 1 . D W G FIGURE B-1 FACILITY ID: NOT FOR CONSTRUCTION 90% SUBMITTAL Xrefs: xBRT-CUD05-TB22x34 CUP - Storm Drain Layout BMP_Catchments xS1-BT120-CPP002 dS1-BT120-CAV001 xS1-BT120-CPP001 xS1-BT120-VSF100 xS1-BT120-CDP001 SCALE IN FEET 025 5050 100 (1" = 50') N STRIDE BUS RAPID TRANSIT SOUTH RENTON TRANSIT CENTER JANUARY 2024 WATER QUALITY TREATMENT CATCHMENT DELINEATION FIGURE B-1 LEGEND: MWS-36 CATCHMENT AREA MWS-66 CATCHMENT AREA MWS-67 CATCHMENT AREA MWS-68 CATCHMENT AREA MWS-69 CATCHMENT AREA MWS-70 CATCHMENT AREA FIL-1 CATCHMENT AREA FIL-2 CATCHMENT AREA WET BIOFILTRATION SWALES CATCHMENT AREA MATCHLINE SEE LEFT MATCHLINE SEE RIGHT Stride program: I-405 corridor AE 0054-17 | 60% Storm Drainage Report February 2024 ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.59 Program License Number: 201010003 Project Simulation Performed on: 02/07/2024 8:46 AM Report Generation Date: 02/07/2024 8:47 AM ————————————————————————————————— Input File Name: MWS-36 Water Quality Flow Model.fld Project Name: Sound Transit BRT GEC Analysis Title: MWS-36 Water Quality Flow Model Comments: Water quality flows sizing for MWS 36 ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Full Period of Record Available used for Routing Climatic Region Number: 15 Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : Ecology Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.469 0.469 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 0.469 0.469 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- C, Forest, Flat 0.469 ---------------------------------------------- Subbasin Total 0.469 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- C, Lawn, Flat 0.102 ROADS/FLAT 0.297 SIDEWALKS/FLAT 0.070 ---------------------------------------------- Subbasin Total 0.469 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 1 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 80.898 Link: New Copy Lnk1 0.000 _____________________________________ Total: 80.898 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 12.473 Link: New Copy Lnk1 0.000 _____________________________________ Total: 12.473 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.512 ac-ft/year, Post Developed: 0.079 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** 2-Year Discharge Rate : 0.010 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.01 cfs Off-line Design Discharge Rate (91% Exceedance): 0.00 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 42.71 Inflow Volume Including PPT-Evap (ac-ft): 42.71 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 42.71 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** 2-Year Discharge Rate : 0.152 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.05 cfs Off-line Design Discharge Rate (91% Exceedance): 0.03 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 184.71 Inflow Volume Including PPT-Evap (ac-ft): 184.71 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 184.71 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Link: New Copy Lnk1 Scenario Postdeveloped Compliance Link: New Copy Lnk1 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 9.957E-03 2-Year 0.152 5-Year 1.580E-02 5-Year 0.192 10-Year 2.041E-02 10-Year 0.223 25-Year 2.654E-02 25-Year 0.302 50-Year 2.927E-02 50-Year 0.364 100-Year 3.339E-02 100-Year 0.458 200-Year 4.606E-02 200-Year 0.477 500-Year 6.309E-02 500-Year 0.501 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.59 Program License Number: 201010003 Project Simulation Performed on: 02/07/2024 9:02 AM Report Generation Date: 02/07/2024 9:03 AM ————————————————————————————————— Input File Name: MWS-66 Water Quality Flow Model.fld Project Name: Sound Transit BRT GEC Analysis Title: MWS-66 Water Quality Flow Model Comments: Water quality flows sizing for MWS 66 ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Full Period of Record Available used for Routing Climatic Region Number: 15 Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : Ecology Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.079 0.079 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 0.079 0.079 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- C, Forest, Flat 0.079 ---------------------------------------------- Subbasin Total 0.079 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- ROADS/FLAT 0.079 ---------------------------------------------- Subbasin Total 0.079 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 1 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 13.627 Link: New Copy Lnk1 0.000 _____________________________________ Total: 13.627 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 0.000 Link: New Copy Lnk1 0.000 _____________________________________ Total: 0.000 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.086 ac-ft/year, Post Developed: 0.000 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** 2-Year Discharge Rate : 0.002 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.00 cfs Off-line Design Discharge Rate (91% Exceedance): 0.00 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 7.19 Inflow Volume Including PPT-Evap (ac-ft): 7.19 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 7.19 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** 2-Year Discharge Rate : 0.031 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.01 cfs Off-line Design Discharge Rate (91% Exceedance): 0.01 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 35.35 Inflow Volume Including PPT-Evap (ac-ft): 35.35 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 35.35 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Link: New Copy Lnk1 Scenario Postdeveloped Compliance Link: New Copy Lnk1 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 1.677E-03 2-Year 3.110E-02 5-Year 2.661E-03 5-Year 3.982E-02 10-Year 3.439E-03 10-Year 4.601E-02 25-Year 4.470E-03 25-Year 5.923E-02 50-Year 4.931E-03 50-Year 7.417E-02 100-Year 5.625E-03 100-Year 8.866E-02 200-Year 7.759E-03 200-Year 9.376E-02 500-Year 1.063E-02 500-Year 0.100 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.59 Program License Number: 201010003 Project Simulation Performed on: 02/07/2024 9:14 AM Report Generation Date: 02/07/2024 9:15 AM ————————————————————————————————— Input File Name: MWS-67 Water Quality Flow Model.fld Project Name: Sound Transit BRT GEC Analysis Title: MWS-67 Water Quality Flow Model Comments: Water quality flows sizing for MWS 67 ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Full Period of Record Available used for Routing Climatic Region Number: 15 Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : Ecology Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 1.816 1.816 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 1.816 1.816 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- C, Forest, Flat 1.816 ---------------------------------------------- Subbasin Total 1.816 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- C, Lawn, Flat 0.087 ROADS/FLAT 0.998 SIDEWALKS/FLAT 0.731 ---------------------------------------------- Subbasin Total 1.816 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 1 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 313.242 Link: New Copy Lnk1 0.000 _____________________________________ Total: 313.242 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 10.639 Link: New Copy Lnk1 0.000 _____________________________________ Total: 10.639 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 1.983 ac-ft/year, Post Developed: 0.067 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** 2-Year Discharge Rate : 0.039 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.03 cfs Off-line Design Discharge Rate (91% Exceedance): 0.02 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 165.36 Inflow Volume Including PPT-Evap (ac-ft): 165.36 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 165.36 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** 2-Year Discharge Rate : 0.684 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.26 cfs Off-line Design Discharge Rate (91% Exceedance): 0.14 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 791.08 Inflow Volume Including PPT-Evap (ac-ft): 791.08 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 791.08 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Link: New Copy Lnk1 Scenario Postdeveloped Compliance Link: New Copy Lnk1 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 3.856E-02 2-Year 0.684 5-Year 6.116E-02 5-Year 0.874 10-Year 7.904E-02 10-Year 1.022 25-Year 0.103 25-Year 1.315 50-Year 0.113 50-Year 1.640 100-Year 0.129 100-Year 1.980 200-Year 0.178 200-Year 2.087 500-Year 0.244 500-Year 2.226 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.59 Program License Number: 201010003 Project Simulation Performed on: 02/07/2024 9:24 AM Report Generation Date: 02/07/2024 9:25 AM ————————————————————————————————— Input File Name: MWS-68 Water Quality Flow Model.fld Project Name: Sound Transit BRT GEC Analysis Title: MWS-68 Water Quality Flow Model Comments: Water quality flows sizing for MWS 68 ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Full Period of Record Available used for Routing Climatic Region Number: 15 Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : Ecology Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 1.685 1.685 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 1.685 1.685 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- C, Forest, Flat 1.685 ---------------------------------------------- Subbasin Total 1.685 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- C, Lawn, Flat 0.110 ROADS/FLAT 1.470 SIDEWALKS/FLAT 0.105 ---------------------------------------------- Subbasin Total 1.685 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 1 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 290.646 Link: New Copy Lnk1 0.000 _____________________________________ Total: 290.646 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 13.452 Link: New Copy Lnk1 0.000 _____________________________________ Total: 13.452 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 1.840 ac-ft/year, Post Developed: 0.085 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** 2-Year Discharge Rate : 0.036 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.03 cfs Off-line Design Discharge Rate (91% Exceedance): 0.02 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 153.43 Inflow Volume Including PPT-Evap (ac-ft): 153.43 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 153.43 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** 2-Year Discharge Rate : 0.626 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.24 cfs Off-line Design Discharge Rate (91% Exceedance): 0.13 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 726.80 Inflow Volume Including PPT-Evap (ac-ft): 726.80 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 726.80 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Link: New Copy Lnk1 Scenario Postdeveloped Compliance Link: New Copy Lnk1 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 3.577E-02 2-Year 0.626 5-Year 5.675E-02 5-Year 0.798 10-Year 7.334E-02 10-Year 0.934 25-Year 9.534E-02 25-Year 1.209 50-Year 0.105 50-Year 1.499 100-Year 0.120 100-Year 1.818 200-Year 0.165 200-Year 1.914 500-Year 0.227 500-Year 2.039 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.59 Program License Number: 201010003 Project Simulation Performed on: 02/07/2024 9:33 AM Report Generation Date: 02/07/2024 9:34 AM ————————————————————————————————— Input File Name: MWS-69 Water Quality Flow Model.fld Project Name: Sound Transit BRT GEC Analysis Title: MWS-69 Water Quality Flow Model Comments: Water quality flows sizing for MWS 69 ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Full Period of Record Available used for Routing Climatic Region Number: 15 Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : Ecology Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 1.179 1.179 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 1.179 1.179 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- C, Forest, Flat 1.179 ---------------------------------------------- Subbasin Total 1.179 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- C, Lawn, Flat 0.460 ROADS/FLAT 0.719 ---------------------------------------------- Subbasin Total 1.179 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 1 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 203.366 Link: New Copy Lnk1 0.000 _____________________________________ Total: 203.366 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 56.252 Link: New Copy Lnk1 0.000 _____________________________________ Total: 56.252 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 1.287 ac-ft/year, Post Developed: 0.356 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** 2-Year Discharge Rate : 0.025 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.02 cfs Off-line Design Discharge Rate (91% Exceedance): 0.01 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 107.35 Inflow Volume Including PPT-Evap (ac-ft): 107.35 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 107.35 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** 2-Year Discharge Rate : 0.316 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.11 cfs Off-line Design Discharge Rate (91% Exceedance): 0.06 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 414.17 Inflow Volume Including PPT-Evap (ac-ft): 414.17 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 414.17 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Link: New Copy Lnk1 Scenario Postdeveloped Compliance Link: New Copy Lnk1 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 2.503E-02 2-Year 0.316 5-Year 3.971E-02 5-Year 0.405 10-Year 5.132E-02 10-Year 0.492 25-Year 6.671E-02 25-Year 0.687 50-Year 7.359E-02 50-Year 0.805 100-Year 8.395E-02 100-Year 1.016 200-Year 0.116 200-Year 1.041 500-Year 0.159 500-Year 1.068 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.59 Program License Number: 201010003 Project Simulation Performed on: 02/07/2024 9:59 AM Report Generation Date: 02/07/2024 9:59 AM ————————————————————————————————— Input File Name: MWS-70 Water Quality Flow Model.fld Project Name: Sound Transit BRT GEC Analysis Title: MWS-70 Water Quality Flow Model Comments: Water quality flows sizing for MWS 70 ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Full Period of Record Available used for Routing Climatic Region Number: 15 Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : Ecology Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 1.625 1.625 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 1.625 1.625 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- C, Forest, Flat 1.625 ---------------------------------------------- Subbasin Total 1.625 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- C, Lawn, Flat 0.067 ROADS/FLAT 1.187 SIDEWALKS/FLAT 0.371 ---------------------------------------------- Subbasin Total 1.625 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 1 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 280.296 Link: New Copy Lnk1 0.000 _____________________________________ Total: 280.296 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 8.193 Link: New Copy Lnk1 0.000 _____________________________________ Total: 8.193 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 1.774 ac-ft/year, Post Developed: 0.052 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** 2-Year Discharge Rate : 0.035 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.03 cfs Off-line Design Discharge Rate (91% Exceedance): 0.02 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 147.97 Inflow Volume Including PPT-Evap (ac-ft): 147.97 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 147.97 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** 2-Year Discharge Rate : 0.615 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.23 cfs Off-line Design Discharge Rate (91% Exceedance): 0.13 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 710.55 Inflow Volume Including PPT-Evap (ac-ft): 710.55 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 710.55 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Link: New Copy Lnk1 Scenario Postdeveloped Compliance Link: New Copy Lnk1 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 3.450E-02 2-Year 0.615 5-Year 5.473E-02 5-Year 0.787 10-Year 7.073E-02 10-Year 0.918 25-Year 9.194E-02 25-Year 1.181 50-Year 0.101 50-Year 1.475 100-Year 0.116 100-Year 1.779 200-Year 0.160 200-Year 1.876 500-Year 0.219 500-Year 2.002 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.59 Program License Number: 201010003 Project Simulation Performed on: 02/07/2024 11:56 AM Report Generation Date: 02/07/2024 11:57 AM ————————————————————————————————— Input File Name: FIL-1 Water Quality Flow Model.fld Project Name: Sound Transit BRT GEC Analysis Title: FIL-1 Water Quality Flow Model Comments: Water quality flows sizing for Filterra 1 ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Full Period of Record Available used for Routing Climatic Region Number: 15 Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : Ecology Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.304 0.304 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 0.304 0.304 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- C, Forest, Flat 0.304 ---------------------------------------------- Subbasin Total 0.304 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- C, Lawn, Flat 0.063 ROADS/FLAT 0.111 SIDEWALKS/FLAT 0.130 ---------------------------------------------- Subbasin Total 0.304 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 1 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 52.437 Link: New Copy Lnk1 0.000 _____________________________________ Total: 52.437 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 7.704 Link: New Copy Lnk1 0.000 _____________________________________ Total: 7.704 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.332 ac-ft/year, Post Developed: 0.049 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** 2-Year Discharge Rate : 0.006 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.01 cfs Off-line Design Discharge Rate (91% Exceedance): 0.00 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 27.68 Inflow Volume Including PPT-Evap (ac-ft): 27.68 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 27.68 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** 2-Year Discharge Rate : 0.100 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.04 cfs Off-line Design Discharge Rate (91% Exceedance): 0.02 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 120.49 Inflow Volume Including PPT-Evap (ac-ft): 120.49 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 120.49 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Link: New Copy Lnk1 Scenario Postdeveloped Compliance Link: New Copy Lnk1 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 6.454E-03 2-Year 9.951E-02 5-Year 1.024E-02 5-Year 0.126 10-Year 1.323E-02 10-Year 0.146 25-Year 1.720E-02 25-Year 0.197 50-Year 1.897E-02 50-Year 0.238 100-Year 2.165E-02 100-Year 0.299 200-Year 2.986E-02 200-Year 0.312 500-Year 4.089E-02 500-Year 0.327 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.59 Program License Number: 201010003 Project Simulation Performed on: 02/07/2024 12:03 PM Report Generation Date: 02/07/2024 12:04 PM ————————————————————————————————— Input File Name: FIL-2 Water Quality Flow Model.fld Project Name: Sound Transit BRT GEC Analysis Title: FIL-2 Water Quality Flow Model Comments: Water quality flows sizing for Filterra 2 ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Full Period of Record Available used for Routing Climatic Region Number: 15 Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : Ecology Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.388 0.388 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 0.388 0.388 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- C, Forest, Flat 0.388 ---------------------------------------------- Subbasin Total 0.388 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- C, Lawn, Flat 0.022 ROADS/FLAT 0.366 ---------------------------------------------- Subbasin Total 0.388 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 1 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 66.926 Link: New Copy Lnk1 0.000 _____________________________________ Total: 66.926 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 2.690 Link: New Copy Lnk1 0.000 _____________________________________ Total: 2.690 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.424 ac-ft/year, Post Developed: 0.017 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** 2-Year Discharge Rate : 0.008 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.01 cfs Off-line Design Discharge Rate (91% Exceedance): 0.00 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 35.33 Inflow Volume Including PPT-Evap (ac-ft): 35.33 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 35.33 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** 2-Year Discharge Rate : 0.145 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.05 cfs Off-line Design Discharge Rate (91% Exceedance): 0.03 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 168.18 Inflow Volume Including PPT-Evap (ac-ft): 168.18 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 168.18 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Link: New Copy Lnk1 Scenario Postdeveloped Compliance Link: New Copy Lnk1 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 8.238E-03 2-Year 0.145 5-Year 1.307E-02 5-Year 0.185 10-Year 1.689E-02 10-Year 0.217 25-Year 2.195E-02 25-Year 0.280 50-Year 2.422E-02 50-Year 0.348 100-Year 2.763E-02 100-Year 0.421 200-Year 3.811E-02 200-Year 0.443 500-Year 5.219E-02 500-Year 0.473 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals Stride program: I-405 corridor AE 0054-17 | 60% Storm Drainage Report February 2024 ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.59 Program License Number: 201010003 Project Simulation Performed on: 02/04/2024 10:11 AM Report Generation Date: 02/04/2024 10:14 AM ————————————————————————————————— Input File Name: West End of Eastern Swale.fld Project Name: Sound Transit BRT GEC - BT105 Analysis Title: Water Quality Flow Model - West end of Eastern Swale Comments: ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Full Period of Record Available used for Routing Climatic Region Number: 15 Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : Ecology Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.238 0.238 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 0.238 0.238 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- C, Forest, Flat 0.238 ---------------------------------------------- Subbasin Total 0.238 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- C, Lawn, Steep 0.238 ---------------------------------------------- Subbasin Total 0.238 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 1 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 41.053 Link: New Copy Lnk1 0.000 _____________________________________ Total: 41.053 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 28.120 Link: New Copy Lnk1 0.000 _____________________________________ Total: 28.120 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.260 ac-ft/year, Post Developed: 0.178 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** 2-Year Discharge Rate : 0.005 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.00 cfs Off-line Design Discharge Rate (91% Exceedance): 0.00 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 21.67 Inflow Volume Including PPT-Evap (ac-ft): 21.67 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 21.67 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** Basic Wet Pond Volume (91% Exceedance): 564. cu-ft Computed Large Wet Pond Volume, 1.5*Basic Volume: 847. cu-ft 2-Year Discharge Rate : 0.030 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.01 cfs Off-line Design Discharge Rate (91% Exceedance): 0.00 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 50.88 Inflow Volume Including PPT-Evap (ac-ft): 50.88 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 50.88 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Link: New Copy Lnk1 Scenario Postdeveloped Compliance Link: New Copy Lnk1 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 5.053E-03 2-Year 3.038E-02 5-Year 8.016E-03 5-Year 4.760E-02 10-Year 1.036E-02 10-Year 6.733E-02 25-Year 1.347E-02 25-Year 9.442E-02 50-Year 1.485E-02 50-Year 0.145 100-Year 1.695E-02 100-Year 0.168 200-Year 2.338E-02 200-Year 0.194 500-Year 3.201E-02 500-Year 0.227 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals RT.05 - Wet Biofiltration Swale Project:RTA/OA 0206-19 Designed By:John Yuen Description:West End of Eastern Swale Checked By: WET BIOSWALE SPREADSHEET VERSION 2.1 Design Steps D-1 Determine runoff treatment design flow rate Qwq Qwq 0.008 Runoff treatment design flow rate from MGS Flood OR SBUH; MGSFlood reports an online and offline flow rate, please enter the applicable design flow rate D-2 Determine the wet biofiltration design flow rate (Qbiofil) Is the wet bioswale in eastern WA?No 2.00 P72%, 2-yr 1.44 72% of the 2-year 24 hr precip depth (in) Wet biofiltration swales are offline ------->offline Qbiofil 0.029 runoff treatment design flow rate D-3 Determine the longitudinal slope of the proposed wet biofiltration swale (ft/ft) s 0.005 ft/ft D-4 Select a soil and vegetation cover suitable for the wet biofiltration swale soil/veg <--Use pull down box Manning's n=0.22 D-5 Select the design depth of flow y (see HRM Table 5-4) y 0.33 (ft) design depth of flow; wet biofiltration swales depth of flow = 4" (0.33 ft) for WQ event D-6 Select a trapezoidal swale cross-sectional shape. D-7 <--manning's changed HRM Chapter 5 Equation E-11 Use Excel Solver D-7a Qbiofil 0.029 cfs - runoff treatment design flow rate A 2.056 ft2 - wetted area R 0.269 ft - hydraulic radius s 0.005 ft/ft longitudinal slope of swale n 0.22 Manning's coefficient b 4.91 ft; wet bioswale bottom width zforeslope 4.00 horizontal number of bioswale slope i.e. 1V:3H, z=3 in this instance zbackslope 4.00 horizontal number of bioswale slope i.e. 1V:3H, z=3 in this instance y 0.330 ft - design depth flow = maximum depth of flow Qbiofil 0.411 D-7b If the swale calculations above give a swale width less than 2 feet wide, re-run calculations with 2 foot wide swale, solve for depth y Or if redesigning swale with different dimensions, use below calculator and use Excel Goal Seek to determine new depth of flow. Qbiofil 0.029 cfs - runoff treatment design flow rate A 0.368 ft2 - wetted area R 0.067 ft - hydraulic radius s 0.005 ft/ft longitudinal slope of swale n 0.22 Manning's coefficient b 4.91 ft - enter new wet bioswale bottom width if applicable (2 foot is minimum) zforeslope 4.00 horizontal number of bioswale slope i.e. 1V:3H, z=3 in this instance zbackslope 4.00 horizontal number of bioswale slope i.e. 1V:3H, z=3 in this instance y 0.071 ft - design depth flow Qbiofil 0.029 2-year 24 hr precip depth (in) Grass-legume mix on lightly compacted topsoil From HRM Table 5-3 Use Manning's Eq and first approximations relating hydraulic radius and dimensions to get width for trapezoidal cross section cfs - use goal seek under "What-If Analysis" in the "DATA" menu to set this cell equal to Qbiofil above changing the "b" value cfs - use goal seek under "What-If Analysis" in the "DATA" menu to set this cell equal to Qbiofil above changing the "y" value n sARQbiofil 2 1 3 2 49.1 5.0 67. 49.1 s nQARbiofil Wet Biofiltration Swale - West End of East Swale 2/7/2024 1:26 PM Version 2.1 D-8 Enter Final Bioswale Dimensions from the calculations in Step D-7a or D-7b Enter Final Swale Area 0.368 ft2 - Wetted Area Enter Final Swale R 0.067 ft - hydraulic radius Enter Final Swale slope s 0.005 ft/ft longitudinal slope of swale Enter Final Swale n 0.22 Manning's coefficient Enter Final Swale bottom width b 4.91 ft - swale bottom width Enter Final Swale zforeslope 4.00 horizontal number of bioswale slope i.e. 1V:3H, z=3 in this instance Enter Final Swale zbackslope 4.00 horizontal number of bioswale slope i.e. 1V:3H, z=3 in this instance Enter Final Swale flow depth y 0.071 ft - design depth flow D-9 Computer the flow velocity at Qbiofil HRM Chapter 5 Equation E-12 Vbiofil 0.08 ft/sec - flow velocity; 1 ft/sec maximum Flow veloicty is OK since it is less than 1 ft/sec D-10 Compute Swale Length L (ft) t 540 seconds - 9 minutes (540 seconds) for CABS, Basic, and Wet bioswale L 42.17 ft - required length of bioswale; If swale is less than 100 feet, make swale have narrower bottom width (2 foot minimum) and repeat Steps D-7 - D-10 and recalculate to get length over 100 feet or keep swale bottom width make swale length 100 feet minimum D-11 Extended Wet Season Adjustment for Western Washington designs only Is the wet bioswale downstream of a detention pond? D-12 Revise Wet Bioswale Dimensions to meet minimums and for construction Is the wet bioswale length at least 100 feet? If not, increase swale length to 100 feet. Is the wet bioswale bottom width a constructible width? Do no recalculate the wet bioswale depth of flow or velocity if the wet bioswale has the extended wet season adjustment. Enter Final Adjusted Wet Bioswale Dimensions Enter Final Swale bottom width b 4.91 ft - swale bottom width Enter Final Swale length 196.58 ft - swale bottom length 196.58 ft 4.9 ft 0.005 ft/ft 4.0 4.0 0.07 ft 0.07 ft Wet Bioswale Bottom Width Swale Longitudinal Slope zforeslope zbackslope WQ Depth Swale Depth = WQ Depth for offline swales No Final Wet Bioswale Dimensions Wet Bioswale Length A QV biofil biofil  tVLbiofil Wet Biofiltration Swale - West End of East Swale 2/7/2024 1:26 PM Version 2.1 ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.59 Program License Number: 201010003 Project Simulation Performed on: 01/31/2024 11:53 AM Report Generation Date: 01/31/2024 11:53 AM ————————————————————————————————— Input File Name: Central Swale.fld Project Name: Sound Transit BRT GEC - BT105 Analysis Title: Water Quality Flow Model - Central Swale Comments: ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Full Period of Record Available used for Routing Climatic Region Number: 15 Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : Ecology Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 1.092 1.092 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 1.092 1.092 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- C, Forest, Flat 1.092 ---------------------------------------------- Subbasin Total 1.092 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- C, Lawn, Mod 0.914 ROADS/MOD 0.151 SIDEWALKS/FLAT 0.027 ---------------------------------------------- Subbasin Total 1.092 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 1 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 188.359 Link: New Copy Lnk1 0.000 _____________________________________ Total: 188.359 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 111.699 Link: New Copy Lnk1 0.000 _____________________________________ Total: 111.699 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 1.192 ac-ft/year, Post Developed: 0.707 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** 2-Year Discharge Rate : 0.023 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.02 cfs Off-line Design Discharge Rate (91% Exceedance): 0.01 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 99.43 Inflow Volume Including PPT-Evap (ac-ft): 99.43 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 99.43 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** Basic Wet Pond Volume (91% Exceedance): 2114. cu-ft Computed Large Wet Pond Volume, 1.5*Basic Volume: 3171. cu-ft 2-Year Discharge Rate : 0.165 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.03 cfs Off-line Design Discharge Rate (91% Exceedance): 0.02 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 264.06 Inflow Volume Including PPT-Evap (ac-ft): 264.06 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 264.06 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Link: New Copy Lnk1 Scenario Postdeveloped Compliance Link: New Copy Lnk1 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 2.318E-02 2-Year 0.165 5-Year 3.678E-02 5-Year 0.238 10-Year 4.753E-02 10-Year 0.322 25-Year 6.178E-02 25-Year 0.442 50-Year 6.816E-02 50-Year 0.594 100-Year 7.775E-02 100-Year 0.741 200-Year 0.107 200-Year 0.773 500-Year 0.147 500-Year 0.812 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals ------------------------------------------------------------------------------------------------- RT.05 - Wet Biofiltration Swale Project:RTA/OA 0206-19 Designed By:John Yuen Description:Central Swale Checked By: WET BIOSWALE SPREADSHEET VERSION 2.1 Design Steps D-1 Determine runoff treatment design flow rate Qwq Qwq 0.020 Runoff treatment design flow rate from MGS Flood OR SBUH; MGSFlood reports an online and offline flow rate, please enter the applicable design flow rate D-2 Determine the wet biofiltration design flow rate (Qbiofil) Is the wet bioswale in eastern WA?No 2.00 P72%, 2-yr 1.44 72% of the 2-year 24 hr precip depth (in) Wet biofiltration swales are offline ------->offline Qbiofil 0.071 runoff treatment design flow rate D-3 Determine the longitudinal slope of the proposed wet biofiltration swale (ft/ft) s 0.005 ft/ft D-4 Select a soil and vegetation cover suitable for the wet biofiltration swale soil/veg <--Use pull down box Manning's n=0.22 D-5 Select the design depth of flow y (see HRM Table 5-4) y 0.33 (ft) design depth of flow; wet biofiltration swales depth of flow = 4" (0.33 ft) for WQ event D-6 Select a trapezoidal swale cross-sectional shape. D-7 <--manning's changed HRM Chapter 5 Equation E-11 Use Excel Solver D-7a Qbiofil 0.071 cfs - runoff treatment design flow rate A 1.096 ft2 - wetted area R 0.232 ft - hydraulic radius s 0.005 ft/ft longitudinal slope of swale n 0.22 Manning's coefficient b 2.00 ft; wet bioswale bottom width zforeslope 4.00 horizontal number of bioswale slope i.e. 1V:3H, z=3 in this instance zbackslope 4.00 horizontal number of bioswale slope i.e. 1V:3H, z=3 in this instance y 0.330 ft - design depth flow = maximum depth of flow Qbiofil 0.198 D-7b If the swale calculations above give a swale width less than 2 feet wide, re-run calculations with 2 foot wide swale, solve for depth y Or if redesigning swale with different dimensions, use below calculator and use Excel Goal Seek to determine new depth of flow. Qbiofil 0.071 cfs - runoff treatment design flow rate A 0.671 ft2 - wetted area R 0.108 ft - hydraulic radius s 0.005 ft/ft longitudinal slope of swale n 0.22 Manning's coefficient b 5.27 ft - enter new wet bioswale bottom width if applicable (2 foot is minimum) zforeslope 4.00 horizontal number of bioswale slope i.e. 1V:3H, z=3 in this instance zbackslope 4.00 horizontal number of bioswale slope i.e. 1V:3H, z=3 in this instance y 0.117 ft - design depth flow Qbiofil 0.073 2-year 24 hr precip depth (in) Grass-legume mix on lightly compacted topsoil From HRM Table 5-3 Use Manning's Eq and first approximations relating hydraulic radius and dimensions to get width for trapezoidal cross section cfs - use goal seek under "What-If Analysis" in the "DATA" menu to set this cell equal to Qbiofil above changing the "b" value cfs - use goal seek under "What-If Analysis" in the "DATA" menu to set this cell equal to Qbiofil above changing the "y" value n sARQbiofil 2 1 3 2 49.1 5.0 67. 49.1 s nQARbiofil Wet Biofiltration Swale - Central Swale 2/7/2024 1:30 PM Version 2.1 D-8 Enter Final Bioswale Dimensions from the calculations in Step D-7a or D-7b Enter Final Swale Area 0.671 ft2 - Wetted Area Enter Final Swale R 0.108 ft - hydraulic radius Enter Final Swale slope s 0.005 ft/ft longitudinal slope of swale Enter Final Swale n 0.22 Manning's coefficient Enter Final Swale bottom width b 5.27 ft - swale bottom width Enter Final Swale zforeslope 4.00 horizontal number of bioswale slope i.e. 1V:3H, z=3 in this instance Enter Final Swale zbackslope 4.00 horizontal number of bioswale slope i.e. 1V:3H, z=3 in this instance Enter Final Swale flow depth y 0.117 ft - design depth flow D-9 Computer the flow velocity at Qbiofil HRM Chapter 5 Equation E-12 Vbiofil 0.11 ft/sec - flow velocity; 1 ft/sec maximum Flow veloicty is OK since it is less than 1 ft/sec D-10 Compute Swale Length L (ft) t 540 seconds - 9 minutes (540 seconds) for CABS, Basic, and Wet bioswale L 57.11 ft - required length of bioswale; If swale is less than 100 feet, make swale have narrower bottom width (2 foot minimum) and repeat Steps D-7 - D-10 and recalculate to get length over 100 feet or keep swale bottom width make swale length 100 feet minimum D-11 Extended Wet Season Adjustment for Western Washington designs only Is the wet bioswale downstream of a detention pond? D-12 Revise Wet Bioswale Dimensions to meet minimums and for construction Is the wet bioswale length at least 100 feet? If not, increase swale length to 100 feet. Is the wet bioswale bottom width a constructible width? Do no recalculate the wet bioswale depth of flow or velocity if the wet bioswale has the extended wet season adjustment. Enter Final Adjusted Wet Bioswale Dimensions Enter Final Swale bottom width b 5.27 ft - swale bottom width Enter Final Swale length 265.83 ft - swale bottom length 265.83 ft 5.3 ft 0.005 ft/ft 4.0 4.0 0.12 ft 0.12 ft No Final Wet Bioswale Dimensions Wet Bioswale Length Wet Bioswale Bottom Width Swale Longitudinal Slope zforeslope zbackslope WQ Depth Swale Depth = WQ Depth for offline swales A QV biofil biofil  tVLbiofil Wet Biofiltration Swale - Central Swale 2/7/2024 1:30 PM Version 2.1 ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.59 Program License Number: 201010003 Project Simulation Performed on: 01/31/2024 11:50 AM Report Generation Date: 01/31/2024 11:51 AM ————————————————————————————————— Input File Name: Western Swale.fld Project Name: Sound Transit BRT GEC - BT105 Analysis Title: Water Quality Flow Model - Western Swale Comments: ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Full Period of Record Available used for Routing Climatic Region Number: 15 Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : Ecology Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 1.551 1.551 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 1.551 1.551 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- C, Forest, Flat 1.551 ---------------------------------------------- Subbasin Total 1.551 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- C, Lawn, Mod 1.347 ROADS/MOD 0.151 SIDEWALKS/FLAT 0.053 ---------------------------------------------- Subbasin Total 1.551 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Copy Lnk1 Link Type: Copy Downstream Link: None **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 1 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 267.532 Link: New Copy Lnk1 0.000 _____________________________________ Total: 267.532 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 164.616 Link: New Copy Lnk1 0.000 _____________________________________ Total: 164.616 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 1.693 ac-ft/year, Post Developed: 1.042 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** 2-Year Discharge Rate : 0.033 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.03 cfs Off-line Design Discharge Rate (91% Exceedance): 0.02 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 141.23 Inflow Volume Including PPT-Evap (ac-ft): 141.23 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 141.23 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: New Copy Lnk1 ********** Basic Wet Pond Volume (91% Exceedance): 2954. cu-ft Computed Large Wet Pond Volume, 1.5*Basic Volume: 4432. cu-ft 2-Year Discharge Rate : 0.216 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.04 cfs Off-line Design Discharge Rate (91% Exceedance): 0.03 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 362.77 Inflow Volume Including PPT-Evap (ac-ft): 362.77 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 362.77 Secondary Outflow To Downstream System (ac-ft): 0.00 Volume Lost to ET (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered+ET)/Total Volume: 0.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Link: New Copy Lnk1 Scenario Postdeveloped Compliance Link: New Copy Lnk1 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 3.293E-02 2-Year 0.216 5-Year 5.224E-02 5-Year 0.319 10-Year 6.751E-02 10-Year 0.431 25-Year 8.775E-02 25-Year 0.616 50-Year 9.681E-02 50-Year 0.808 100-Year 0.110 100-Year 0.986 200-Year 0.152 200-Year 1.043 500-Year 0.209 500-Year 1.116 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals -------------------------------------------------------------------------------------------- RT.05 - Wet Biofiltration Swale Project:RTA/OA 0206-19 Designed By:John Yuen Description:Western Swale Checked By: WET BIOSWALE SPREADSHEET VERSION 2.1 Design Steps D-1 Determine runoff treatment design flow rate Qwq Qwq 0.025 Runoff treatment design flow rate from MGS Flood OR SBUH; MGSFlood reports an online and offline flow rate, please enter the applicable design flow rate D-2 Determine the wet biofiltration design flow rate (Qbiofil) Is the wet bioswale in eastern WA?No 2.00 P72%, 2-yr 1.44 72% of the 2-year 24 hr precip depth (in) Wet biofiltration swales are offline ------->offline Qbiofil 0.089 runoff treatment design flow rate D-3 Determine the longitudinal slope of the proposed wet biofiltration swale (ft/ft) s 0.005 ft/ft D-4 Select a soil and vegetation cover suitable for the wet biofiltration swale soil/veg <--Use pull down box Manning's n=0.22 D-5 Select the design depth of flow y (see HRM Table 5-4) y 0.33 (ft) design depth of flow; wet biofiltration swales depth of flow = 4" (0.33 ft) for WQ event D-6 Select a trapezoidal swale cross-sectional shape. D-7 <--manning's changed HRM Chapter 5 Equation E-11 Use Excel Solver D-7a Qbiofil 0.089 cfs - runoff treatment design flow rate A 1.096 ft2 - wetted area R 0.232 ft - hydraulic radius s 0.005 ft/ft longitudinal slope of swale n 0.22 Manning's coefficient b 2.00 ft; wet bioswale bottom width zforeslope 4.00 horizontal number of bioswale slope i.e. 1V:3H, z=3 in this instance zbackslope 4.00 horizontal number of bioswale slope i.e. 1V:3H, z=3 in this instance y 0.330 ft - design depth flow = maximum depth of flow Qbiofil 0.198 D-7b If the swale calculations above give a swale width less than 2 feet wide, re-run calculations with 2 foot wide swale, solve for depth y Or if redesigning swale with different dimensions, use below calculator and use Excel Goal Seek to determine new depth of flow. Qbiofil 0.089 cfs - runoff treatment design flow rate A 0.889 ft2 - wetted area R 0.095 ft - hydraulic radius s 0.005 ft/ft longitudinal slope of swale n 0.22 Manning's coefficient b 8.49 ft - enter new wet bioswale bottom width if applicable (2 foot is minimum) zforeslope 4.00 horizontal number of bioswale slope i.e. 1V:3H, z=3 in this instance zbackslope 4.00 horizontal number of bioswale slope i.e. 1V:3H, z=3 in this instance y 0.100 ft - design depth flow Qbiofil 0.089 2-year 24 hr precip depth (in) Grass-legume mix on lightly compacted topsoil From HRM Table 5-3 Use Manning's Eq and first approximations relating hydraulic radius and dimensions to get width for trapezoidal cross section cfs - use goal seek under "What-If Analysis" in the "DATA" menu to set this cell equal to Qbiofil above changing the "b" value cfs - use goal seek under "What-If Analysis" in the "DATA" menu to set this cell equal to Qbiofil above changing the "y" value n sARQbiofil 2 1 3 2 49.1 5.0 67. 49.1 s nQARbiofil Wet Biofiltration Swale - West Swale 2/7/2024 1:34 PM Version 2.1 D-8 Enter Final Bioswale Dimensions from the calculations in Step D-7a or D-7b Enter Final Swale Area 0.889 ft2 - Wetted Area Enter Final Swale R 0.095 ft - hydraulic radius Enter Final Swale slope s 0.005 ft/ft longitudinal slope of swale Enter Final Swale n 0.22 Manning's coefficient Enter Final Swale bottom width b 8.49 ft - swale bottom width Enter Final Swale zforeslope 4.00 horizontal number of bioswale slope i.e. 1V:3H, z=3 in this instance Enter Final Swale zbackslope 4.00 horizontal number of bioswale slope i.e. 1V:3H, z=3 in this instance Enter Final Swale flow depth y 0.100 ft - design depth flow D-9 Computer the flow velocity at Qbiofil HRM Chapter 5 Equation E-12 Vbiofil 0.10 ft/sec - flow velocity; 1 ft/sec maximum Flow veloicty is OK since it is less than 1 ft/sec D-10 Compute Swale Length L (ft) t 540 seconds - 9 minutes (540 seconds) for CABS, Basic, and Wet bioswale L 53.88 ft - required length of bioswale; If swale is less than 100 feet, make swale have narrower bottom width (2 foot minimum) and repeat Steps D-7 - D-10 and recalculate to get length over 100 feet or keep swale bottom width make swale length 100 feet minimum D-11 Extended Wet Season Adjustment for Western Washington designs only Is the wet bioswale downstream of a detention pond? D-12 Revise Wet Bioswale Dimensions to meet minimums and for construction Is the wet bioswale length at least 100 feet? If not, increase swale length to 100 feet. Is the wet bioswale bottom width a constructible width? Do no recalculate the wet bioswale depth of flow or velocity if the wet bioswale has the extended wet season adjustment. Enter Final Adjusted Wet Bioswale Dimensions Enter Final Swale bottom width b 8.49 ft - swale bottom width Enter Final Swale length 106.03 ft - swale bottom length 106.03 ft 8.5 ft 0.005 ft/ft 4.0 4.0 0.10 ft 0.10 ft Wet Bioswale Bottom Width Swale Longitudinal Slope zforeslope zbackslope WQ Depth Swale Depth = WQ Depth for offline swales No Final Wet Bioswale Dimensions Wet Bioswale Length A QV biofil biofil  tVLbiofil Wet Biofiltration Swale - West Swale 2/7/2024 1:34 PM Version 2.1 Stride program: I-405 corridor AE 0054-17 | 60% Storm Drainage Report February 2024 STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 0.31 1.25 0.35 1.75 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 CB 203-71 CB TYPE 1 ROADWAY 7,615 7,615 0.175 0.25 0.90 0.90 0.16 6.3 6.3 0.80 2.73 0.43 0.43 12 0.014 0.0051 2.99 2.35 TRY TO INCREASE ADEQUATE PIPE CAPACITY 99.0 0.50 23.53 23.03 26.95 27.40 3.42 2.39 3.34 More than 2 ft of cover More than 2 ft of cover CB 203-65 CB TYPE 1 ROADWAY 139 139 0.003 0.25 0.90 0.90 0.00 6.3 6.9 0.80 2.73 0.01 0.44 12 0.014 0.0051 3.01 2.36 VELOCITY OK ADEQUATE PIPE CAPACITY 43.0 0.22 23.03 22.81 27.40 27.07 4.37 3.34 3.23 More than 2 ft of cover More than 2 ft of cover DI pipe CB 201-79 CB TYPE 1 ROADWAY 2,982 2,982 0.068 0.25 0.90 0.90 0.06 6.3 7.1 0.80 2.73 0.17 0.61 12 0.014 0.0051 3.00 2.35 VELOCITY OK ADEQUATE PIPE CAPACITY 65.0 0.33 22.81 22.48 27.07 26.23 4.26 3.23 2.72 More than 2 ft of cover More than 2 ft of cover DI pipe CB 201-10 CB TYPE 1 ROADWAY 1,271 1,271 0.029 0.25 0.90 0.90 0.03 6.3 7.5 0.80 2.73 0.07 0.03 0.71 12 0.014 0.0058 3.21 2.52 VELOCITY OK ADEQUATE PIPE CAPACITY 100.0 0.58 22.48 21.90 26.23 24.91 3.75 2.72 1.99 More than 2 ft of cover Low Cover - Use DI Pipe DI pipe CB 201-09 CB TYPE 1 ROADWAY 1,993 1,993 0.046 0.25 0.90 0.90 0.04 6.3 8.0 0.80 2.73 0.11 0.24 1.07 12 0.014 0.0113 4.48 3.52 VELOCITY OK ADEQUATE PIPE CAPACITY 45.0 0.51 21.90 21.39 24.91 24.85 3.01 1.99 2.43 Low Cover - Use DI Pipe More than 2 ft of cover DI pipe CB 201-48 CB TYPE 2 (48" DIA)ROADWAY 0 0 0.000 0.25 0.90 0.90 0.00 6.3 8.1 0.80 2.73 0.00 2.27 3.34 18 0.014 0.0133 6.37 11.25 VELOCITY OK ADEQUATE PIPE CAPACITY 15.0 0.20 21.39 21.19 24.85 24.50 3.46 1.93 1.78 Low Cover - Use DI Pipe Low Cover - Use DI Pipe DI pipe MWS-68 MWS ROADWAY 0 0 0.000 0.25 0.90 0.90 0.00 6.3 8.2 0.80 2.73 0.00 3.34 18 0.014 0.0143 6.60 11.65 VELOCITY OK ADEQUATE PIPE CAPACITY 7.0 0.10 20.77 20.67 24.50 24.48 3.73 2.12 2.21 More than 2 ft of cover More than 2 ft of cover CB 201-31 CB TYPE 2 (48" DIA)ROADWAY 0 0 0.000 0.25 0.90 0.90 0.00 6.3 8.2 0.80 2.73 0.00 4.18 7.52 18 0.014 0.0071 4.66 8.23 VELOCITY OK ADEQUATE PIPE CAPACITY 28.0 0.20 20.67 20.47 24.48 24.03 3.81 2.16 1.92 More than 2 ft of cover Low Cover - Use DI Pipe DI pipe CB 201-18 CB TYPE 2 (48" DIA)ROADWAY 0 0 0.000 0.25 0.90 0.90 0.00 6.3 8.3 0.80 2.73 0.00 7.52 18 0.014 0.0070 4.62 8.15 VELOCITY OK ADEQUATE PIPE CAPACITY 10.0 0.07 20.47 20.40 24.03 23.39 3.56 1.92 1.34 Low Cover - Use DI Pipe Low Cover - Use DI Pipe DI pipe EX 201-05 CB TYPE 1L 12" Lined CPE 18" Ductile Iron Discharge Drainage Design Drain Profile 18" Lined CPE (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) = 12" Ductile Iron BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 1.75 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 CB 203-57 CB TYPE 1 ROADWAY 609 609 0.014 0.25 0.90 0.90 0.01 6.3 6.3 0.80 2.73 0.03 0.03 12 0.014 0.0051 3.00 2.36 VELOCITY OK ADEQUATE PIPE CAPACITY 55.0 0.28 23.10 22.82 28.00 26.58 4.90 3.75 2.61 More than 2 ft of cover More than 2 ft of cover CB 203-11 CB TYPE 1 ROADWAY 6,715 6,715 0.154 0.25 0.90 0.90 0.14 6.3 6.6 0.80 2.73 0.38 0.41 12 0.014 0.0365 8.05 6.32 VELOCITY OK ADEQUATE PIPE CAPACITY 23.0 0.84 23.32 22.48 26.58 26.23 3.26 2.11 2.60 More than 2 ft of cover More than 2 ft of cover CB 201-10 CB TYPE 1 18" Lined CPE Discharge Drainage Design Drain Profile (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) = BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 1.75 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 CB 203-73 CB TYPE 1 ROADWAY 4,336 4,336 0.100 0.25 0.90 0.90 0.09 6.3 6.3 0.80 2.73 0.24 0.24 12 0.014 0.0052 3.03 2.38 VELOCITY OK ADEQUATE PIPE CAPACITY 27.0 0.14 22.04 21.90 25.24 24.91 3.20 2.06 1.86 More than 2 ft of cover Low Cover - Use DI Pipe DI pipe CB 201-09 CB TYPE 1 18" Lined CPE Discharge Drainage Design Drain Profile (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) = BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 1.25 0.31 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 CB 205-49 CB TYPE 1 ROADWAY 305 305 0.007 0.25 0.90 0.90 0.01 6.3 6.3 0.80 2.73 0.02 0.02 12 0.014 0.0053 3.06 2.40 VELOCITY OK ADEQUATE PIPE CAPACITY 19.0 0.10 24.67 24.57 27.69 27.97 3.02 1.91 2.30 Low Cover - Use DI Pipe More than 2 ft of cover DI pipe CB 205-50 CB TYPE 1 ROADWAY 87 87 0.002 0.25 0.90 0.90 0.00 6.3 6.4 0.80 2.73 0.00 0.02 12 0.014 0.0109 4.40 3.45 VELOCITY OK ADEQUATE PIPE CAPACITY 54.0 0.59 24.57 23.98 27.97 27.00 3.40 2.30 1.91 More than 2 ft of cover Low Cover - Use DI Pipe DI pipe CB 205-78 CB TYPE 1 ROADWAY 5,556 5,556 0.128 0.25 0.90 0.90 0.11 6.3 6.6 0.80 2.73 0.31 0.34 12 0.014 0.0187 5.76 4.52 VELOCITY OK ADEQUATE PIPE CAPACITY 63.0 1.18 23.98 22.80 27.00 25.82 3.02 1.91 1.91 Low Cover - Use DI Pipe Low Cover - Use DI Pipe DI pipe CB 203-63 CB TYPE 1 ROADWAY 8,995 8,995 0.206 0.25 0.90 0.90 0.19 6.3 6.8 0.80 2.73 0.51 0.84 12 0.014 0.0063 3.34 2.62 VELOCITY OK ADEQUATE PIPE CAPACITY 46.0 0.29 22.80 22.51 25.82 25.53 3.02 1.91 1.91 Low Cover - Use DI Pipe Low Cover - Use DI Pipe DI pipe CB 203-62 CB TYPE 1 ROADWAY 23 23 0.001 0.25 0.90 0.90 0.00 6.3 7.0 0.80 2.73 0.00 0.44 1.28 12 0.014 0.0095 4.10 3.21 VELOCITY OK ADEQUATE PIPE CAPACITY 37.0 0.35 22.51 22.16 25.53 25.17 3.02 1.91 1.90 Low Cover - Use DI Pipe Low Cover - Use DI Pipe DI pipe CB 203-14 CB TYPE 1 ROADWAY 4,146 4,146 0.095 0.25 0.90 0.90 0.09 6.3 7.2 0.80 2.73 0.23 1.52 12 0.014 0.0067 3.44 2.70 VELOCITY OK ADEQUATE PIPE CAPACITY 78.0 0.52 22.16 21.64 25.17 24.64 3.01 1.90 1.90 Low Cover - Use DI Pipe Low Cover - Use DI Pipe DI pipe CB 203-13 CB TYPE 1 ROADWAY 13,296 13,296 0.305 0.25 0.90 0.90 0.27 6.3 7.5 0.80 2.73 0.75 2.27 12 0.014 0.0050 2.98 2.34 TRY TO INCREASE ADEQUATE PIPE CAPACITY 50.0 0.25 21.64 21.39 24.64 24.85 3.00 1.90 2.36 Low Cover - Use DI Pipe More than 2 ft of cover DI pipe CB 201-48 CB TYPE 2 (48" DIA) 12" Lined CPE Discharge Drainage Design Drain Profile (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) = 12" Ductile Iron BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 0.27 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 CB 203-64 CB TYPE 1 ROADWAY 7,721 7,721 0.177 0.25 0.90 0.90 0.16 6.3 6.3 0.80 2.73 0.44 0.44 8 0.014 0.0052 2.31 0.80 TRY TO INCREASE ADEQUATE PIPE CAPACITY 33.0 0.17 22.68 22.51 25.18 25.53 2.50 1.81 2.33 Low Cover - Use DI Pipe More than 2 ft of cover DI pipe CB 203-62 CB TYPE 1 8" Ductile Iron Discharge Drainage Design Drain Profile (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) = BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 0.27 0.31 1.25 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 CB 201-08 CB TYPE 1 ROADWAY 1,924 1,924 0.044 0.25 0.90 0.90 0.04 6.3 6.3 0.80 2.73 0.11 0.11 8 0.014 0.0051 2.30 0.80 TRY TO INCREASE ADEQUATE PIPE CAPACITY 35.0 0.18 23.18 23.00 25.53 26.00 2.35 1.66 2.31 Low Cover - Use DI Pipe More than 2 ft of cover DI pipe CB 201-54 CB TYPE 1 ROADWAY 7,700 7,700 0.177 0.25 0.90 0.90 0.16 6.3 6.6 0.80 2.73 0.43 0.70 1.24 12 0.014 0.0051 2.99 2.35 TRY TO INCREASE ADEQUATE PIPE CAPACITY 95.0 0.48 23.00 22.52 26.00 26.02 3.00 1.97 2.47 Low Cover - Use DI Pipe More than 2 ft of cover DI pipe CB 201-04 CB TYPE 1 ROADWAY 5,330 5,330 0.122 0.25 0.90 0.90 0.11 6.3 7.1 0.80 2.73 0.30 0.25 1.79 12 0.014 0.0051 3.02 2.37 VELOCITY OK ADEQUATE PIPE CAPACITY 37.0 0.19 22.52 22.33 26.02 25.54 3.50 2.40 2.11 More than 2 ft of cover More than 2 ft of cover DI pipe CB 201-53 CB TYPE 1 ROADWAY 2,625 2,625 0.060 0.25 0.90 0.90 0.05 6.3 7.3 0.80 2.73 0.15 1.94 12 0.014 0.0052 3.03 2.38 VELOCITY OK ADEQUATE PIPE CAPACITY 145.0 0.75 22.33 21.58 25.54 23.67 3.21 2.19 1.06 More than 2 ft of cover Low Cover - Use DI Pipe DI pipe CB 201-16 CB TYPE 2 (48" DIA)ROADWAY 9,093 9,093 0.209 0.25 0.90 0.90 0.19 6.3 8.1 0.80 2.73 0.51 1.73 4.18 12 0.014 0.0057 3.18 2.50 VELOCITY OK NEED MORE CAPACITY 7.0 0.04 21.58 21.54 23.67 24.30 2.09 1.06 1.74 Low Cover - Use DI Pipe Low Cover - Use DI Pipe DI pipe MWS-67 MODULAR WETLAND UNIT ROADWAY 0 0 0.000 0.25 0.90 0.90 0.00 6.3 8.1 0.80 2.73 0.00 4.18 18 0.014 0.0053 4.03 7.12 VELOCITY OK ADEQUATE PIPE CAPACITY 15.0 0.08 20.75 20.67 24.30 24.46 3.55 2.03 2.27 More than 2 ft of cover More than 2 ft of cover CB 201-31 CB TYPE 2 (48" DIA) BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: 8" Ductile Iron Discharge Drainage Design Drain Profile (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) = 12" Ductile Iron 12" Lined CPE STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 0.27 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 CB 201-27 CB TYPE 1 ROADWAY 8,373 8,373 0.192 0.25 0.90 0.90 0.17 6.3 6.3 0.80 2.73 0.47 0.47 8 0.014 0.0053 2.33 0.81 TRY TO INCREASE ADEQUATE PIPE CAPACITY 36.0 0.19 22.10 21.91 23.81 24.00 1.71 1.02 1.40 Low Cover - Use DI Pipe Low Cover - Use DI Pipe DI pipe CB 201-15 CB TYPE 1 ROADWAY 3,413 3,413 0.078 0.25 0.90 0.90 0.07 6.3 6.6 0.80 2.73 0.19 0.67 12 0.014 0.0054 3.09 2.43 VELOCITY OK ADEQUATE PIPE CAPACITY 26.0 0.14 21.91 21.77 24.00 24.14 2.09 1.07 1.35 Low Cover - Use DI Pipe Low Cover - Use DI Pipe DI pipe CB 201-35 CB TYPE 1 ROADWAY 2,253 2,253 0.052 0.25 0.90 0.90 0.05 6.3 6.7 0.80 2.73 0.13 0.79 12 0.014 0.0058 3.20 2.51 VELOCITY OK ADEQUATE PIPE CAPACITY 33.0 0.19 21.77 21.58 24.14 23.80 2.37 1.35 1.20 Low Cover - Use DI Pipe Low Cover - Use DI Pipe DI pipe CB 201-16 CB TYPE 1 MWS-67 MODULAR WETLAND UNIT U.S. PIPE BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: 8" Ductile Iron Discharge Drainage Design Drain Profile (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) = STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 0.31 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 CB 201-60 CB TYPE 1 ROADWAY 16,590 16,590 0.381 0.25 0.90 0.90 0.34 6.3 6.3 0.80 2.73 0.94 0.94 8 0.012 0.0057 2.83 0.99 TRY TO INCREASE ADEQUATE PIPE CAPACITY 7.0 0.04 21.75 21.71 23.46 23.48 1.71 1.02 1.08 Low Cover - Use DI Pipe Low Cover - Use DI Pipe DI pipe CB 201-59 CB TYPE 2 (48" DIA)ROADWAY 0 0 0.000 0.25 0.90 0.90 0.00 6.3 6.3 0.80 2.73 0.00 0.94 12 0.014 0.0052 3.04 2.38 VELOCITY OK ADEQUATE PIPE CAPACITY 25.0 0.13 21.71 21.58 23.48 23.67 1.77 0.74 1.06 Not Enough Cover - Need to Low Cover - Use DI Pipe DI pipe CB 201-16 CB TYPE 2 (48" DIA) BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: 12" Ductile Iron Discharge Drainage Design Drain Profile (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) = STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 0.27 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 CB 201-06 CB TYPE 1 ROADWAY 12,326 12,326 0.283 0.25 0.90 0.90 0.25 6.3 6.3 0.80 2.73 0.70 0.70 8 0.014 0.0050 2.28 0.80 TRY TO INCREASE ADEQUATE PIPE CAPACITY 101.0 0.51 23.51 23.00 27.26 26.00 3.75 3.06 2.31 More than 2 ft of cover More than 2 ft of cover DI pipe CB 201-54 CB TYPE 1 BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: 8" Ductile Iron Discharge Drainage Design Drain Profile (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) = STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 1.25 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 CB 201-07 CB TYPE 1 ROADWAY 4,439 4,439 0.102 0.25 0.90 0.90 0.09 6.3 6.3 0.80 2.73 0.25 0.25 12 0.014 0.0050 2.98 2.34 TRY TO INCREASE ADEQUATE PIPE CAPACITY 54.0 0.27 22.79 22.52 26.71 26.01 3.92 2.82 2.39 More than 2 ft of cover More than 2 ft of cover CB 201-04 CB TYPE 1 BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: 12" Lined CPE Discharge Drainage Design Drain Profile (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) = STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 0.31 1.25 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 CB 102-17 CB TYPE 1 ROADWAY 3,458 3,458 0.079 0.25 0.90 0.90 0.07 6.3 6.3 0.80 2.73 0.20 0.20 12 0.014 0.0050 2.98 2.34 TRY TO INCREASE ADEQUATE PIPE CAPACITY 6.0 0.03 21.45 21.42 24.97 25.55 3.52 2.49 3.10 More than 2 ft of cover More than 2 ft of cover MWS-66 MODULAR WETLAND ROADWAY 0 0 0.000 0.25 0.90 0.90 0.00 6.3 6.3 0.80 2.73 0.00 0.20 12 0.014 0.0050 2.98 2.34 TRY TO INCREASE ADEQUATE PIPE CAPACITY 44.0 0.22 21.42 21.20 25.55 24.04 4.13 3.03 1.74 More than 2 ft of cover Low Cover - Use DI Pipe EX 201-01 CB TYPE 1L Discharge Drainage Design Drain Profile Pipe Thickness (inches) = 12" Lined CPE (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) =12" DI BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 0.625 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 FIL-1 FILTERRA ROADWAY 13,251 13,251 0.304 0.25 0.90 0.90 0.27 6.3 6.3 0.80 2.73 0.75 0.75 12 0.014 0.0567 10.02 7.87 VELOCITY OK ADEQUATE PIPE CAPACITY 9.0 0.51 20.47 19.96 23.96 23.55 3.49 2.44 2.54 More than 2 ft of cover More than 2 ft of cover CB 201-58 CB TYPE 1 BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: 6" PVC Discharge Drainage Design Drain Profile (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) = STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 1.25 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 CB 203-82 CB TYPE 1 ROADWAY 645 645 0.015 0.25 0.90 0.90 0.01 6.3 6.3 0.80 2.73 0.04 0.04 24 0.014 0.0051 4.79 15.05 VELOCITY OK ADEQUATE PIPE CAPACITY 35.0 0.18 25.17 24.99 27.52 28.00 2.35 0.25 0.91 Not Enough Cover - Need to Not Enough Cover - Need to DI PIPE CB 203-83 SDMH - 48" ROADWAY 10,490 10,490 0.241 0.25 0.90 0.90 0.22 6.3 6.4 0.80 2.73 0.59 0.63 24 0.014 0.0051 4.77 14.98 VELOCITY OK ADEQUATE PIPE CAPACITY 53.0 0.27 24.99 24.72 28.00 27.37 3.01 0.91 0.55 Not Enough Cover - Need to Not Enough Cover - Need to DI PIPE CB 204-27 CB TYPE 1 ROADWAY 10,943 10,943 0.251 0.25 0.90 0.90 0.23 6.3 6.6 0.80 2.73 0.62 1.25 12 0.014 0.0051 3.02 2.37 VELOCITY OK ADEQUATE PIPE CAPACITY 35.0 0.18 24.72 24.54 27.37 27.61 2.65 1.55 1.97 Low Cover - Use DI Pipe Low Cover - Use DI Pipe DI PIPE CB 202-61 CB TYPE 1 ROADWAY 0 0 0.000 0.25 0.90 0.90 0.00 6.3 6.4 0.80 2.73 0.00 1.25 12 0.014 0.0046 2.86 2.25 TRY TO INCREASE ADEQUATE PIPE CAPACITY 13.0 0.06 24.54 24.48 27.61 27.60 3.07 1.97 2.02 Low Cover - Use DI Pipe More than 2 ft of cover DI PIPE CB 202-26 CB TYPE 1 ROADWAY 14,369 14,369 0.330 0.25 0.90 0.90 0.30 6.3 6.5 0.80 2.73 0.81 2.06 12 0.014 0.0050 2.97 2.33 TRY TO INCREASE ADEQUATE PIPE CAPACITY 161.0 0.80 24.48 23.68 27.60 29.54 3.12 2.02 4.76 More than 2 ft of cover More than 2 ft of cover CB 202-25 CB TYPE 2 (48" DIA)ROADWAY 0 0 0.000 0.25 0.90 0.90 0.00 6.3 7.4 0.80 2.73 0.00 2.06 12 0.014 0.0050 2.98 2.34 TRY TO INCREASE ADEQUATE PIPE CAPACITY 156.0 0.78 23.68 22.90 29.54 28.01 5.86 4.76 4.00 More than 2 ft of cover More than 2 ft of cover CB 202-24 CB TYPE 2 (48" DIA)ROADWAY 6,824 6,824 0.157 0.25 0.90 0.90 0.14 6.3 8.3 0.80 2.73 0.39 1.41 3.85 12 0.014 0.0114 4.49 3.52 VELOCITY OK NEED MORE CAPACITY 59.0 0.67 22.01 21.34 28.01 27.56 6.00 4.89 5.12 More than 2 ft of cover More than 2 ft of cover CB 204-23 CB TYPE 2 (48" DIA)ROADWAY 0 0 0.000 0.25 0.90 0.90 0.00 6.3 8.5 0.80 2.73 0.00 0.14 4.00 12 0.014 0.0130 4.80 3.77 VELOCITY OK NEED MORE CAPACITY 10.0 0.13 21.34 21.21 27.56 27.08 6.22 5.12 4.76 More than 2 ft of cover More than 2 ft of cover MWS - 70 MWS ROADWAY 0 0 0.000 0.25 0.90 0.90 0.00 6.3 8.5 0.80 2.73 0.00 4.00 12 0.014 0.0125 4.71 3.69 VELOCITY OK NEED MORE CAPACITY 12.0 0.15 20.14 19.99 27.08 27.07 6.94 5.83 5.98 More than 2 ft of cover More than 2 ft of cover CB 204-22 CB TYPE 2 (48" DIA)ROADWAY 0 0 0.000 0.25 0.90 0.90 0.00 6.3 8.6 0.80 2.73 0.00 4.00 12 0.014 0.0053 3.07 2.41 VELOCITY OK NEED MORE CAPACITY 15.0 0.08 19.99 19.91 27.07 27.20 7.08 5.98 6.19 More than 2 ft of cover More than 2 ft of cover EX 204-02 CB TYPE 2 (60" DIA) 12" Lined CPE Discharge Drainage Design Drain Profile (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) = 24" Lined CPE BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 0.31 1.25 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 CB 106-12 CB TYPE 1 ROADWAY 1,319 1,319 0.030 0.25 0.90 0.90 0.03 6.3 6.3 0.80 2.73 0.07 0.07 12 0.014 0.0050 2.98 2.34 TRY TO INCREASE ADEQUATE PIPE CAPACITY 36.0 0.18 22.95 22.77 25.31 25.45 2.36 1.33 1.65 Low Cover - Use DI Pipe Low Cover - Use DI Pipe DI pipe CB 106-55 CB TYPE 1 ROADWAY 154 154 0.004 0.25 0.90 0.90 0.00 6.3 6.5 0.80 2.73 0.01 0.08 12 0.014 0.0050 2.98 2.34 TRY TO INCREASE ADEQUATE PIPE CAPACITY 16.0 0.08 22.77 22.69 25.45 25.55 2.68 1.65 1.83 Low Cover - Use DI Pipe Low Cover - Use DI Pipe DI pipe CB 204-35 CB TYPE 1 ROADWAY 1,073 1,073 0.025 0.25 0.90 0.90 0.02 6.3 6.6 0.80 2.73 0.06 0.06 0.21 12 0.014 0.0050 2.98 2.34 TRY TO INCREASE ADEQUATE PIPE CAPACITY 88.0 0.44 22.69 22.25 25.55 26.75 2.86 1.83 3.47 Low Cover - Use DI Pipe More than 2 ft of cover DI pipe CB 204-34 CB TYPE 1 ROADWAY 1,787 1,787 0.041 0.25 0.90 0.90 0.04 6.3 7.1 0.80 2.73 0.10 0.36 0.67 12 0.014 0.0054 3.10 2.43 VELOCITY OK ADEQUATE PIPE CAPACITY 24.0 0.13 22.25 22.12 26.75 26.85 4.50 3.40 3.62 More than 2 ft of cover More than 2 ft of cover CB 204-33 CB TYPE 1 ROADWAY 2,690 2,690 0.062 0.25 0.90 0.90 0.06 6.3 7.2 0.80 2.73 0.15 0.82 12 0.014 0.0050 2.98 2.34 TRY TO INCREASE ADEQUATE PIPE CAPACITY 12.0 0.06 22.12 22.06 26.85 26.71 4.73 3.62 3.54 More than 2 ft of cover More than 2 ft of cover CB 204-32 CB TYPE 1 ROADWAY 18,818 18,818 0.432 0.25 0.90 0.90 0.39 6.3 7.3 0.80 2.73 1.06 1.24 3.12 12 0.014 0.0079 3.75 2.94 VELOCITY OK NEED MORE CAPACITY 24.0 0.19 22.06 21.87 26.71 27.43 4.65 3.54 4.46 More than 2 ft of cover More than 2 ft of cover Backwater passing, capacity OK MWS - 69 MWS ROADWAY 0 0 0.000 0.25 0.90 0.90 0.00 6.3 7.4 0.80 2.73 0.00 3.12 12 0.014 0.0078 3.71 2.91 VELOCITY OK NEED MORE CAPACITY 18.0 0.14 20.01 19.87 27.43 27.23 7.42 6.32 6.25 More than 2 ft of cover More than 2 ft of cover Backwater passing, capacity OK CB 204-21 CB TYPE 2 (48" DIA)ROADWAY 0 0 0.000 0.25 0.90 0.90 0.00 6.3 7.5 0.80 2.73 0.00 3.12 12 0.014 0.0056 3.14 2.46 VELOCITY OK NEED MORE CAPACITY 9.0 0.05 19.87 19.82 27.23 27.20 7.36 6.25 6.28 More than 2 ft of cover More than 2 ft of cover Backwater passing, capacity OK EX 204-02 CB TYPE 2 (60" DIA) 12" Ductile Iron Discharge Drainage Design Drain Profile (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) = 12" Lined CPE BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 0.31 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 CB 204-75 CB TYPE 1 ROADWAY 1,149 1,149 0.026 0.25 0.90 0.90 0.02 6.3 6.3 0.80 2.73 0.06 0.06 12 0.014 0.0055 3.11 2.44 VELOCITY OK ADEQUATE PIPE CAPACITY 22.0 0.12 22.81 22.69 25.55 25.55 2.74 1.71 1.83 Low Cover - Use DI Pipe Low Cover - Use DI Pipe DI pipe CB 204-35 CB TYPE 1 12" Ductile Iron Discharge Drainage Design Drain Profile (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) = BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 1.25 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 CB 204-39 CB TYPE 1 ROADWAY 21,882 21,882 0.502 0.25 0.90 0.90 0.45 6.3 6.3 0.80 2.73 1.24 1.24 12 0.014 0.0054 3.08 2.42 VELOCITY OK ADEQUATE PIPE CAPACITY 84.0 0.45 22.51 22.06 25.63 26.71 3.12 2.01 3.55 More than 2 ft of cover More than 2 ft of cover CB 204-32 CB TYPE 1 12" Lined CPE Discharge Drainage Design Drain Profile (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) = BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 1.25 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 CB 204-41 CB TYPE 1 ROADWAY 1,584 1,584 0.036 0.25 0.90 0.90 0.03 6.3 6.3 0.80 2.73 0.09 0.09 12 0.014 0.0052 3.03 2.38 VELOCITY OK ADEQUATE PIPE CAPACITY 58.0 0.30 25.96 25.66 28.98 29.02 3.02 1.92 2.26 Low Cover - Use DI Pipe More than 2 ft of cover CB 202-40 CB TYPE 1 ROADWAY 982 982 0.023 0.25 0.90 0.90 0.02 6.3 6.6 0.80 2.73 0.06 0.14 12 0.014 0.0637 10.63 8.34 VELOCITY OK ADEQUATE PIPE CAPACITY 62.0 3.95 25.66 21.71 29.02 27.56 3.36 2.26 4.75 More than 2 ft of cover More than 2 ft of cover CB 204-23 CB TYPE 2 (48" DIA) 12" Lined CPE Discharge Drainage Design Drain Profile (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) = BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 1.25 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 CB 106-54 CB TYPE 1 ROADWAY 3,517 3,517 0.081 0.25 0.90 0.90 0.07 6.3 6.3 0.80 2.73 0.20 0.20 12 0.014 0.0050 2.98 2.34 TRY TO INCREASE ADEQUATE PIPE CAPACITY 30.0 0.15 23.10 22.95 26.36 26.60 3.26 2.16 2.55 More than 2 ft of cover More than 2 ft of cover DI pipe CB 106-29 CB TYPE 1 ROADWAY 18,916 18,916 0.434 0.25 0.90 0.90 0.39 6.3 6.5 0.80 2.73 1.07 1.27 12 0.014 0.0051 3.01 2.36 VELOCITY OK ADEQUATE PIPE CAPACITY 98.0 0.50 22.95 22.45 26.60 26.79 3.65 2.55 3.24 More than 2 ft of cover More than 2 ft of cover CB 106-28 CB TYPE 1 ROADWAY 383 383 0.009 0.25 0.90 0.90 0.01 6.3 7.0 0.80 2.73 0.02 0.12 1.41 12 0.014 0.0050 2.98 2.34 TRY TO INCREASE ADEQUATE PIPE CAPACITY 88.0 0.44 22.45 22.01 26.79 28.01 4.34 3.24 4.89 More than 2 ft of cover More than 2 ft of cover CB 202-24 CB TYPE 2 (48" DIA) 12" Lined CPE Discharge Drainage Design Drain Profile (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) = BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 0.27 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 CB 105-47 CB TYPE 1 ROADWAY 1,214 1,214 0.028 0.25 0.90 0.90 0.03 6.3 6.3 0.80 2.73 0.07 0.07 8 0.014 0.0050 2.27 0.79 TRY TO INCREASE ADEQUATE PIPE CAPACITY 18.0 0.09 26.38 26.29 27.91 28.10 1.53 0.84 1.12 Not Enough Cover - Need to Low Cover - Use DI Pipe DI pipe CB 105-48 CB TYPE 1 ROADWAY 1,603 1,603 0.037 0.25 0.90 0.90 0.03 6.3 6.4 0.80 2.73 0.09 0.16 8 0.014 0.0066 2.61 0.91 TRY TO INCREASE ADEQUATE PIPE CAPACITY 16.7 0.11 26.29 26.18 28.10 26.18 1.81 1.12 -0.69 Low Cover - Use DI Pipe Not Enough Cover - Need to DI pipe SWALE SWALE PERVIOUS 12,927 12,927 0.297 0.25 0.90 0.25 0.07 6.3 6.5 0.80 2.73 0.20 0.36 12 0.014 0.0952 12.99 10.20 VELOCITY OK ADEQUATE PIPE CAPACITY 22.1 2.10 26.18 24.08 26.18 24.08 0.00 -1.02 -1.02 Not Enough Cover - Need to Not Enough Cover - Need to Conveyance design N/A SD PIPE PIPE ROADWAY 0 0 0.000 0.25 0.90 0.90 0.00 6.3 6.6 0.80 2.73 0.00 0.36 12 0.014 0.0555 9.92 7.78 VELOCITY OK ADEQUATE PIPE CAPACITY 22.0 1.22 24.08 22.86 24.08 26.75 0.00 -1.02 2.87 Not Enough Cover - Need to More than 2 ft of cover Daylighting pipe upstream end CB 204-34 CB TYPE 1 8" Ductile Iron Discharge Drainage Design Drain Profile (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) = BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 1.25 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 CB 106-56 CB TYPE 1 ROADWAY 2,127 2,127 0.049 0.25 0.90 0.90 0.04 6.3 6.3 0.80 2.73 0.12 0.12 12 0.014 0.0160 5.33 4.18 VELOCITY OK ADEQUATE PIPE CAPACITY 30.0 0.48 22.93 22.45 26.20 26.79 3.27 2.17 3.24 More than 2 ft of cover More than 2 ft of cover CB 106-28 CB TYPE 1 12" Lined CPE Discharge Drainage Design Drain Profile (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) = BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 1.25 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 CB 202-80 CB TYPE 2 - 48" ROADWAY 0 0 0.000 0.25 0.90 0.90 0.00 6.3 6.3 0.80 2.73 0.00 0.00 12 0.014 0.0052 3.05 2.39 VELOCITY OK ADEQUATE PIPE CAPACITY 42 0.22 22.55 22.33 27.68 27.13 5.13 4.03 3.70 More than 2 ft of cover More than 2 ft of cover CB 106-30 CB TYPE 2 - 48" ROADWAY 0 0 0.000 0.25 0.90 0.90 0.00 6.3 6.5 0.80 2.73 0.00 0.00 12 0.014 0.0053 3.06 2.40 VELOCITY OK ADEQUATE PIPE CAPACITY 38 0.20 22.33 22.13 27.13 26.16 4.80 3.70 2.93 More than 2 ft of cover More than 2 ft of cover CB 106-21 CB TYPE1 ROADWAY 564 564 0.013 0.25 0.90 0.90 0.01 6.3 6.7 0.80 2.73 0.03 0.03 12 0.014 0.0052 3.03 2.38 VELOCITY OK ADEQUATE PIPE CAPACITY 60 0.31 22.13 21.82 26.16 26.41 4.03 2.93 3.49 More than 2 ft of cover More than 2 ft of cover CB 106-20 CB TYPE 1 ROADWAY 39 39 0.001 0.25 0.90 0.90 0.00 6.3 7.1 0.80 2.73 0.00 0.23 0.26 12 0.014 0.0046 2.87 2.25 TRY TO INCREASE ADEQUATE PIPE CAPACITY 112 0.52 21.82 21.30 26.41 25.08 4.59 3.49 2.68 More than 2 ft of cover More than 2 ft of cover CB 106-37 CB TYPE 1 ROADWAY 10,878 10,878 0.250 0.25 0.90 0.90 0.22 6.3 7.7 0.80 2.73 0.61 0.88 12 0.014 0.0057 3.18 2.50 VELOCITY OK ADEQUATE PIPE CAPACITY 7 0.04 21.30 21.26 25.08 25.62 3.78 2.68 3.26 More than 2 ft of cover More than 2 ft of cover MWS-36 MODULAR WETLAND ROADWAY 0 0 0.000 0.25 0.90 0.90 0.00 6.3 7.8 0.80 2.73 0.00 0.88 12 0.014 0.0184 5.72 4.49 VELOCITY OK ADEQUATE PIPE CAPACITY 19 0.35 20.65 20.30 25.62 25.46 4.97 3.87 4.06 More than 2 ft of cover More than 2 ft of cover CB 106-38 CB TYPE 2 - 60" BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: 12" Lined CPE Discharge Drainage Design Drain Profile (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) = STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 1.25 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 CB 106-19 CB TYPE 1 ROADWAY 4,164 4,164 0.096 0.25 0.90 0.90 0.09 6.3 6.3 0.80 2.73 0.24 0.24 12 0.014 0.0051 3.02 2.37 VELOCITY OK ADEQUATE PIPE CAPACITY 39.0 0.20 22.02 21.82 25.53 26.41 3.51 2.41 3.49 More than 2 ft of cover More than 2 ft of cover CB 106-20 CB TYPE 1 12" Lined CPE Discharge Drainage Design Drain Profile (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) = BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 2 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 CB 204-42 CB TYPE 2 (60" DIA)ROADWAY 0 0 0.000 0.25 0.90 0.90 0.00 6.3 6.3 0.80 2.73 0.00 0.00 27 0.014 0.0006 1.72 6.83 TRY TO INCREASE ADEQUATE PIPE CAPACITY 124.0 0.07 19.77 19.70 28.26 29.04 8.49 6.07 6.92 More than 2 ft of cover More than 2 ft of cover CB 204-43 CB TYPE 2 (60" DIA)ROADWAY 0 0 0.000 0.25 0.90 0.90 0.00 6.3 7.5 0.80 2.73 0.00 0.00 27 0.014 0.0006 1.74 6.92 TRY TO INCREASE ADEQUATE PIPE CAPACITY 138.0 0.08 19.70 19.62 29.04 28.83 9.34 6.92 6.79 More than 2 ft of cover More than 2 ft of cover CB 204-44 CB TYPE 2 (60" DIA)ROADWAY 0 0 0.000 0.25 0.90 0.90 0.00 6.3 8.8 0.80 2.73 0.00 0.00 27 0.014 0.0006 1.81 7.18 TRY TO INCREASE ADEQUATE PIPE CAPACITY 112.0 0.07 19.62 19.55 28.83 27.50 9.21 6.79 5.53 More than 2 ft of cover More than 2 ft of cover CB 203-45 CB TYPE 2 (60" DIA)ROADWAY 0 0 0.000 0.25 0.90 0.90 0.00 6.3 9.9 0.80 2.73 0.00 1.55 1.55 27 0.014 0.0005 1.66 6.58 TRY TO INCREASE ADEQUATE PIPE CAPACITY 38.1 0.02 19.55 19.53 27.50 27.21 7.95 5.53 5.26 More than 2 ft of cover More than 2 ft of cover CB 203-46 CB TYPE 2 (60" DIA) BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: 27" Lined CPE Discharge Drainage Design Drain Profile (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) = STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 1.25 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 SWALE_W SWALE PERVIOUS 27,578 27,578 0.633 0.25 0.90 0.25 0.16 6.3 6.3 0.80 2.73 0.43 0.43 24 0.030 0.0030 1.71 5.37 TRY TO INCREASE ADEQUATE PIPE CAPACITY 266.0 0.80 26.91 26.11 26.91 26.11 0.00 -2.10 -2.10 Not Enough Cover - Need to Not Enough Cover - Need to Cover not required, pipe design not required. STORM DRAIN PIPE CULVERT PERVIOUS 0 0 0.000 0.25 0.90 0.90 0.00 6.3 8.9 0.80 2.73 0.00 0.43 12 0.014 0.0103 4.26 3.35 VELOCITY OK ADEQUATE PIPE CAPACITY 39.0 0.40 26.11 25.71 26.11 25.71 0.00 -1.10 -1.10 Not Enough Cover - Need to Not Enough Cover - Need to Cover not required. CABS CABS PERVIOUS 7,654 7,654 0.176 0.25 0.90 0.25 0.04 6.3 9.0 0.80 2.73 0.12 0.55 24 0.030 0.0150 3.82 11.99 VELOCITY OK ADEQUATE PIPE CAPACITY 106.0 1.59 25.71 24.12 25.71 24.12 0.00 -2.10 -2.10 Not Enough Cover - Need to Not Enough Cover - Need to Cover not required, pipe design not required. CB 104-81 CB TYPE 1 ROADWAY 0 0 0.000 0.25 0.90 0.90 0.00 6.3 9.5 0.80 2.73 0.00 0.55 12 0.014 0.0085 3.88 3.04 VELOCITY OK ADEQUATE PIPE CAPACITY 59.0 0.50 20.48 19.98 24.12 29.14 3.64 2.54 8.06 More than 2 ft of cover More than 2 ft of cover Cover not required, pipe design not required. CB 205-51 CB TYPE 2 (48" DIA)ROADWAY 0 0 0.000 0.25 0.90 0.90 0.00 6.3 9.8 0.80 2.73 0.00 0.55 12 0.014 0.0084 3.86 3.03 VELOCITY OK ADEQUATE PIPE CAPACITY 57.0 0.48 19.98 19.50 29.14 28.89 9.16 8.06 8.29 More than 2 ft of cover More than 2 ft of cover CB 205-77 CB TYPE 2 (60" DIA) BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: 12" Lined CPE Discharge Drainage Design Drain Profile (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) = STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 1.25 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 CB 203-74 CB TYPE 1 ROADWAY 4,334 4,334 0.099 0.25 0.90 0.90 0.09 6.3 9.0 0.80 2.73 0.24 0.24 12 0.014 0.0051 3.01 2.36 VELOCITY OK ADEQUATE PIPE CAPACITY 45.0 0.23 23.85 23.62 26.98 26.92 3.13 2.03 2.20 More than 2 ft of cover More than 2 ft of cover CB 203-72 CB TYPE 1 ROADWAY 5,734 5,734 0.132 0.25 0.90 0.90 0.12 6.3 9.3 0.80 2.73 0.32 0.57 12 0.014 0.0052 3.02 2.37 VELOCITY OK ADEQUATE PIPE CAPACITY 64.0 0.33 23.62 23.29 26.92 26.61 3.30 2.20 2.22 More than 2 ft of cover More than 2 ft of cover CB 205-76 CB TYPE 1 ROADWAY 9,903 9,903 0.227 0.25 0.90 0.90 0.20 6.3 9.6 0.80 2.73 0.56 0.42 1.55 12 0.014 0.0059 3.24 2.54 VELOCITY OK ADEQUATE PIPE CAPACITY 49.0 0.29 23.29 23.00 26.61 27.50 3.32 2.22 3.40 More than 2 ft of cover More than 2 ft of cover CB 203-45 CB TYPE 2 (60" DIA) 12" Lined CPE Discharge Drainage Design Drain Profile (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) = BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 1.25 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 CB 105-52 CB TYPE 1 ROADWAY 1,587 1,587 0.036 0.25 0.90 0.90 0.03 6.3 6.3 0.80 2.73 0.09 0.09 12 0.014 0.0049 2.96 2.32 TRY TO INCREASE ADEQUATE PIPE CAPACITY 85.0 0.42 21.52 21.10 25.09 24.68 3.57 2.46 2.48 More than 2 ft of cover More than 2 ft of cover EX 105-03 CB TYPE 1 BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: 12" Lined CPE Discharge Drainage Design Drain Profile (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) = STORM SEWER DESIGN (English Units) Osborn Consulting, Inc. PR =3.4 iR = IR = aR =2.66 bR =0.65 0.31 St r u c t u r e I D St r u c t u r e T y p e So u r c e o f D r a i n a g e Pe r v i o u s D r a i n a g e Ar e a P A ( s q . f t ) Im p e r v i o u s D r a i n a g e Ar e a I A ( s q . f t ) Dr a i n a g e A r e a A ( s q . ft ) Dr a i n a g e A r e a A (a c r e ) Pe r v i o u s R u n o f f Co e f f . C Im p e r v i o u s R u n o f f Co e f f . C Co m p o s i t e R u n o f f Co e f f . C CA ( a c r e ) Tc A c r o s s A r e a ( m i n u t e s ) To t a l T c = C o l . 8 a + T c ac r o s s p i p e l e n g t h (m i n u t e s ) iR Ra i n f a l l I n t e n s i t y , I R (i n / h r ) Ru n o f f ( c f s ) Co n t r i b . I n f l o w ( c f s ) To t a l F l o w ( c f s ) Pi p e D i a . ( i n ) Ma n n i n g r o u g h n e s s co e f f i c i e n t " n " Pi p e S l o p e ( f t / f t ) V e l o c i t y O f F l o w (f t / s ) Pi p e C a p a c i t y ( c f s ) Pi p e V e l o c i t y C h e c k (D e s i r a b l e M i n i m u m 3 ft / s e c ; D e s i r a b l e Ma x i m u m 1 0 f t / s e c f o r Co l u m n 1 6 ) Pi p e C a p a c i t y C h e c k (C o l u m n 1 3 v s . Co l u m n 1 7 ) Pi p e L e n g t h * * * ( f t ) El e v a t i o n C h a n g e ( f t ) Up s t r . I n v e r t E l e v . ( f t ) Do w n s t r . I n v e r t E l e v . (f t ) Up s t r . G r o u n d E l e v . (f t ) Do w n s t r . G r o u n d El e v . ( f t ) Ri m t o I n v e r t D i s t a n c e (f t ) Up s t r . P i p e C o v e r (f t ) Do w n s t r . P i p e C o v e r (f t ) Up s t r . P i p e C o v e r Ch e c k ( f t ) Do w n s t r . P i p e C o v e r Ch e c k ( f t ) Re m a r k s 5 6 7 8a 9 10 11 12 13 14 14a 15 16 17 17a 17b 18 19 20 21 22 23 24 25 26 27 24 FIL-2 FILTERRA 4x4 ROADWAY 7,483 7,483 0.172 0.25 0.90 0.90 0.15 6.3 6.3 0.80 2.73 0.42 0.42 6 0.014 0.0000 0.00 0.00 TRY TO INCREASE NEED MORE CAPACITY 11.0 0.00 24.80 24.80 26.55 26.61 1.75 1.22 1.28 Low Cover - Use DI Pipe Low Cover - Use DI Pipe DI PIPE CB 205-76 CB TYPE 1 6" PVC Discharge Drainage Design Drain Profile (aR)(Tc)^-bR)PRiR Pipe cover = Top of Finished Grade to Top of Pipe Design Storm Event = 25 Pavement thickness (ft) = 0.00 Pipe Thickness (inches) = BRT GEC Designed By: L. Jacobs (Flows calculated using King County Rational Method)Project Office: Stride program: I-405 corridor AE 0054-17 | 60% Storm Drainage Report February 2024 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB 203-71 to EX 201-05.bwp Surcharge condition at intermediate junctions Tailwater Elevation:21.9 feet Discharge Range:0.25 to 11. Step of 0.25 [cfs] Overflow Elevation:26.95 feet Weir:NONE Upstream Velocity:2.99 feet/sec PIPE NO. 1: 10 LF - 18"CP @ 0.70% OUTLET: 20.40 INLET: 20.47 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 24.03 BEND: 30 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.25 1.44 21.91 * 0.012 0.19 0.17 1.50 1.50 1.44 1.44 0.24 0.50 1.44 21.91 * 0.012 0.27 0.24 1.50 1.50 1.44 1.44 0.35 0.75 1.44 21.91 * 0.012 0.33 0.29 1.50 1.50 1.44 1.44 0.43 1.00 1.44 21.91 * 0.012 0.38 0.33 1.50 1.50 1.44 1.44 0.50 1.25 1.45 21.92 * 0.012 0.42 0.37 1.50 1.50 1.44 1.45 0.56 1.50 1.45 21.92 * 0.012 0.46 0.41 1.50 1.50 1.44 1.45 0.62 1.75 1.45 21.92 * 0.012 0.50 0.44 1.50 1.50 1.44 1.45 0.67 2.00 1.45 21.92 * 0.012 0.54 0.47 1.50 1.50 1.44 1.45 0.72 2.25 1.46 21.93 * 0.012 0.57 0.50 1.50 1.50 1.44 1.46 0.77 2.50 1.46 21.93 * 0.012 0.60 0.53 1.50 1.50 1.44 1.46 0.81 2.75 1.47 21.94 * 0.012 0.63 0.56 1.50 1.50 1.44 1.47 0.86 3.00 1.47 21.94 * 0.012 0.66 0.58 1.50 1.50 1.44 1.47 0.90 3.25 1.48 21.95 * 0.012 0.69 0.61 1.50 1.50 1.44 1.48 0.94 3.50 1.49 21.96 * 0.012 0.72 0.63 1.50 1.50 1.44 1.49 0.98 3.75 1.49 21.96 * 0.012 0.75 0.66 1.50 1.50 1.44 1.49 1.01 4.00 1.50 21.97 * 0.012 0.77 0.68 1.50 1.50 1.44 1.50 1.05 4.25 1.52 21.99 * 0.012 0.80 0.71 1.50 1.50 1.45 1.52 1.09 4.50 1.52 21.99 * 0.012 0.82 0.73 1.50 1.50 1.45 1.52 1.12 4.75 1.53 22.00 * 0.012 0.84 0.75 1.50 1.50 1.45 1.53 1.16 5.00 1.54 22.01 * 0.012 0.87 0.78 1.50 1.50 1.45 1.54 1.19 5.25 1.55 22.02 * 0.012 0.89 0.80 1.50 1.50 1.45 1.55 1.22 5.50 1.56 22.03 * 0.012 0.91 0.82 1.50 1.50 1.45 1.56 1.25 5.75 1.58 22.05 * 0.012 0.93 0.85 1.50 1.50 1.46 1.58 1.29 6.00 1.59 22.06 * 0.012 0.95 0.87 1.50 1.50 1.46 1.59 1.32 6.25 1.60 22.07 * 0.012 0.97 0.89 1.50 1.50 1.46 1.60 1.35 6.50 1.61 22.08 * 0.012 0.99 0.91 1.50 1.50 1.46 1.61 1.38 6.75 1.63 22.10 * 0.012 1.01 0.94 1.50 1.50 1.46 1.63 1.41 7.00 1.65 22.12 * 0.012 1.03 0.96 1.50 1.50 1.47 1.65 1.44 7.25 1.66 22.13 * 0.012 1.05 0.98 1.50 1.50 1.47 1.66 1.47 7.50 1.67 22.14 * 0.012 1.07 1.01 1.50 1.50 1.47 1.67 1.50 7.75 1.69 22.16 * 0.012 1.08 1.03 1.50 1.50 1.48 1.69 1.53 8.00 1.71 22.18 * 0.012 1.10 1.06 1.50 1.50 1.48 1.71 1.56 8.25 1.72 22.19 * 0.012 1.12 1.08 1.50 1.50 1.48 1.72 1.59 8.50 1.75 22.22 * 0.012 1.13 1.11 1.50 1.50 1.49 1.75 1.63 8.75 1.76 22.23 * 0.012 1.15 1.14 1.50 1.50 1.49 1.76 1.67 9.00 1.78 22.25 * 0.012 1.17 1.17 1.50 1.50 1.49 1.78 1.71 9.25 1.80 22.27 * 0.012 1.18 1.20 1.50 1.50 1.50 1.80 1.75 9.50 1.82 22.29 * 0.012 1.20 1.23 1.50 1.50 1.50 1.82 1.80 9.75 1.84 22.31 * 0.012 1.21 1.27 1.50 1.50 1.50 1.84 1.84 10.00 1.88 22.35 * 0.012 1.22 1.32 1.50 1.50 1.51 1.86 1.88 10.25 1.93 22.40 * 0.012 1.24 1.50 1.50 1.50 1.51 1.88 1.93 10.50 1.97 22.44 * 0.012 1.25 1.50 1.50 1.50 1.52 1.90 1.97 10.75 2.02 22.49 * 0.012 1.26 1.50 1.50 1.50 1.52 1.93 2.02 11.00 2.07 22.54 * 0.012 1.28 1.50 1.50 1.50 1.52 1.95 2.07 PIPE NO. 2: 28 LF - 18"CP @ 0.71% OUTLET: 20.47 INLET: 20.67 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 24.48 BEND: 60 DEG DIA/WIDTH: 4.0 Q-RATIO: 1.25 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.25 1.25 21.92 * 0.012 0.19 0.17 1.44 1.44 1.25 1.25 0.24 0.50 1.25 21.92 * 0.012 0.27 0.24 1.44 1.44 1.25 1.25 0.35 0.75 1.26 21.93 * 0.012 0.33 0.29 1.44 1.44 1.25 1.26 0.43 1.00 1.26 21.93 * 0.012 0.38 0.33 1.44 1.44 1.25 1.26 0.50 1.25 1.27 21.94 * 0.012 0.42 0.37 1.45 1.45 1.25 1.27 0.57 1.50 1.28 21.95 * 0.012 0.46 0.41 1.45 1.45 1.26 1.28 0.63 1.75 1.29 21.96 * 0.012 0.50 0.44 1.45 1.45 1.26 1.29 0.68 2.00 1.30 21.97 * 0.012 0.54 0.47 1.45 1.45 1.26 1.30 0.74 2.25 1.32 21.99 * 0.012 0.57 0.50 1.46 1.46 1.27 1.32 0.79 2.50 1.33 22.00 * 0.012 0.60 0.53 1.46 1.46 1.27 1.33 0.84 2.75 1.35 22.02 * 0.012 0.63 0.55 1.47 1.47 1.28 1.35 0.89 3.00 1.37 22.04 * 0.012 0.66 0.58 1.47 1.47 1.29 1.37 0.93 3.25 1.40 22.07 * 0.012 0.69 0.61 1.48 1.48 1.30 1.40 0.98 3.50 1.41 22.08 * 0.012 0.72 0.63 1.49 1.49 1.30 1.41 1.03 3.75 1.44 22.11 * 0.012 0.75 0.66 1.49 1.49 1.31 1.44 1.07 4.00 1.47 22.14 * 0.012 0.77 0.68 1.50 1.50 1.33 1.47 1.12 4.25 1.50 22.17 * 0.012 0.80 0.70 1.52 1.52 1.35 1.50 1.16 4.50 1.53 22.20 * 0.012 0.82 0.73 1.52 1.52 1.36 1.53 1.21 4.75 1.56 22.23 * 0.012 0.84 0.75 1.53 1.53 1.37 1.56 1.25 5.00 1.60 22.27 * 0.012 0.87 0.77 1.54 1.54 1.39 1.60 1.29 5.25 1.63 22.30 * 0.012 0.89 0.80 1.55 1.55 1.40 1.63 1.34 5.50 1.66 22.33 * 0.012 0.91 0.82 1.56 1.56 1.42 1.66 1.38 5.75 1.71 22.38 * 0.012 0.93 0.84 1.58 1.58 1.45 1.71 1.43 6.00 1.75 22.42 * 0.012 0.95 0.86 1.59 1.59 1.47 1.75 1.47 6.25 1.79 22.46 * 0.012 0.97 0.89 1.60 1.60 1.49 1.79 1.51 6.50 1.84 22.51 * 0.012 0.99 0.91 1.61 1.61 1.51 1.84 1.56 6.75 1.88 22.55 * 0.012 1.01 0.93 1.63 1.63 1.52 1.88 1.60 7.00 1.93 22.60 * 0.012 1.03 0.95 1.65 1.65 1.55 1.93 1.65 7.25 1.98 22.65 * 0.012 1.05 0.98 1.66 1.66 1.57 1.98 1.69 7.50 2.03 22.70 * 0.012 1.07 1.00 1.67 1.67 1.59 2.03 1.74 7.75 2.09 22.76 * 0.012 1.08 1.03 1.69 1.69 1.62 2.09 1.78 8.00 2.14 22.81 * 0.012 1.10 1.05 1.71 1.71 1.65 2.14 1.83 8.25 2.20 22.87 * 0.012 1.12 1.07 1.72 1.72 1.67 2.20 1.88 8.50 2.26 22.93 * 0.012 1.13 1.10 1.75 1.75 1.70 2.26 1.93 8.75 2.32 22.99 * 0.012 1.15 1.13 1.76 1.76 1.73 2.32 2.00 9.00 2.38 23.05 * 0.012 1.17 1.16 1.78 1.78 1.75 2.38 2.05 9.25 2.45 23.12 * 0.012 1.18 1.19 1.80 1.80 1.79 2.45 2.11 9.50 2.51 23.18 * 0.012 1.20 1.22 1.82 1.82 1.81 2.51 2.17 9.75 2.58 23.25 * 0.012 1.21 1.25 1.84 1.84 1.85 2.58 2.24 10.00 2.67 23.34 * 0.012 1.22 1.30 1.88 1.88 1.90 2.67 2.30 10.25 2.76 23.43 * 0.012 1.24 1.35 1.93 1.93 1.95 2.76 2.37 10.50 2.86 23.53 * 0.012 1.25 1.50 1.97 1.97 2.01 2.86 2.43 10.75 2.96 23.63 * 0.012 1.26 1.50 2.02 2.02 2.07 2.96 2.50 11.00 3.06 23.73 * 0.012 1.28 1.50 2.07 2.07 2.13 3.06 2.57 PIPE NO. 3: 7 LF - 18"CP @ 1.43% OUTLET: 20.67 INLET: 20.77 INTYP: 5 JUNC NO. 3: OVERFLOW-EL: 24.50 BEND: 90 DEG DIA/WIDTH: 8.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.11 1.16 21.93 * 0.012 0.13 0.10 1.25 1.25 1.16 1.16 0.15 0.22 1.16 21.93 * 0.012 0.18 0.14 1.25 1.25 1.16 1.16 0.22 0.33 1.16 21.93 * 0.012 0.22 0.17 1.26 1.26 1.16 1.16 0.28 0.44 1.16 21.93 * 0.012 0.25 0.19 1.26 1.26 1.16 1.16 0.32 0.56 1.17 21.94 * 0.012 0.28 0.21 1.27 1.27 1.17 1.17 0.36 0.67 1.20 21.97 * 0.012 0.31 0.23 1.28 1.28 1.19 1.20 0.40 0.78 1.20 21.97 * 0.012 0.33 0.25 1.29 1.29 1.19 1.20 0.44 0.89 1.21 21.98 * 0.012 0.36 0.26 1.30 1.30 1.20 1.21 0.47 1.00 1.23 22.00 * 0.012 0.38 0.28 1.32 1.32 1.22 1.23 0.50 1.11 1.24 22.01 * 0.012 0.40 0.29 1.33 1.33 1.23 1.24 0.53 1.22 1.27 22.04 * 0.012 0.42 0.31 1.35 1.35 1.25 1.27 0.56 1.33 1.30 22.07 * 0.012 0.44 0.32 1.37 1.37 1.28 1.30 0.59 1.44 1.32 22.09 * 0.012 0.46 0.34 1.40 1.40 1.30 1.32 0.61 1.56 1.34 22.11 * 0.012 0.47 0.35 1.41 1.41 1.32 1.34 0.64 1.67 1.37 22.14 * 0.012 0.49 0.36 1.44 1.44 1.34 1.37 0.66 1.78 1.41 22.18 * 0.012 0.51 0.37 1.47 1.47 1.38 1.41 0.69 1.89 1.44 22.21 * 0.012 0.52 0.38 1.50 1.50 1.41 1.44 0.71 2.00 1.48 22.25 * 0.012 0.54 0.39 1.53 1.53 1.44 1.48 0.74 2.11 1.51 22.28 * 0.012 0.55 0.40 1.56 1.56 1.47 1.51 0.76 2.22 1.54 22.31 * 0.012 0.57 0.42 1.60 1.60 1.50 1.54 0.78 2.33 1.58 22.35 * 0.012 0.58 0.43 1.63 1.63 1.53 1.58 0.81 2.44 1.62 22.39 * 0.012 0.60 0.44 1.66 1.66 1.57 1.62 0.83 2.56 1.67 22.44 * 0.012 0.61 0.45 1.71 1.71 1.61 1.67 0.85 2.67 1.72 22.49 * 0.012 0.62 0.46 1.75 1.75 1.65 1.72 0.88 2.78 1.77 22.54 * 0.012 0.64 0.46 1.79 1.79 1.70 1.77 0.90 2.89 1.82 22.59 * 0.012 0.65 0.47 1.84 1.84 1.74 1.82 0.92 3.00 1.86 22.63 * 0.012 0.66 0.48 1.88 1.88 1.78 1.86 0.94 3.11 1.92 22.69 * 0.012 0.68 0.49 1.93 1.93 1.84 1.92 0.96 3.22 1.98 22.75 * 0.012 0.69 0.50 1.98 1.98 1.89 1.98 0.98 3.33 2.04 22.81 * 0.012 0.70 0.51 2.03 2.03 1.94 2.04 1.01 3.44 2.10 22.87 * 0.012 0.71 0.52 2.09 2.09 2.00 2.10 1.03 3.56 2.16 22.93 * 0.012 0.72 0.53 2.14 2.14 2.05 2.16 1.05 3.67 2.23 23.00 * 0.012 0.74 0.54 2.20 2.20 2.10 2.23 1.07 3.78 2.30 23.07 * 0.012 0.75 0.55 2.26 2.26 2.17 2.30 1.09 3.89 2.36 23.13 * 0.012 0.76 0.55 2.32 2.32 2.23 2.36 1.11 4.00 2.43 23.20 * 0.012 0.77 0.56 2.38 2.38 2.29 2.43 1.13 4.11 2.51 23.28 * 0.012 0.78 0.57 2.45 2.45 2.36 2.51 1.15 4.22 2.58 23.35 * 0.012 0.79 0.58 2.51 2.51 2.42 2.58 1.17 4.33 2.66 23.43 * 0.012 0.80 0.59 2.58 2.58 2.49 2.66 1.20 4.44 2.76 23.53 * 0.012 0.81 0.60 2.67 2.67 2.58 2.76 1.22 4.56 2.86 23.63 * 0.012 0.82 0.60 2.76 2.76 2.68 2.86 1.24 4.67 2.97 23.74 * 0.012 0.83 0.61 2.86 2.86 2.77 2.97 1.26 4.78 3.08 23.85 * 0.012 0.85 0.62 2.96 2.96 2.87 3.08 1.28 4.89 3.19 23.96 * 0.012 0.86 0.63 3.06 3.06 2.98 3.19 1.30 PIPE NO. 4: 15 LF - 18"CP @ 1.33% OUTLET: 21.19 INLET: 21.39 INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 24.85 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 2.12 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.11 0.54 21.93 * 0.012 0.13 0.10 0.74 0.74 0.54 0.54 0.15 0.22 0.54 21.93 * 0.012 0.18 0.14 0.74 0.74 0.54 0.54 0.22 0.33 0.55 21.94 * 0.012 0.22 0.17 0.74 0.74 0.54 0.55 0.28 0.44 0.55 21.94 * 0.012 0.25 0.19 0.74 0.74 0.54 0.55 0.32 0.56 0.57 21.96 * 0.012 0.28 0.22 0.75 0.75 0.55 0.57 0.36 0.67 0.60 21.99 * 0.012 0.31 0.23 0.78 0.78 0.57 0.60 0.40 0.78 0.61 22.00 * 0.012 0.33 0.25 0.78 0.78 0.57 0.61 0.43 0.89 0.63 22.02 * 0.012 0.36 0.27 0.79 0.79 0.58 0.63 0.47 1.00 0.65 22.04 * 0.012 0.38 0.28 0.81 0.81 0.60 0.65 0.50 1.11 0.67 22.06 * 0.012 0.40 0.30 0.82 0.82 0.61 0.67 0.53 1.22 0.71 22.10 * 0.012 0.42 0.31 0.85 0.85 0.64 0.71 0.56 1.33 0.74 22.13 * 0.012 0.44 0.33 0.88 0.88 0.67 0.74 0.58 1.44 0.77 22.16 * 0.012 0.46 0.34 0.90 0.90 0.69 0.77 0.61 1.56 0.79 22.18 * 0.012 0.47 0.35 0.92 0.92 0.71 0.79 0.63 1.67 0.82 22.21 * 0.012 0.49 0.37 0.95 0.95 0.73 0.82 0.66 1.78 0.86 22.25 * 0.012 0.51 0.38 0.99 0.99 0.78 0.86 0.68 1.89 0.90 22.29 * 0.012 0.52 0.39 1.02 1.02 0.81 0.90 0.71 2.00 0.94 22.33 * 0.012 0.54 0.40 1.06 1.06 0.85 0.94 0.73 2.11 0.97 22.36 * 0.012 0.55 0.41 1.09 1.09 0.88 0.97 0.75 2.22 1.01 22.40 * 0.012 0.57 0.42 1.12 1.12 0.92 1.01 0.78 2.33 1.04 22.43 * 0.012 0.58 0.43 1.16 1.16 0.95 1.04 0.80 2.44 1.08 22.47 * 0.012 0.60 0.44 1.20 1.20 0.99 1.08 0.82 2.56 1.13 22.52 * 0.012 0.61 0.45 1.25 1.25 1.05 1.13 0.84 2.67 1.18 22.57 * 0.012 0.62 0.46 1.30 1.30 1.10 1.18 0.86 2.78 1.23 22.62 * 0.012 0.64 0.47 1.35 1.35 1.15 1.23 0.88 2.89 1.28 22.67 * 0.012 0.65 0.48 1.40 1.40 1.20 1.28 0.90 3.00 1.33 22.72 * 0.012 0.66 0.49 1.44 1.44 1.25 1.33 0.92 3.11 1.39 22.78 * 0.012 0.68 0.50 1.50 1.50 1.31 1.39 0.95 3.22 1.45 22.84 * 0.012 0.69 0.51 1.56 1.56 1.37 1.45 0.97 3.33 1.51 22.90 * 0.012 0.70 0.52 1.62 1.62 1.43 1.51 0.99 3.44 1.58 22.97 * 0.012 0.71 0.53 1.68 1.68 1.50 1.58 1.00 3.56 1.65 23.04 * 0.012 0.72 0.54 1.74 1.74 1.56 1.65 1.02 3.67 1.72 23.11 * 0.012 0.74 0.55 1.81 1.81 1.62 1.72 1.04 3.78 1.80 23.19 * 0.012 0.75 0.56 1.88 1.88 1.69 1.80 1.06 3.89 1.87 23.26 * 0.012 0.76 0.56 1.94 1.94 1.76 1.87 1.08 4.00 1.94 23.33 * 0.012 0.77 0.57 2.01 2.01 1.83 1.94 1.10 4.11 2.03 23.42 * 0.012 0.78 0.58 2.09 2.09 1.91 2.03 1.12 4.22 2.11 23.50 * 0.012 0.79 0.59 2.16 2.16 1.98 2.11 1.14 4.33 2.20 23.59 * 0.012 0.80 0.60 2.24 2.24 2.06 2.20 1.16 4.44 2.30 23.69 * 0.012 0.81 0.61 2.34 2.34 2.16 2.30 1.18 4.56 2.42 23.81 * 0.012 0.82 0.61 2.44 2.44 2.27 2.42 1.20 4.67 2.53 23.92 * 0.012 0.83 0.62 2.55 2.55 2.38 2.53 1.22 4.78 2.65 24.04 * 0.012 0.85 0.63 2.66 2.66 2.49 2.65 1.24 4.89 2.77 24.16 * 0.012 0.86 0.64 2.77 2.77 2.60 2.77 1.25 PIPE NO. 5: 45 LF - 12"CP @ 1.13% OUTLET: 21.39 INLET: 21.90 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 24.91 BEND: 0 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.35 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.04 0.11 22.01 * 0.012 0.08 0.07 0.54 0.54 0.09 0.11 0.10 0.07 0.16 22.06 * 0.012 0.11 0.10 0.54 0.54 0.12 0.16 0.14 0.11 0.17 22.07 * 0.012 0.14 0.12 0.55 0.55 0.14 ***** 0.17 0.14 0.20 22.10 * 0.012 0.16 0.13 0.55 0.55 0.16 ***** 0.20 0.18 0.23 22.13 * 0.012 0.18 0.15 0.57 0.57 0.18 ***** 0.23 0.21 0.25 22.15 * 0.012 0.19 0.16 0.60 0.60 0.19 ***** 0.25 0.25 0.27 22.17 * 0.012 0.21 0.17 0.61 0.61 0.21 ***** 0.27 0.28 0.29 22.19 * 0.012 0.22 0.18 0.63 0.63 0.22 ***** 0.29 0.32 0.31 22.21 * 0.012 0.24 0.19 0.65 0.65 0.24 ***** 0.31 0.36 0.33 22.23 * 0.012 0.25 0.20 0.67 0.67 0.25 ***** 0.33 0.39 0.35 22.25 * 0.012 0.26 0.21 0.71 0.71 0.26 ***** 0.35 0.43 0.36 22.26 * 0.012 0.28 0.22 0.74 0.74 0.28 ***** 0.36 0.46 0.38 22.28 * 0.012 0.29 0.23 0.77 0.77 0.29 ***** 0.38 0.50 0.39 22.29 * 0.012 0.30 0.24 0.79 0.79 0.30 ***** 0.39 0.53 0.46 22.36 * 0.012 0.31 0.25 0.82 0.82 0.32 0.46 0.41 0.57 0.47 22.37 * 0.012 0.32 0.26 0.86 0.86 0.36 0.47 0.42 0.61 0.49 22.39 * 0.012 0.33 0.26 0.90 0.90 0.39 0.49 0.44 0.64 0.52 22.42 * 0.012 0.34 0.27 0.94 0.94 0.43 0.52 0.45 0.68 0.54 22.44 * 0.012 0.35 0.28 0.97 0.97 0.46 0.54 0.47 0.71 0.57 22.47 * 0.012 0.36 0.29 1.01 1.01 0.50 0.57 0.48 0.75 0.60 22.50 * 0.012 0.37 0.29 1.04 1.04 0.54 0.60 0.49 0.78 0.64 22.54 * 0.012 0.37 0.30 1.08 1.08 0.58 0.64 0.50 0.82 0.69 22.59 * 0.012 0.38 0.31 1.13 1.13 0.64 0.69 0.52 0.85 0.73 22.63 * 0.012 0.39 0.31 1.18 1.18 0.69 0.73 0.53 0.89 0.78 22.68 * 0.012 0.40 0.32 1.23 1.23 0.74 0.78 0.54 0.93 0.84 22.74 * 0.012 0.41 0.33 1.28 1.28 0.80 0.84 0.55 0.96 0.88 22.78 * 0.012 0.42 0.33 1.33 1.33 0.85 0.88 0.57 1.00 0.94 22.84 * 0.012 0.42 0.34 1.39 1.39 0.91 0.94 0.58 1.03 1.01 22.91 * 0.012 0.43 0.35 1.45 1.45 0.98 1.01 0.59 1.07 1.07 22.97 * 0.012 0.44 0.35 1.51 1.51 1.04 1.07 0.60 1.10 1.14 23.04 * 0.012 0.45 0.36 1.58 1.58 1.11 1.14 0.61 1.14 1.22 23.12 * 0.012 0.45 0.37 1.65 1.65 1.18 1.22 0.62 1.18 1.29 23.19 * 0.012 0.46 0.37 1.72 1.72 1.25 1.29 0.63 1.21 1.37 23.27 * 0.012 0.47 0.38 1.80 1.80 1.33 1.37 0.65 1.25 1.45 23.35 * 0.012 0.48 0.38 1.87 1.87 1.41 1.45 0.66 1.28 1.53 23.43 * 0.012 0.48 0.39 1.94 1.94 1.48 1.53 0.67 1.32 1.62 23.52 * 0.012 0.49 0.39 2.03 2.03 1.57 1.62 0.68 1.35 1.71 23.61 * 0.012 0.50 0.40 2.11 2.11 1.66 1.71 0.69 1.39 1.80 23.70 * 0.012 0.50 0.41 2.20 2.20 1.74 1.80 0.70 1.42 1.91 23.81 * 0.012 0.51 0.41 2.30 2.30 1.85 1.91 0.71 1.46 2.03 23.93 * 0.012 0.52 0.42 2.42 2.42 1.97 2.03 0.72 1.50 2.15 24.05 * 0.012 0.52 0.42 2.53 2.53 2.09 2.15 0.73 1.53 2.27 24.17 * 0.012 0.53 0.43 2.65 2.65 2.21 2.27 0.74 1.57 2.40 24.30 * 0.012 0.54 0.43 2.77 2.77 2.33 2.40 0.75 PIPE NO. 6: 100 LF - 12"CP @ 0.58% OUTLET: 21.90 INLET: 22.48 INTYP: 5 JUNC NO. 6: OVERFLOW-EL: 26.23 BEND: 0 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.06 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.03 0.10 22.58 * 0.012 0.07 0.07 0.11 0.11 0.07 0.10 0.09 0.05 0.14 22.62 * 0.012 0.10 0.10 0.16 0.16 0.10 0.14 0.12 0.08 0.17 22.65 * 0.012 0.12 0.12 0.17 0.17 0.12 0.17 0.15 0.11 0.18 22.66 * 0.012 0.14 0.13 0.20 0.20 0.14 ***** 0.18 0.13 0.22 22.70 * 0.012 0.15 0.15 0.23 0.23 0.15 0.22 0.20 0.16 0.22 22.70 * 0.012 0.17 0.16 0.25 0.25 0.17 ***** 0.22 0.18 0.23 22.71 * 0.012 0.18 0.17 0.27 0.27 0.18 ***** 0.23 0.21 0.29 22.77 * 0.012 0.19 0.19 0.29 0.29 0.19 0.29 0.25 0.24 0.27 22.75 * 0.012 0.21 0.20 0.31 0.31 0.21 ***** 0.27 0.26 0.28 22.76 * 0.012 0.22 0.21 0.33 0.33 0.22 ***** 0.28 0.29 0.30 22.78 * 0.012 0.23 0.22 0.35 0.35 0.23 ***** 0.30 0.32 0.31 22.79 * 0.012 0.24 0.23 0.36 0.36 0.24 ***** 0.31 0.34 0.32 22.80 * 0.012 0.25 0.24 0.38 0.38 0.25 ***** 0.32 0.37 0.34 22.82 * 0.012 0.26 0.24 0.39 0.39 0.26 ***** 0.34 0.40 0.35 22.83 * 0.012 0.26 0.25 0.46 0.46 0.26 ***** 0.35 0.42 0.36 22.84 * 0.012 0.27 0.26 0.47 0.47 0.27 ***** 0.36 0.45 0.37 22.85 * 0.012 0.28 0.27 0.49 0.49 0.28 ***** 0.37 0.47 0.38 22.86 * 0.012 0.29 0.28 0.52 0.52 0.29 ***** 0.38 0.50 0.40 22.88 * 0.012 0.30 0.28 0.54 0.54 0.30 ***** 0.40 0.53 0.41 22.89 * 0.012 0.31 0.29 0.57 0.57 0.31 ***** 0.41 0.55 0.42 22.90 * 0.012 0.31 0.30 0.60 0.60 0.31 ***** 0.42 0.58 0.43 22.91 * 0.012 0.32 0.31 0.64 0.64 0.32 ***** 0.43 0.61 0.44 22.92 * 0.012 0.33 0.31 0.69 0.69 0.33 ***** 0.44 0.63 0.45 22.93 * 0.012 0.34 0.32 0.73 0.73 0.34 ***** 0.45 0.66 0.51 22.99 * 0.012 0.34 0.33 0.78 0.78 0.35 0.51 0.46 0.69 0.52 23.00 * 0.012 0.35 0.33 0.84 0.84 0.37 0.52 0.47 0.71 0.53 23.01 * 0.012 0.36 0.34 0.88 0.88 0.40 0.53 0.48 0.74 0.54 23.02 * 0.012 0.36 0.35 0.94 0.94 0.44 0.54 0.49 0.77 0.57 23.05 * 0.012 0.37 0.35 1.01 1.01 0.49 0.57 0.49 0.79 0.61 23.09 * 0.012 0.38 0.36 1.07 1.07 0.55 0.61 0.50 0.82 0.67 23.15 * 0.012 0.38 0.37 1.14 1.14 0.62 0.67 0.51 0.84 0.72 23.20 * 0.012 0.39 0.37 1.22 1.22 0.68 0.72 0.52 0.87 0.79 23.27 * 0.012 0.40 0.38 1.29 1.29 0.76 0.79 0.53 0.90 0.86 23.34 * 0.012 0.40 0.38 1.37 1.37 0.84 0.86 0.54 0.92 0.95 23.43 * 0.012 0.41 0.39 1.45 1.45 0.93 0.95 0.55 0.95 1.04 23.52 * 0.012 0.41 0.40 1.53 1.53 1.02 1.04 0.56 0.98 1.12 23.60 * 0.012 0.42 0.40 1.62 1.62 1.11 1.12 0.56 1.00 1.21 23.69 * 0.012 0.43 0.41 1.71 1.71 1.19 1.21 0.57 1.03 1.31 23.79 * 0.012 0.43 0.41 1.80 1.80 1.29 1.31 0.58 1.06 1.42 23.90 * 0.012 0.44 0.42 1.91 1.91 1.41 1.42 0.59 1.08 1.55 24.03 * 0.012 0.44 0.42 2.03 2.03 1.53 1.55 0.60 1.11 1.67 24.15 * 0.012 0.45 0.43 2.15 2.15 1.65 1.67 0.60 1.13 1.80 24.28 * 0.012 0.45 0.44 2.27 2.27 1.78 1.80 0.61 1.16 1.94 24.42 * 0.012 0.46 0.44 2.40 2.40 1.91 1.94 0.62 PIPE NO. 7: 65 LF - 12"CP @ 0.51% OUTLET: 22.48 INLET: 22.81 INTYP: 5 JUNC NO. 7: OVERFLOW-EL: 27.07 BEND: 30 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.02 0.09 22.90 * 0.012 0.07 0.07 0.10 0.10 0.07 0.09 0.08 0.05 0.13 22.94 * 0.012 0.10 0.10 0.14 0.14 0.10 0.13 0.12 0.07 0.17 22.98 * 0.012 0.12 0.12 0.17 0.17 0.12 0.17 0.15 0.10 0.19 23.00 * 0.012 0.13 0.14 0.18 0.18 0.14 0.19 0.17 0.12 0.22 23.03 * 0.012 0.15 0.15 0.22 0.22 0.15 0.22 0.19 0.15 0.24 23.05 * 0.012 0.16 0.16 0.22 0.22 0.16 0.24 0.21 0.17 0.26 23.07 * 0.012 0.18 0.18 0.23 0.23 0.18 0.26 0.23 0.20 0.27 23.08 * 0.012 0.19 0.19 0.29 0.29 0.19 0.27 0.24 0.22 0.29 23.10 * 0.012 0.20 0.20 0.27 0.27 0.20 0.29 0.26 0.25 0.31 23.12 * 0.012 0.21 0.21 0.28 0.28 0.21 0.31 0.27 0.27 0.32 23.13 * 0.012 0.22 0.22 0.30 0.30 0.22 0.32 0.29 0.30 0.34 23.15 * 0.012 0.23 0.23 0.31 0.31 0.23 0.34 0.30 0.32 0.35 23.16 * 0.012 0.24 0.24 0.32 0.32 0.24 0.35 0.31 0.35 0.37 23.18 * 0.012 0.25 0.25 0.34 0.34 0.25 0.37 0.33 0.37 0.34 23.15 * 0.012 0.26 0.25 0.35 0.35 0.26 ***** 0.34 0.40 0.35 23.16 * 0.012 0.27 0.26 0.36 0.36 0.27 ***** 0.35 0.42 0.41 23.22 * 0.012 0.27 0.27 0.37 0.37 0.27 0.41 0.36 0.45 0.42 23.23 * 0.012 0.28 0.28 0.38 0.38 0.28 0.42 0.37 0.47 0.43 23.24 * 0.012 0.29 0.29 0.40 0.40 0.29 0.43 0.38 0.50 0.39 23.20 * 0.012 0.30 0.29 0.41 0.41 0.30 ***** 0.39 0.52 0.41 23.22 * 0.012 0.31 0.30 0.42 0.42 0.31 ***** 0.41 0.55 0.47 23.28 * 0.012 0.31 0.31 0.43 0.43 0.31 0.47 0.41 0.57 0.42 23.23 * 0.012 0.32 0.31 0.44 0.44 0.32 ***** 0.42 0.60 0.43 23.24 * 0.012 0.33 0.32 0.45 0.45 0.33 ***** 0.43 0.62 0.50 23.31 * 0.012 0.33 0.33 0.51 0.51 0.33 0.50 0.44 0.65 0.51 23.32 * 0.012 0.34 0.34 0.52 0.52 0.34 0.51 0.45 0.67 0.46 23.27 * 0.012 0.35 0.34 0.53 0.53 0.35 ***** 0.46 0.70 0.53 23.34 * 0.012 0.35 0.35 0.54 0.54 0.35 0.53 0.47 0.72 0.48 23.29 * 0.012 0.36 0.35 0.57 0.57 0.36 ***** 0.48 0.75 0.49 23.30 * 0.012 0.37 0.36 0.61 0.61 0.37 ***** 0.49 0.77 0.55 23.36 * 0.012 0.37 0.37 0.67 0.67 0.40 0.55 0.50 0.80 0.56 23.37 * 0.012 0.38 0.37 0.72 0.72 0.44 0.56 0.51 0.82 0.58 23.39 * 0.012 0.38 0.38 0.79 0.79 0.49 0.58 0.51 0.85 0.63 23.44 * 0.012 0.39 0.39 0.86 0.86 0.56 0.63 0.52 0.87 0.69 23.50 * 0.012 0.40 0.39 0.95 0.95 0.64 0.69 0.53 0.90 0.77 23.58 * 0.012 0.40 0.40 1.04 1.04 0.74 0.77 0.54 0.92 0.85 23.66 * 0.012 0.41 0.40 1.12 1.12 0.83 0.85 0.55 0.95 0.94 23.75 * 0.012 0.41 0.41 1.21 1.21 0.92 0.94 0.56 0.97 1.04 23.85 * 0.012 0.42 0.42 1.31 1.31 1.02 1.04 0.56 1.00 1.16 23.97 * 0.012 0.42 0.42 1.42 1.42 1.14 1.16 0.57 1.02 1.28 24.09 * 0.012 0.43 0.43 1.55 1.55 1.26 1.28 0.58 1.05 1.41 24.22 * 0.012 0.43 0.43 1.67 1.67 1.39 1.41 0.59 1.07 1.54 24.35 * 0.012 0.44 0.44 1.80 1.80 1.52 1.54 0.59 1.10 1.68 24.49 * 0.012 0.45 0.44 1.94 1.94 1.66 1.68 0.60 PIPE NO. 8: 43 LF - 12"CP @ 0.51% OUTLET: 22.81 INLET: 23.03 INTYP: 5 JUNC NO. 8: OVERFLOW-EL: 27.40 BEND: 60 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.02 0.09 23.12 * 0.012 0.07 0.07 0.09 0.09 0.07 0.09 0.08 0.05 0.13 23.16 * 0.012 0.10 0.10 0.13 0.13 0.10 0.13 0.12 0.07 0.17 23.20 * 0.012 0.12 0.12 0.17 0.17 0.12 0.17 0.15 0.10 0.19 23.22 * 0.012 0.13 0.13 0.19 0.19 0.13 0.19 0.17 0.12 0.22 23.25 * 0.012 0.15 0.15 0.22 0.22 0.15 0.22 0.19 0.15 0.24 23.27 * 0.012 0.16 0.16 0.24 0.24 0.16 0.24 0.21 0.17 0.26 23.29 * 0.012 0.18 0.18 0.26 0.26 0.18 0.26 0.23 0.20 0.28 23.31 * 0.012 0.19 0.19 0.27 0.27 0.19 0.28 0.24 0.22 0.29 23.32 * 0.012 0.20 0.20 0.29 0.29 0.20 0.29 0.26 0.25 0.31 23.34 * 0.012 0.21 0.21 0.31 0.31 0.21 0.31 0.27 0.27 0.33 23.36 * 0.012 0.22 0.22 0.32 0.32 0.22 0.33 0.29 0.30 0.34 23.37 * 0.012 0.23 0.23 0.34 0.34 0.23 0.34 0.30 0.32 0.36 23.39 * 0.012 0.24 0.24 0.35 0.35 0.24 0.36 0.32 0.35 0.33 23.36 * 0.012 0.25 0.24 0.37 0.37 0.25 ***** 0.33 0.37 0.34 23.37 * 0.012 0.26 0.25 0.34 0.34 0.26 ***** 0.34 0.40 0.35 23.38 * 0.012 0.27 0.26 0.35 0.35 0.27 ***** 0.35 0.42 0.41 23.44 * 0.012 0.27 0.27 0.41 0.41 0.27 0.41 0.36 0.45 0.42 23.45 * 0.012 0.28 0.28 0.42 0.42 0.28 0.42 0.38 0.47 0.43 23.46 * 0.012 0.29 0.29 0.43 0.43 0.29 0.43 0.39 0.50 0.40 23.43 * 0.012 0.30 0.29 0.39 0.39 0.30 ***** 0.40 0.52 0.41 23.44 * 0.012 0.31 0.30 0.41 0.41 0.31 ***** 0.41 0.55 0.47 23.50 * 0.012 0.31 0.31 0.47 0.47 0.31 0.47 0.42 0.57 0.43 23.46 * 0.012 0.32 0.31 0.42 0.42 0.32 ***** 0.43 0.60 0.44 23.47 * 0.012 0.33 0.32 0.43 0.43 0.33 ***** 0.44 0.62 0.50 23.53 * 0.012 0.33 0.33 0.50 0.50 0.33 0.50 0.45 0.65 0.46 23.49 * 0.012 0.34 0.33 0.51 0.51 0.34 ***** 0.46 0.67 0.47 23.50 * 0.012 0.35 0.34 0.46 0.46 0.35 ***** 0.47 0.70 0.53 23.56 * 0.012 0.35 0.35 0.53 0.53 0.36 0.53 0.48 0.72 0.49 23.52 * 0.012 0.36 0.35 0.48 0.48 0.36 ***** 0.49 0.75 0.50 23.53 * 0.012 0.37 0.36 0.49 0.49 0.37 ***** 0.50 0.77 0.56 23.59 * 0.012 0.37 0.37 0.55 0.55 0.38 0.56 0.50 0.80 0.51 23.54 * 0.012 0.38 0.37 0.56 0.56 0.38 ***** 0.51 0.82 0.58 23.61 * 0.012 0.38 0.38 0.58 0.58 0.40 0.58 0.52 0.85 0.58 23.61 * 0.012 0.39 0.38 0.63 0.63 0.44 0.58 0.53 0.87 0.60 23.63 * 0.012 0.40 0.39 0.69 0.69 0.49 0.60 0.54 0.90 0.65 23.68 * 0.012 0.40 0.40 0.77 0.77 0.57 0.65 0.55 0.92 0.71 23.74 * 0.012 0.41 0.40 0.85 0.85 0.65 0.71 0.56 0.95 0.79 23.82 * 0.012 0.41 0.41 0.94 0.94 0.74 0.79 0.56 0.97 0.88 23.91 * 0.012 0.42 0.41 1.04 1.04 0.84 0.88 0.57 1.00 1.00 24.03 * 0.012 0.42 0.42 1.16 1.16 0.97 1.00 0.58 1.02 1.13 24.16 * 0.012 0.43 0.43 1.28 1.28 1.10 1.13 0.59 1.05 1.25 24.28 * 0.012 0.43 0.43 1.41 1.41 1.22 1.25 0.60 1.07 1.39 24.42 * 0.012 0.44 0.44 1.54 1.54 1.36 1.39 0.61 1.10 1.53 24.56 * 0.012 0.45 0.44 1.68 1.68 1.49 1.53 0.61 PIPE NO. 9: 99 LF - 12"CP @ 0.51% OUTLET: 23.03 INLET: 23.53 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.02 0.07 23.60 * 0.012 0.07 0.07 0.09 0.09 0.07 -0.04 -0.06 0.05 0.10 23.63 * 0.012 0.10 0.10 0.13 0.13 0.10 0.00 -0.02 0.07 0.12 23.65 * 0.012 0.12 0.12 0.17 0.17 0.12 0.03 0.01 0.10 0.14 23.67 * 0.012 0.13 0.14 0.19 0.19 0.14 0.05 0.03 0.12 0.15 23.68 * 0.012 0.15 0.15 0.22 0.22 0.15 0.08 0.05 0.15 0.16 23.69 * 0.012 0.16 0.16 0.24 0.24 0.16 0.10 0.07 0.17 0.18 23.71 * 0.012 0.18 0.18 0.26 0.26 0.18 0.12 0.09 0.20 0.19 23.72 * 0.012 0.19 0.19 0.28 0.28 0.19 0.14 0.11 0.22 0.20 23.73 * 0.012 0.20 0.20 0.29 0.29 0.20 0.15 0.12 0.25 0.21 23.74 * 0.012 0.21 0.21 0.31 0.31 0.21 0.17 0.14 0.27 0.22 23.75 * 0.012 0.22 0.22 0.33 0.33 0.22 0.19 0.15 0.30 0.23 23.76 * 0.012 0.23 0.23 0.34 0.34 0.23 0.20 0.16 0.32 0.24 23.77 * 0.012 0.24 0.24 0.36 0.36 0.24 0.22 0.18 0.35 0.25 23.78 * 0.012 0.25 0.25 0.33 0.33 0.25 0.23 0.19 0.37 0.26 23.79 * 0.012 0.26 0.25 0.34 0.34 0.26 ***** 0.25 0.40 0.27 23.80 * 0.012 0.27 0.26 0.35 0.35 0.27 ***** 0.26 0.42 0.27 23.80 * 0.012 0.27 0.27 0.41 0.41 0.27 0.27 0.23 0.45 0.29 23.82 * 0.012 0.28 0.28 0.42 0.42 0.28 0.29 0.24 0.47 0.30 23.83 * 0.012 0.29 0.29 0.43 0.43 0.29 0.30 0.25 0.50 0.30 23.83 * 0.012 0.30 0.29 0.40 0.40 0.30 ***** 0.29 0.52 0.31 23.84 * 0.012 0.31 0.30 0.41 0.41 0.31 ***** 0.30 0.55 0.33 23.86 * 0.012 0.31 0.31 0.47 0.47 0.31 0.33 0.28 0.57 0.34 23.87 * 0.012 0.32 0.32 0.43 0.43 0.32 0.34 0.29 0.60 0.33 23.86 * 0.012 0.33 0.32 0.44 0.44 0.33 ***** 0.32 0.62 0.37 23.90 * 0.012 0.33 0.33 0.50 0.50 0.33 0.37 0.31 0.65 0.38 23.91 * 0.012 0.34 0.34 0.46 0.46 0.34 0.38 0.32 0.67 0.35 23.88 * 0.012 0.35 0.34 0.47 0.47 0.35 ***** 0.34 0.70 0.40 23.93 * 0.012 0.35 0.35 0.53 0.53 0.35 0.40 0.34 0.72 0.41 23.94 * 0.012 0.36 0.36 0.49 0.49 0.36 0.41 0.35 0.75 0.37 23.90 * 0.012 0.37 0.36 0.50 0.50 0.37 ***** 0.36 0.77 0.43 23.96 * 0.012 0.37 0.37 0.56 0.56 0.37 0.43 0.37 0.80 0.38 23.91 * 0.012 0.38 0.37 0.51 0.51 0.38 ***** 0.38 0.82 0.45 23.98 * 0.012 0.38 0.38 0.58 0.58 0.38 0.45 0.39 0.85 0.46 23.99 * 0.012 0.39 0.39 0.58 0.58 0.39 0.46 0.40 0.87 0.41 23.94 * 0.012 0.40 0.39 0.60 0.60 0.40 ***** 0.41 0.90 0.48 24.01 * 0.012 0.40 0.40 0.65 0.65 0.40 0.48 0.42 0.92 0.43 23.96 * 0.012 0.41 0.40 0.71 0.71 0.41 ***** 0.43 0.95 0.49 24.02 * 0.012 0.41 0.41 0.79 0.79 0.43 0.49 0.43 0.97 0.50 24.03 * 0.012 0.42 0.42 0.88 0.88 0.48 0.50 0.44 1.00 0.57 24.10 * 0.012 0.42 0.42 1.00 1.00 0.57 0.54 0.45 1.02 0.70 24.23 * 0.012 0.43 0.43 1.13 1.13 0.70 0.63 0.46 1.05 0.82 24.35 * 0.012 0.43 0.43 1.25 1.25 0.82 0.73 0.47 1.07 0.96 24.49 * 0.012 0.44 0.44 1.39 1.39 0.96 0.87 0.48 1.10 1.11 24.64 * 0.012 0.45 0.44 1.53 1.53 1.11 1.02 0.49 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB 203-57 to CB 201-10.bwp Surcharge condition at intermediate junctions Tailwater Elevation:23.2 feet Discharge Range:0.2 to 1.5 Step of 0.2 [cfs] Overflow Elevation:28. feet Weir:NONE Upstream Velocity:3. feet/sec PIPE NO. 1: 23 LF - 12"CP @ 3.65% OUTLET: 22.48 INLET: 23.32 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 26.58 BEND: 15 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.20 0.23 23.55 * 0.012 0.19 0.12 0.72 0.72 0.19 ***** 0.23 0.40 0.34 23.66 * 0.012 0.27 0.16 0.72 0.72 0.27 ***** 0.34 0.60 0.43 23.75 * 0.012 0.33 0.20 0.72 0.72 0.33 ***** 0.43 0.80 0.50 23.82 * 0.012 0.38 0.23 0.72 0.72 0.38 ***** 0.50 1.00 0.57 23.89 * 0.012 0.43 0.25 0.72 0.72 0.43 ***** 0.57 1.20 0.64 23.96 * 0.012 0.47 0.28 0.72 0.72 0.47 ***** 0.64 1.40 0.71 24.03 * 0.012 0.51 0.30 0.72 0.72 0.51 ***** 0.71 1.60 0.77 24.09 * 0.012 0.54 0.32 0.72 0.72 0.54 ***** 0.77 PIPE NO. 2: 55 LF - 12"CP @ 0.51% OUTLET: 22.82 INLET: 23.10 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.20 0.46 23.56 * 0.012 0.19 0.19 0.73 0.73 0.46 0.33 0.11 0.40 0.57 23.67 * 0.012 0.27 0.26 0.84 0.84 0.57 0.45 0.26 0.60 0.66 23.76 * 0.012 0.33 0.32 0.93 0.93 0.66 0.55 0.32 0.80 0.75 23.85 * 0.012 0.38 0.37 1.00 1.00 0.75 0.65 0.38 1.00 0.83 23.93 * 0.012 0.43 0.42 1.07 1.07 0.83 0.74 0.45 1.20 0.91 24.01 * 0.012 0.47 0.47 1.14 1.14 0.91 0.83 0.52 1.40 1.01 24.11 * 0.012 0.51 0.51 1.21 1.21 1.01 0.94 0.59 1.60 1.09 24.19 * 0.012 0.54 0.55 1.27 1.27 1.09 1.04 0.65 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB 203-73 to CB 201-09.bwp Surcharge condition at intermediate junctions Tailwater Elevation:23.43 feet Discharge Range:0.1 to 0.5 Step of 0.1 [cfs] Overflow Elevation:25.24 feet Weir:NONE Upstream Velocity:3. feet/sec PIPE NO. 1: 27 LF - 12"CP @ 0.52% OUTLET: 21.90 INLET: 22.04 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.10 1.40 23.44 * 0.012 0.13 0.13 1.53 1.53 1.40 1.26 0.03 0.20 1.39 23.43 * 0.012 0.19 0.19 1.53 1.53 1.39 1.25 0.11 0.30 1.39 23.43 * 0.012 0.23 0.23 1.53 1.53 1.39 1.26 0.16 0.40 1.39 23.43 * 0.012 0.27 0.26 1.53 1.53 1.39 1.26 0.26 0.50 1.39 23.43 * 0.012 0.30 0.29 1.53 1.53 1.39 1.26 0.29 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB 205-49 to CB 201-48.bwp Surcharge condition at intermediate junctions Tailwater Elevation:23.33 feet Discharge Range:0.2 to 3. Step of 0.2 [cfs] Overflow Elevation:27.69 feet Weir:NONE Upstream Velocity:2.98 feet/sec PIPE NO. 1: 50 LF - 12"CP @ 0.50% OUTLET: 21.39 INLET: 21.64 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 24.64 BEND: 0 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.20 1.70 23.34 * 0.012 0.19 0.19 1.94 1.94 1.70 1.70 0.24 0.40 1.70 23.34 * 0.012 0.27 0.26 1.94 1.94 1.70 1.70 0.35 0.60 1.71 23.35 * 0.012 0.33 0.32 1.94 1.94 1.70 1.71 0.43 0.80 1.72 23.36 * 0.012 0.38 0.38 1.94 1.94 1.71 1.72 0.50 1.00 1.74 23.38 * 0.012 0.43 0.42 1.94 1.94 1.72 1.74 0.57 1.20 1.76 23.40 * 0.012 0.47 0.47 1.94 1.94 1.74 1.76 0.62 1.40 1.78 23.42 * 0.012 0.51 0.51 1.94 1.94 1.76 1.78 0.68 1.60 1.81 23.45 * 0.012 0.54 0.56 1.94 1.94 1.78 1.81 0.73 1.80 1.84 23.48 * 0.012 0.58 0.60 1.94 1.94 1.80 1.84 0.77 2.00 1.88 23.52 * 0.012 0.61 0.64 1.94 1.94 1.82 1.88 0.82 2.20 1.92 23.56 * 0.012 0.64 0.69 1.94 1.94 1.85 1.92 0.86 2.40 1.96 23.60 * 0.012 0.67 0.73 1.94 1.94 1.88 1.96 0.90 2.60 2.01 23.65 * 0.012 0.70 0.79 1.94 1.94 1.92 2.01 0.94 2.80 2.06 23.70 * 0.012 0.72 0.85 1.94 1.94 1.95 2.06 0.98 3.00 2.11 23.75 * 0.012 0.75 1.00 1.94 1.94 1.99 2.11 1.02 PIPE NO. 2: 78 LF - 12"CP @ 0.67% OUTLET: 21.64 INLET: 22.16 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 25.17 BEND: 15 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.20 1.19 23.35 * 0.012 0.19 0.18 1.70 1.70 1.19 1.19 0.24 0.40 1.19 23.35 * 0.012 0.27 0.25 1.70 1.70 1.19 1.19 0.35 0.60 1.21 23.37 * 0.012 0.33 0.30 1.71 1.71 1.21 1.21 0.43 0.80 1.24 23.40 * 0.012 0.38 0.35 1.72 1.72 1.23 1.24 0.50 1.00 1.28 23.44 * 0.012 0.43 0.39 1.74 1.74 1.27 1.28 0.57 1.20 1.33 23.49 * 0.012 0.47 0.43 1.76 1.76 1.31 1.33 0.63 1.40 1.39 23.55 * 0.012 0.51 0.47 1.78 1.78 1.36 1.39 0.68 1.60 1.46 23.62 * 0.012 0.54 0.51 1.81 1.81 1.42 1.46 0.73 1.80 1.54 23.70 * 0.012 0.58 0.55 1.84 1.84 1.49 1.54 0.78 2.00 1.62 23.78 * 0.012 0.61 0.58 1.88 1.88 1.57 1.62 0.82 2.20 1.72 23.88 * 0.012 0.64 0.62 1.92 1.92 1.65 1.72 0.87 2.40 1.82 23.98 * 0.012 0.67 0.66 1.96 1.96 1.74 1.82 0.91 2.60 1.94 24.10 * 0.012 0.70 0.70 2.01 2.01 1.84 1.94 0.95 2.80 2.06 24.22 * 0.012 0.72 0.74 2.06 2.06 1.95 2.06 0.99 3.00 2.19 24.35 * 0.012 0.75 0.78 2.11 2.11 2.06 2.19 1.04 PIPE NO. 3: 37 LF - 12"CP @ 0.95% OUTLET: 22.16 INLET: 22.51 INTYP: 5 JUNC NO. 3: OVERFLOW-EL: 25.53 BEND: 15 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.52 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.20 0.85 23.36 * 0.012 0.19 0.16 1.19 1.19 0.85 0.85 0.24 0.40 0.86 23.37 * 0.012 0.27 0.23 1.19 1.19 0.85 0.86 0.35 0.60 0.88 23.39 * 0.012 0.33 0.28 1.21 1.21 0.87 0.88 0.44 0.80 0.93 23.44 * 0.012 0.38 0.32 1.24 1.24 0.91 0.93 0.51 1.00 0.99 23.50 * 0.012 0.43 0.36 1.28 1.28 0.96 0.99 0.58 1.20 1.07 23.58 * 0.012 0.47 0.39 1.33 1.33 1.02 1.07 0.65 1.40 1.15 23.66 * 0.012 0.51 0.43 1.39 1.39 1.09 1.15 0.71 1.60 1.26 23.77 * 0.012 0.54 0.46 1.46 1.46 1.17 1.26 0.77 1.80 1.37 23.88 * 0.012 0.58 0.49 1.54 1.54 1.27 1.37 0.83 2.00 1.50 24.01 * 0.012 0.61 0.52 1.62 1.62 1.37 1.50 0.89 2.20 1.64 24.15 * 0.012 0.64 0.56 1.72 1.72 1.49 1.64 0.95 2.40 1.80 24.31 * 0.012 0.67 0.59 1.82 1.82 1.62 1.80 1.01 2.60 1.97 24.48 * 0.012 0.70 0.62 1.94 1.94 1.76 1.97 1.07 2.80 2.15 24.66 * 0.012 0.72 0.65 2.06 2.06 1.91 2.15 1.12 3.00 2.35 24.86 * 0.012 0.75 0.68 2.19 2.19 2.07 2.35 1.19 PIPE NO. 4: 46 LF - 12"CP @ 0.63% OUTLET: 22.51 INLET: 22.80 INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 25.82 BEND: 15 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.13 0.57 23.37 * 0.012 0.15 0.15 0.85 0.85 0.57 0.57 0.20 0.26 0.58 23.38 * 0.012 0.22 0.20 0.86 0.86 0.57 0.58 0.28 0.39 0.61 23.41 * 0.012 0.26 0.25 0.88 0.88 0.60 0.61 0.35 0.53 0.67 23.47 * 0.012 0.31 0.29 0.93 0.93 0.65 0.67 0.40 0.66 0.73 23.53 * 0.012 0.34 0.32 0.99 0.99 0.71 0.73 0.46 0.79 0.81 23.61 * 0.012 0.38 0.35 1.07 1.07 0.79 0.81 0.50 0.92 0.91 23.71 * 0.012 0.41 0.38 1.15 1.15 0.89 0.91 0.54 1.05 1.02 23.82 * 0.012 0.44 0.41 1.26 1.26 1.00 1.02 0.58 1.18 1.15 23.95 * 0.012 0.46 0.44 1.37 1.37 1.13 1.15 0.62 1.32 1.29 24.09 * 0.012 0.49 0.46 1.50 1.50 1.26 1.29 0.66 1.45 1.45 24.25 * 0.012 0.51 0.49 1.64 1.64 1.42 1.45 0.69 1.58 1.62 24.42 * 0.012 0.54 0.51 1.80 1.80 1.59 1.62 0.73 1.71 1.81 24.61 * 0.012 0.56 0.54 1.97 1.97 1.77 1.81 0.76 1.84 2.02 24.82 * 0.012 0.58 0.56 2.15 2.15 1.97 2.02 0.79 1.97 2.24 25.04 * 0.012 0.60 0.59 2.35 2.35 2.18 2.24 0.82 PIPE NO. 5: 63 LF - 12"CP @ 1.87% OUTLET: 22.80 INLET: 23.98 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 27.00 BEND: 15 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.13 0.19 24.17 * 0.012 0.15 0.11 0.57 0.57 0.15 ***** 0.19 0.26 0.28 24.26 * 0.012 0.22 0.16 0.58 0.58 0.22 ***** 0.28 0.39 0.34 24.32 * 0.012 0.26 0.19 0.61 0.61 0.26 ***** 0.34 0.53 0.40 24.38 * 0.012 0.31 0.22 0.67 0.67 0.31 ***** 0.40 0.66 0.45 24.43 * 0.012 0.34 0.24 0.73 0.73 0.34 ***** 0.45 0.79 0.50 24.48 * 0.012 0.38 0.27 0.81 0.81 0.38 ***** 0.50 0.92 0.54 24.52 * 0.012 0.41 0.29 0.91 0.91 0.41 ***** 0.54 1.05 0.58 24.56 * 0.012 0.44 0.31 1.02 1.02 0.44 ***** 0.58 1.18 0.62 24.60 * 0.012 0.46 0.33 1.15 1.15 0.46 ***** 0.62 1.32 0.65 24.63 * 0.012 0.49 0.35 1.29 1.29 0.49 ***** 0.65 1.45 0.69 24.67 * 0.012 0.51 0.36 1.45 1.45 0.51 ***** 0.69 1.58 0.72 24.70 * 0.012 0.54 0.38 1.62 1.62 0.54 ***** 0.72 1.71 0.84 24.82 * 0.012 0.56 0.40 1.81 1.81 0.73 0.84 0.75 1.84 1.03 25.01 * 0.012 0.58 0.41 2.02 2.02 0.98 1.03 0.78 1.97 1.29 25.27 * 0.012 0.60 0.43 2.24 2.24 1.23 1.29 0.81 PIPE NO. 6: 54 LF - 12"CP @ 1.09% OUTLET: 23.98 INLET: 24.57 INTYP: 5 JUNC NO. 6: OVERFLOW-EL: 27.97 BEND: 90 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.13 0.19 24.76 * 0.012 0.15 0.13 0.19 0.19 0.15 ***** 0.19 0.26 0.28 24.85 * 0.012 0.22 0.18 0.28 0.28 0.22 ***** 0.28 0.39 0.35 24.92 * 0.012 0.26 0.22 0.34 0.34 0.26 ***** 0.35 0.53 0.41 24.98 * 0.012 0.31 0.25 0.40 0.40 0.31 ***** 0.41 0.66 0.47 25.04 * 0.012 0.34 0.28 0.45 0.45 0.34 ***** 0.47 0.79 0.52 25.09 * 0.012 0.38 0.30 0.50 0.50 0.38 ***** 0.52 0.92 0.57 25.14 * 0.012 0.41 0.33 0.54 0.54 0.41 ***** 0.57 1.05 0.62 25.19 * 0.012 0.44 0.35 0.58 0.58 0.44 ***** 0.62 1.18 0.66 25.23 * 0.012 0.46 0.38 0.62 0.62 0.46 ***** 0.66 1.32 0.71 25.28 * 0.012 0.49 0.40 0.65 0.65 0.49 ***** 0.71 1.45 0.76 25.33 * 0.012 0.51 0.42 0.69 0.69 0.51 ***** 0.76 1.58 0.80 25.37 * 0.012 0.54 0.44 0.72 0.72 0.54 ***** 0.80 1.71 0.85 25.42 * 0.012 0.56 0.46 0.84 0.84 0.56 ***** 0.85 1.84 0.89 25.46 * 0.012 0.58 0.48 1.03 1.03 0.58 ***** 0.89 1.97 1.04 25.61 * 0.012 0.60 0.50 1.29 1.29 0.81 1.04 0.94 PIPE NO. 7: 19 LF - 12"CP @ 0.53% OUTLET: 24.57 INLET: 24.67 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.13 0.15 24.82 * 0.012 0.15 0.15 0.19 0.19 0.15 0.09 0.06 0.26 0.22 24.89 * 0.012 0.22 0.21 0.28 0.28 0.22 ***** 0.21 0.39 0.26 24.93 * 0.012 0.26 0.26 0.35 0.35 0.26 0.26 0.21 0.53 0.32 24.99 * 0.012 0.31 0.30 0.41 0.41 0.32 0.32 0.30 0.66 0.38 25.05 * 0.012 0.34 0.33 0.47 0.47 0.37 0.38 0.33 0.79 0.43 25.10 * 0.012 0.38 0.37 0.52 0.52 0.43 0.43 0.38 0.92 0.48 25.15 * 0.012 0.41 0.40 0.57 0.57 0.48 0.48 0.43 1.05 0.54 25.21 * 0.012 0.44 0.43 0.62 0.62 0.53 0.54 0.47 1.18 0.59 25.26 * 0.012 0.46 0.46 0.66 0.66 0.58 0.59 0.52 1.32 0.64 25.31 * 0.012 0.49 0.49 0.71 0.71 0.63 0.64 0.56 1.45 0.69 25.36 * 0.012 0.51 0.51 0.76 0.76 0.67 0.69 0.60 1.58 0.74 25.41 * 0.012 0.54 0.54 0.80 0.80 0.72 0.74 0.65 1.71 0.79 25.46 * 0.012 0.56 0.57 0.85 0.85 0.77 0.79 0.69 1.84 0.85 25.52 * 0.012 0.58 0.60 0.89 0.89 0.82 0.85 0.73 1.97 1.00 25.67 * 0.012 0.60 0.62 1.04 1.04 0.99 1.00 0.77 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:Cb 203-64 to CB 203-62.bwp Surcharge condition at intermediate junctions Tailwater Elevation:23.77 feet Discharge Range:0.1 to 0.75 Step of 0.1 [cfs] Overflow Elevation:25.18 feet Weir:NONE Upstream Velocity:2.31 feet/sec PIPE NO. 1: 33 LF - 8"CP @ 0.52% OUTLET: 22.51 INLET: 22.68 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.10 1.10 23.78 * 0.012 0.15 0.15 1.26 1.26 1.10 1.02 0.11 0.20 1.10 23.78 * 0.012 0.21 0.21 1.26 1.26 1.10 1.02 0.20 0.30 1.11 23.79 * 0.012 0.26 0.26 1.26 1.26 1.11 1.04 0.27 0.40 1.12 23.80 * 0.012 0.30 0.31 1.26 1.26 1.12 1.07 0.34 0.50 1.14 23.82 * 0.012 0.34 0.35 1.26 1.26 1.14 1.10 0.40 0.60 1.16 23.84 * 0.012 0.37 0.39 1.26 1.26 1.16 1.15 0.46 0.70 1.20 23.88 * 0.012 0.40 0.43 1.26 1.26 1.18 1.20 0.51 0.80 1.25 23.93 * 0.012 0.43 0.48 1.26 1.26 1.21 1.25 0.57 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB 201-08 to CB 201-02.bwp Surcharge condition at intermediate junctions Tailwater Elevation:23.05 feet Discharge Range:0.1 to 6. Step of 0.1 [cfs] Overflow Elevation:25.53 feet Weir:NONE Upstream Velocity:2.3 feet/sec PIPE NO. 1: 15 LF - 18"CP @ 0.53% OUTLET: 20.67 INLET: 20.75 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 24.30 BEND: 0 DEG DIA/WIDTH: 8.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.10 2.31 23.06 * 0.012 0.12 0.12 2.38 2.38 2.31 2.31 0.15 0.20 2.30 23.05 * 0.012 0.17 0.17 2.38 2.38 2.30 2.30 0.22 0.30 2.30 23.05 * 0.012 0.21 0.20 2.38 2.38 2.30 2.30 0.27 0.40 2.30 23.05 * 0.012 0.24 0.23 2.38 2.38 2.30 2.30 0.31 0.50 2.30 23.05 * 0.012 0.27 0.25 2.38 2.38 2.30 2.30 0.35 0.60 2.30 23.05 * 0.012 0.29 0.28 2.38 2.38 2.30 2.30 0.38 0.70 2.30 23.05 * 0.012 0.32 0.30 2.38 2.38 2.30 2.30 0.42 0.80 2.30 23.05 * 0.012 0.34 0.32 2.38 2.38 2.30 2.30 0.44 0.90 2.30 23.05 * 0.012 0.36 0.34 2.38 2.38 2.30 2.30 0.47 1.00 2.30 23.05 * 0.012 0.38 0.36 2.38 2.38 2.30 2.30 0.50 1.10 2.30 23.05 * 0.012 0.40 0.37 2.38 2.38 2.30 2.30 0.53 1.20 2.31 23.06 * 0.012 0.41 0.39 2.38 2.38 2.30 2.31 0.55 1.30 2.31 23.06 * 0.012 0.43 0.41 2.38 2.38 2.30 2.31 0.57 1.40 2.31 23.06 * 0.012 0.45 0.42 2.38 2.38 2.30 2.31 0.60 1.50 2.31 23.06 * 0.012 0.46 0.44 2.38 2.38 2.30 2.31 0.62 1.60 2.31 23.06 * 0.012 0.48 0.45 2.38 2.38 2.30 2.31 0.64 1.70 2.31 23.06 * 0.012 0.50 0.47 2.38 2.38 2.30 2.31 0.66 1.80 2.31 23.06 * 0.012 0.51 0.48 2.38 2.38 2.30 2.31 0.68 1.90 2.31 23.06 * 0.012 0.52 0.49 2.38 2.38 2.30 2.31 0.70 2.00 2.31 23.06 * 0.012 0.54 0.51 2.38 2.38 2.30 2.31 0.72 2.10 2.32 23.07 * 0.012 0.55 0.52 2.38 2.38 2.31 2.32 0.74 2.20 2.32 23.07 * 0.012 0.57 0.53 2.38 2.38 2.31 2.32 0.76 2.30 2.32 23.07 * 0.012 0.58 0.54 2.38 2.38 2.31 2.32 0.77 2.40 2.32 23.07 * 0.012 0.59 0.56 2.38 2.38 2.31 2.32 0.79 2.50 2.32 23.07 * 0.012 0.60 0.57 2.38 2.38 2.31 2.32 0.81 2.60 2.33 23.08 * 0.012 0.62 0.58 2.38 2.38 2.31 2.33 0.83 2.70 2.33 23.08 * 0.012 0.63 0.59 2.38 2.38 2.31 2.33 0.84 2.80 2.33 23.08 * 0.012 0.64 0.60 2.38 2.38 2.31 2.33 0.86 2.90 2.33 23.08 * 0.012 0.65 0.62 2.38 2.38 2.31 2.33 0.87 3.00 2.33 23.08 * 0.012 0.66 0.63 2.38 2.38 2.31 2.33 0.89 3.10 2.34 23.09 * 0.012 0.68 0.64 2.38 2.38 2.31 2.34 0.91 3.20 2.34 23.09 * 0.012 0.69 0.65 2.38 2.38 2.31 2.34 0.92 3.30 2.34 23.09 * 0.012 0.70 0.66 2.38 2.38 2.31 2.34 0.94 3.40 2.34 23.09 * 0.012 0.71 0.67 2.38 2.38 2.31 2.34 0.95 3.50 2.35 23.10 * 0.012 0.72 0.68 2.38 2.38 2.31 2.35 0.97 3.60 2.35 23.10 * 0.012 0.73 0.70 2.38 2.38 2.32 2.35 0.98 3.70 2.35 23.10 * 0.012 0.74 0.71 2.38 2.38 2.32 2.35 0.99 3.80 2.35 23.10 * 0.012 0.75 0.72 2.38 2.38 2.32 2.35 1.01 3.90 2.36 23.11 * 0.012 0.76 0.73 2.38 2.38 2.32 2.36 1.02 4.00 2.36 23.11 * 0.012 0.77 0.74 2.38 2.38 2.32 2.36 1.04 4.10 2.36 23.11 * 0.012 0.78 0.75 2.38 2.38 2.32 2.36 1.05 4.20 2.37 23.12 * 0.012 0.79 0.76 2.38 2.38 2.32 2.37 1.06 4.30 2.37 23.12 * 0.012 0.80 0.77 2.38 2.38 2.32 2.37 1.08 4.40 2.37 23.12 * 0.012 0.81 0.78 2.38 2.38 2.32 2.37 1.09 4.50 2.38 23.13 * 0.012 0.82 0.79 2.38 2.38 2.32 2.38 1.10 4.60 2.38 23.13 * 0.012 0.83 0.80 2.38 2.38 2.32 2.38 1.12 4.70 2.38 23.13 * 0.012 0.84 0.81 2.38 2.38 2.33 2.38 1.13 4.80 2.39 23.14 * 0.012 0.85 0.82 2.38 2.38 2.33 2.39 1.14 4.90 2.39 23.14 * 0.012 0.86 0.83 2.38 2.38 2.33 2.39 1.15 5.00 2.39 23.14 * 0.012 0.87 0.84 2.38 2.38 2.33 2.39 1.17 5.10 2.40 23.15 * 0.012 0.87 0.85 2.38 2.38 2.33 2.40 1.18 5.20 2.40 23.15 * 0.012 0.88 0.86 2.38 2.38 2.33 2.40 1.19 5.30 2.41 23.16 * 0.012 0.89 0.88 2.38 2.38 2.33 2.41 1.20 5.40 2.41 23.16 * 0.012 0.90 0.89 2.38 2.38 2.33 2.41 1.22 5.50 2.41 23.16 * 0.012 0.91 0.90 2.38 2.38 2.34 2.41 1.23 5.60 2.42 23.17 * 0.012 0.92 0.91 2.38 2.38 2.34 2.42 1.24 5.70 2.42 23.17 * 0.012 0.93 0.92 2.38 2.38 2.34 2.42 1.25 5.80 2.43 23.18 * 0.012 0.93 0.93 2.38 2.38 2.34 2.43 1.26 5.90 2.43 23.18 * 0.012 0.94 0.94 2.38 2.38 2.34 2.43 1.27 6.00 2.43 23.18 * 0.012 0.95 0.95 2.38 2.38 2.34 2.43 1.29 6.00 2.43 23.18 * 0.012 0.95 0.95 2.38 2.38 2.34 2.43 1.29 PIPE NO. 2: 7 LF - 18"CP @ 0.57% OUTLET: 21.54 INLET: 21.58 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 23.67 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.89 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.10 1.49 23.07 * 0.012 0.12 0.12 1.52 1.52 1.49 1.49 0.15 0.20 1.48 23.06 * 0.012 0.17 0.16 1.51 1.51 1.48 1.48 0.22 0.30 1.48 23.06 * 0.012 0.21 0.20 1.51 1.51 1.48 1.48 0.27 0.40 1.48 23.06 * 0.012 0.24 0.23 1.51 1.51 1.48 1.48 0.31 0.50 1.48 23.06 * 0.012 0.27 0.25 1.51 1.51 1.48 1.48 0.35 0.60 1.48 23.06 * 0.012 0.29 0.27 1.51 1.51 1.48 1.48 0.39 0.70 1.49 23.07 * 0.012 0.32 0.29 1.51 1.51 1.48 1.49 0.42 0.80 1.49 23.07 * 0.012 0.34 0.31 1.51 1.51 1.48 1.49 0.45 0.90 1.49 23.07 * 0.012 0.36 0.33 1.51 1.51 1.48 1.49 0.48 1.00 1.49 23.07 * 0.012 0.38 0.35 1.51 1.51 1.48 1.49 0.51 1.10 1.50 23.08 * 0.012 0.40 0.37 1.51 1.51 1.48 1.50 0.54 1.20 1.50 23.08 * 0.012 0.41 0.38 1.52 1.52 1.48 1.50 0.56 1.30 1.50 23.08 * 0.012 0.43 0.40 1.52 1.52 1.48 1.50 0.59 1.40 1.51 23.09 * 0.012 0.45 0.41 1.52 1.52 1.48 1.51 0.62 1.50 1.51 23.09 * 0.012 0.46 0.43 1.52 1.52 1.48 1.51 0.64 1.60 1.52 23.10 * 0.012 0.48 0.44 1.52 1.52 1.49 1.52 0.67 1.70 1.53 23.11 * 0.012 0.50 0.46 1.52 1.52 1.49 1.53 0.69 1.80 1.53 23.11 * 0.012 0.51 0.47 1.52 1.52 1.49 1.53 0.71 1.90 1.54 23.12 * 0.012 0.52 0.48 1.52 1.52 1.49 1.54 0.74 2.00 1.54 23.12 * 0.012 0.54 0.50 1.52 1.52 1.49 1.54 0.76 2.10 1.55 23.13 * 0.012 0.55 0.51 1.53 1.53 1.49 1.55 0.78 2.20 1.56 23.14 * 0.012 0.57 0.52 1.53 1.53 1.50 1.56 0.81 2.30 1.57 23.15 * 0.012 0.58 0.53 1.53 1.53 1.50 1.57 0.83 2.40 1.58 23.16 * 0.012 0.59 0.55 1.53 1.53 1.50 1.58 0.85 2.50 1.58 23.16 * 0.012 0.60 0.56 1.53 1.53 1.50 1.58 0.88 2.60 1.59 23.17 * 0.012 0.62 0.57 1.54 1.54 1.50 1.59 0.90 2.70 1.61 23.19 * 0.012 0.63 0.58 1.54 1.54 1.51 1.61 0.92 2.80 1.61 23.19 * 0.012 0.64 0.59 1.54 1.54 1.50 1.61 0.94 2.90 1.62 23.20 * 0.012 0.65 0.61 1.54 1.54 1.51 1.62 0.96 3.00 1.63 23.21 * 0.012 0.66 0.62 1.54 1.54 1.51 1.63 0.99 3.10 1.64 23.22 * 0.012 0.68 0.63 1.55 1.55 1.51 1.64 1.01 3.20 1.65 23.23 * 0.012 0.69 0.64 1.55 1.55 1.51 1.65 1.03 3.30 1.66 23.24 * 0.012 0.70 0.65 1.55 1.55 1.52 1.66 1.05 3.40 1.67 23.25 * 0.012 0.71 0.66 1.55 1.55 1.52 1.67 1.07 3.50 1.69 23.27 * 0.012 0.72 0.67 1.56 1.56 1.52 1.69 1.10 3.60 1.70 23.28 * 0.012 0.73 0.68 1.56 1.56 1.53 1.70 1.12 3.70 1.71 23.29 * 0.012 0.74 0.69 1.56 1.56 1.53 1.71 1.14 3.80 1.72 23.30 * 0.012 0.75 0.70 1.56 1.56 1.53 1.72 1.16 3.90 1.74 23.32 * 0.012 0.76 0.71 1.57 1.57 1.54 1.74 1.19 4.00 1.75 23.33 * 0.012 0.77 0.72 1.57 1.57 1.54 1.75 1.21 4.10 1.77 23.35 * 0.012 0.78 0.73 1.57 1.57 1.54 1.77 1.23 4.20 1.78 23.36 * 0.012 0.79 0.74 1.58 1.58 1.55 1.78 1.25 4.30 1.80 23.38 * 0.012 0.80 0.75 1.58 1.58 1.55 1.80 1.28 4.40 1.81 23.39 * 0.012 0.81 0.77 1.58 1.58 1.55 1.81 1.30 4.50 1.83 23.41 * 0.012 0.82 0.78 1.59 1.59 1.56 1.83 1.32 4.60 1.84 23.42 * 0.012 0.83 0.79 1.59 1.59 1.56 1.84 1.34 4.70 1.86 23.44 * 0.012 0.84 0.80 1.59 1.59 1.56 1.86 1.37 4.80 1.88 23.46 * 0.012 0.85 0.81 1.60 1.60 1.57 1.88 1.39 4.90 1.89 23.47 * 0.012 0.86 0.82 1.60 1.60 1.57 1.89 1.41 5.00 1.91 23.49 * 0.012 0.87 0.83 1.60 1.60 1.58 1.91 1.43 5.10 1.93 23.51 * 0.012 0.87 0.84 1.61 1.61 1.58 1.93 1.46 5.20 1.95 23.53 * 0.012 0.88 0.85 1.61 1.61 1.59 1.95 1.48 5.30 1.96 23.54 * 0.012 0.89 0.86 1.62 1.62 1.59 1.96 1.50 5.40 1.98 23.56 * 0.012 0.90 0.87 1.62 1.62 1.60 1.98 1.53 5.50 2.00 23.58 * 0.012 0.91 0.88 1.62 1.62 1.60 2.00 1.55 5.60 2.02 23.60 * 0.012 0.92 0.89 1.63 1.63 1.60 2.02 1.58 5.70 2.04 23.62 * 0.012 0.93 0.90 1.63 1.63 1.61 2.04 1.60 5.80 2.06 23.64 * 0.012 0.93 0.91 1.64 1.64 1.61 2.06 1.62 5.90 2.08 23.66 * 0.012 0.94 0.92 1.64 1.64 1.62 2.08 1.65 **************** OVERFLOW ENCOUNTERED AT 6.00 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 6.00 2.10 23.68 * 0.012 0.95 0.93 1.64 1.64 1.62 2.10 1.67 6.00 2.10 23.68 * 0.012 0.95 0.93 1.64 1.64 1.62 2.10 1.67 PIPE NO. 3: 145 LF - 12"CP @ 0.52% OUTLET: 21.58 INLET: 22.33 INTYP: 5 JUNC NO. 3: OVERFLOW-EL: 25.54 BEND: 0 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.05 0.75 23.08 * 0.012 0.10 0.10 1.49 1.49 0.75 0.75 0.12 0.11 0.74 23.07 * 0.012 0.14 0.14 1.48 1.48 0.74 0.74 0.18 0.16 0.74 23.07 * 0.012 0.17 0.17 1.48 1.48 0.74 0.74 0.22 0.21 0.74 23.07 * 0.012 0.19 0.19 1.48 1.48 0.74 0.74 0.25 0.26 0.74 23.07 * 0.012 0.22 0.21 1.48 1.48 0.74 0.74 0.28 0.32 0.75 23.08 * 0.012 0.24 0.23 1.48 1.48 0.75 0.75 0.31 0.37 0.75 23.08 * 0.012 0.26 0.25 1.49 1.49 0.75 0.75 0.34 0.42 0.77 23.10 * 0.012 0.27 0.27 1.49 1.49 0.76 0.77 0.36 0.48 0.78 23.11 * 0.012 0.29 0.29 1.49 1.49 0.77 0.78 0.38 0.53 0.78 23.11 * 0.012 0.31 0.30 1.49 1.49 0.77 0.78 0.41 0.58 0.79 23.12 * 0.012 0.32 0.32 1.50 1.50 0.78 0.79 0.43 0.63 0.80 23.13 * 0.012 0.34 0.33 1.50 1.50 0.79 0.80 0.45 0.69 0.81 23.14 * 0.012 0.35 0.34 1.50 1.50 0.80 0.81 0.47 0.74 0.82 23.15 * 0.012 0.36 0.36 1.51 1.51 0.81 0.82 0.48 0.79 0.84 23.17 * 0.012 0.38 0.37 1.51 1.51 0.82 0.84 0.50 0.85 0.86 23.19 * 0.012 0.39 0.38 1.52 1.52 0.84 0.86 0.52 0.90 0.88 23.21 * 0.012 0.40 0.40 1.53 1.53 0.86 0.88 0.54 0.95 0.89 23.22 * 0.012 0.41 0.41 1.53 1.53 0.87 0.89 0.55 1.01 0.90 23.23 * 0.012 0.43 0.42 1.54 1.54 0.88 0.90 0.57 1.06 0.92 23.25 * 0.012 0.44 0.43 1.54 1.54 0.90 0.92 0.58 1.11 0.93 23.26 * 0.012 0.45 0.45 1.55 1.55 0.91 0.93 0.60 1.16 0.96 23.29 * 0.012 0.46 0.46 1.56 1.56 0.94 0.96 0.61 1.22 0.98 23.31 * 0.012 0.47 0.47 1.57 1.57 0.96 0.98 0.63 1.27 1.00 23.33 * 0.012 0.48 0.48 1.58 1.58 0.98 1.00 0.64 1.32 1.03 23.36 * 0.012 0.49 0.49 1.58 1.58 1.01 1.03 0.66 1.38 1.05 23.38 * 0.012 0.50 0.50 1.59 1.59 1.02 1.05 0.67 1.43 1.08 23.41 * 0.012 0.51 0.51 1.61 1.61 1.06 1.08 0.69 1.48 1.10 23.43 * 0.012 0.52 0.52 1.61 1.61 1.07 1.10 0.70 1.53 1.13 23.46 * 0.012 0.53 0.54 1.62 1.62 1.10 1.13 0.71 1.59 1.16 23.49 * 0.012 0.54 0.55 1.63 1.63 1.12 1.16 0.72 1.64 1.19 23.52 * 0.012 0.55 0.56 1.64 1.64 1.15 1.19 0.74 1.69 1.22 23.55 * 0.012 0.56 0.57 1.65 1.65 1.18 1.22 0.75 1.75 1.25 23.58 * 0.012 0.57 0.58 1.66 1.66 1.21 1.25 0.76 1.80 1.28 23.61 * 0.012 0.58 0.59 1.67 1.67 1.24 1.28 0.77 1.85 1.31 23.64 * 0.012 0.58 0.60 1.69 1.69 1.27 1.31 0.79 1.90 1.35 23.68 * 0.012 0.59 0.61 1.70 1.70 1.30 1.35 0.80 1.96 1.38 23.71 * 0.012 0.60 0.62 1.71 1.71 1.33 1.38 0.81 2.01 1.42 23.75 * 0.012 0.61 0.64 1.72 1.72 1.37 1.42 0.82 2.06 1.46 23.79 * 0.012 0.62 0.65 1.74 1.74 1.40 1.46 0.83 2.12 1.50 23.83 * 0.012 0.63 0.66 1.75 1.75 1.44 1.50 0.84 2.17 1.54 23.87 * 0.012 0.63 0.67 1.77 1.77 1.47 1.54 0.86 2.22 1.58 23.91 * 0.012 0.64 0.68 1.78 1.78 1.51 1.58 0.87 2.28 1.62 23.95 * 0.012 0.65 0.69 1.80 1.80 1.55 1.62 0.88 2.33 1.66 23.99 * 0.012 0.66 0.71 1.81 1.81 1.59 1.66 0.89 2.38 1.70 24.03 * 0.012 0.67 0.72 1.83 1.83 1.63 1.70 0.90 2.43 1.75 24.08 * 0.012 0.67 0.73 1.84 1.84 1.67 1.75 0.91 2.49 1.79 24.12 * 0.012 0.68 0.74 1.86 1.86 1.71 1.79 0.92 2.54 1.84 24.17 * 0.012 0.69 0.76 1.88 1.88 1.75 1.84 0.93 2.59 1.89 24.22 * 0.012 0.70 0.77 1.89 1.89 1.80 1.89 0.94 2.65 1.93 24.26 * 0.012 0.70 0.79 1.91 1.91 1.84 1.93 0.95 2.70 1.98 24.31 * 0.012 0.71 0.80 1.93 1.93 1.89 1.98 0.96 2.75 2.03 24.36 * 0.012 0.72 0.82 1.95 1.95 1.93 2.03 0.97 2.80 2.08 24.41 * 0.012 0.72 0.83 1.96 1.96 1.98 2.08 0.98 2.86 2.14 24.47 * 0.012 0.73 0.85 1.98 1.98 2.03 2.14 0.99 2.91 2.19 24.52 * 0.012 0.74 0.88 2.00 2.00 2.08 2.19 1.00 2.96 2.24 24.57 * 0.012 0.74 0.91 2.02 2.02 2.13 2.24 1.01 3.02 2.30 24.63 * 0.012 0.75 1.00 2.04 2.04 2.18 2.30 1.03 3.07 2.35 24.68 * 0.012 0.76 1.00 2.06 2.06 2.23 2.35 1.04 3.12 2.41 24.74 * 0.012 0.76 1.00 2.08 2.08 2.28 2.41 1.05 3.17 2.47 24.80 * 0.012 0.77 1.00 2.10 2.10 2.34 2.47 1.07 3.17 2.47 24.80 * 0.012 0.77 1.00 2.10 2.10 2.34 2.47 1.07 PIPE NO. 4: 37 LF - 12"CP @ 0.51% OUTLET: 22.33 INLET: 22.52 INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 26.02 BEND: 90 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.20 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.05 0.57 23.09 * 0.012 0.10 0.10 0.75 0.75 0.57 0.57 0.12 0.11 0.56 23.08 * 0.012 0.14 0.14 0.74 0.74 0.56 0.56 0.18 0.16 0.56 23.08 * 0.012 0.17 0.17 0.74 0.74 0.56 0.56 0.22 0.21 0.57 23.09 * 0.012 0.19 0.19 0.74 0.74 0.56 0.57 0.25 0.26 0.57 23.09 * 0.012 0.22 0.21 0.74 0.74 0.56 0.57 0.29 0.32 0.58 23.10 * 0.012 0.24 0.23 0.75 0.75 0.57 0.58 0.31 0.37 0.59 23.11 * 0.012 0.26 0.25 0.75 0.75 0.57 0.59 0.34 0.42 0.60 23.12 * 0.012 0.27 0.27 0.77 0.77 0.58 0.60 0.37 0.48 0.61 23.13 * 0.012 0.29 0.29 0.78 0.78 0.59 0.61 0.39 0.53 0.63 23.15 * 0.012 0.31 0.30 0.78 0.78 0.60 0.63 0.42 0.58 0.64 23.16 * 0.012 0.32 0.32 0.79 0.79 0.61 0.64 0.44 0.63 0.66 23.18 * 0.012 0.34 0.33 0.80 0.80 0.62 0.66 0.46 0.69 0.67 23.19 * 0.012 0.35 0.34 0.81 0.81 0.63 0.67 0.48 0.74 0.70 23.22 * 0.012 0.36 0.36 0.82 0.82 0.65 0.70 0.50 0.79 0.71 23.23 * 0.012 0.38 0.37 0.84 0.84 0.66 0.71 0.52 0.85 0.74 23.26 * 0.012 0.39 0.38 0.86 0.86 0.68 0.74 0.54 0.90 0.76 23.28 * 0.012 0.40 0.40 0.88 0.88 0.70 0.76 0.56 0.95 0.78 23.30 * 0.012 0.41 0.41 0.89 0.89 0.71 0.78 0.58 1.01 0.80 23.32 * 0.012 0.43 0.42 0.90 0.90 0.73 0.80 0.60 1.06 0.82 23.34 * 0.012 0.44 0.43 0.92 0.92 0.75 0.82 0.62 1.11 0.84 23.36 * 0.012 0.45 0.45 0.93 0.93 0.76 0.84 0.64 1.16 0.88 23.40 * 0.012 0.46 0.46 0.96 0.96 0.80 0.88 0.66 1.22 0.90 23.42 * 0.012 0.47 0.47 0.98 0.98 0.82 0.90 0.68 1.27 0.94 23.46 * 0.012 0.48 0.48 1.00 1.00 0.85 0.94 0.70 1.32 0.97 23.49 * 0.012 0.49 0.49 1.03 1.03 0.88 0.97 0.72 1.38 1.00 23.52 * 0.012 0.50 0.50 1.05 1.05 0.90 1.00 0.73 1.43 1.04 23.56 * 0.012 0.51 0.51 1.08 1.08 0.94 1.04 0.75 1.48 1.07 23.59 * 0.012 0.52 0.53 1.10 1.10 0.97 1.07 0.77 1.53 1.11 23.63 * 0.012 0.53 0.54 1.13 1.13 1.00 1.11 0.79 1.59 1.15 23.67 * 0.012 0.54 0.55 1.16 1.16 1.03 1.15 0.81 1.64 1.19 23.71 * 0.012 0.55 0.56 1.19 1.19 1.06 1.19 0.83 1.69 1.23 23.75 * 0.012 0.56 0.57 1.22 1.22 1.10 1.23 0.84 1.75 1.27 23.79 * 0.012 0.57 0.58 1.25 1.25 1.13 1.27 0.86 1.80 1.32 23.84 * 0.012 0.58 0.59 1.28 1.28 1.17 1.32 0.88 1.85 1.37 23.89 * 0.012 0.58 0.60 1.31 1.31 1.21 1.37 0.90 1.90 1.42 23.94 * 0.012 0.59 0.61 1.35 1.35 1.25 1.42 0.92 1.96 1.47 23.99 * 0.012 0.60 0.63 1.38 1.38 1.29 1.47 0.94 2.01 1.52 24.04 * 0.012 0.61 0.64 1.42 1.42 1.33 1.52 0.95 2.06 1.57 24.09 * 0.012 0.62 0.65 1.46 1.46 1.37 1.57 0.97 2.12 1.62 24.14 * 0.012 0.63 0.66 1.50 1.50 1.42 1.62 0.99 2.17 1.68 24.20 * 0.012 0.63 0.67 1.54 1.54 1.46 1.68 1.01 2.22 1.74 24.26 * 0.012 0.64 0.68 1.58 1.58 1.51 1.74 1.03 2.28 1.79 24.31 * 0.012 0.65 0.70 1.62 1.62 1.56 1.79 1.05 2.33 1.85 24.37 * 0.012 0.66 0.71 1.66 1.66 1.60 1.85 1.07 2.38 1.92 24.44 * 0.012 0.67 0.72 1.70 1.70 1.65 1.92 1.09 2.43 1.98 24.50 * 0.012 0.67 0.73 1.75 1.75 1.70 1.98 1.10 2.49 2.04 24.56 * 0.012 0.68 0.75 1.79 1.79 1.76 2.04 1.12 2.54 2.11 24.63 * 0.012 0.69 0.76 1.84 1.84 1.81 2.11 1.14 2.59 2.17 24.69 * 0.012 0.70 0.77 1.89 1.89 1.86 2.17 1.16 2.65 2.24 24.76 * 0.012 0.70 0.79 1.93 1.93 1.92 2.24 1.18 2.70 2.31 24.83 * 0.012 0.71 0.80 1.98 1.98 1.97 2.31 1.20 2.75 2.38 24.90 * 0.012 0.72 0.82 2.03 2.03 2.03 2.38 1.22 2.80 2.45 24.97 * 0.012 0.72 0.84 2.08 2.08 2.09 2.45 1.24 2.86 2.52 25.04 * 0.012 0.73 0.86 2.14 2.14 2.15 2.52 1.26 2.91 2.60 25.12 * 0.012 0.74 0.88 2.19 2.19 2.21 2.60 1.28 2.96 2.67 25.19 * 0.012 0.74 0.92 2.24 2.24 2.27 2.67 1.30 3.02 2.75 25.27 * 0.012 0.75 1.00 2.30 2.30 2.33 2.75 1.33 3.07 2.83 25.35 * 0.012 0.76 1.00 2.35 2.35 2.40 2.83 1.35 3.12 2.91 25.43 * 0.012 0.76 1.00 2.41 2.41 2.46 2.91 1.37 3.17 2.99 25.51 * 0.012 0.77 1.00 2.47 2.47 2.53 2.99 1.40 3.17 2.99 25.51 * 0.012 0.77 1.00 2.47 2.47 2.53 2.99 1.40 PIPE NO. 5: 95 LF - 12"CP @ 0.51% OUTLET: 22.52 INLET: 23.00 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 26.00 BEND: 90 DEG DIA/WIDTH: 2.5 Q-RATIO: 6.23 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.04 0.14 23.14 * 0.012 0.09 0.09 0.57 0.57 0.13 0.14 0.11 0.09 0.19 23.19 * 0.012 0.13 0.13 0.56 0.56 0.16 0.19 0.16 0.13 0.22 23.22 * 0.012 0.15 0.15 0.56 0.56 0.18 0.22 0.20 0.18 0.26 23.26 * 0.012 0.18 0.18 0.57 0.57 0.20 0.26 0.23 0.22 0.29 23.29 * 0.012 0.20 0.20 0.57 0.57 0.21 0.29 0.26 0.26 0.32 23.32 * 0.012 0.22 0.21 0.58 0.58 0.23 0.32 0.29 0.31 0.35 23.35 * 0.012 0.23 0.23 0.59 0.59 0.24 0.35 0.31 0.35 0.37 23.37 * 0.012 0.25 0.25 0.60 0.60 0.26 0.37 0.33 0.40 0.35 23.35 * 0.012 0.27 0.26 0.61 0.61 0.27 ***** 0.35 0.44 0.42 23.42 * 0.012 0.28 0.28 0.63 0.63 0.29 0.42 0.37 0.49 0.44 23.44 * 0.012 0.29 0.29 0.64 0.64 0.30 0.44 0.39 0.53 0.46 23.46 * 0.012 0.31 0.30 0.66 0.66 0.32 0.46 0.41 0.57 0.48 23.48 * 0.012 0.32 0.32 0.67 0.67 0.33 0.48 0.43 0.62 0.50 23.50 * 0.012 0.33 0.33 0.70 0.70 0.35 0.50 0.45 0.66 0.52 23.52 * 0.012 0.34 0.34 0.71 0.71 0.36 0.52 0.47 0.71 0.54 23.54 * 0.012 0.36 0.35 0.74 0.74 0.38 0.54 0.49 0.75 0.56 23.56 * 0.012 0.37 0.36 0.76 0.76 0.39 0.56 0.50 0.79 0.57 23.57 * 0.012 0.38 0.37 0.78 0.78 0.41 0.57 0.52 0.84 0.59 23.59 * 0.012 0.39 0.38 0.80 0.80 0.43 0.59 0.54 0.88 0.61 23.61 * 0.012 0.40 0.39 0.82 0.82 0.45 0.61 0.55 0.93 0.62 23.62 * 0.012 0.41 0.41 0.84 0.84 0.46 0.62 0.57 0.97 0.64 23.64 * 0.012 0.42 0.42 0.88 0.88 0.49 0.64 0.59 1.01 0.66 23.66 * 0.012 0.43 0.43 0.90 0.90 0.51 0.66 0.60 1.06 0.68 23.68 * 0.012 0.44 0.44 0.94 0.94 0.54 0.68 0.62 1.10 0.71 23.71 * 0.012 0.45 0.45 0.97 0.97 0.57 0.71 0.63 1.15 0.73 23.73 * 0.012 0.46 0.46 1.00 1.00 0.60 0.73 0.65 1.19 0.77 23.77 * 0.012 0.47 0.47 1.04 1.04 0.65 0.77 0.66 1.23 0.80 23.80 * 0.012 0.47 0.48 1.07 1.07 0.69 0.80 0.68 1.28 0.84 23.84 * 0.012 0.48 0.48 1.11 1.11 0.73 0.84 0.69 1.32 0.87 23.87 * 0.012 0.49 0.49 1.15 1.15 0.77 0.87 0.71 1.37 0.92 23.92 * 0.012 0.50 0.50 1.19 1.19 0.82 0.92 0.72 1.41 0.97 23.97 * 0.012 0.51 0.51 1.23 1.23 0.87 0.97 0.74 1.46 1.01 24.01 * 0.012 0.52 0.52 1.27 1.27 0.92 1.01 0.75 1.50 1.07 24.07 * 0.012 0.52 0.53 1.32 1.32 0.98 1.07 0.77 1.54 1.14 24.14 * 0.012 0.53 0.54 1.37 1.37 1.04 1.14 0.78 1.59 1.20 24.20 * 0.012 0.54 0.55 1.42 1.42 1.10 1.20 0.80 1.63 1.27 24.27 * 0.012 0.55 0.56 1.47 1.47 1.16 1.27 0.81 1.68 1.33 24.33 * 0.012 0.56 0.57 1.52 1.52 1.22 1.33 0.83 1.72 1.40 24.40 * 0.012 0.56 0.58 1.57 1.57 1.28 1.40 0.84 1.76 1.47 24.47 * 0.012 0.57 0.59 1.62 1.62 1.34 1.47 0.85 1.81 1.54 24.54 * 0.012 0.58 0.60 1.68 1.68 1.41 1.54 0.87 1.85 1.62 24.62 * 0.012 0.58 0.61 1.74 1.74 1.48 1.62 0.88 1.90 1.69 24.69 * 0.012 0.59 0.62 1.79 1.79 1.54 1.69 0.90 1.94 1.77 24.77 * 0.012 0.60 0.63 1.85 1.85 1.61 1.77 0.91 1.98 1.85 24.85 * 0.012 0.61 0.64 1.92 1.92 1.69 1.85 0.93 2.03 1.93 24.93 * 0.012 0.61 0.64 1.98 1.98 1.76 1.93 0.94 2.07 2.01 25.01 * 0.012 0.62 0.65 2.04 2.04 1.83 2.01 0.96 2.12 2.10 25.10 * 0.012 0.63 0.66 2.11 2.11 1.91 2.10 0.97 2.16 2.18 25.18 * 0.012 0.63 0.67 2.17 2.17 1.99 2.18 0.99 2.20 2.27 25.27 * 0.012 0.64 0.68 2.24 2.24 2.07 2.27 1.00 2.25 2.36 25.36 * 0.012 0.65 0.69 2.31 2.31 2.15 2.36 1.02 2.29 2.45 25.45 * 0.012 0.65 0.70 2.38 2.38 2.23 2.45 1.03 2.34 2.55 25.55 * 0.012 0.66 0.71 2.45 2.45 2.32 2.55 1.05 2.38 2.64 25.64 * 0.012 0.67 0.72 2.52 2.52 2.41 2.64 1.06 2.43 2.74 25.74 * 0.012 0.67 0.74 2.60 2.60 2.49 2.74 1.08 2.47 2.84 25.84 * 0.012 0.68 0.75 2.67 2.67 2.58 2.84 1.09 2.51 2.94 25.94 * 0.012 0.68 0.76 2.75 2.75 2.68 2.94 1.11 **************** OVERFLOW ENCOUNTERED AT 2.56 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 2.56 3.04 26.04 * 0.012 0.69 0.77 2.83 2.83 2.77 3.04 1.12 2.60 3.14 26.14 * 0.012 0.70 0.78 2.91 2.91 2.86 3.14 1.14 2.65 3.25 26.25 * 0.012 0.70 0.79 2.99 2.99 2.96 3.25 1.15 2.65 3.25 26.25 * 0.012 0.70 0.79 2.99 2.99 2.96 3.25 1.15 PIPE NO. 6: 35 LF - 8"CP @ 0.51% OUTLET: 23.00 INLET: 23.18 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.01 0.04 23.22 * 0.012 0.04 0.04 0.14 0.14 0.04 -0.03 -0.04 0.01 0.06 23.24 * 0.012 0.05 0.06 0.19 0.19 0.06 -0.01 -0.02 0.02 0.08 23.26 * 0.012 0.07 0.07 0.22 0.22 0.08 0.01 0.00 0.02 0.10 23.28 * 0.012 0.08 0.08 0.26 0.26 0.10 0.03 0.01 0.03 0.13 23.31 * 0.012 0.08 0.09 0.29 0.29 0.13 0.06 0.02 0.04 0.15 23.33 * 0.012 0.09 0.09 0.32 0.32 0.15 0.08 0.03 0.04 0.18 23.36 * 0.012 0.10 0.10 0.35 0.35 0.18 0.11 0.04 0.05 0.20 23.38 * 0.012 0.10 0.11 0.37 0.37 0.20 0.12 0.05 0.05 0.19 23.37 * 0.012 0.11 0.11 0.35 0.35 0.19 0.12 0.06 0.06 0.24 23.42 * 0.012 0.12 0.12 0.42 0.42 0.24 0.16 0.07 0.07 0.27 23.45 * 0.012 0.12 0.13 0.44 0.44 0.27 0.19 0.07 0.07 0.29 23.47 * 0.012 0.13 0.13 0.46 0.46 0.29 0.21 0.08 0.08 0.31 23.49 * 0.012 0.13 0.14 0.48 0.48 0.31 0.23 0.09 0.09 0.33 23.51 * 0.012 0.14 0.14 0.50 0.50 0.33 0.25 0.10 0.09 0.35 23.53 * 0.012 0.14 0.15 0.52 0.52 0.35 0.27 0.10 0.10 0.36 23.54 * 0.012 0.15 0.15 0.54 0.54 0.36 0.28 0.11 0.10 0.38 23.56 * 0.012 0.15 0.15 0.56 0.56 0.38 0.30 0.12 0.11 0.40 23.58 * 0.012 0.16 0.16 0.57 0.57 0.40 0.32 0.12 0.12 0.42 23.60 * 0.012 0.16 0.16 0.59 0.59 0.42 0.34 0.13 0.12 0.43 23.61 * 0.012 0.16 0.17 0.61 0.61 0.43 0.35 0.13 0.13 0.45 23.63 * 0.012 0.17 0.17 0.62 0.62 0.45 0.37 0.14 0.13 0.47 23.65 * 0.012 0.17 0.18 0.64 0.64 0.47 0.39 0.14 0.14 0.49 23.67 * 0.012 0.18 0.18 0.66 0.66 0.49 0.41 0.15 0.15 0.51 23.69 * 0.012 0.18 0.18 0.68 0.68 0.51 0.43 0.16 0.15 0.54 23.72 * 0.012 0.18 0.19 0.71 0.71 0.54 0.46 0.16 0.16 0.56 23.74 * 0.012 0.19 0.19 0.73 0.73 0.56 0.48 0.17 0.16 0.60 23.78 * 0.012 0.19 0.19 0.77 0.77 0.60 0.52 0.17 0.17 0.63 23.81 * 0.012 0.19 0.20 0.80 0.80 0.63 0.55 0.18 0.18 0.67 23.85 * 0.012 0.20 0.20 0.84 0.84 0.67 0.59 0.18 0.18 0.70 23.88 * 0.012 0.20 0.20 0.87 0.87 0.70 0.62 0.19 0.19 0.75 23.93 * 0.012 0.20 0.21 0.92 0.92 0.75 0.67 0.19 0.20 0.79 23.97 * 0.012 0.21 0.21 0.97 0.97 0.79 0.72 0.20 0.20 0.84 24.02 * 0.012 0.21 0.21 1.01 1.01 0.84 0.77 0.20 0.21 0.90 24.08 * 0.012 0.21 0.22 1.07 1.07 0.90 0.83 0.20 0.21 0.97 24.15 * 0.012 0.22 0.22 1.14 1.14 0.97 0.89 0.21 0.22 1.03 24.21 * 0.012 0.22 0.22 1.20 1.20 1.03 0.96 0.21 0.23 1.10 24.28 * 0.012 0.22 0.23 1.27 1.27 1.10 1.02 0.22 0.23 1.16 24.34 * 0.012 0.23 0.23 1.33 1.33 1.16 1.09 0.22 0.24 1.23 24.41 * 0.012 0.23 0.23 1.40 1.40 1.23 1.16 0.23 0.24 1.30 24.48 * 0.012 0.23 0.24 1.47 1.47 1.30 1.23 0.23 0.25 1.38 24.56 * 0.012 0.24 0.24 1.54 1.54 1.38 1.31 0.24 0.26 1.45 24.63 * 0.012 0.24 0.24 1.62 1.62 1.45 1.38 0.24 0.26 1.53 24.71 * 0.012 0.24 0.25 1.69 1.69 1.53 1.46 0.25 0.27 1.61 24.79 * 0.012 0.24 0.25 1.77 1.77 1.61 1.54 0.25 0.27 1.69 24.87 * 0.012 0.25 0.25 1.85 1.85 1.69 1.62 0.25 0.28 1.77 24.95 * 0.012 0.25 0.25 1.93 1.93 1.77 1.70 0.26 0.29 1.85 25.03 * 0.012 0.25 0.26 2.01 2.01 1.85 1.78 0.26 0.29 1.94 25.12 * 0.012 0.26 0.26 2.10 2.10 1.94 1.87 0.27 0.30 2.02 25.20 * 0.012 0.26 0.26 2.18 2.18 2.02 1.96 0.27 0.30 2.11 25.29 * 0.012 0.26 0.27 2.27 2.27 2.11 2.05 0.27 0.31 2.20 25.38 * 0.012 0.26 0.27 2.36 2.36 2.20 2.14 0.28 0.32 2.29 25.47 * 0.012 0.27 0.27 2.45 2.45 2.29 2.23 0.28 **************** OVERFLOW ENCOUNTERED AT 0.32 CFS DISCHARGE ***************** 0.32 2.39 25.57 * 0.012 0.27 0.27 2.55 2.55 2.39 2.33 0.29 0.33 2.48 25.66 * 0.012 0.27 0.28 2.64 2.64 2.48 2.42 0.29 0.34 2.58 25.76 * 0.012 0.27 0.28 2.74 2.74 2.58 2.52 0.29 0.34 2.68 25.86 * 0.012 0.28 0.28 2.84 2.84 2.68 2.62 0.30 0.35 2.78 25.96 * 0.012 0.28 0.29 2.94 2.94 2.78 2.72 0.30 0.35 2.89 26.07 * 0.012 0.28 0.29 3.04 3.04 2.89 2.83 0.31 0.36 2.99 26.17 * 0.012 0.28 0.29 3.14 3.14 2.99 2.93 0.31 0.37 3.10 26.28 * 0.012 0.29 0.29 3.25 3.25 3.10 3.04 0.31 0.37 3.10 26.28 * 0.012 0.29 0.29 3.25 3.25 3.10 3.04 0.31 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB 201-08 to CB 201-02.bwp Surcharge condition at intermediate junctions Tailwater Elevation:22.76 feet Discharge Range:0.1 to 6. Step of 0.1 [cfs] Overflow Elevation:25.53 feet Weir:NONE Upstream Velocity:2.3 feet/sec PIPE NO. 1: 15 LF - 18"CP @ 0.53% OUTLET: 20.67 INLET: 20.75 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 24.30 BEND: 0 DEG DIA/WIDTH: 8.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.10 2.02 22.77 * 0.012 0.12 0.12 2.09 2.09 2.02 2.02 0.15 0.20 2.01 22.76 * 0.012 0.17 0.17 2.09 2.09 2.01 2.01 0.22 0.30 2.01 22.76 * 0.012 0.21 0.20 2.09 2.09 2.01 2.01 0.27 0.40 2.01 22.76 * 0.012 0.24 0.23 2.09 2.09 2.01 2.01 0.31 0.50 2.01 22.76 * 0.012 0.27 0.25 2.09 2.09 2.01 2.01 0.35 0.60 2.01 22.76 * 0.012 0.29 0.28 2.09 2.09 2.01 2.01 0.38 0.70 2.01 22.76 * 0.012 0.32 0.30 2.09 2.09 2.01 2.01 0.42 0.80 2.01 22.76 * 0.012 0.34 0.32 2.09 2.09 2.01 2.01 0.44 0.90 2.01 22.76 * 0.012 0.36 0.34 2.09 2.09 2.01 2.01 0.47 1.00 2.01 22.76 * 0.012 0.38 0.36 2.09 2.09 2.01 2.01 0.50 1.10 2.01 22.76 * 0.012 0.40 0.37 2.09 2.09 2.01 2.01 0.53 1.20 2.02 22.77 * 0.012 0.41 0.39 2.09 2.09 2.01 2.02 0.55 1.30 2.02 22.77 * 0.012 0.43 0.41 2.09 2.09 2.01 2.02 0.57 1.40 2.02 22.77 * 0.012 0.45 0.42 2.09 2.09 2.01 2.02 0.60 1.50 2.02 22.77 * 0.012 0.46 0.44 2.09 2.09 2.01 2.02 0.62 1.60 2.02 22.77 * 0.012 0.48 0.45 2.09 2.09 2.01 2.02 0.64 1.70 2.02 22.77 * 0.012 0.50 0.47 2.09 2.09 2.01 2.02 0.66 1.80 2.02 22.77 * 0.012 0.51 0.48 2.09 2.09 2.01 2.02 0.68 1.90 2.02 22.77 * 0.012 0.52 0.49 2.09 2.09 2.01 2.02 0.70 2.00 2.02 22.77 * 0.012 0.54 0.51 2.09 2.09 2.01 2.02 0.72 2.10 2.03 22.78 * 0.012 0.55 0.52 2.09 2.09 2.02 2.03 0.74 2.20 2.03 22.78 * 0.012 0.57 0.53 2.09 2.09 2.02 2.03 0.76 2.30 2.03 22.78 * 0.012 0.58 0.54 2.09 2.09 2.02 2.03 0.77 2.40 2.03 22.78 * 0.012 0.59 0.56 2.09 2.09 2.02 2.03 0.79 2.50 2.03 22.78 * 0.012 0.60 0.57 2.09 2.09 2.02 2.03 0.81 2.60 2.04 22.79 * 0.012 0.62 0.58 2.09 2.09 2.02 2.04 0.83 2.70 2.04 22.79 * 0.012 0.63 0.59 2.09 2.09 2.02 2.04 0.84 2.80 2.04 22.79 * 0.012 0.64 0.60 2.09 2.09 2.02 2.04 0.86 2.90 2.04 22.79 * 0.012 0.65 0.62 2.09 2.09 2.02 2.04 0.87 3.00 2.04 22.79 * 0.012 0.66 0.63 2.09 2.09 2.02 2.04 0.89 3.10 2.05 22.80 * 0.012 0.68 0.64 2.09 2.09 2.02 2.05 0.91 3.20 2.05 22.80 * 0.012 0.69 0.65 2.09 2.09 2.02 2.05 0.92 3.30 2.05 22.80 * 0.012 0.70 0.66 2.09 2.09 2.02 2.05 0.94 3.40 2.05 22.80 * 0.012 0.71 0.67 2.09 2.09 2.02 2.05 0.95 3.50 2.06 22.81 * 0.012 0.72 0.68 2.09 2.09 2.02 2.06 0.97 3.60 2.06 22.81 * 0.012 0.73 0.70 2.09 2.09 2.03 2.06 0.98 3.70 2.06 22.81 * 0.012 0.74 0.71 2.09 2.09 2.03 2.06 0.99 3.80 2.06 22.81 * 0.012 0.75 0.72 2.09 2.09 2.03 2.06 1.01 3.90 2.07 22.82 * 0.012 0.76 0.73 2.09 2.09 2.03 2.07 1.02 4.00 2.07 22.82 * 0.012 0.77 0.74 2.09 2.09 2.03 2.07 1.04 4.10 2.07 22.82 * 0.012 0.78 0.75 2.09 2.09 2.03 2.07 1.05 4.20 2.08 22.83 * 0.012 0.79 0.76 2.09 2.09 2.03 2.08 1.06 4.30 2.08 22.83 * 0.012 0.80 0.77 2.09 2.09 2.03 2.08 1.08 4.40 2.08 22.83 * 0.012 0.81 0.78 2.09 2.09 2.03 2.08 1.09 4.50 2.09 22.84 * 0.012 0.82 0.79 2.09 2.09 2.03 2.09 1.10 4.60 2.09 22.84 * 0.012 0.83 0.80 2.09 2.09 2.03 2.09 1.12 4.70 2.09 22.84 * 0.012 0.84 0.81 2.09 2.09 2.04 2.09 1.13 4.80 2.10 22.85 * 0.012 0.85 0.82 2.09 2.09 2.04 2.10 1.14 4.90 2.10 22.85 * 0.012 0.86 0.83 2.09 2.09 2.04 2.10 1.15 5.00 2.10 22.85 * 0.012 0.87 0.84 2.09 2.09 2.04 2.10 1.17 5.10 2.11 22.86 * 0.012 0.87 0.85 2.09 2.09 2.04 2.11 1.18 5.20 2.11 22.86 * 0.012 0.88 0.86 2.09 2.09 2.04 2.11 1.19 5.30 2.12 22.87 * 0.012 0.89 0.88 2.09 2.09 2.04 2.12 1.20 5.40 2.12 22.87 * 0.012 0.90 0.89 2.09 2.09 2.04 2.12 1.22 5.50 2.12 22.87 * 0.012 0.91 0.90 2.09 2.09 2.05 2.12 1.23 5.60 2.13 22.88 * 0.012 0.92 0.91 2.09 2.09 2.05 2.13 1.24 5.70 2.13 22.88 * 0.012 0.93 0.92 2.09 2.09 2.05 2.13 1.25 5.80 2.14 22.89 * 0.012 0.93 0.93 2.09 2.09 2.05 2.14 1.26 5.90 2.14 22.89 * 0.012 0.94 0.94 2.09 2.09 2.05 2.14 1.27 6.00 2.14 22.89 * 0.012 0.95 0.95 2.09 2.09 2.05 2.14 1.29 6.00 2.14 22.89 * 0.012 0.95 0.95 2.09 2.09 2.05 2.14 1.29 PIPE NO. 2: 7 LF - 18"CP @ 0.57% OUTLET: 21.54 INLET: 21.58 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 23.67 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.89 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.10 1.20 22.78 * 0.012 0.12 0.12 1.23 1.23 1.20 1.20 0.15 0.20 1.19 22.77 * 0.012 0.17 0.16 1.22 1.22 1.19 1.19 0.22 0.30 1.19 22.77 * 0.012 0.21 0.20 1.22 1.22 1.19 1.19 0.27 0.40 1.19 22.77 * 0.012 0.24 0.23 1.22 1.22 1.19 1.19 0.31 0.50 1.19 22.77 * 0.012 0.27 0.25 1.22 1.22 1.19 1.19 0.35 0.60 1.20 22.78 * 0.012 0.29 0.27 1.22 1.22 1.19 1.20 0.39 0.70 1.20 22.78 * 0.012 0.32 0.29 1.22 1.22 1.19 1.20 0.42 0.80 1.20 22.78 * 0.012 0.34 0.31 1.22 1.22 1.19 1.20 0.45 0.90 1.20 22.78 * 0.012 0.36 0.33 1.22 1.22 1.19 1.20 0.48 1.00 1.21 22.79 * 0.012 0.38 0.35 1.22 1.22 1.19 1.21 0.51 1.10 1.21 22.79 * 0.012 0.40 0.37 1.22 1.22 1.19 1.21 0.54 1.20 1.21 22.79 * 0.012 0.41 0.38 1.23 1.23 1.19 1.21 0.56 1.30 1.22 22.80 * 0.012 0.43 0.40 1.23 1.23 1.19 1.22 0.59 1.40 1.22 22.80 * 0.012 0.45 0.41 1.23 1.23 1.19 1.22 0.62 1.50 1.23 22.81 * 0.012 0.46 0.43 1.23 1.23 1.19 1.23 0.64 1.60 1.23 22.81 * 0.012 0.48 0.44 1.23 1.23 1.19 1.23 0.67 1.70 1.25 22.83 * 0.012 0.50 0.46 1.23 1.23 1.20 1.25 0.69 1.80 1.25 22.83 * 0.012 0.51 0.47 1.23 1.23 1.20 1.25 0.71 1.90 1.26 22.84 * 0.012 0.52 0.48 1.23 1.23 1.20 1.26 0.74 2.00 1.26 22.84 * 0.012 0.54 0.50 1.23 1.23 1.20 1.26 0.76 2.10 1.27 22.85 * 0.012 0.55 0.51 1.24 1.24 1.20 1.27 0.78 2.20 1.28 22.86 * 0.012 0.57 0.52 1.24 1.24 1.20 1.28 0.81 2.30 1.29 22.87 * 0.012 0.58 0.53 1.24 1.24 1.21 1.29 0.83 2.40 1.30 22.88 * 0.012 0.59 0.55 1.24 1.24 1.21 1.30 0.85 2.50 1.31 22.89 * 0.012 0.60 0.56 1.24 1.24 1.21 1.31 0.88 2.60 1.32 22.90 * 0.012 0.62 0.57 1.25 1.25 1.21 1.32 0.90 2.70 1.33 22.91 * 0.012 0.63 0.58 1.25 1.25 1.21 1.33 0.92 2.80 1.34 22.92 * 0.012 0.64 0.59 1.25 1.25 1.22 1.34 0.94 2.90 1.35 22.93 * 0.012 0.65 0.61 1.25 1.25 1.22 1.35 0.96 3.00 1.36 22.94 * 0.012 0.66 0.62 1.25 1.25 1.22 1.36 0.99 3.10 1.37 22.95 * 0.012 0.68 0.63 1.26 1.26 1.22 1.37 1.01 3.20 1.39 22.97 * 0.012 0.69 0.64 1.26 1.26 1.23 1.39 1.03 3.30 1.40 22.98 * 0.012 0.70 0.65 1.26 1.26 1.23 1.40 1.05 3.40 1.41 22.99 * 0.012 0.71 0.66 1.26 1.26 1.23 1.41 1.07 3.50 1.42 23.00 * 0.012 0.72 0.67 1.27 1.27 1.23 1.42 1.10 3.60 1.44 23.02 * 0.012 0.73 0.68 1.27 1.27 1.24 1.44 1.12 3.70 1.45 23.03 * 0.012 0.74 0.69 1.27 1.27 1.24 1.45 1.14 3.80 1.46 23.04 * 0.012 0.75 0.70 1.27 1.27 1.24 1.46 1.16 3.90 1.48 23.06 * 0.012 0.76 0.71 1.28 1.28 1.25 1.48 1.19 4.00 1.49 23.07 * 0.012 0.77 0.72 1.28 1.28 1.25 1.49 1.21 4.10 1.51 23.09 * 0.012 0.78 0.73 1.28 1.28 1.25 1.51 1.23 4.20 1.52 23.10 * 0.012 0.79 0.74 1.29 1.29 1.25 1.52 1.25 4.30 1.54 23.12 * 0.012 0.80 0.75 1.29 1.29 1.26 1.54 1.28 4.40 1.55 23.13 * 0.012 0.81 0.77 1.29 1.29 1.26 1.55 1.30 4.50 1.57 23.15 * 0.012 0.82 0.78 1.30 1.30 1.27 1.57 1.32 4.60 1.59 23.17 * 0.012 0.83 0.79 1.30 1.30 1.27 1.59 1.34 4.70 1.60 23.18 * 0.012 0.84 0.80 1.30 1.30 1.27 1.60 1.37 4.80 1.62 23.20 * 0.012 0.85 0.81 1.31 1.31 1.28 1.62 1.39 4.90 1.64 23.22 * 0.012 0.86 0.82 1.31 1.31 1.28 1.64 1.41 5.00 1.65 23.23 * 0.012 0.87 0.83 1.31 1.31 1.28 1.65 1.43 5.10 1.67 23.25 * 0.012 0.87 0.84 1.32 1.32 1.29 1.67 1.46 5.20 1.69 23.27 * 0.012 0.88 0.85 1.32 1.32 1.29 1.69 1.48 5.30 1.71 23.29 * 0.012 0.89 0.86 1.33 1.33 1.30 1.71 1.50 5.40 1.73 23.31 * 0.012 0.90 0.87 1.33 1.33 1.30 1.73 1.53 5.50 1.75 23.33 * 0.012 0.91 0.88 1.33 1.33 1.31 1.75 1.55 5.60 1.77 23.35 * 0.012 0.92 0.89 1.34 1.34 1.31 1.77 1.58 5.70 1.79 23.37 * 0.012 0.93 0.90 1.34 1.34 1.32 1.79 1.60 5.80 1.81 23.39 * 0.012 0.93 0.91 1.35 1.35 1.32 1.81 1.62 5.90 1.83 23.41 * 0.012 0.94 0.92 1.35 1.35 1.33 1.83 1.65 6.00 1.85 23.43 * 0.012 0.95 0.93 1.35 1.35 1.33 1.85 1.67 6.00 1.85 23.43 * 0.012 0.95 0.93 1.35 1.35 1.33 1.85 1.67 PIPE NO. 3: 145 LF - 12"CP @ 0.52% OUTLET: 21.58 INLET: 22.33 INTYP: 5 JUNC NO. 3: OVERFLOW-EL: 25.54 BEND: 0 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.05 0.46 22.79 * 0.012 0.10 0.10 1.20 1.20 0.46 0.46 0.12 0.11 0.45 22.78 * 0.012 0.14 0.14 1.19 1.19 0.45 0.45 0.18 0.16 0.45 22.78 * 0.012 0.17 0.17 1.19 1.19 0.45 0.45 0.22 0.21 0.47 22.80 * 0.012 0.19 0.19 1.19 1.19 0.46 0.47 0.25 0.26 0.47 22.80 * 0.012 0.22 0.21 1.19 1.19 0.46 0.47 0.28 0.32 0.49 22.82 * 0.012 0.24 0.23 1.20 1.20 0.47 0.49 0.31 0.37 0.50 22.83 * 0.012 0.26 0.25 1.20 1.20 0.48 0.50 0.34 0.42 0.51 22.84 * 0.012 0.27 0.27 1.20 1.20 0.49 0.51 0.36 0.48 0.53 22.86 * 0.012 0.29 0.29 1.20 1.20 0.50 0.53 0.38 0.53 0.54 22.87 * 0.012 0.31 0.30 1.21 1.21 0.51 0.54 0.41 0.58 0.56 22.89 * 0.012 0.32 0.32 1.21 1.21 0.52 0.56 0.43 0.63 0.57 22.90 * 0.012 0.34 0.33 1.21 1.21 0.53 0.57 0.45 0.69 0.59 22.92 * 0.012 0.35 0.34 1.22 1.22 0.54 0.59 0.47 0.74 0.60 22.93 * 0.012 0.36 0.36 1.22 1.22 0.55 0.60 0.48 0.79 0.62 22.95 * 0.012 0.38 0.37 1.23 1.23 0.56 0.62 0.50 0.85 0.64 22.97 * 0.012 0.39 0.38 1.23 1.23 0.58 0.64 0.52 0.90 0.66 22.99 * 0.012 0.40 0.40 1.25 1.25 0.60 0.66 0.54 0.95 0.67 23.00 * 0.012 0.41 0.41 1.25 1.25 0.61 0.67 0.55 1.01 0.69 23.02 * 0.012 0.43 0.42 1.26 1.26 0.63 0.69 0.57 1.06 0.71 23.04 * 0.012 0.44 0.43 1.26 1.26 0.64 0.71 0.58 1.11 0.72 23.05 * 0.012 0.45 0.45 1.27 1.27 0.66 0.72 0.60 1.16 0.74 23.07 * 0.012 0.46 0.46 1.28 1.28 0.67 0.74 0.61 1.22 0.76 23.09 * 0.012 0.47 0.47 1.29 1.29 0.70 0.76 0.63 1.27 0.78 23.11 * 0.012 0.48 0.48 1.30 1.30 0.71 0.78 0.64 1.32 0.79 23.12 * 0.012 0.49 0.49 1.31 1.31 0.73 0.79 0.66 1.38 0.81 23.14 * 0.012 0.50 0.50 1.32 1.32 0.75 0.81 0.67 1.43 0.83 23.16 * 0.012 0.51 0.51 1.33 1.33 0.77 0.83 0.69 1.48 0.86 23.19 * 0.012 0.52 0.52 1.34 1.34 0.80 0.86 0.70 1.53 0.88 23.21 * 0.012 0.53 0.54 1.35 1.35 0.82 0.88 0.71 1.59 0.90 23.23 * 0.012 0.54 0.55 1.36 1.36 0.84 0.90 0.72 1.64 0.92 23.25 * 0.012 0.55 0.56 1.37 1.37 0.86 0.92 0.74 1.69 0.95 23.28 * 0.012 0.56 0.57 1.39 1.39 0.90 0.95 0.75 1.75 0.98 23.31 * 0.012 0.57 0.58 1.40 1.40 0.93 0.98 0.76 1.80 1.01 23.34 * 0.012 0.58 0.59 1.41 1.41 0.96 1.01 0.77 1.85 1.05 23.38 * 0.012 0.58 0.60 1.42 1.42 1.01 1.05 0.79 1.90 1.09 23.42 * 0.012 0.59 0.61 1.44 1.44 1.04 1.09 0.80 1.96 1.12 23.45 * 0.012 0.60 0.62 1.45 1.45 1.07 1.12 0.81 2.01 1.16 23.49 * 0.012 0.61 0.64 1.46 1.46 1.11 1.16 0.82 2.06 1.20 23.53 * 0.012 0.62 0.65 1.48 1.48 1.15 1.20 0.83 2.12 1.24 23.57 * 0.012 0.63 0.66 1.49 1.49 1.18 1.24 0.84 2.17 1.28 23.61 * 0.012 0.63 0.67 1.51 1.51 1.22 1.28 0.86 2.22 1.32 23.65 * 0.012 0.64 0.68 1.52 1.52 1.25 1.32 0.87 2.28 1.36 23.69 * 0.012 0.65 0.69 1.54 1.54 1.29 1.36 0.88 2.33 1.40 23.73 * 0.012 0.66 0.71 1.55 1.55 1.33 1.40 0.89 2.38 1.45 23.78 * 0.012 0.67 0.72 1.57 1.57 1.38 1.45 0.90 2.43 1.49 23.82 * 0.012 0.67 0.73 1.59 1.59 1.41 1.49 0.91 2.49 1.53 23.86 * 0.012 0.68 0.74 1.60 1.60 1.45 1.53 0.92 2.54 1.59 23.92 * 0.012 0.69 0.76 1.62 1.62 1.50 1.59 0.93 2.59 1.63 23.96 * 0.012 0.70 0.77 1.64 1.64 1.54 1.63 0.94 2.65 1.68 24.01 * 0.012 0.70 0.79 1.65 1.65 1.58 1.68 0.95 2.70 1.73 24.06 * 0.012 0.71 0.80 1.67 1.67 1.63 1.73 0.96 2.75 1.78 24.11 * 0.012 0.72 0.82 1.69 1.69 1.68 1.78 0.97 2.80 1.83 24.16 * 0.012 0.72 0.83 1.71 1.71 1.73 1.83 0.98 2.86 1.88 24.21 * 0.012 0.73 0.85 1.73 1.73 1.77 1.88 0.99 2.91 1.94 24.27 * 0.012 0.74 0.88 1.75 1.75 1.82 1.94 1.00 2.96 1.99 24.32 * 0.012 0.74 0.91 1.77 1.77 1.87 1.99 1.01 3.02 2.04 24.37 * 0.012 0.75 1.00 1.79 1.79 1.93 2.04 1.03 3.07 2.10 24.43 * 0.012 0.76 1.00 1.81 1.81 1.97 2.10 1.04 3.12 2.16 24.49 * 0.012 0.76 1.00 1.83 1.83 2.03 2.16 1.05 3.17 2.21 24.54 * 0.012 0.77 1.00 1.85 1.85 2.08 2.21 1.07 3.17 2.21 24.54 * 0.012 0.77 1.00 1.85 1.85 2.08 2.21 1.07 PIPE NO. 4: 37 LF - 12"CP @ 0.51% OUTLET: 22.33 INLET: 22.52 INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 26.02 BEND: 90 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.20 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.05 0.28 22.80 * 0.012 0.10 0.10 0.46 0.46 0.28 0.28 0.12 0.11 0.28 22.80 * 0.012 0.14 0.14 0.45 0.45 0.27 0.28 0.18 0.16 0.29 22.81 * 0.012 0.17 0.17 0.45 0.45 0.27 0.29 0.22 0.21 0.32 22.84 * 0.012 0.19 0.19 0.47 0.47 0.29 0.32 0.25 0.26 0.34 22.86 * 0.012 0.22 0.21 0.47 0.47 0.29 0.34 0.29 0.32 0.37 22.89 * 0.012 0.24 0.23 0.49 0.49 0.31 0.37 0.31 0.37 0.39 22.91 * 0.012 0.26 0.25 0.50 0.50 0.32 0.39 0.34 0.42 0.42 22.94 * 0.012 0.27 0.27 0.51 0.51 0.34 0.42 0.37 0.48 0.44 22.96 * 0.012 0.29 0.29 0.53 0.53 0.35 0.44 0.39 0.53 0.47 22.99 * 0.012 0.31 0.30 0.54 0.54 0.37 0.47 0.42 0.58 0.49 23.01 * 0.012 0.32 0.32 0.56 0.56 0.39 0.49 0.44 0.63 0.51 23.03 * 0.012 0.34 0.33 0.57 0.57 0.40 0.51 0.46 0.69 0.54 23.06 * 0.012 0.35 0.34 0.59 0.59 0.42 0.54 0.48 0.74 0.56 23.08 * 0.012 0.36 0.36 0.60 0.60 0.43 0.56 0.50 0.79 0.58 23.10 * 0.012 0.38 0.37 0.62 0.62 0.45 0.58 0.52 0.85 0.60 23.12 * 0.012 0.39 0.38 0.64 0.64 0.47 0.60 0.54 0.90 0.63 23.15 * 0.012 0.40 0.40 0.66 0.66 0.49 0.63 0.56 0.95 0.64 23.16 * 0.012 0.41 0.41 0.67 0.67 0.50 0.64 0.58 1.01 0.67 23.19 * 0.012 0.43 0.42 0.69 0.69 0.52 0.67 0.60 1.06 0.69 23.21 * 0.012 0.44 0.43 0.71 0.71 0.54 0.69 0.62 1.11 0.71 23.23 * 0.012 0.45 0.45 0.72 0.72 0.56 0.71 0.64 1.16 0.73 23.25 * 0.012 0.46 0.46 0.74 0.74 0.57 0.73 0.66 1.22 0.75 23.27 * 0.012 0.47 0.47 0.76 0.76 0.60 0.75 0.68 1.27 0.77 23.29 * 0.012 0.48 0.48 0.78 0.78 0.61 0.77 0.70 1.32 0.80 23.32 * 0.012 0.49 0.49 0.79 0.79 0.64 0.80 0.72 1.38 0.82 23.34 * 0.012 0.50 0.50 0.81 0.81 0.66 0.82 0.73 1.43 0.84 23.36 * 0.012 0.51 0.51 0.83 0.83 0.68 0.84 0.75 1.48 0.87 23.39 * 0.012 0.52 0.53 0.86 0.86 0.71 0.87 0.77 1.53 0.89 23.41 * 0.012 0.53 0.54 0.88 0.88 0.73 0.89 0.79 1.59 0.92 23.44 * 0.012 0.54 0.55 0.90 0.90 0.75 0.92 0.81 1.64 0.94 23.46 * 0.012 0.55 0.56 0.92 0.92 0.77 0.94 0.83 1.69 0.98 23.50 * 0.012 0.56 0.57 0.95 0.95 0.81 0.98 0.84 1.75 1.01 23.53 * 0.012 0.57 0.58 0.98 0.98 0.84 1.01 0.86 1.80 1.05 23.57 * 0.012 0.58 0.59 1.01 1.01 0.88 1.05 0.88 1.85 1.10 23.62 * 0.012 0.58 0.60 1.05 1.05 0.94 1.10 0.90 1.90 1.16 23.68 * 0.012 0.59 0.61 1.09 1.09 0.99 1.16 0.92 1.96 1.21 23.73 * 0.012 0.60 0.63 1.12 1.12 1.03 1.21 0.94 2.01 1.26 23.78 * 0.012 0.61 0.64 1.16 1.16 1.07 1.26 0.95 2.06 1.31 23.83 * 0.012 0.62 0.65 1.20 1.20 1.12 1.31 0.97 2.12 1.37 23.89 * 0.012 0.63 0.66 1.24 1.24 1.16 1.37 0.99 2.17 1.42 23.94 * 0.012 0.63 0.67 1.28 1.28 1.20 1.42 1.01 2.22 1.48 24.00 * 0.012 0.64 0.68 1.32 1.32 1.25 1.48 1.03 2.28 1.54 24.06 * 0.012 0.65 0.70 1.36 1.36 1.30 1.54 1.05 2.33 1.60 24.12 * 0.012 0.66 0.71 1.40 1.40 1.35 1.60 1.07 2.38 1.66 24.18 * 0.012 0.67 0.72 1.45 1.45 1.40 1.66 1.09 2.43 1.72 24.24 * 0.012 0.67 0.73 1.49 1.49 1.45 1.72 1.10 2.49 1.78 24.30 * 0.012 0.68 0.75 1.53 1.53 1.50 1.78 1.12 2.54 1.85 24.37 * 0.012 0.69 0.76 1.59 1.59 1.56 1.85 1.14 2.59 1.92 24.44 * 0.012 0.70 0.77 1.63 1.63 1.61 1.92 1.16 2.65 1.98 24.50 * 0.012 0.70 0.79 1.68 1.68 1.66 1.98 1.18 2.70 2.06 24.58 * 0.012 0.71 0.80 1.73 1.73 1.72 2.06 1.20 2.75 2.12 24.64 * 0.012 0.72 0.82 1.78 1.78 1.77 2.12 1.22 2.80 2.20 24.72 * 0.012 0.72 0.84 1.83 1.83 1.84 2.20 1.24 2.86 2.27 24.79 * 0.012 0.73 0.86 1.88 1.88 1.89 2.27 1.26 2.91 2.35 24.87 * 0.012 0.74 0.88 1.94 1.94 1.96 2.35 1.28 2.96 2.42 24.94 * 0.012 0.74 0.92 1.99 1.99 2.01 2.42 1.30 3.02 2.50 25.02 * 0.012 0.75 1.00 2.04 2.04 2.08 2.50 1.33 3.07 2.57 25.09 * 0.012 0.76 1.00 2.10 2.10 2.14 2.57 1.35 3.12 2.66 25.18 * 0.012 0.76 1.00 2.16 2.16 2.21 2.66 1.37 3.17 2.73 25.25 * 0.012 0.77 1.00 2.21 2.21 2.27 2.73 1.40 3.17 2.73 25.25 * 0.012 0.77 1.00 2.21 2.21 2.27 2.73 1.40 PIPE NO. 5: 95 LF - 12"CP @ 0.51% OUTLET: 22.52 INLET: 23.00 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 26.00 BEND: 90 DEG DIA/WIDTH: 2.5 Q-RATIO: 6.23 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.04 0.13 23.13 * 0.012 0.09 0.09 0.28 0.28 0.09 0.13 0.11 0.09 0.18 23.18 * 0.012 0.13 0.13 0.28 0.28 0.13 0.18 0.16 0.13 0.22 23.22 * 0.012 0.15 0.15 0.29 0.29 0.15 0.22 0.20 0.18 0.26 23.26 * 0.012 0.18 0.18 0.32 0.32 0.18 0.26 0.23 0.22 0.29 23.29 * 0.012 0.20 0.20 0.34 0.34 0.20 0.29 0.26 0.26 0.29 23.29 * 0.012 0.22 0.21 0.37 0.37 0.22 ***** 0.29 0.31 0.35 23.35 * 0.012 0.23 0.23 0.39 0.39 0.23 0.35 0.31 0.35 0.37 23.37 * 0.012 0.25 0.25 0.42 0.42 0.25 0.37 0.33 0.40 0.35 23.35 * 0.012 0.27 0.26 0.44 0.44 0.27 ***** 0.35 0.44 0.42 23.42 * 0.012 0.28 0.28 0.47 0.47 0.28 0.42 0.37 0.49 0.44 23.44 * 0.012 0.29 0.29 0.49 0.49 0.29 0.44 0.39 0.53 0.41 23.41 * 0.012 0.31 0.30 0.51 0.51 0.31 ***** 0.41 0.57 0.48 23.48 * 0.012 0.32 0.32 0.54 0.54 0.32 0.48 0.43 0.62 0.51 23.51 * 0.012 0.33 0.33 0.56 0.56 0.33 0.51 0.45 0.66 0.53 23.53 * 0.012 0.34 0.34 0.58 0.58 0.34 0.53 0.47 0.71 0.49 23.49 * 0.012 0.36 0.35 0.60 0.60 0.36 ***** 0.49 0.75 0.50 23.50 * 0.012 0.37 0.36 0.63 0.63 0.37 ***** 0.50 0.79 0.52 23.52 * 0.012 0.38 0.37 0.64 0.64 0.38 ***** 0.52 0.84 0.54 23.54 * 0.012 0.39 0.38 0.67 0.67 0.39 ***** 0.54 0.88 0.55 23.55 * 0.012 0.40 0.39 0.69 0.69 0.40 ***** 0.55 0.93 0.63 23.63 * 0.012 0.41 0.41 0.71 0.71 0.41 0.63 0.57 0.97 0.65 23.65 * 0.012 0.42 0.42 0.73 0.73 0.42 0.65 0.59 1.01 0.66 23.66 * 0.012 0.43 0.43 0.75 0.75 0.43 0.66 0.60 1.06 0.68 23.68 * 0.012 0.44 0.44 0.77 0.77 0.44 0.68 0.62 1.10 0.69 23.69 * 0.012 0.45 0.45 0.80 0.80 0.46 0.69 0.63 1.15 0.71 23.71 * 0.012 0.46 0.46 0.82 0.82 0.48 0.71 0.65 1.19 0.72 23.72 * 0.012 0.47 0.47 0.84 0.84 0.50 0.72 0.66 1.23 0.73 23.73 * 0.012 0.47 0.48 0.87 0.87 0.52 0.73 0.68 1.28 0.75 23.75 * 0.012 0.48 0.48 0.89 0.89 0.54 0.75 0.69 1.32 0.77 23.77 * 0.012 0.49 0.49 0.92 0.92 0.56 0.77 0.71 1.37 0.78 23.78 * 0.012 0.50 0.50 0.94 0.94 0.58 0.78 0.72 1.41 0.80 23.80 * 0.012 0.51 0.51 0.98 0.98 0.62 0.80 0.74 1.46 0.83 23.83 * 0.012 0.52 0.52 1.01 1.01 0.66 0.83 0.75 1.50 0.86 23.86 * 0.012 0.52 0.53 1.05 1.05 0.70 0.86 0.77 1.54 0.90 23.90 * 0.012 0.53 0.54 1.10 1.10 0.76 0.90 0.78 1.59 0.95 23.95 * 0.012 0.54 0.55 1.16 1.16 0.82 0.95 0.80 1.63 1.01 24.01 * 0.012 0.55 0.56 1.21 1.21 0.88 1.01 0.81 1.68 1.06 24.06 * 0.012 0.56 0.57 1.26 1.26 0.94 1.06 0.83 1.72 1.15 24.15 * 0.012 0.56 0.58 1.31 1.31 1.03 1.15 0.84 1.76 1.21 24.21 * 0.012 0.57 0.59 1.37 1.37 1.09 1.21 0.85 1.81 1.28 24.28 * 0.012 0.58 0.60 1.42 1.42 1.15 1.28 0.87 1.85 1.36 24.36 * 0.012 0.58 0.61 1.48 1.48 1.21 1.36 0.88 1.90 1.44 24.44 * 0.012 0.59 0.62 1.54 1.54 1.29 1.44 0.90 1.94 1.51 24.51 * 0.012 0.60 0.63 1.60 1.60 1.36 1.51 0.91 1.98 1.60 24.60 * 0.012 0.61 0.64 1.66 1.66 1.43 1.60 0.93 2.03 1.68 24.68 * 0.012 0.61 0.64 1.72 1.72 1.50 1.68 0.94 2.07 1.76 24.76 * 0.012 0.62 0.65 1.78 1.78 1.58 1.76 0.96 2.12 1.85 24.85 * 0.012 0.63 0.66 1.85 1.85 1.66 1.85 0.97 2.16 1.93 24.93 * 0.012 0.63 0.67 1.92 1.92 1.73 1.93 0.99 2.20 2.01 25.01 * 0.012 0.64 0.68 1.98 1.98 1.81 2.01 1.00 2.25 2.11 25.11 * 0.012 0.65 0.69 2.06 2.06 1.90 2.11 1.02 2.29 2.20 25.20 * 0.012 0.65 0.70 2.12 2.12 1.98 2.20 1.03 2.34 2.29 25.29 * 0.012 0.66 0.71 2.20 2.20 2.07 2.29 1.05 2.38 2.39 25.39 * 0.012 0.67 0.72 2.27 2.27 2.15 2.39 1.06 2.43 2.49 25.49 * 0.012 0.67 0.74 2.35 2.35 2.24 2.49 1.08 2.47 2.58 25.58 * 0.012 0.68 0.75 2.42 2.42 2.33 2.58 1.09 2.51 2.68 25.68 * 0.012 0.68 0.76 2.50 2.50 2.42 2.68 1.11 2.56 2.78 25.78 * 0.012 0.69 0.77 2.57 2.57 2.51 2.78 1.12 2.60 2.89 25.89 * 0.012 0.70 0.78 2.66 2.66 2.61 2.89 1.14 2.65 2.99 25.99 * 0.012 0.70 0.79 2.73 2.73 2.70 2.99 1.15 2.65 2.99 25.99 * 0.012 0.70 0.79 2.73 2.73 2.70 2.99 1.15 PIPE NO. 6: 35 LF - 8"CP @ 0.51% OUTLET: 23.00 INLET: 23.18 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.01 0.04 23.22 * 0.012 0.04 0.04 0.13 0.13 0.04 -0.03 -0.04 0.01 0.06 23.24 * 0.012 0.05 0.06 0.18 0.18 0.06 -0.01 -0.02 0.02 0.08 23.26 * 0.012 0.07 0.07 0.22 0.22 0.08 0.01 0.00 0.02 0.10 23.28 * 0.012 0.08 0.08 0.26 0.26 0.10 0.03 0.01 0.03 0.13 23.31 * 0.012 0.08 0.09 0.29 0.29 0.13 0.06 0.02 0.04 0.13 23.31 * 0.012 0.09 0.09 0.29 0.29 0.13 0.06 0.03 0.04 0.18 23.36 * 0.012 0.10 0.10 0.35 0.35 0.18 0.11 0.04 0.05 0.20 23.38 * 0.012 0.10 0.11 0.37 0.37 0.20 0.12 0.05 0.05 0.19 23.37 * 0.012 0.11 0.11 0.35 0.35 0.19 0.12 0.06 0.06 0.25 23.43 * 0.012 0.12 0.12 0.42 0.42 0.25 0.17 0.07 0.07 0.27 23.45 * 0.012 0.12 0.13 0.44 0.44 0.27 0.19 0.07 0.07 0.24 23.42 * 0.012 0.13 0.13 0.41 0.41 0.24 0.17 0.08 0.08 0.31 23.49 * 0.012 0.13 0.14 0.48 0.48 0.31 0.23 0.09 0.09 0.33 23.51 * 0.012 0.14 0.14 0.51 0.51 0.33 0.25 0.10 0.09 0.35 23.53 * 0.012 0.14 0.15 0.53 0.53 0.35 0.27 0.10 0.10 0.31 23.49 * 0.012 0.15 0.15 0.49 0.49 0.31 0.24 0.11 0.10 0.33 23.51 * 0.012 0.15 0.15 0.50 0.50 0.33 0.26 0.12 0.11 0.35 23.53 * 0.012 0.16 0.16 0.52 0.52 0.35 0.28 0.12 0.12 0.36 23.54 * 0.012 0.16 0.16 0.54 0.54 0.36 0.29 0.13 0.12 0.38 23.56 * 0.012 0.16 0.17 0.55 0.55 0.38 0.31 0.13 0.13 0.46 23.64 * 0.012 0.17 0.17 0.63 0.63 0.46 0.38 0.14 0.13 0.47 23.65 * 0.012 0.17 0.18 0.65 0.65 0.47 0.39 0.14 0.14 0.49 23.67 * 0.012 0.18 0.18 0.66 0.66 0.49 0.41 0.15 0.15 0.51 23.69 * 0.012 0.18 0.18 0.68 0.68 0.51 0.43 0.16 0.15 0.52 23.70 * 0.012 0.18 0.19 0.69 0.69 0.52 0.44 0.16 0.16 0.53 23.71 * 0.012 0.19 0.19 0.71 0.71 0.53 0.45 0.17 0.16 0.55 23.73 * 0.012 0.19 0.19 0.72 0.72 0.55 0.47 0.17 0.17 0.56 23.74 * 0.012 0.19 0.20 0.73 0.73 0.56 0.48 0.18 0.18 0.58 23.76 * 0.012 0.20 0.20 0.75 0.75 0.58 0.50 0.18 0.18 0.60 23.78 * 0.012 0.20 0.20 0.77 0.77 0.60 0.52 0.19 0.19 0.61 23.79 * 0.012 0.20 0.21 0.78 0.78 0.61 0.54 0.19 0.20 0.64 23.82 * 0.012 0.21 0.21 0.80 0.80 0.64 0.57 0.20 0.20 0.66 23.84 * 0.012 0.21 0.21 0.83 0.83 0.66 0.59 0.20 0.21 0.69 23.87 * 0.012 0.21 0.22 0.86 0.86 0.69 0.62 0.20 0.21 0.73 23.91 * 0.012 0.22 0.22 0.90 0.90 0.73 0.66 0.21 0.22 0.78 23.96 * 0.012 0.22 0.22 0.95 0.95 0.78 0.71 0.21 0.23 0.84 24.02 * 0.012 0.22 0.23 1.01 1.01 0.84 0.76 0.22 0.23 0.89 24.07 * 0.012 0.23 0.23 1.06 1.06 0.89 0.82 0.22 0.24 0.98 24.16 * 0.012 0.23 0.23 1.15 1.15 0.98 0.91 0.23 0.24 1.05 24.23 * 0.012 0.23 0.24 1.21 1.21 1.05 0.98 0.23 0.25 1.12 24.30 * 0.012 0.24 0.24 1.28 1.28 1.12 1.05 0.24 0.26 1.19 24.37 * 0.012 0.24 0.24 1.36 1.36 1.19 1.12 0.24 0.26 1.27 24.45 * 0.012 0.24 0.25 1.44 1.44 1.27 1.20 0.25 0.27 1.35 24.53 * 0.012 0.24 0.25 1.51 1.51 1.35 1.28 0.25 0.27 1.43 24.61 * 0.012 0.25 0.25 1.60 1.60 1.43 1.36 0.25 0.28 1.51 24.69 * 0.012 0.25 0.25 1.68 1.68 1.51 1.44 0.26 0.29 1.59 24.77 * 0.012 0.25 0.26 1.76 1.76 1.59 1.53 0.26 0.29 1.68 24.86 * 0.012 0.26 0.26 1.85 1.85 1.68 1.62 0.27 0.30 1.77 24.95 * 0.012 0.26 0.26 1.93 1.93 1.77 1.70 0.27 0.30 1.85 25.03 * 0.012 0.26 0.27 2.01 2.01 1.85 1.79 0.27 0.31 1.95 25.13 * 0.012 0.26 0.27 2.11 2.11 1.95 1.88 0.28 0.32 2.04 25.22 * 0.012 0.27 0.27 2.20 2.20 2.04 1.97 0.28 0.32 2.14 25.32 * 0.012 0.27 0.27 2.29 2.29 2.14 2.07 0.29 0.33 2.23 25.41 * 0.012 0.27 0.28 2.39 2.39 2.23 2.17 0.29 0.34 2.33 25.51 * 0.012 0.27 0.28 2.49 2.49 2.33 2.27 0.29 **************** OVERFLOW ENCOUNTERED AT 0.34 CFS DISCHARGE ***************** 0.34 2.43 25.61 * 0.012 0.28 0.28 2.58 2.58 2.43 2.37 0.30 0.35 2.53 25.71 * 0.012 0.28 0.29 2.68 2.68 2.53 2.47 0.30 0.35 2.63 25.81 * 0.012 0.28 0.29 2.78 2.78 2.63 2.57 0.31 0.36 2.74 25.92 * 0.012 0.28 0.29 2.89 2.89 2.74 2.68 0.31 0.37 2.84 26.02 * 0.012 0.29 0.29 2.99 2.99 2.84 2.78 0.31 0.37 2.84 26.02 * 0.012 0.29 0.29 2.99 2.99 2.84 2.78 0.31 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB 201-27 to CB 201-16.bwp Surcharge condition at intermediate junctions Tailwater Elevation:23.47 feet Discharge Range:0.1 to 1.5 Step of 0.1 [cfs] Overflow Elevation:23.81 feet Weir:NONE Upstream Velocity:2.33 feet/sec PIPE NO. 1: 33 LF - 12"CP @ 0.58% OUTLET: 21.58 INLET: 21.77 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 24.14 BEND: 15 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.10 1.71 23.48 * 0.012 0.13 0.13 1.89 1.89 1.71 1.71 0.17 0.20 1.70 23.47 * 0.012 0.19 0.18 1.89 1.89 1.70 1.70 0.24 0.30 1.70 23.47 * 0.012 0.23 0.22 1.89 1.89 1.70 1.70 0.30 0.40 1.71 23.48 * 0.012 0.27 0.25 1.89 1.89 1.70 1.71 0.35 0.50 1.71 23.48 * 0.012 0.30 0.28 1.89 1.89 1.71 1.71 0.39 0.60 1.71 23.48 * 0.012 0.33 0.31 1.89 1.89 1.71 1.71 0.43 0.70 1.72 23.49 * 0.012 0.35 0.34 1.89 1.89 1.71 1.72 0.47 0.80 1.72 23.49 * 0.012 0.38 0.36 1.89 1.89 1.71 1.72 0.51 0.90 1.73 23.50 * 0.012 0.40 0.39 1.89 1.89 1.72 1.73 0.54 1.00 1.74 23.51 * 0.012 0.43 0.41 1.89 1.89 1.72 1.74 0.57 1.10 1.74 23.51 * 0.012 0.45 0.43 1.89 1.89 1.73 1.74 0.60 1.20 1.75 23.52 * 0.012 0.47 0.45 1.89 1.89 1.73 1.75 0.63 1.30 1.76 23.53 * 0.012 0.49 0.47 1.89 1.89 1.74 1.76 0.65 1.40 1.77 23.54 * 0.012 0.51 0.49 1.89 1.89 1.74 1.77 0.68 1.50 1.78 23.55 * 0.012 0.52 0.51 1.89 1.89 1.75 1.78 0.71 PIPE NO. 2: 26 LF - 12"CP @ 0.54% OUTLET: 21.77 INLET: 21.91 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 24.00 BEND: 0 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.10 1.58 23.49 * 0.012 0.13 0.13 1.71 1.71 1.58 1.58 0.17 0.20 1.56 23.47 * 0.012 0.19 0.18 1.70 1.70 1.56 1.56 0.24 0.30 1.56 23.47 * 0.012 0.23 0.22 1.70 1.70 1.56 1.56 0.29 0.40 1.57 23.48 * 0.012 0.27 0.26 1.71 1.71 1.57 1.55 0.33 0.50 1.57 23.48 * 0.012 0.30 0.29 1.71 1.71 1.57 1.55 0.37 0.60 1.58 23.49 * 0.012 0.33 0.32 1.71 1.71 1.58 1.55 0.40 0.70 1.59 23.50 * 0.012 0.35 0.34 1.72 1.72 1.59 1.54 0.42 0.80 1.59 23.50 * 0.012 0.38 0.37 1.72 1.72 1.59 1.54 0.44 0.90 1.60 23.51 * 0.012 0.40 0.39 1.73 1.73 1.60 1.53 0.46 1.00 1.61 23.52 * 0.012 0.43 0.42 1.74 1.74 1.61 1.53 0.47 1.10 1.63 23.54 * 0.012 0.45 0.44 1.74 1.74 1.63 1.52 0.48 1.20 1.64 23.55 * 0.012 0.47 0.46 1.75 1.75 1.64 1.51 0.48 1.30 1.65 23.56 * 0.012 0.49 0.48 1.76 1.76 1.65 1.50 0.48 1.40 1.67 23.58 * 0.012 0.51 0.50 1.77 1.77 1.67 1.50 0.50 1.50 1.68 23.59 * 0.012 0.52 0.52 1.78 1.78 1.68 1.49 0.48 PIPE NO. 3: 36 LF - 8"CP @ 0.53% OUTLET: 21.91 INLET: 22.10 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.10 1.40 23.50 * 0.012 0.15 0.15 1.58 1.58 1.40 1.32 0.11 0.20 1.38 23.48 * 0.012 0.21 0.21 1.56 1.56 1.38 1.30 0.20 0.30 1.39 23.49 * 0.012 0.26 0.26 1.56 1.56 1.39 1.33 0.27 0.40 1.41 23.51 * 0.012 0.30 0.31 1.57 1.57 1.41 1.36 0.33 0.50 1.44 23.54 * 0.012 0.34 0.35 1.57 1.57 1.44 1.40 0.40 0.60 1.47 23.57 * 0.012 0.37 0.39 1.58 1.58 1.47 1.45 0.45 0.70 1.51 23.61 * 0.012 0.40 0.43 1.59 1.59 1.50 1.51 0.51 0.80 1.58 23.68 * 0.012 0.43 0.47 1.59 1.59 1.54 1.58 0.57 0.90 1.65 23.75 * 0.012 0.45 0.52 1.60 1.60 1.58 1.65 0.63 **************** OVERFLOW ENCOUNTERED AT 1.00 CFS DISCHARGE ***************** 1.00 1.74 23.84 * 0.012 0.48 0.59 1.61 1.61 1.63 1.74 0.69 1.10 1.84 23.94 * 0.012 0.50 0.67 1.63 1.63 1.69 1.84 0.75 1.20 1.94 24.04 * 0.012 0.52 0.67 1.64 1.64 1.75 1.94 0.83 1.30 2.06 24.16 * 0.012 0.54 0.67 1.65 1.65 1.82 2.06 0.91 1.40 2.18 24.28 * 0.012 0.56 0.67 1.67 1.67 1.89 2.18 1.00 1.50 2.31 24.41 * 0.012 0.58 0.67 1.68 1.68 1.96 2.31 1.10 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB 201-60 to CB 201-16.bwp Surcharge condition at intermediate junctions Tailwater Elevation:23.1 feet Discharge Range:0.85 to 1.35 Step of 0.05 [cfs] Overflow Elevation:23.46 feet Weir:NONE Upstream Velocity:2.83 feet/sec PIPE NO. 1: 25 LF - 12"CP @ 0.52% OUTLET: 21.58 INLET: 21.71 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 23.48 BEND: 30 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.85 1.41 23.12 * 0.012 0.39 0.38 1.52 1.52 1.41 1.36 0.47 0.90 1.40 23.11 * 0.012 0.40 0.40 1.52 1.52 1.40 1.35 0.47 0.95 1.41 23.12 * 0.012 0.41 0.41 1.52 1.52 1.41 1.35 0.48 1.00 1.41 23.12 * 0.012 0.43 0.42 1.52 1.52 1.41 1.34 0.49 1.05 1.41 23.12 * 0.012 0.44 0.43 1.52 1.52 1.41 1.34 0.50 1.10 1.41 23.12 * 0.012 0.45 0.44 1.52 1.52 1.41 1.33 0.50 1.15 1.41 23.12 * 0.012 0.46 0.45 1.52 1.52 1.41 1.33 0.51 1.20 1.41 23.12 * 0.012 0.47 0.46 1.52 1.52 1.41 1.32 0.52 1.25 1.42 23.13 * 0.012 0.48 0.47 1.52 1.52 1.42 1.32 0.52 1.30 1.42 23.13 * 0.012 0.49 0.49 1.52 1.52 1.42 1.31 0.52 1.35 1.42 23.13 * 0.012 0.50 0.50 1.52 1.52 1.42 1.31 0.53 1.35 1.42 23.13 * 0.012 0.50 0.50 1.52 1.52 1.42 1.31 0.53 PIPE NO. 2: 7 LF - 8"CP @ 0.57% OUTLET: 21.71 INLET: 21.75 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.85 1.41 23.16 * 0.012 0.44 0.48 1.41 1.41 1.40 1.41 0.56 0.90 1.43 23.18 * 0.012 0.45 0.50 1.40 1.40 1.40 1.43 0.59 0.95 1.45 23.20 * 0.012 0.47 0.53 1.41 1.41 1.40 1.45 0.62 1.00 1.47 23.22 * 0.012 0.48 0.56 1.41 1.41 1.41 1.47 0.65 1.05 1.50 23.25 * 0.012 0.49 0.60 1.41 1.41 1.41 1.50 0.68 1.10 1.53 23.28 * 0.012 0.50 0.67 1.41 1.41 1.42 1.53 0.71 1.15 1.55 23.30 * 0.012 0.51 0.67 1.41 1.41 1.43 1.55 0.75 1.20 1.58 23.33 * 0.012 0.52 0.67 1.41 1.41 1.43 1.58 0.79 1.25 1.61 23.36 * 0.012 0.53 0.67 1.42 1.42 1.44 1.61 0.83 1.30 1.65 23.40 * 0.012 0.54 0.67 1.42 1.42 1.45 1.65 0.87 1.35 1.68 23.43 * 0.012 0.55 0.67 1.42 1.42 1.46 1.68 0.92 1.35 1.68 23.43 * 0.012 0.55 0.67 1.42 1.42 1.46 1.68 0.92 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB 201-06 to CB 201-54.bwp Surcharge condition at intermediate junctions Tailwater Elevation:24.01 feet Discharge Range:0.5 to 1. Step of 0.1 [cfs] Overflow Elevation:27.26 feet Weir:NONE Upstream Velocity:2.28 feet/sec PIPE NO. 1: 101 LF - 8"CP @ 0.50% OUTLET: 23.00 INLET: 23.51 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.50 0.64 24.15 * 0.012 0.34 0.35 1.01 1.01 0.64 0.61 0.40 0.60 0.72 24.23 * 0.012 0.37 0.39 1.01 1.01 0.72 0.71 0.46 0.70 0.80 24.31 * 0.012 0.40 0.44 1.01 1.01 0.79 0.80 0.52 0.80 0.92 24.43 * 0.012 0.43 0.48 1.01 1.01 0.88 0.92 0.57 0.90 1.05 24.56 * 0.012 0.45 0.53 1.01 1.01 0.98 1.05 0.63 1.00 1.20 24.71 * 0.012 0.48 0.62 1.01 1.01 1.09 1.20 0.69 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB 201-07 to CB 201-04.bwp Surcharge condition at intermediate junctions Tailwater Elevation:24.14 feet Discharge Range:0.1 to 0.5 Step of 0.1 [cfs] Overflow Elevation:26.71 feet Weir:NONE Upstream Velocity:2.98 feet/sec PIPE NO. 1: 54 LF - 12"CP @ 0.50% OUTLET: 22.52 INLET: 22.79 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.10 1.36 24.15 * 0.012 0.13 0.14 1.62 1.62 1.36 1.22 0.03 0.20 1.35 24.14 * 0.012 0.19 0.19 1.62 1.62 1.35 1.21 0.11 0.30 1.35 24.14 * 0.012 0.23 0.23 1.62 1.62 1.35 1.22 0.17 0.40 1.36 24.15 * 0.012 0.27 0.26 1.62 1.62 1.36 1.22 0.26 0.50 1.36 24.15 * 0.012 0.30 0.29 1.62 1.62 1.36 1.23 0.29 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB 102-17 to EX 201-01.bwp Surcharge condition at intermediate junctions Tailwater Elevation:22.2 feet Discharge Range:0.05 to 0.3 Step of 0.05 [cfs] Overflow Elevation:24.97 feet Weir:NONE Upstream Velocity:2.98 feet/sec PIPE NO. 1: 44 LF - 12"CP @ 0.50% OUTLET: 21.20 INLET: 21.42 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 25.55 BEND: 15 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.05 0.79 22.21 * 0.012 0.10 0.10 1.00 1.00 0.79 0.79 0.12 0.10 0.79 22.21 * 0.012 0.13 0.14 1.00 1.00 0.79 0.79 0.17 0.15 0.79 22.21 * 0.012 0.16 0.16 1.00 1.00 0.79 0.79 0.21 0.20 0.79 22.21 * 0.012 0.19 0.19 1.00 1.00 0.79 0.79 0.24 0.25 0.79 22.21 * 0.012 0.21 0.21 1.00 1.00 0.79 0.79 0.27 0.30 0.79 22.21 * 0.012 0.23 0.23 1.00 1.00 0.79 0.79 0.30 PIPE NO. 2: 6 LF - 12"CP @ 0.50% OUTLET: 21.42 INLET: 21.45 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.05 0.77 22.22 * 0.012 0.10 0.10 0.79 0.79 0.77 0.63 -0.02 0.10 0.77 22.22 * 0.012 0.13 0.14 0.79 0.79 0.77 0.63 0.03 0.15 0.77 22.22 * 0.012 0.16 0.16 0.79 0.79 0.77 0.63 0.07 0.20 0.77 22.22 * 0.012 0.19 0.19 0.79 0.79 0.77 0.63 0.11 0.25 0.77 22.22 * 0.012 0.21 0.21 0.79 0.79 0.77 0.64 0.14 0.30 0.77 22.22 * 0.012 0.23 0.23 0.79 0.79 0.77 0.64 0.17 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:FIL-1 to CB 201-58.bwp Surcharge condition at intermediate junctions Tailwater Elevation:20.46 feet Discharge Range:0.05 to 0.3 Step of 0.05 [cfs] Overflow Elevation:23.96 feet Weir:NONE Upstream Velocity:3. feet/sec PIPE NO. 1: 9 LF - 12"CP @ 5.67% OUTLET: 19.96 INLET: 20.47 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.05 0.10 20.57 * 0.012 0.10 0.06 0.50 0.50 0.10 ***** 0.06 0.10 0.13 20.60 * 0.012 0.13 0.08 0.50 0.50 0.13 ***** 0.08 0.15 0.16 20.63 * 0.012 0.16 0.09 0.50 0.50 0.16 ***** 0.09 0.20 0.19 20.66 * 0.012 0.19 0.11 0.50 0.50 0.19 ***** 0.11 0.25 0.21 20.68 * 0.012 0.21 0.12 0.50 0.50 0.21 ***** 0.12 0.30 0.23 20.70 * 0.012 0.23 0.13 0.50 0.50 0.23 ***** 0.14 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB 203-82 to EX 204-02.bwp Surcharge condition at intermediate junctions Tailwater Elevation:20.91 feet Discharge Range:0.25 to 9.5 Step of 0.25 [cfs] Overflow Elevation:27.52 feet Weir:NONE Upstream Velocity:2.86 feet/sec PIPE NO. 1: 15 LF - 12"CP @ 0.53% OUTLET: 19.91 INLET: 19.99 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 27.07 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.25 0.93 20.92 * 0.012 0.21 0.21 1.00 1.00 0.93 0.93 0.27 0.50 0.93 20.92 * 0.012 0.30 0.29 1.00 1.00 0.93 0.93 0.39 0.75 0.94 20.93 * 0.012 0.37 0.36 1.00 1.00 0.93 0.94 0.49 1.00 0.95 20.94 * 0.012 0.43 0.42 1.00 1.00 0.93 0.95 0.57 1.25 0.96 20.95 * 0.012 0.48 0.47 1.00 1.00 0.94 0.96 0.64 1.50 0.97 20.96 * 0.012 0.52 0.52 1.00 1.00 0.94 0.97 0.70 1.75 0.99 20.98 * 0.012 0.57 0.58 1.00 1.00 0.95 0.99 0.76 2.00 1.02 21.01 * 0.012 0.61 0.63 1.00 1.00 0.96 1.02 0.82 2.25 1.04 21.03 * 0.012 0.65 0.68 1.00 1.00 0.97 1.04 0.87 2.50 1.06 21.05 * 0.012 0.68 0.74 1.00 1.00 0.98 1.06 0.92 2.75 1.10 21.09 * 0.012 0.72 0.80 1.00 1.00 1.00 1.10 0.97 3.00 1.13 21.12 * 0.012 0.75 0.90 1.00 1.00 1.01 1.13 1.02 3.25 1.16 21.15 * 0.012 0.78 1.00 1.00 1.00 1.03 1.16 1.09 3.50 1.20 21.19 * 0.012 0.80 1.00 1.00 1.00 1.04 1.20 1.16 3.75 1.25 21.24 * 0.012 0.83 1.00 1.00 1.00 1.06 1.25 1.23 4.00 1.30 21.29 * 0.012 0.85 1.00 1.00 1.00 1.08 1.29 1.30 4.25 1.39 21.38 * 0.012 0.87 1.00 1.00 1.00 1.10 1.34 1.39 4.50 1.47 21.46 * 0.012 0.89 1.00 1.00 1.00 1.12 1.39 1.47 4.75 1.57 21.56 * 0.012 0.91 1.00 1.00 1.00 1.15 1.44 1.57 5.00 1.66 21.65 * 0.012 0.92 1.00 1.00 1.00 1.17 1.50 1.66 5.25 1.76 21.75 * 0.012 0.93 1.00 1.00 1.00 1.20 1.56 1.76 5.50 1.87 21.86 * 0.012 0.94 1.00 1.00 1.00 1.22 1.62 1.87 5.75 1.98 21.97 * 0.012 0.95 1.00 1.00 1.00 1.25 1.69 1.98 6.00 2.10 22.09 * 0.012 0.96 1.00 1.00 1.00 1.28 1.75 2.10 6.25 2.22 22.21 * 0.012 0.97 1.00 1.00 1.00 1.31 1.83 2.22 6.50 2.35 22.34 * 0.012 0.97 1.00 1.00 1.00 1.35 1.90 2.35 6.75 2.48 22.47 * 0.012 0.98 1.00 1.00 1.00 1.38 1.98 2.48 7.00 2.62 22.61 * 0.012 0.98 1.00 1.00 1.00 1.41 2.06 2.62 7.25 2.76 22.75 * 0.012 0.98 1.00 1.00 1.00 1.45 2.14 2.76 7.50 2.91 22.90 * 0.012 0.99 1.00 1.00 1.00 1.49 2.22 2.91 7.75 3.06 23.05 * 0.012 0.99 1.00 1.00 1.00 1.52 2.31 3.06 8.00 3.22 23.21 * 0.012 0.99 1.00 1.00 1.00 1.56 2.40 3.22 8.25 3.38 23.37 * 0.012 0.99 1.00 1.00 1.00 1.61 2.50 3.38 8.50 3.54 23.53 * 0.012 0.99 1.00 1.00 1.00 1.65 2.59 3.54 8.75 3.72 23.71 * 0.012 0.99 1.00 1.00 1.00 1.69 2.69 3.72 9.00 3.89 23.88 * 0.012 1.00 1.00 1.00 1.00 1.74 2.80 3.89 9.25 4.07 24.06 * 0.012 1.00 1.00 1.00 1.00 1.78 2.90 4.07 9.50 4.26 24.25 * 0.012 1.00 1.00 1.00 1.00 1.83 3.01 4.26 PIPE NO. 2: 12 LF - 12"CP @ 1.25% OUTLET: 19.99 INLET: 20.14 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 27.08 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.25 0.79 20.93 * 0.012 0.21 0.17 0.93 0.93 0.79 0.79 0.27 0.50 0.80 20.94 * 0.012 0.30 0.23 0.93 0.93 0.79 0.80 0.39 0.75 0.81 20.95 * 0.012 0.37 0.29 0.94 0.94 0.79 0.81 0.48 1.00 0.83 20.97 * 0.012 0.43 0.33 0.95 0.95 0.80 0.83 0.56 1.25 0.86 21.00 * 0.012 0.48 0.37 0.96 0.96 0.82 0.86 0.63 1.50 0.88 21.02 * 0.012 0.52 0.41 0.97 0.97 0.83 0.88 0.70 1.75 0.92 21.06 * 0.012 0.57 0.45 0.99 0.99 0.86 0.92 0.76 2.00 0.96 21.10 * 0.012 0.61 0.48 1.02 1.02 0.89 0.96 0.82 2.25 1.00 21.14 * 0.012 0.65 0.52 1.04 1.04 0.92 1.00 0.87 2.50 1.05 21.19 * 0.012 0.68 0.55 1.06 1.06 0.96 1.05 0.92 2.75 1.12 21.26 * 0.012 0.72 0.58 1.10 1.10 1.02 1.12 0.97 3.00 1.17 21.31 * 0.012 0.75 0.62 1.13 1.13 1.05 1.17 1.02 3.25 1.24 21.38 * 0.012 0.78 0.65 1.16 1.16 1.10 1.24 1.08 3.50 1.31 21.45 * 0.012 0.80 0.69 1.20 1.20 1.15 1.31 1.15 3.75 1.39 21.53 * 0.012 0.83 0.73 1.25 1.25 1.21 1.39 1.22 4.00 1.49 21.63 * 0.012 0.85 0.77 1.30 1.30 1.28 1.49 1.30 4.25 1.62 21.76 * 0.012 0.87 0.81 1.39 1.39 1.38 1.62 1.38 4.50 1.75 21.89 * 0.012 0.89 0.87 1.47 1.47 1.49 1.75 1.47 4.75 1.89 22.03 * 0.012 0.91 1.00 1.57 1.57 1.60 1.89 1.56 5.00 2.04 22.18 * 0.012 0.92 1.00 1.66 1.66 1.71 2.04 1.66 5.25 2.20 22.34 * 0.012 0.93 1.00 1.76 1.76 1.84 2.20 1.76 5.50 2.36 22.50 * 0.012 0.94 1.00 1.87 1.87 1.97 2.36 1.87 5.75 2.53 22.67 * 0.012 0.95 1.00 1.98 1.98 2.10 2.53 1.98 6.00 2.71 22.85 * 0.012 0.96 1.00 2.10 2.10 2.24 2.71 2.10 6.25 2.90 23.04 * 0.012 0.97 1.00 2.22 2.22 2.39 2.90 2.22 6.50 3.09 23.23 * 0.012 0.97 1.00 2.35 2.35 2.54 3.09 2.35 6.75 3.30 23.44 * 0.012 0.98 1.00 2.48 2.48 2.70 3.30 2.48 7.00 3.51 23.65 * 0.012 0.98 1.00 2.62 2.62 2.86 3.51 2.61 7.25 3.72 23.86 * 0.012 0.98 1.00 2.76 2.76 3.03 3.72 2.76 7.50 3.95 24.09 * 0.012 0.99 1.00 2.91 2.91 3.21 3.95 2.90 7.75 4.18 24.32 * 0.012 0.99 1.00 3.06 3.06 3.39 4.18 3.06 8.00 4.42 24.56 * 0.012 0.99 1.00 3.22 3.22 3.58 4.42 3.21 8.25 4.67 24.81 * 0.012 0.99 1.00 3.38 3.38 3.78 4.67 3.37 8.50 4.92 25.06 * 0.012 0.99 1.00 3.54 3.54 3.98 4.92 3.54 8.75 5.19 25.33 * 0.012 0.99 1.00 3.72 3.72 4.18 5.19 3.71 9.00 5.46 25.60 * 0.012 1.00 1.00 3.89 3.89 4.40 5.46 3.89 9.25 5.74 25.88 * 0.012 1.00 1.00 4.07 4.07 4.61 5.74 4.07 9.50 6.02 26.16 * 0.012 1.00 1.00 4.26 4.26 4.84 6.02 4.26 PIPE NO. 3: 10 LF - 12"CP @ 1.30% OUTLET: 21.21 INLET: 21.34 INTYP: 5 JUNC NO. 3: OVERFLOW-EL: 27.56 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.04 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.25 0.27 21.61 * 0.012 0.21 0.17 0.00 0.17 0.21 ***** 0.27 0.50 0.39 21.73 * 0.012 0.30 0.23 0.00 0.23 0.30 ***** 0.39 0.75 0.49 21.83 * 0.012 0.37 0.28 0.00 0.28 0.37 ***** 0.49 1.00 0.57 21.91 * 0.012 0.43 0.33 0.00 0.33 0.43 ***** 0.57 1.25 0.64 21.98 * 0.012 0.48 0.37 0.00 0.37 0.48 ***** 0.64 1.50 0.70 22.04 * 0.012 0.52 0.41 0.00 0.41 0.52 ***** 0.70 1.75 0.77 22.11 * 0.012 0.57 0.44 0.00 0.44 0.57 ***** 0.77 2.00 0.83 22.17 * 0.012 0.61 0.48 0.00 0.48 0.61 ***** 0.83 2.25 0.88 22.22 * 0.012 0.65 0.51 0.00 0.51 0.65 ***** 0.88 2.50 0.94 22.28 * 0.012 0.68 0.54 0.00 0.54 0.68 ***** 0.94 2.75 0.99 22.33 * 0.012 0.72 0.58 0.05 0.58 0.72 ***** 0.99 3.00 1.04 22.38 * 0.012 0.75 0.61 0.10 0.61 0.75 ***** 1.04 3.25 1.11 22.45 * 0.012 0.78 0.64 0.17 0.64 0.78 ***** 1.11 3.50 1.18 22.52 * 0.012 0.80 0.68 0.24 0.68 0.80 ***** 1.18 3.75 1.26 22.60 * 0.012 0.83 0.71 0.32 0.71 0.83 ***** 1.26 4.00 1.34 22.68 * 0.012 0.85 0.75 0.42 0.75 0.85 ***** 1.34 4.25 1.43 22.77 * 0.012 0.87 0.80 0.55 0.80 0.87 ***** 1.43 4.50 1.52 22.86 * 0.012 0.89 0.85 0.68 0.85 0.89 ***** 1.52 4.75 1.62 22.96 * 0.012 0.91 1.00 0.82 0.91 0.92 1.34 1.62 5.00 1.72 23.06 * 0.012 0.92 1.00 0.97 0.97 1.02 1.41 1.72 5.25 1.83 23.17 * 0.012 0.93 1.00 1.13 1.13 1.18 1.62 1.83 5.50 1.95 23.29 * 0.012 0.94 1.00 1.29 1.29 1.37 1.84 1.95 5.75 2.08 23.42 * 0.012 0.95 1.00 1.46 1.46 1.56 2.08 2.07 6.00 2.32 23.66 * 0.012 0.96 1.00 1.64 1.64 1.75 2.32 2.19 6.25 2.58 23.92 * 0.012 0.97 1.00 1.83 1.83 1.96 2.58 2.32 6.50 2.84 24.18 * 0.012 0.97 1.00 2.02 2.02 2.18 2.84 2.46 6.75 3.12 24.46 * 0.012 0.98 1.00 2.23 2.23 2.40 3.12 2.60 7.00 3.41 24.75 * 0.012 0.98 1.00 2.44 2.44 2.63 3.41 2.74 7.25 3.70 25.04 * 0.012 0.98 1.00 2.65 2.65 2.88 3.70 2.90 7.50 4.01 25.35 * 0.012 0.99 1.00 2.88 2.88 3.13 4.01 3.05 7.75 4.33 25.67 * 0.012 0.99 1.00 3.11 3.11 3.38 4.33 3.21 8.00 4.66 26.00 * 0.012 0.99 1.00 3.35 3.35 3.65 4.66 3.38 8.25 5.00 26.34 * 0.012 0.99 1.00 3.60 3.60 3.92 5.00 3.55 8.50 5.35 26.69 * 0.012 0.99 1.00 3.85 3.85 4.21 5.35 3.73 8.75 5.71 27.05 * 0.012 0.99 1.00 4.12 4.12 4.50 5.71 3.91 9.00 6.08 27.42 * 0.012 1.00 1.00 4.39 4.39 4.80 6.08 4.10 **************** OVERFLOW ENCOUNTERED AT 9.25 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 9.25 6.46 27.80 * 0.012 1.00 1.00 4.67 4.67 5.11 6.46 4.30 9.50 6.85 28.19 * 0.012 1.00 1.00 4.95 4.95 5.43 6.85 4.50 PIPE NO. 4: 59 LF - 12"CP @ 1.14% OUTLET: 21.34 INLET: 22.01 INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 28.01 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.69 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.24 0.27 22.28 * 0.012 0.21 0.17 0.27 0.27 0.21 ***** 0.27 0.48 0.39 22.40 * 0.012 0.29 0.24 0.39 0.39 0.29 ***** 0.39 0.72 0.49 22.50 * 0.012 0.36 0.29 0.49 0.49 0.36 ***** 0.49 0.96 0.58 22.59 * 0.012 0.42 0.33 0.57 0.57 0.42 ***** 0.58 1.20 0.67 22.68 * 0.012 0.47 0.38 0.64 0.64 0.47 ***** 0.67 1.44 0.75 22.76 * 0.012 0.51 0.41 0.70 0.70 0.51 ***** 0.75 1.68 0.83 22.84 * 0.012 0.56 0.45 0.77 0.77 0.56 ***** 0.83 1.92 0.91 22.92 * 0.012 0.60 0.49 0.83 0.83 0.60 ***** 0.91 2.16 1.00 23.01 * 0.012 0.63 0.52 0.88 0.88 0.63 ***** 1.00 2.40 1.08 23.09 * 0.012 0.67 0.55 0.94 0.94 0.67 ***** 1.08 2.64 1.17 23.18 * 0.012 0.70 0.59 0.99 0.99 0.70 ***** 1.17 2.88 1.26 23.27 * 0.012 0.73 0.62 1.04 1.04 0.73 ***** 1.26 3.13 1.35 23.36 * 0.012 0.76 0.66 1.11 1.11 0.76 ***** 1.35 3.37 1.47 23.48 * 0.012 0.79 0.69 1.18 1.18 0.91 1.45 1.47 3.61 1.69 23.70 * 0.012 0.82 0.73 1.26 1.26 1.11 1.69 1.59 3.85 1.92 23.93 * 0.012 0.84 0.77 1.34 1.34 1.26 1.92 1.72 4.09 2.16 24.17 * 0.012 0.86 0.82 1.43 1.43 1.42 2.16 1.85 4.33 2.43 24.44 * 0.012 0.88 0.88 1.52 1.52 1.59 2.43 2.00 4.57 2.70 24.71 * 0.012 0.90 1.00 1.62 1.62 1.78 2.70 2.15 4.81 3.00 25.01 * 0.012 0.91 1.00 1.72 1.72 1.97 3.00 2.31 5.05 3.30 25.31 * 0.012 0.92 1.00 1.83 1.83 2.17 3.30 2.48 5.29 3.63 25.64 * 0.012 0.94 1.00 1.95 1.95 2.39 3.63 2.65 5.53 3.97 25.98 * 0.012 0.95 1.00 2.08 2.08 2.62 3.97 2.84 5.77 4.45 26.46 * 0.012 0.95 1.00 2.32 2.32 2.97 4.45 3.03 6.01 4.94 26.95 * 0.012 0.96 1.00 2.58 2.58 3.34 4.94 3.23 6.25 5.45 27.46 * 0.012 0.97 1.00 2.84 2.84 3.72 5.45 3.44 6.49 5.99 28.00 * 0.012 0.97 1.00 3.12 3.12 4.12 5.99 3.66 **************** OVERFLOW ENCOUNTERED AT 6.73 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 6.73 6.54 28.55 * 0.012 0.98 1.00 3.41 3.41 4.53 6.54 3.89 6.97 7.12 29.13 * 0.012 0.98 1.00 3.70 3.70 4.96 7.12 4.12 7.21 7.71 29.72 * 0.012 0.98 1.00 4.01 4.01 5.40 7.71 4.36 7.45 8.32 30.33 * 0.012 0.99 1.00 4.33 4.33 5.86 8.32 4.61 7.69 8.96 30.97 * 0.012 0.99 1.00 4.66 4.66 6.33 8.96 4.87 7.93 9.61 31.62 * 0.012 0.99 1.00 5.00 5.00 6.82 9.61 5.14 8.17 10.29 32.30 * 0.012 0.99 1.00 5.35 5.35 7.32 10.29 5.41 8.41 10.98 32.99 * 0.012 0.99 1.00 5.71 5.71 7.84 10.98 5.70 8.65 11.70 33.71 * 0.012 0.99 1.00 6.08 6.08 8.37 11.70 5.99 8.89 12.43 34.44 * 0.012 1.00 1.00 6.46 6.46 8.92 12.43 6.29 9.13 13.19 35.20 * 0.012 1.00 1.00 6.85 6.85 9.48 13.19 6.60 PIPE NO. 5: 156 LF - 12"CP @ 0.50% OUTLET: 22.90 INLET: 23.68 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 29.54 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.14 0.23 23.91 * 0.012 0.16 0.16 0.00 0.16 0.16 0.23 0.21 0.28 0.33 24.01 * 0.012 0.22 0.22 0.00 0.22 0.22 0.33 0.29 0.43 0.36 24.04 * 0.012 0.28 0.27 0.00 0.27 0.28 ***** 0.36 0.57 0.42 24.10 * 0.012 0.32 0.31 0.00 0.31 0.32 ***** 0.42 0.71 0.47 24.15 * 0.012 0.36 0.35 0.00 0.35 0.36 ***** 0.47 0.85 0.58 24.26 * 0.012 0.39 0.39 0.00 0.39 0.39 0.58 0.52 1.00 0.63 24.31 * 0.012 0.42 0.42 0.00 0.42 0.42 0.63 0.57 1.14 0.67 24.35 * 0.012 0.45 0.46 0.02 0.45 0.46 0.67 0.61 1.28 0.71 24.39 * 0.012 0.48 0.49 0.11 0.48 0.49 0.71 0.65 1.42 0.75 24.43 * 0.012 0.51 0.52 0.19 0.51 0.52 0.75 0.68 1.56 0.78 24.46 * 0.012 0.54 0.55 0.28 0.54 0.55 0.78 0.72 1.71 0.81 24.49 * 0.012 0.56 0.58 0.37 0.56 0.58 0.81 0.75 1.85 0.84 24.52 * 0.012 0.58 0.61 0.46 0.58 0.61 0.84 0.79 1.99 0.87 24.55 * 0.012 0.61 0.64 0.58 0.61 0.64 0.87 0.82 2.13 0.90 24.58 * 0.012 0.63 0.67 0.80 0.80 0.67 0.90 0.85 2.28 0.93 24.61 * 0.012 0.65 0.70 1.03 1.03 0.77 0.93 0.88 2.42 1.19 24.87 * 0.012 0.67 0.74 1.27 1.27 1.11 1.19 0.91 2.56 1.53 25.21 * 0.012 0.69 0.77 1.54 1.54 1.44 1.53 0.93 2.70 1.89 25.57 * 0.012 0.71 0.82 1.81 1.81 1.80 1.89 0.96 2.84 2.28 25.96 * 0.012 0.73 0.87 2.11 2.11 2.17 2.28 0.99 2.99 2.69 26.37 * 0.012 0.75 1.00 2.41 2.41 2.57 2.69 1.02 3.13 3.11 26.79 * 0.012 0.76 1.00 2.74 2.74 2.98 3.11 1.05 3.27 3.57 27.25 * 0.012 0.78 1.00 3.08 3.08 3.42 3.57 1.09 3.41 4.15 27.83 * 0.012 0.80 1.00 3.56 3.56 4.00 4.15 1.13 3.56 4.76 28.44 * 0.012 0.81 1.00 4.05 4.05 4.59 4.76 1.17 3.70 5.40 29.08 * 0.012 0.82 1.00 4.56 4.56 5.22 5.40 1.21 **************** OVERFLOW ENCOUNTERED AT 3.84 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 3.84 6.06 29.74 * 0.012 0.84 1.00 5.10 5.10 5.86 6.06 1.25 3.98 6.74 30.42 * 0.012 0.85 1.00 5.65 5.65 6.53 6.74 1.30 4.12 7.45 31.13 * 0.012 0.86 1.00 6.23 6.23 7.23 7.45 1.35 4.27 8.19 31.87 * 0.012 0.87 1.00 6.82 6.82 7.95 8.19 1.39 4.41 8.95 32.63 * 0.012 0.89 1.00 7.43 7.43 8.69 8.95 1.44 4.55 9.73 33.41 * 0.012 0.90 1.00 8.07 8.07 9.46 9.73 1.49 4.69 10.54 34.22 * 0.012 0.90 1.00 8.72 8.72 10.25 10.54 1.54 4.84 11.37 35.05 * 0.012 0.91 1.00 9.40 9.40 11.07 11.37 1.60 4.98 12.23 35.91 * 0.012 0.92 1.00 10.09 10.09 11.91 12.23 1.65 5.12 13.12 36.80 * 0.012 0.93 1.00 10.81 10.81 12.77 13.12 1.71 5.26 14.03 37.71 * 0.012 0.93 1.00 11.54 11.54 13.66 14.03 1.77 5.41 14.96 38.64 * 0.012 0.94 1.00 12.30 12.30 14.58 14.96 1.83 PIPE NO. 6: 161 LF - 12"CP @ 0.50% OUTLET: 23.68 INLET: 24.48 INTYP: 5 JUNC NO. 6: OVERFLOW-EL: 27.60 BEND: 90 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.14 0.23 24.71 * 0.012 0.16 0.16 0.23 0.23 0.16 0.23 0.21 0.28 0.34 24.82 * 0.012 0.22 0.22 0.33 0.33 0.22 0.34 0.30 0.43 0.37 24.85 * 0.012 0.28 0.27 0.36 0.36 0.28 ***** 0.37 0.57 0.48 24.96 * 0.012 0.32 0.32 0.42 0.42 0.32 0.48 0.43 0.71 0.49 24.97 * 0.012 0.36 0.35 0.47 0.47 0.36 ***** 0.49 0.85 0.61 25.09 * 0.012 0.39 0.39 0.58 0.58 0.39 0.61 0.55 1.00 0.66 25.14 * 0.012 0.42 0.42 0.63 0.63 0.42 0.66 0.60 1.14 0.71 25.19 * 0.012 0.45 0.46 0.67 0.67 0.46 0.71 0.65 1.28 0.76 25.24 * 0.012 0.48 0.49 0.71 0.71 0.49 0.76 0.70 1.42 0.81 25.29 * 0.012 0.51 0.52 0.75 0.75 0.52 0.81 0.75 1.56 0.86 25.34 * 0.012 0.54 0.55 0.78 0.78 0.55 0.86 0.80 1.71 0.91 25.39 * 0.012 0.56 0.58 0.81 0.81 0.58 0.91 0.85 1.85 0.95 25.43 * 0.012 0.58 0.61 0.84 0.84 0.61 0.95 0.90 1.99 1.00 25.48 * 0.012 0.61 0.64 0.87 0.87 0.64 1.00 0.95 2.13 1.05 25.53 * 0.012 0.63 0.67 0.90 0.90 0.67 1.05 1.00 2.28 1.09 25.57 * 0.012 0.65 0.70 0.93 0.93 0.70 1.09 1.05 2.42 1.29 25.77 * 0.012 0.67 0.74 1.19 1.19 1.02 1.29 1.10 2.56 1.74 26.22 * 0.012 0.69 0.78 1.53 1.53 1.44 1.74 1.15 2.70 2.22 26.70 * 0.012 0.71 0.82 1.89 1.89 1.88 2.22 1.20 2.84 2.73 27.21 * 0.012 0.73 0.87 2.28 2.28 2.36 2.73 1.25 **************** OVERFLOW ENCOUNTERED AT 2.99 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 2.99 3.26 27.74 * 0.012 0.75 1.00 2.69 2.69 2.85 3.26 1.31 3.13 3.82 28.30 * 0.012 0.76 1.00 3.11 3.11 3.37 3.82 1.37 3.27 4.41 28.89 * 0.012 0.78 1.00 3.57 3.57 3.92 4.41 1.44 3.41 5.14 29.62 * 0.012 0.80 1.00 4.15 4.15 4.61 5.14 1.51 3.56 5.91 30.39 * 0.012 0.81 1.00 4.76 4.76 5.33 5.91 1.59 3.70 6.70 31.18 * 0.012 0.82 1.00 5.40 5.40 6.07 6.70 1.66 3.84 7.53 32.01 * 0.012 0.84 1.00 6.06 6.06 6.85 7.53 1.74 3.98 8.38 32.86 * 0.012 0.85 1.00 6.74 6.74 7.66 8.38 1.82 4.12 9.27 33.75 * 0.012 0.86 1.00 7.45 7.45 8.49 9.27 1.90 4.27 10.19 34.67 * 0.012 0.87 1.00 8.19 8.19 9.35 10.19 1.99 4.41 11.14 35.62 * 0.012 0.89 1.00 8.95 8.95 10.25 11.14 2.08 4.55 12.12 36.60 * 0.012 0.90 1.00 9.73 9.73 11.17 12.12 2.17 4.69 13.13 37.61 * 0.012 0.90 1.00 10.54 10.54 12.12 13.13 2.27 4.84 14.17 38.65 * 0.012 0.91 1.00 11.37 11.37 13.10 14.17 2.37 4.98 15.25 39.73 * 0.012 0.92 1.00 12.23 12.23 14.11 15.25 2.47 5.12 16.35 40.83 * 0.012 0.93 1.00 13.12 13.12 15.15 16.35 2.57 5.26 17.49 41.97 * 0.012 0.93 1.00 14.03 14.03 16.22 17.49 2.68 5.41 18.66 43.14 * 0.012 0.94 1.00 14.96 14.96 17.32 18.66 2.79 PIPE NO. 7: 13 LF - 12"CP @ 0.46% OUTLET: 24.48 INLET: 24.54 INTYP: 5 JUNC NO. 7: OVERFLOW-EL: 27.61 BEND: 15 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.14 0.23 24.77 * 0.012 0.16 0.16 0.23 0.23 0.18 0.23 0.21 0.28 0.34 24.88 * 0.012 0.22 0.23 0.34 0.34 0.28 0.34 0.29 0.43 0.41 24.95 * 0.012 0.28 0.28 0.37 0.37 0.32 0.41 0.36 0.57 0.49 25.03 * 0.012 0.32 0.32 0.48 0.48 0.43 0.49 0.42 0.71 0.53 25.07 * 0.012 0.36 0.36 0.49 0.49 0.44 0.53 0.48 0.85 0.63 25.17 * 0.012 0.39 0.40 0.61 0.61 0.56 0.63 0.52 1.00 0.68 25.22 * 0.012 0.42 0.43 0.66 0.66 0.61 0.68 0.57 1.14 0.73 25.27 * 0.012 0.45 0.47 0.71 0.71 0.66 0.73 0.61 1.28 0.79 25.33 * 0.012 0.48 0.50 0.76 0.76 0.72 0.79 0.65 1.42 0.84 25.38 * 0.012 0.51 0.53 0.81 0.81 0.77 0.84 0.69 1.56 0.88 25.42 * 0.012 0.54 0.56 0.86 0.86 0.82 0.88 0.72 1.71 0.93 25.47 * 0.012 0.56 0.59 0.91 0.91 0.87 0.93 0.76 1.85 0.98 25.52 * 0.012 0.58 0.62 0.95 0.95 0.92 0.98 0.79 1.99 1.04 25.58 * 0.012 0.61 0.66 1.00 1.00 0.98 1.04 0.82 2.13 1.10 25.64 * 0.012 0.63 0.69 1.05 1.05 1.03 1.10 0.85 2.28 1.15 25.69 * 0.012 0.65 0.72 1.09 1.09 1.08 1.15 0.89 2.42 1.36 25.90 * 0.012 0.67 0.76 1.29 1.29 1.28 1.36 0.92 2.56 1.83 26.37 * 0.012 0.69 0.80 1.74 1.74 1.73 1.83 0.94 2.70 2.33 26.87 * 0.012 0.71 0.86 2.22 2.22 2.22 2.33 0.97 2.84 2.86 27.40 * 0.012 0.73 1.00 2.73 2.73 2.74 2.86 1.00 **************** OVERFLOW ENCOUNTERED AT 2.99 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 2.99 3.41 27.95 * 0.012 0.75 1.00 3.26 3.26 3.28 3.41 1.03 3.13 3.99 28.53 * 0.012 0.76 1.00 3.82 3.82 3.84 3.99 1.06 3.27 4.60 29.14 * 0.012 0.78 1.00 4.41 4.41 4.45 4.60 1.11 3.41 5.36 29.90 * 0.012 0.80 1.00 5.14 5.14 5.19 5.36 1.15 3.56 6.14 30.68 * 0.012 0.81 1.00 5.91 5.91 5.96 6.14 1.19 3.70 6.96 31.50 * 0.012 0.82 1.00 6.70 6.70 6.76 6.96 1.23 3.84 7.81 32.35 * 0.012 0.84 1.00 7.53 7.53 7.60 7.81 1.28 3.98 8.69 33.23 * 0.012 0.85 1.00 8.38 8.38 8.46 8.69 1.32 4.12 9.61 34.15 * 0.012 0.86 1.00 9.27 9.27 9.36 9.61 1.37 4.27 10.55 35.09 * 0.012 0.87 1.00 10.19 10.19 10.29 10.55 1.42 4.41 11.53 36.07 * 0.012 0.89 1.00 11.14 11.14 11.25 11.53 1.47 4.55 12.54 37.08 * 0.012 0.90 1.00 12.12 12.12 12.24 12.54 1.52 4.69 13.59 38.13 * 0.012 0.90 1.00 13.13 13.13 13.26 13.59 1.58 4.84 14.66 39.20 * 0.012 0.91 1.00 14.17 14.17 14.32 14.66 1.63 4.98 15.77 40.31 * 0.012 0.92 1.00 15.25 15.25 15.40 15.77 1.69 5.12 16.91 41.45 * 0.012 0.93 1.00 16.35 16.35 16.52 16.91 1.75 5.26 18.08 42.62 * 0.012 0.93 1.00 17.49 17.49 17.67 18.08 1.81 5.41 19.28 43.82 * 0.012 0.94 1.00 18.66 18.66 18.85 19.28 1.88 PIPE NO. 8: 35 LF - 12"CP @ 0.51% OUTLET: 24.54 INLET: 24.72 INTYP: 5 JUNC NO. 8: OVERFLOW-EL: 27.37 BEND: 30 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.14 0.23 24.95 * 0.012 0.16 0.16 0.23 0.23 0.16 0.23 0.21 0.28 0.33 25.05 * 0.012 0.22 0.22 0.34 0.34 0.22 0.33 0.30 0.43 0.37 25.09 * 0.012 0.28 0.27 0.41 0.41 0.28 ***** 0.37 0.57 0.48 25.20 * 0.012 0.32 0.31 0.49 0.49 0.34 0.48 0.43 0.71 0.54 25.26 * 0.012 0.36 0.35 0.53 0.53 0.38 0.54 0.49 0.85 0.60 25.32 * 0.012 0.39 0.39 0.63 0.63 0.46 0.60 0.54 1.00 0.65 25.37 * 0.012 0.42 0.42 0.68 0.68 0.52 0.65 0.59 1.14 0.71 25.43 * 0.012 0.45 0.45 0.73 0.73 0.57 0.71 0.64 1.28 0.77 25.49 * 0.012 0.48 0.48 0.79 0.79 0.63 0.77 0.68 1.42 0.83 25.55 * 0.012 0.51 0.51 0.84 0.84 0.69 0.83 0.73 1.56 0.88 25.60 * 0.012 0.54 0.54 0.88 0.88 0.74 0.88 0.78 1.71 0.95 25.67 * 0.012 0.56 0.57 0.93 0.93 0.80 0.95 0.82 1.85 1.01 25.73 * 0.012 0.58 0.60 0.98 0.98 0.86 1.01 0.87 1.99 1.10 25.82 * 0.012 0.61 0.63 1.04 1.04 0.95 1.10 0.91 2.13 1.20 25.92 * 0.012 0.63 0.66 1.10 1.10 1.03 1.20 0.95 2.28 1.28 26.00 * 0.012 0.65 0.70 1.15 1.15 1.09 1.28 1.00 2.42 1.54 26.26 * 0.012 0.67 0.73 1.36 1.36 1.32 1.54 1.04 2.56 2.04 26.76 * 0.012 0.69 0.76 1.83 1.83 1.80 2.04 1.09 2.70 2.59 27.31 * 0.012 0.71 0.80 2.33 2.33 2.32 2.59 1.13 **************** OVERFLOW ENCOUNTERED AT 2.84 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 2.84 3.16 27.88 * 0.012 0.73 0.85 2.86 2.86 2.87 3.16 1.18 2.99 3.76 28.48 * 0.012 0.75 1.00 3.41 3.41 3.44 3.76 1.23 3.13 4.40 29.12 * 0.012 0.76 1.00 3.99 3.99 4.04 4.40 1.28 3.27 5.07 29.79 * 0.012 0.78 1.00 4.60 4.60 4.67 5.07 1.34 3.41 5.88 30.60 * 0.012 0.80 1.00 5.36 5.36 5.45 5.88 1.40 3.56 6.72 31.44 * 0.012 0.81 1.00 6.14 6.14 6.26 6.72 1.47 3.70 7.60 32.32 * 0.012 0.82 1.00 6.96 6.96 7.10 7.60 1.53 3.84 8.52 33.24 * 0.012 0.84 1.00 7.81 7.81 7.98 8.52 1.60 3.98 9.47 34.19 * 0.012 0.85 1.00 8.69 8.69 8.89 9.47 1.67 4.12 10.45 35.17 * 0.012 0.86 1.00 9.61 9.61 9.83 10.45 1.74 4.27 11.47 36.19 * 0.012 0.87 1.00 10.55 10.55 10.80 11.47 1.82 4.41 12.52 37.24 * 0.012 0.89 1.00 11.53 11.53 11.81 12.52 1.90 4.55 13.61 38.33 * 0.012 0.90 1.00 12.54 12.54 12.85 13.61 1.98 4.69 14.73 39.45 * 0.012 0.90 1.00 13.59 13.59 13.92 14.73 2.06 4.84 15.88 40.60 * 0.012 0.91 1.00 14.66 14.66 15.03 15.88 2.15 4.98 17.08 41.80 * 0.012 0.92 1.00 15.77 15.77 16.17 17.08 2.24 5.12 18.30 43.02 * 0.012 0.93 1.00 16.91 16.91 17.34 18.30 2.33 5.26 19.56 44.28 * 0.012 0.93 1.00 18.08 18.08 18.55 19.56 2.42 5.41 20.85 45.57 * 0.012 0.94 1.00 19.28 19.28 19.79 20.85 2.52 PIPE NO. 9: 53 LF - 24"CP @ 0.51% OUTLET: 24.72 INLET: 24.99 INTYP: 5 JUNC NO. 9: OVERFLOW-EL: 28.00 BEND: 30 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.14 0.19 25.18 * 0.012 0.13 0.13 0.23 0.23 0.13 0.19 0.17 0.28 0.24 25.23 * 0.012 0.19 0.18 0.33 0.33 0.19 ***** 0.24 0.43 0.30 25.29 * 0.012 0.23 0.22 0.37 0.37 0.23 ***** 0.30 0.57 0.34 25.33 * 0.012 0.26 0.25 0.48 0.48 0.26 ***** 0.34 0.71 0.43 25.42 * 0.012 0.29 0.28 0.54 0.54 0.30 0.43 0.38 0.85 0.47 25.46 * 0.012 0.32 0.31 0.60 0.60 0.35 0.47 0.42 1.00 0.51 25.50 * 0.012 0.35 0.33 0.65 0.65 0.40 0.51 0.46 1.14 0.56 25.55 * 0.012 0.37 0.35 0.71 0.71 0.45 0.56 0.49 1.28 0.60 25.59 * 0.012 0.40 0.37 0.77 0.77 0.50 0.60 0.52 1.42 0.65 25.64 * 0.012 0.42 0.39 0.83 0.83 0.56 0.65 0.55 1.56 0.70 25.69 * 0.012 0.44 0.41 0.88 0.88 0.62 0.70 0.58 1.71 0.75 25.74 * 0.012 0.46 0.43 0.95 0.95 0.68 0.75 0.61 1.85 0.81 25.80 * 0.012 0.48 0.44 1.01 1.01 0.74 0.81 0.63 1.99 0.89 25.88 * 0.012 0.49 0.46 1.10 1.10 0.83 0.89 0.66 2.13 0.98 25.97 * 0.012 0.51 0.48 1.20 1.20 0.93 0.98 0.68 2.28 1.06 26.05 * 0.012 0.53 0.49 1.28 1.28 1.02 1.06 0.70 2.42 1.29 26.28 * 0.012 0.55 0.51 1.54 1.54 1.27 1.29 0.73 2.56 1.79 26.78 * 0.012 0.56 0.52 2.04 2.04 1.78 1.79 0.75 2.70 2.34 27.33 * 0.012 0.58 0.54 2.59 2.59 2.33 2.34 0.77 2.84 2.91 27.90 * 0.012 0.59 0.55 3.16 3.16 2.90 2.91 0.79 **************** OVERFLOW ENCOUNTERED AT 2.99 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 2.99 3.51 28.50 * 0.012 0.61 0.56 3.76 3.76 3.50 3.51 0.81 3.13 4.15 29.14 * 0.012 0.62 0.58 4.40 4.40 4.13 4.15 0.83 3.27 4.82 29.81 * 0.012 0.64 0.59 5.07 5.07 4.81 4.82 0.85 3.41 5.63 30.62 * 0.012 0.65 0.60 5.88 5.88 5.62 5.63 0.87 3.56 6.48 31.47 * 0.012 0.67 0.62 6.72 6.72 6.46 6.48 0.89 3.70 7.36 32.35 * 0.012 0.68 0.63 7.60 7.60 7.34 7.36 0.91 3.84 8.28 33.27 * 0.012 0.69 0.64 8.52 8.52 8.26 8.28 0.93 3.98 9.23 34.22 * 0.012 0.71 0.65 9.47 9.47 9.21 9.23 0.95 4.12 10.21 35.20 * 0.012 0.72 0.67 10.45 10.45 10.19 10.21 0.97 4.27 11.23 36.22 * 0.012 0.73 0.68 11.47 11.47 11.21 11.23 0.98 4.41 12.29 37.28 * 0.012 0.74 0.69 12.52 12.52 12.27 12.29 1.00 4.55 13.38 38.37 * 0.012 0.76 0.70 13.61 13.61 13.36 13.38 1.02 4.69 14.50 39.49 * 0.012 0.77 0.71 14.73 14.73 14.48 14.50 1.03 4.84 15.66 40.65 * 0.012 0.78 0.72 15.88 15.88 15.64 15.66 1.05 4.98 16.86 41.85 * 0.012 0.79 0.74 17.08 17.08 16.83 16.86 1.07 5.12 18.08 43.07 * 0.012 0.80 0.75 18.30 18.30 18.05 18.08 1.08 5.26 19.35 44.34 * 0.012 0.81 0.76 19.56 19.56 19.31 19.35 1.10 5.41 20.64 45.63 * 0.012 0.83 0.77 20.85 20.85 20.61 20.64 1.12 PIPE NO.10: 35 LF - 24"CP @ 0.51% OUTLET: 24.99 INLET: 25.17 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.14 0.13 25.30 * 0.012 0.13 0.13 0.19 0.19 0.13 0.07 0.04 0.28 0.19 25.36 * 0.012 0.19 0.18 0.24 0.24 0.19 ***** 0.18 0.43 0.23 25.40 * 0.012 0.23 0.22 0.30 0.30 0.23 ***** 0.22 0.57 0.26 25.43 * 0.012 0.26 0.25 0.34 0.34 0.26 ***** 0.25 0.71 0.29 25.46 * 0.012 0.29 0.28 0.43 0.43 0.29 ***** 0.28 0.85 0.32 25.49 * 0.012 0.32 0.30 0.47 0.47 0.32 ***** 0.30 1.00 0.35 25.52 * 0.012 0.35 0.33 0.51 0.51 0.35 ***** 0.33 1.14 0.43 25.60 * 0.012 0.37 0.35 0.56 0.56 0.38 0.43 0.36 1.28 0.46 25.63 * 0.012 0.40 0.37 0.60 0.60 0.42 0.46 0.40 1.42 0.49 25.66 * 0.012 0.42 0.39 0.65 0.65 0.46 0.49 0.43 1.56 0.53 25.70 * 0.012 0.44 0.41 0.70 0.70 0.51 0.53 0.46 1.71 0.57 25.74 * 0.012 0.46 0.43 0.75 0.75 0.57 0.57 0.48 1.85 0.62 25.79 * 0.012 0.48 0.44 0.81 0.81 0.62 0.61 0.51 1.99 0.70 25.87 * 0.012 0.49 0.46 0.89 0.89 0.70 0.67 0.53 2.13 0.80 25.97 * 0.012 0.51 0.48 0.98 0.98 0.80 0.75 0.56 2.28 0.88 26.05 * 0.012 0.53 0.49 1.06 1.06 0.88 0.82 0.58 2.42 1.12 26.29 * 0.012 0.55 0.51 1.29 1.29 1.12 1.03 0.61 2.56 1.62 26.79 * 0.012 0.56 0.52 1.79 1.79 1.62 1.51 0.63 2.70 2.17 27.34 * 0.012 0.58 0.54 2.34 2.34 2.17 2.06 0.65 **************** OVERFLOW ENCOUNTERED AT 2.84 CFS DISCHARGE ***************** 2.84 2.73 27.90 * 0.012 0.59 0.55 2.91 2.91 2.73 2.62 0.68 2.99 3.34 28.51 * 0.012 0.61 0.56 3.51 3.51 3.34 3.23 0.70 3.13 3.97 29.14 * 0.012 0.62 0.58 4.15 4.15 3.97 3.87 0.72 3.27 4.64 29.81 * 0.012 0.64 0.59 4.82 4.82 4.64 4.54 0.74 3.41 5.46 30.63 * 0.012 0.65 0.60 5.63 5.63 5.46 5.36 0.76 3.56 6.30 31.47 * 0.012 0.67 0.62 6.48 6.48 6.30 6.21 0.78 3.70 7.19 32.36 * 0.012 0.68 0.63 7.36 7.36 7.19 7.09 0.80 3.84 8.10 33.27 * 0.012 0.69 0.64 8.28 8.28 8.10 8.01 0.82 3.98 9.06 34.23 * 0.012 0.71 0.65 9.23 9.23 9.06 8.97 0.84 4.12 10.04 35.21 * 0.012 0.72 0.66 10.21 10.21 10.04 9.96 0.86 4.27 11.06 36.23 * 0.012 0.73 0.68 11.23 11.23 11.06 10.98 0.88 4.41 12.12 37.29 * 0.012 0.74 0.69 12.29 12.29 12.12 12.04 0.90 4.55 13.21 38.38 * 0.012 0.76 0.70 13.38 13.38 13.21 13.13 0.92 4.69 14.34 39.51 * 0.012 0.77 0.71 14.50 14.50 14.34 14.26 0.94 4.84 15.50 40.67 * 0.012 0.78 0.72 15.66 15.66 15.50 15.42 0.95 4.98 16.69 41.86 * 0.012 0.79 0.73 16.86 16.86 16.69 16.62 0.97 5.12 17.92 43.09 * 0.012 0.80 0.74 18.08 18.08 17.92 17.85 0.99 5.26 19.18 44.35 * 0.012 0.81 0.76 19.35 19.35 19.18 19.12 1.01 5.41 20.48 45.65 * 0.012 0.83 0.77 20.64 20.64 20.48 20.42 1.03 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB 106-12 to EX 204-02.bwp Surcharge condition at intermediate junctions Tailwater Elevation:23.21 feet Discharge Range:0.25 to 4. Step of 0.25 [cfs] Overflow Elevation:25.31 feet Weir:NONE Upstream Velocity:2.34 feet/sec PIPE NO. 1: 9 LF - 12"CP @ 0.56% OUTLET: 19.82 INLET: 19.87 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 27.23 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.25 3.35 23.22 * 0.012 0.21 0.20 3.39 3.39 3.35 3.35 0.28 0.50 3.35 23.22 * 0.012 0.30 0.29 3.39 3.39 3.34 3.35 0.40 0.75 3.37 23.24 * 0.012 0.37 0.35 3.39 3.39 3.34 3.37 0.51 1.00 3.39 23.26 * 0.012 0.43 0.41 3.39 3.39 3.35 3.39 0.60 1.25 3.42 23.29 * 0.012 0.48 0.47 3.39 3.39 3.35 3.42 0.69 1.50 3.46 23.33 * 0.012 0.52 0.52 3.39 3.39 3.35 3.46 0.78 1.75 3.50 23.37 * 0.012 0.57 0.57 3.39 3.39 3.36 3.50 0.86 2.00 3.55 23.42 * 0.012 0.61 0.62 3.39 3.39 3.36 3.55 0.95 2.25 3.60 23.47 * 0.012 0.65 0.67 3.39 3.39 3.37 3.60 1.04 2.50 3.66 23.53 * 0.012 0.68 0.73 3.39 3.39 3.38 3.66 1.13 2.75 3.73 23.60 * 0.012 0.72 0.79 3.39 3.39 3.39 3.73 1.22 3.00 3.81 23.68 * 0.012 0.75 0.87 3.39 3.39 3.39 3.81 1.32 3.25 3.89 23.76 * 0.012 0.78 1.00 3.39 3.39 3.40 3.89 1.43 3.50 3.98 23.85 * 0.012 0.80 1.00 3.39 3.39 3.41 3.98 1.56 3.75 4.07 23.94 * 0.012 0.83 1.00 3.39 3.39 3.42 4.07 1.69 4.00 4.17 24.04 * 0.012 0.85 1.00 3.39 3.39 3.44 4.17 1.83 PIPE NO. 2: 18 LF - 12"CP @ 0.78% OUTLET: 19.87 INLET: 20.01 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 27.43 BEND: 90 DEG DIA/WIDTH: 3.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.25 3.22 23.23 * 0.012 0.21 0.19 3.35 3.35 3.22 3.22 0.28 0.50 3.23 23.24 * 0.012 0.30 0.26 3.35 3.35 3.22 3.23 0.40 0.75 3.26 23.27 * 0.012 0.37 0.32 3.37 3.37 3.24 3.26 0.50 1.00 3.31 23.32 * 0.012 0.43 0.38 3.39 3.39 3.26 3.31 0.60 1.25 3.37 23.38 * 0.012 0.48 0.42 3.42 3.42 3.30 3.37 0.69 1.50 3.45 23.46 * 0.012 0.52 0.47 3.46 3.46 3.34 3.45 0.78 1.75 3.54 23.55 * 0.012 0.57 0.51 3.50 3.50 3.40 3.54 0.86 2.00 3.64 23.65 * 0.012 0.61 0.56 3.55 3.55 3.46 3.64 0.95 2.25 3.76 23.77 * 0.012 0.65 0.60 3.60 3.60 3.52 3.76 1.04 2.50 3.89 23.90 * 0.012 0.68 0.64 3.66 3.66 3.60 3.89 1.13 2.75 4.03 24.04 * 0.012 0.72 0.69 3.73 3.73 3.68 4.03 1.22 3.00 4.19 24.20 * 0.012 0.75 0.73 3.81 3.81 3.78 4.19 1.32 3.25 4.36 24.37 * 0.012 0.78 0.79 3.89 3.89 3.88 4.36 1.43 3.50 4.55 24.56 * 0.012 0.80 0.85 3.98 3.98 3.98 4.55 1.56 3.75 4.75 24.76 * 0.012 0.83 1.00 4.07 4.07 4.10 4.75 1.69 4.00 4.96 24.97 * 0.012 0.85 1.00 4.17 4.17 4.22 4.96 1.83 PIPE NO. 3: 24 LF - 12"CP @ 0.79% OUTLET: 21.87 INLET: 22.06 INTYP: 5 JUNC NO. 3: OVERFLOW-EL: 26.71 BEND: 30 DEG DIA/WIDTH: 2.5 Q-RATIO: 1.50 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.25 1.18 23.24 * 0.012 0.21 0.19 1.36 1.36 1.18 1.18 0.27 0.50 1.19 23.25 * 0.012 0.30 0.26 1.37 1.37 1.18 1.19 0.40 0.75 1.24 23.30 * 0.012 0.37 0.32 1.40 1.40 1.22 1.24 0.50 1.00 1.31 23.37 * 0.012 0.43 0.37 1.45 1.45 1.28 1.31 0.59 1.25 1.41 23.47 * 0.012 0.48 0.42 1.51 1.51 1.35 1.41 0.68 1.50 1.52 23.58 * 0.012 0.52 0.47 1.59 1.59 1.43 1.52 0.76 1.75 1.65 23.71 * 0.012 0.57 0.51 1.68 1.68 1.54 1.65 0.84 2.00 1.80 23.86 * 0.012 0.61 0.55 1.78 1.78 1.65 1.80 0.92 2.25 1.98 24.04 * 0.012 0.65 0.60 1.90 1.90 1.79 1.98 0.99 2.50 2.17 24.23 * 0.012 0.68 0.64 2.03 2.03 1.94 2.17 1.07 2.75 2.39 24.45 * 0.012 0.72 0.68 2.17 2.17 2.10 2.39 1.15 3.00 2.62 24.68 * 0.012 0.75 0.73 2.33 2.33 2.28 2.62 1.24 3.25 2.88 24.94 * 0.012 0.78 0.78 2.50 2.50 2.48 2.88 1.34 3.50 3.15 25.21 * 0.012 0.80 0.84 2.69 2.69 2.69 3.15 1.45 3.75 3.45 25.51 * 0.012 0.83 1.00 2.89 2.89 2.92 3.45 1.57 4.00 3.77 25.83 * 0.012 0.85 1.00 3.10 3.10 3.17 3.77 1.69 PIPE NO. 4: 12 LF - 12"CP @ 0.50% OUTLET: 22.06 INLET: 22.12 INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 26.85 BEND: 0 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.10 1.13 23.25 * 0.012 0.13 0.14 1.18 1.18 1.13 1.13 0.17 0.20 1.13 23.25 * 0.012 0.19 0.19 1.19 1.19 1.13 1.13 0.24 0.30 1.18 23.30 * 0.012 0.23 0.23 1.24 1.24 1.18 1.18 0.30 0.40 1.26 23.38 * 0.012 0.27 0.26 1.31 1.31 1.25 1.26 0.35 0.50 1.35 23.47 * 0.012 0.30 0.29 1.41 1.41 1.35 1.35 0.39 0.60 1.47 23.59 * 0.012 0.33 0.32 1.52 1.52 1.46 1.47 0.43 0.70 1.60 23.72 * 0.012 0.35 0.35 1.65 1.65 1.59 1.60 0.47 0.80 1.76 23.88 * 0.012 0.38 0.38 1.80 1.80 1.75 1.76 0.50 0.90 1.93 24.05 * 0.012 0.40 0.40 1.98 1.98 1.92 1.93 0.54 1.00 2.13 24.25 * 0.012 0.43 0.42 2.17 2.17 2.12 2.13 0.57 1.10 2.35 24.47 * 0.012 0.45 0.45 2.39 2.39 2.34 2.35 0.60 1.20 2.59 24.71 * 0.012 0.47 0.47 2.62 2.62 2.57 2.59 0.62 1.30 2.85 24.97 * 0.012 0.49 0.49 2.88 2.88 2.83 2.85 0.65 1.40 3.13 25.25 * 0.012 0.51 0.51 3.15 3.15 3.11 3.13 0.68 1.50 3.44 25.56 * 0.012 0.52 0.53 3.45 3.45 3.41 3.44 0.70 1.60 3.76 25.88 * 0.012 0.54 0.56 3.77 3.77 3.73 3.76 0.73 PIPE NO. 5: 24 LF - 12"CP @ 0.54% OUTLET: 22.12 INLET: 22.25 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 26.75 BEND: 75 DEG DIA/WIDTH: 2.5 Q-RATIO: 1.75 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.10 1.01 23.26 * 0.012 0.13 0.13 1.13 1.13 1.01 1.01 0.17 0.20 1.00 23.25 * 0.012 0.19 0.18 1.13 1.13 1.00 1.00 0.25 0.30 1.06 23.31 * 0.012 0.23 0.22 1.18 1.18 1.06 1.06 0.30 0.40 1.14 23.39 * 0.012 0.27 0.26 1.26 1.26 1.13 1.14 0.36 0.50 1.23 23.48 * 0.012 0.30 0.29 1.35 1.35 1.22 1.23 0.40 0.60 1.36 23.61 * 0.012 0.33 0.32 1.47 1.47 1.34 1.36 0.44 0.70 1.50 23.75 * 0.012 0.35 0.34 1.60 1.60 1.48 1.50 0.48 0.80 1.66 23.91 * 0.012 0.38 0.37 1.76 1.76 1.64 1.66 0.52 0.90 1.85 24.10 * 0.012 0.40 0.39 1.93 1.93 1.82 1.85 0.56 1.00 2.06 24.31 * 0.012 0.43 0.41 2.13 2.13 2.02 2.06 0.59 1.10 2.29 24.54 * 0.012 0.45 0.44 2.35 2.35 2.24 2.29 0.63 1.20 2.54 24.79 * 0.012 0.47 0.46 2.59 2.59 2.48 2.54 0.66 1.30 2.82 25.07 * 0.012 0.49 0.48 2.85 2.85 2.75 2.82 0.70 1.40 3.11 25.36 * 0.012 0.51 0.50 3.13 3.13 3.04 3.11 0.73 1.50 3.43 25.68 * 0.012 0.52 0.52 3.44 3.44 3.34 3.43 0.76 1.60 3.77 26.02 * 0.012 0.54 0.54 3.76 3.76 3.67 3.77 0.80 PIPE NO. 6: 88 LF - 12"CP @ 0.50% OUTLET: 22.25 INLET: 22.69 INTYP: 5 JUNC NO. 6: OVERFLOW-EL: 25.55 BEND: 30 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.80 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.04 0.58 23.27 * 0.012 0.08 0.09 1.01 1.01 0.58 0.58 0.10 0.07 0.57 23.26 * 0.012 0.11 0.12 1.00 1.00 0.57 0.57 0.14 0.11 0.62 23.31 * 0.012 0.14 0.14 1.06 1.06 0.62 0.62 0.18 0.15 0.70 23.39 * 0.012 0.16 0.16 1.14 1.14 0.70 0.70 0.21 0.18 0.80 23.49 * 0.012 0.18 0.18 1.23 1.23 0.80 0.80 0.23 0.22 0.92 23.61 * 0.012 0.20 0.20 1.36 1.36 0.92 0.92 0.26 0.25 1.07 23.76 * 0.012 0.21 0.21 1.50 1.50 1.07 1.07 0.28 0.29 1.23 23.92 * 0.012 0.23 0.23 1.66 1.66 1.23 1.23 0.30 0.33 1.42 24.11 * 0.012 0.24 0.24 1.85 1.85 1.42 1.42 0.32 0.36 1.63 24.32 * 0.012 0.25 0.25 2.06 2.06 1.63 1.63 0.34 0.40 1.86 24.55 * 0.012 0.27 0.26 2.29 2.29 1.86 1.86 0.35 0.44 2.12 24.81 * 0.012 0.28 0.28 2.54 2.54 2.11 2.12 0.37 0.47 2.40 25.09 * 0.012 0.29 0.29 2.82 2.82 2.39 2.40 0.39 0.51 2.70 25.39 * 0.012 0.30 0.30 3.11 3.11 2.69 2.70 0.40 **************** OVERFLOW ENCOUNTERED AT 0.55 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 0.55 3.02 25.71 * 0.012 0.31 0.31 3.43 3.43 3.01 3.02 0.42 0.58 3.37 26.06 * 0.012 0.32 0.32 3.77 3.77 3.35 3.37 0.43 PIPE NO. 7: 16 LF - 12"CP @ 0.50% OUTLET: 22.69 INLET: 22.77 INTYP: 5 JUNC NO. 7: OVERFLOW-EL: 25.45 BEND: 60 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.02 0.51 23.28 * 0.012 0.06 0.07 0.58 0.58 0.51 0.51 0.07 0.04 0.50 23.27 * 0.012 0.09 0.09 0.57 0.57 0.50 0.50 0.11 0.06 0.55 23.32 * 0.012 0.11 0.11 0.62 0.62 0.55 0.55 0.13 0.08 0.63 23.40 * 0.012 0.12 0.12 0.70 0.70 0.63 0.63 0.15 0.10 0.73 23.50 * 0.012 0.13 0.14 0.80 0.80 0.73 0.73 0.17 0.12 0.85 23.62 * 0.012 0.15 0.15 0.92 0.92 0.85 0.85 0.19 0.14 1.00 23.77 * 0.012 0.16 0.16 1.07 1.07 1.00 1.00 0.20 0.16 1.16 23.93 * 0.012 0.17 0.17 1.23 1.23 1.16 1.16 0.22 0.18 1.34 24.11 * 0.012 0.18 0.18 1.42 1.42 1.34 1.34 0.23 0.20 1.55 24.32 * 0.012 0.19 0.19 1.63 1.63 1.55 1.55 0.25 0.22 1.79 24.56 * 0.012 0.20 0.20 1.86 1.86 1.79 1.79 0.26 0.24 2.04 24.81 * 0.012 0.21 0.21 2.12 2.12 2.04 2.04 0.27 0.26 2.32 25.09 * 0.012 0.22 0.21 2.40 2.40 2.32 2.32 0.28 0.28 2.62 25.39 * 0.012 0.22 0.22 2.70 2.70 2.62 2.62 0.29 **************** OVERFLOW ENCOUNTERED AT 0.30 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 0.30 2.94 25.71 * 0.012 0.23 0.23 3.02 3.02 2.94 2.94 0.30 0.32 3.29 26.06 * 0.012 0.24 0.24 3.37 3.37 3.29 3.29 0.32 PIPE NO. 8: 36 LF - 12"CP @ 0.50% OUTLET: 22.77 INLET: 22.95 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.02 0.34 23.29 * 0.012 0.06 0.07 0.51 0.51 0.34 0.26 -0.01 0.04 0.33 23.28 * 0.012 0.09 0.09 0.50 0.50 0.33 0.25 0.02 0.06 0.38 23.33 * 0.012 0.11 0.11 0.55 0.55 0.38 0.30 0.05 0.08 0.46 23.41 * 0.012 0.12 0.12 0.63 0.63 0.46 0.38 0.07 0.10 0.56 23.51 * 0.012 0.13 0.14 0.73 0.73 0.56 0.48 0.09 0.12 0.68 23.63 * 0.012 0.15 0.15 0.85 0.85 0.68 0.60 0.10 0.14 0.83 23.78 * 0.012 0.16 0.16 1.00 1.00 0.83 0.75 0.12 0.16 0.99 23.94 * 0.012 0.17 0.17 1.16 1.16 0.99 0.91 0.13 0.18 1.17 24.12 * 0.012 0.18 0.18 1.34 1.34 1.17 1.09 0.15 0.20 1.37 24.32 * 0.012 0.19 0.19 1.55 1.55 1.37 1.29 0.16 0.22 1.61 24.56 * 0.012 0.20 0.20 1.79 1.79 1.61 1.52 0.17 0.24 1.86 24.81 * 0.012 0.21 0.21 2.04 2.04 1.86 1.78 0.19 0.26 2.14 25.09 * 0.012 0.22 0.21 2.32 2.32 2.14 2.06 0.21 **************** OVERFLOW ENCOUNTERED AT 0.28 CFS DISCHARGE ***************** 0.28 2.44 25.39 * 0.012 0.22 0.22 2.62 2.62 2.44 2.36 0.21 0.30 2.77 25.72 * 0.012 0.23 0.23 2.94 2.94 2.77 2.69 0.22 0.32 3.11 26.06 * 0.012 0.24 0.24 3.29 3.29 3.11 3.03 0.23 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB 204-75 to CB 204-35.bwp Surcharge condition at intermediate junctions Tailwater Elevation:23.76 feet Discharge Range:0.05 to 0.25 Step of 0.05 [cfs] Overflow Elevation:25.55 feet Weir:NONE Upstream Velocity:3. feet/sec PIPE NO. 1: 22 LF - 12"CP @ 0.55% OUTLET: 22.69 INLET: 22.81 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.05 0.96 23.77 * 0.012 0.10 0.10 1.07 1.07 0.96 0.82 -0.02 0.10 0.96 23.77 * 0.012 0.13 0.13 1.07 1.07 0.96 0.82 0.03 0.15 0.96 23.77 * 0.012 0.16 0.16 1.07 1.07 0.96 0.82 0.07 0.20 0.96 23.77 * 0.012 0.19 0.18 1.07 1.07 0.96 0.82 0.18 0.25 0.96 23.77 * 0.012 0.21 0.21 1.07 1.07 0.96 0.82 0.14 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB 204-39 to CB 204-32.bwp Surcharge condition at intermediate junctions Tailwater Elevation:25.51 feet Discharge Range:1. to 2. Step of 0.1 [cfs] Overflow Elevation:25.63 feet Weir:NONE Upstream Velocity:3. feet/sec PIPE NO. 1: 84 LF - 12"CP @ 0.54% OUTLET: 22.06 INLET: 22.51 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.00 3.06 25.57 * 0.012 0.43 0.42 3.45 3.45 3.06 2.96 0.45 1.10 3.07 25.58 * 0.012 0.45 0.44 3.45 3.45 3.07 2.97 0.49 1.20 3.08 25.59 * 0.012 0.47 0.46 3.45 3.45 3.08 3.00 0.52 1.30 3.10 25.61 * 0.012 0.49 0.48 3.45 3.45 3.10 3.02 0.55 1.40 3.11 25.62 * 0.012 0.51 0.50 3.45 3.45 3.11 3.04 0.59 **************** OVERFLOW ENCOUNTERED AT 1.50 CFS DISCHARGE ***************** 1.50 3.13 25.64 * 0.012 0.52 0.52 3.45 3.45 3.13 3.07 0.62 1.60 3.14 25.65 * 0.012 0.54 0.54 3.45 3.45 3.14 3.10 0.65 1.70 3.16 25.67 * 0.012 0.56 0.56 3.45 3.45 3.16 3.13 0.68 1.80 3.18 25.69 * 0.012 0.58 0.58 3.45 3.45 3.18 3.17 0.71 1.90 3.20 25.71 * 0.012 0.59 0.61 3.45 3.45 3.20 3.20 0.75 2.00 3.24 25.75 * 0.012 0.61 0.63 3.45 3.45 3.23 3.24 0.78 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB 204-41 to CB 202-23.bwp Surcharge condition at intermediate junctions Tailwater Elevation:22.86 feet Discharge Range:0.1 to 0.5 Step of 0.1 [cfs] Overflow Elevation:28.98 feet Weir:NONE Upstream Velocity:3. feet/sec PIPE NO. 1: 62 LF - 12"CP @ 6.37% OUTLET: 21.71 INLET: 25.66 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 29.02 BEND: 90 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.10 0.14 25.80 * 0.012 0.13 0.08 1.15 1.15 0.13 ***** 0.14 0.20 0.22 25.88 * 0.012 0.19 0.10 1.15 1.15 0.19 ***** 0.22 0.30 0.28 25.94 * 0.012 0.23 0.13 1.15 1.15 0.23 ***** 0.28 0.40 0.33 25.99 * 0.012 0.27 0.14 1.15 1.15 0.27 ***** 0.33 0.50 0.37 26.03 * 0.012 0.30 0.16 1.15 1.15 0.30 ***** 0.37 PIPE NO. 2: 58 LF - 12"CP @ 0.52% OUTLET: 25.66 INLET: 25.96 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.10 0.13 26.09 * 0.012 0.13 0.13 0.14 0.14 0.13 0.05 0.03 0.20 0.19 26.15 * 0.012 0.19 0.19 0.22 0.22 0.19 0.14 0.11 0.30 0.23 26.19 * 0.012 0.23 0.23 0.28 0.28 0.23 0.20 0.16 0.40 0.27 26.23 * 0.012 0.27 0.26 0.33 0.33 0.27 ***** 0.26 0.50 0.30 26.26 * 0.012 0.30 0.29 0.37 0.37 0.30 ***** 0.29 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB 106-54 to CB 202-24.bwp Surcharge condition at intermediate junctions Tailwater Elevation:24.44 feet Discharge Range:0.15 to 2. Step of 0.1 [cfs] Overflow Elevation:26.36 feet Weir:NONE Upstream Velocity:2.34 feet/sec PIPE NO. 1: 88 LF - 12"CP @ 0.50% OUTLET: 22.01 INLET: 22.45 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 26.79 BEND: 90 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.10 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.15 2.00 24.45 * 0.012 0.16 0.16 2.43 2.43 2.00 2.00 0.21 0.25 2.00 24.45 * 0.012 0.21 0.21 2.43 2.43 1.99 2.00 0.28 0.35 2.00 24.45 * 0.012 0.25 0.25 2.43 2.43 2.00 2.00 0.33 0.45 2.01 24.46 * 0.012 0.28 0.28 2.43 2.43 2.00 2.01 0.38 0.55 2.02 24.47 * 0.012 0.31 0.31 2.43 2.43 2.01 2.02 0.42 0.65 2.03 24.48 * 0.012 0.34 0.34 2.43 2.43 2.01 2.03 0.47 0.75 2.05 24.50 * 0.012 0.37 0.36 2.43 2.43 2.02 2.05 0.51 0.85 2.07 24.52 * 0.012 0.39 0.39 2.43 2.43 2.03 2.07 0.54 0.95 2.08 24.53 * 0.012 0.41 0.41 2.43 2.43 2.04 2.08 0.58 1.05 2.11 24.56 * 0.012 0.44 0.44 2.43 2.43 2.06 2.11 0.62 1.15 2.13 24.58 * 0.012 0.46 0.46 2.43 2.43 2.07 2.13 0.65 1.25 2.15 24.60 * 0.012 0.48 0.48 2.43 2.43 2.08 2.15 0.69 1.35 2.18 24.63 * 0.012 0.50 0.50 2.43 2.43 2.10 2.18 0.73 1.45 2.21 24.66 * 0.012 0.52 0.52 2.43 2.43 2.11 2.21 0.76 1.55 2.24 24.69 * 0.012 0.53 0.54 2.43 2.43 2.13 2.24 0.79 1.65 2.28 24.73 * 0.012 0.55 0.57 2.43 2.43 2.15 2.28 0.83 1.75 2.31 24.76 * 0.012 0.57 0.59 2.43 2.43 2.17 2.31 0.86 1.85 2.35 24.80 * 0.012 0.58 0.61 2.43 2.43 2.19 2.35 0.90 1.95 2.39 24.84 * 0.012 0.60 0.63 2.43 2.43 2.21 2.39 0.93 2.05 2.43 24.88 * 0.012 0.62 0.65 2.43 2.43 2.24 2.43 0.97 PIPE NO. 2: 98 LF - 12"CP @ 0.51% OUTLET: 22.45 INLET: 22.95 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 26.60 BEND: 90 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.14 1.51 24.46 * 0.012 0.16 0.16 2.00 2.00 1.51 1.51 0.20 0.23 1.50 24.45 * 0.012 0.20 0.20 2.00 2.00 1.50 1.50 0.26 0.32 1.51 24.46 * 0.012 0.24 0.23 2.00 2.00 1.51 1.51 0.31 0.41 1.53 24.48 * 0.012 0.27 0.27 2.01 2.01 1.52 1.53 0.36 0.50 1.55 24.50 * 0.012 0.30 0.29 2.02 2.02 1.54 1.55 0.40 0.59 1.57 24.52 * 0.012 0.32 0.32 2.03 2.03 1.56 1.57 0.44 0.68 1.60 24.55 * 0.012 0.35 0.34 2.05 2.05 1.58 1.60 0.48 0.77 1.63 24.58 * 0.012 0.37 0.37 2.07 2.07 1.61 1.63 0.51 0.86 1.67 24.62 * 0.012 0.39 0.39 2.08 2.08 1.63 1.67 0.55 0.95 1.71 24.66 * 0.012 0.41 0.41 2.11 2.11 1.67 1.71 0.58 1.05 1.75 24.70 * 0.012 0.43 0.43 2.13 2.13 1.70 1.75 0.62 1.14 1.80 24.75 * 0.012 0.45 0.45 2.15 2.15 1.74 1.80 0.65 1.23 1.85 24.80 * 0.012 0.47 0.47 2.18 2.18 1.78 1.85 0.68 1.32 1.91 24.86 * 0.012 0.49 0.49 2.21 2.21 1.83 1.91 0.71 1.41 1.96 24.91 * 0.012 0.51 0.51 2.24 2.24 1.87 1.96 0.75 1.50 2.03 24.98 * 0.012 0.52 0.53 2.28 2.28 1.92 2.03 0.78 1.59 2.09 25.04 * 0.012 0.54 0.55 2.31 2.31 1.98 2.09 0.81 1.68 2.17 25.12 * 0.012 0.56 0.57 2.35 2.35 2.04 2.17 0.84 1.77 2.24 25.19 * 0.012 0.57 0.59 2.39 2.39 2.10 2.24 0.87 1.86 2.32 25.27 * 0.012 0.59 0.61 2.43 2.43 2.16 2.32 0.90 PIPE NO. 3: 30 LF - 12"CP @ 0.50% OUTLET: 22.95 INLET: 23.10 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.14 1.37 24.47 * 0.012 0.16 0.16 1.51 1.51 1.37 1.29 0.12 0.23 1.35 24.45 * 0.012 0.20 0.20 1.50 1.50 1.35 1.27 0.18 0.32 1.37 24.47 * 0.012 0.24 0.24 1.51 1.51 1.37 1.28 0.23 0.41 1.38 24.48 * 0.012 0.27 0.27 1.53 1.53 1.38 1.30 0.27 0.50 1.40 24.50 * 0.012 0.30 0.29 1.55 1.55 1.40 1.33 0.32 0.59 1.43 24.53 * 0.012 0.32 0.32 1.57 1.57 1.43 1.36 0.35 0.68 1.46 24.56 * 0.012 0.35 0.35 1.60 1.60 1.46 1.39 0.39 0.77 1.49 24.59 * 0.012 0.37 0.37 1.63 1.63 1.49 1.43 0.42 0.86 1.53 24.63 * 0.012 0.39 0.39 1.67 1.67 1.53 1.48 0.46 0.95 1.58 24.68 * 0.012 0.41 0.41 1.71 1.71 1.58 1.53 0.49 1.05 1.62 24.72 * 0.012 0.43 0.43 1.75 1.75 1.62 1.58 0.52 1.14 1.67 24.77 * 0.012 0.45 0.45 1.80 1.80 1.67 1.64 0.55 1.23 1.73 24.83 * 0.012 0.47 0.48 1.85 1.85 1.73 1.70 0.58 1.32 1.79 24.89 * 0.012 0.49 0.49 1.91 1.91 1.79 1.77 0.61 1.41 1.85 24.95 * 0.012 0.51 0.51 1.96 1.96 1.85 1.84 0.64 1.50 1.92 25.02 * 0.012 0.52 0.53 2.03 2.03 1.92 1.92 0.67 1.59 2.01 25.11 * 0.012 0.54 0.55 2.09 2.09 2.00 2.01 0.70 1.68 2.09 25.19 * 0.012 0.56 0.57 2.17 2.17 2.07 2.09 0.73 1.77 2.19 25.29 * 0.012 0.57 0.59 2.24 2.24 2.15 2.19 0.76 1.86 2.29 25.39 * 0.012 0.59 0.61 2.32 2.32 2.24 2.29 0.79 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB 105-47 to CB 204-34.bwp Surcharge condition at intermediate junctions Tailwater Elevation:26.85 feet Discharge Range:0.05 to 0.25 Step of 0.05 [cfs] Overflow Elevation:27.91 feet Weir:NONE Upstream Velocity:2.21 feet/sec PIPE NO. 1: 17 LF - 8"CP @ 0.65% OUTLET: 26.18 INLET: 26.29 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 28.10 BEND: 90 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.05 0.57 26.86 * 0.012 0.11 0.10 0.67 0.67 0.57 0.57 0.14 0.10 0.57 26.86 * 0.012 0.15 0.14 0.67 0.67 0.57 0.57 0.19 0.15 0.58 26.87 * 0.012 0.18 0.17 0.67 0.67 0.57 0.58 0.24 0.20 0.58 26.87 * 0.012 0.21 0.20 0.67 0.67 0.57 0.58 0.28 0.25 0.59 26.88 * 0.012 0.24 0.23 0.67 0.67 0.57 0.59 0.32 PIPE NO. 2: 18 LF - 8"CP @ 0.50% OUTLET: 26.29 INLET: 26.38 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.05 0.49 26.87 * 0.012 0.11 0.11 0.57 0.57 0.49 0.41 0.06 0.10 0.49 26.87 * 0.012 0.15 0.15 0.57 0.57 0.49 0.42 0.12 0.15 0.49 26.87 * 0.012 0.18 0.19 0.58 0.58 0.49 0.42 0.16 0.20 0.50 26.88 * 0.012 0.21 0.22 0.58 0.58 0.50 0.44 0.21 0.25 0.51 26.89 * 0.012 0.24 0.24 0.59 0.59 0.51 0.45 0.24 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB 204-75 to CB 204-35.bwp Surcharge condition at intermediate junctions Tailwater Elevation:24.76 feet Discharge Range:0.05 to 0.2 Step of 0.05 [cfs] Overflow Elevation:26.2 feet Weir:NONE Upstream Velocity:3. feet/sec PIPE NO. 1: 22 LF - 12"CP @ 0.55% OUTLET: 22.69 INLET: 22.81 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.05 1.96 24.77 * 0.012 0.10 0.10 2.07 2.07 1.96 1.82 -0.02 0.10 1.95 24.76 * 0.012 0.13 0.13 2.07 2.07 1.95 1.81 0.03 0.15 1.95 24.76 * 0.012 0.16 0.16 2.07 2.07 1.95 1.81 0.07 0.20 1.95 24.76 * 0.012 0.19 0.18 2.07 2.07 1.95 1.81 0.18 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB 202-80 to CB 106-38.bwp Surcharge condition at intermediate junctions Tailwater Elevation:21.3 feet Discharge Range:0.1 to 1. Step of 0.1 [cfs] Overflow Elevation:27.68 feet Weir:NONE Upstream Velocity:3. feet/sec PIPE NO. 1: 19 LF - 12"CP @ 1.84% OUTLET: 20.30 INLET: 20.65 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 25.62 BEND: 75 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.10 0.65 21.30 * 0.012 0.13 0.10 1.00 1.00 0.65 0.65 0.16 0.20 0.65 21.30 * 0.012 0.19 0.14 1.00 1.00 0.65 0.65 0.24 0.30 0.66 21.31 * 0.012 0.23 0.17 1.00 1.00 0.65 0.66 0.30 0.40 0.66 21.31 * 0.012 0.27 0.19 1.00 1.00 0.65 0.66 0.35 0.50 0.67 21.32 * 0.012 0.30 0.21 1.00 1.00 0.65 0.67 0.39 0.60 0.68 21.33 * 0.012 0.33 0.23 1.00 1.00 0.65 0.68 0.44 0.70 0.69 21.34 * 0.012 0.35 0.25 1.00 1.00 0.65 0.69 0.47 0.80 0.70 21.35 * 0.012 0.38 0.27 1.00 1.00 0.65 0.70 0.51 0.90 0.71 21.36 * 0.012 0.40 0.29 1.00 1.00 0.65 0.71 0.55 1.00 0.72 21.37 * 0.012 0.43 0.30 1.00 1.00 0.64 0.72 0.58 PIPE NO. 2: 7 LF - 12"CP @ 0.57% OUTLET: 21.26 INLET: 21.30 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 25.08 BEND: 90 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.10 0.19 21.49 * 0.012 0.13 0.13 0.04 0.13 0.13 0.19 0.17 0.20 0.25 21.55 * 0.012 0.19 0.18 0.04 0.18 0.19 ***** 0.25 0.30 0.30 21.60 * 0.012 0.23 0.22 0.05 0.22 0.23 ***** 0.30 0.40 0.36 21.66 * 0.012 0.27 0.26 0.05 0.26 0.27 ***** 0.36 0.50 0.40 21.70 * 0.012 0.30 0.29 0.06 0.29 0.30 ***** 0.40 0.60 0.45 21.75 * 0.012 0.33 0.31 0.07 0.31 0.33 ***** 0.45 0.70 0.49 21.79 * 0.012 0.35 0.34 0.08 0.34 0.35 ***** 0.49 0.80 0.53 21.83 * 0.012 0.38 0.36 0.09 0.36 0.38 ***** 0.53 0.90 0.56 21.86 * 0.012 0.40 0.39 0.10 0.39 0.40 ***** 0.56 1.00 0.60 21.90 * 0.012 0.43 0.41 0.11 0.41 0.43 ***** 0.60 PIPE NO. 3: 112 LF - 12"CP @ 0.46% OUTLET: 21.30 INLET: 21.82 INTYP: 5 JUNC NO. 3: OVERFLOW-EL: 26.41 BEND: 0 DEG DIA/WIDTH: 2.5 Q-RATIO: 5.75 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.10 0.19 22.01 * 0.012 0.13 0.14 0.19 0.19 0.14 0.19 0.17 0.20 0.28 22.10 * 0.012 0.19 0.19 0.25 0.25 0.19 0.28 0.25 0.30 0.34 22.16 * 0.012 0.23 0.23 0.30 0.30 0.23 0.34 0.30 0.40 0.40 22.22 * 0.012 0.27 0.27 0.36 0.36 0.27 0.40 0.36 0.50 0.45 22.27 * 0.012 0.30 0.30 0.40 0.40 0.30 0.45 0.40 0.60 0.49 22.31 * 0.012 0.33 0.33 0.45 0.45 0.33 0.49 0.44 0.70 0.54 22.36 * 0.012 0.35 0.36 0.49 0.49 0.36 0.54 0.48 0.80 0.58 22.40 * 0.012 0.38 0.38 0.53 0.53 0.38 0.58 0.52 0.90 0.62 22.44 * 0.012 0.40 0.41 0.56 0.56 0.41 0.62 0.56 1.00 0.65 22.47 * 0.012 0.43 0.43 0.60 0.60 0.43 0.65 0.59 PIPE NO. 4: 60 LF - 12"CP @ 0.52% OUTLET: 21.82 INLET: 22.13 INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 26.16 BEND: 90 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.01 0.07 22.20 * 0.012 0.05 0.06 0.19 0.19 0.06 0.07 0.06 0.03 0.10 22.23 * 0.012 0.07 0.08 0.28 0.28 0.08 0.10 0.09 0.04 0.13 22.26 * 0.012 0.09 0.09 0.34 0.34 0.11 0.13 0.11 0.06 0.15 22.28 * 0.012 0.10 0.11 0.40 0.40 0.13 0.15 0.13 0.07 0.19 22.32 * 0.012 0.12 0.12 0.45 0.45 0.17 0.19 0.15 0.09 0.21 22.34 * 0.012 0.13 0.13 0.49 0.49 0.20 0.21 0.16 0.10 0.25 22.38 * 0.012 0.14 0.14 0.54 0.54 0.24 0.25 0.18 0.12 0.29 22.42 * 0.012 0.15 0.15 0.58 0.58 0.28 0.29 0.19 0.13 0.32 22.45 * 0.012 0.15 0.15 0.62 0.62 0.31 0.32 0.20 0.15 0.36 22.49 * 0.012 0.16 0.16 0.65 0.65 0.35 0.36 0.21 PIPE NO. 5: 38 LF - 12"CP @ 0.53% OUTLET: 22.13 INLET: 22.33 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 27.13 BEND: 15 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.01 0.07 22.40 * 0.012 0.05 0.06 0.07 0.07 0.06 0.07 0.06 0.03 0.10 22.43 * 0.012 0.07 0.08 0.10 0.10 0.08 0.10 0.09 0.04 0.13 22.46 * 0.012 0.09 0.09 0.13 0.13 0.09 0.13 0.11 0.06 0.15 22.48 * 0.012 0.10 0.11 0.15 0.15 0.11 0.15 0.13 0.07 0.16 22.49 * 0.012 0.12 0.12 0.19 0.19 0.12 0.16 0.15 0.09 0.18 22.51 * 0.012 0.13 0.13 0.21 0.21 0.13 0.18 0.16 0.10 0.20 22.53 * 0.012 0.14 0.14 0.25 0.25 0.14 0.20 0.17 0.12 0.21 22.54 * 0.012 0.15 0.15 0.29 0.29 0.15 0.21 0.19 0.13 0.22 22.55 * 0.012 0.15 0.15 0.32 0.32 0.17 0.22 0.20 0.15 0.24 22.57 * 0.012 0.16 0.16 0.36 0.36 0.19 0.24 0.21 PIPE NO. 6: 42 LF - 12"CP @ 0.52% OUTLET: 22.33 INLET: 22.55 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.01 0.06 22.61 * 0.012 0.05 0.06 0.07 0.07 0.06 -0.07 -0.08 0.03 0.08 22.63 * 0.012 0.07 0.08 0.10 0.10 0.08 -0.04 -0.05 0.04 0.09 22.64 * 0.012 0.09 0.09 0.13 0.13 0.09 -0.01 -0.03 0.06 0.11 22.66 * 0.012 0.10 0.11 0.15 0.15 0.11 0.01 -0.01 0.07 0.12 22.67 * 0.012 0.12 0.12 0.16 0.16 0.12 0.02 0.01 0.09 0.13 22.68 * 0.012 0.13 0.13 0.18 0.18 0.13 0.04 0.02 0.10 0.14 22.69 * 0.012 0.14 0.14 0.20 0.20 0.14 0.06 0.04 0.12 0.15 22.70 * 0.012 0.15 0.15 0.21 0.21 0.15 0.07 0.05 0.13 0.15 22.70 * 0.012 0.15 0.15 0.22 0.22 0.15 0.09 0.06 0.15 0.16 22.71 * 0.012 0.16 0.16 0.24 0.24 0.16 0.10 0.07 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB 106-19 to CB106-20.bwp Surcharge condition at intermediate junctions Tailwater Elevation:22.22 feet Discharge Range:0.1 to 0.5 Step of 0.1 [cfs] Overflow Elevation:25.53 feet Weir:NONE Upstream Velocity:3. feet/sec PIPE NO. 1: 39 LF - 12"CP @ 0.51% OUTLET: 21.82 INLET: 22.02 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.10 0.21 22.23 * 0.012 0.13 0.14 0.40 0.40 0.21 0.09 0.03 0.20 0.23 22.25 * 0.012 0.19 0.19 0.40 0.40 0.23 0.14 0.11 0.30 0.24 22.26 * 0.012 0.23 0.23 0.40 0.40 0.24 0.20 0.16 0.40 0.27 22.29 * 0.012 0.27 0.26 0.40 0.40 0.27 ***** 0.26 0.50 0.30 22.32 * 0.012 0.30 0.29 0.40 0.40 0.30 ***** 0.29 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB 204-42 to CB 203-46.bwp Surcharge condition at intermediate junctions Tailwater Elevation:21.78 feet Discharge Range:0.25 to 2.5 Step of 0.25 [cfs] Overflow Elevation:28.26 feet Weir:NONE Upstream Velocity:1.72 feet/sec PIPE NO. 1: 38 LF - 27"CP @ 0.05% OUTLET: 19.53 INLET: 19.55 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 27.50 BEND: 45 DEG DIA/WIDTH: 5.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.25 2.24 21.79 * 0.012 0.17 0.28 2.25 2.25 2.24 2.24 0.22 0.50 2.24 21.79 * 0.012 0.24 0.39 2.25 2.25 2.24 2.24 0.31 0.75 2.24 21.79 * 0.012 0.29 0.48 2.25 2.25 2.24 2.24 0.39 1.00 2.24 21.79 * 0.012 0.34 0.55 2.25 2.25 2.24 2.24 0.45 1.25 2.24 21.79 * 0.012 0.38 0.62 2.25 2.25 2.24 2.24 0.50 1.50 2.24 21.79 * 0.012 0.41 0.68 2.25 2.25 2.24 2.24 0.55 1.75 2.24 21.79 * 0.012 0.45 0.73 2.25 2.25 2.24 2.24 0.60 2.00 2.24 21.79 * 0.012 0.48 0.79 2.25 2.25 2.24 2.24 0.64 2.25 2.24 21.79 * 0.012 0.51 0.84 2.25 2.25 2.24 2.24 0.68 2.50 2.25 21.80 * 0.012 0.54 0.89 2.25 2.25 2.24 2.25 0.72 PIPE NO. 2: 112 LF - 27"CP @ 0.06% OUTLET: 19.55 INLET: 19.62 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 28.83 BEND: 15 DEG DIA/WIDTH: 5.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.25 2.18 21.80 * 0.012 0.17 0.27 2.24 2.24 2.18 2.18 0.22 0.50 2.18 21.80 * 0.012 0.24 0.38 2.24 2.24 2.18 2.18 0.31 0.75 2.18 21.80 * 0.012 0.29 0.46 2.24 2.24 2.18 2.18 0.39 1.00 2.18 21.80 * 0.012 0.34 0.53 2.24 2.24 2.18 2.18 0.45 1.25 2.18 21.80 * 0.012 0.38 0.59 2.24 2.24 2.18 2.18 0.50 1.50 2.18 21.80 * 0.012 0.41 0.65 2.24 2.24 2.18 2.18 0.55 1.75 2.18 21.80 * 0.012 0.45 0.70 2.24 2.24 2.18 2.18 0.60 2.00 2.18 21.80 * 0.012 0.48 0.75 2.24 2.24 2.18 2.18 0.64 2.25 2.18 21.80 * 0.012 0.51 0.80 2.24 2.24 2.18 2.18 0.68 2.50 2.19 21.81 * 0.012 0.54 0.85 2.25 2.25 2.19 2.19 0.72 PIPE NO. 3: 138 LF - 27"CP @ 0.06% OUTLET: 19.62 INLET: 19.70 INTYP: 5 JUNC NO. 3: OVERFLOW-EL: 29.04 BEND: 45 DEG DIA/WIDTH: 5.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.25 2.11 21.81 * 0.012 0.17 0.28 2.18 2.18 2.11 2.11 0.22 0.50 2.11 21.81 * 0.012 0.24 0.38 2.18 2.18 2.11 2.11 0.31 0.75 2.11 21.81 * 0.012 0.29 0.47 2.18 2.18 2.11 2.11 0.39 1.00 2.11 21.81 * 0.012 0.34 0.54 2.18 2.18 2.11 2.11 0.45 1.25 2.11 21.81 * 0.012 0.38 0.60 2.18 2.18 2.11 2.11 0.50 1.50 2.11 21.81 * 0.012 0.41 0.66 2.18 2.18 2.11 2.11 0.55 1.75 2.11 21.81 * 0.012 0.45 0.72 2.18 2.18 2.11 2.11 0.60 2.00 2.11 21.81 * 0.012 0.48 0.77 2.18 2.18 2.11 2.11 0.64 2.25 2.11 21.81 * 0.012 0.51 0.82 2.18 2.18 2.11 2.11 0.68 2.50 2.14 21.84 * 0.012 0.54 0.86 2.19 2.19 2.13 2.14 0.72 PIPE NO. 4: 124 LF - 27"CP @ 0.06% OUTLET: 19.70 INLET: 19.77 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.25 2.05 21.82 * 0.012 0.17 0.28 2.11 2.11 2.05 2.00 0.18 0.50 2.05 21.82 * 0.012 0.24 0.39 2.11 2.11 2.05 2.00 0.27 0.75 2.05 21.82 * 0.012 0.29 0.47 2.11 2.11 2.05 2.00 0.34 1.00 2.05 21.82 * 0.012 0.34 0.54 2.11 2.11 2.05 2.01 0.40 1.25 2.05 21.82 * 0.012 0.38 0.61 2.11 2.11 2.05 2.01 0.46 1.50 2.05 21.82 * 0.012 0.41 0.67 2.11 2.11 2.05 2.01 0.51 1.75 2.05 21.82 * 0.012 0.45 0.72 2.11 2.11 2.05 2.01 0.55 2.00 2.05 21.82 * 0.012 0.48 0.77 2.11 2.11 2.05 2.01 0.60 2.25 2.05 21.82 * 0.012 0.51 0.82 2.11 2.11 2.05 2.01 0.64 2.50 2.08 21.85 * 0.012 0.54 0.87 2.14 2.14 2.08 2.04 0.68 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:SWALE_W to CB 205-77.bwp Surcharge condition at intermediate junctions Tailwater Elevation:20.5 feet Discharge Range:0.1 to 0.6 Step of 0.1 [cfs] Overflow Elevation:24.12 feet Weir:NONE Upstream Velocity:3. feet/sec PIPE NO. 1: 57 LF - 12"CP @ 0.84% OUTLET: 19.50 INLET: 19.98 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 29.14 BEND: 45 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.10 0.53 20.51 * 0.012 0.13 0.12 1.00 1.00 0.53 0.53 0.17 0.20 0.53 20.51 * 0.012 0.19 0.17 1.00 1.00 0.53 0.53 0.24 0.30 0.54 20.52 * 0.012 0.23 0.20 1.00 1.00 0.53 0.54 0.30 0.40 0.55 20.53 * 0.012 0.27 0.23 1.00 1.00 0.53 0.55 0.35 0.50 0.56 20.54 * 0.012 0.30 0.26 1.00 1.00 0.53 0.56 0.39 0.60 0.57 20.55 * 0.012 0.33 0.28 1.00 1.00 0.53 0.57 0.44 PIPE NO. 2: 59 LF - 12"CP @ 0.85% OUTLET: 19.98 INLET: 20.48 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.10 0.14 20.62 * 0.012 0.13 0.12 0.53 0.53 0.14 0.05 0.12 0.20 0.19 20.67 * 0.012 0.19 0.17 0.53 0.53 0.19 ***** 0.17 0.30 0.23 20.71 * 0.012 0.23 0.20 0.54 0.54 0.23 ***** 0.20 0.40 0.27 20.75 * 0.012 0.27 0.23 0.55 0.55 0.27 ***** 0.23 0.50 0.30 20.78 * 0.012 0.30 0.26 0.56 0.56 0.30 ***** 0.26 0.60 0.33 20.81 * 0.012 0.33 0.28 0.57 0.57 0.33 ***** 0.30 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB 203-74 to CB 203-45.bwp Surcharge condition at intermediate junctions Tailwater Elevation:21.79 feet Discharge Range:0.25 to 2.25 Step of 0.25 [cfs] Overflow Elevation:26.98 feet Weir:NONE Upstream Velocity:3. feet/sec PIPE NO. 1: 49 LF - 12"CP @ 0.59% OUTLET: 23.00 INLET: 23.29 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 26.61 BEND: 90 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.74 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.25 0.28 23.57 * 0.012 0.21 0.20 0.00 0.20 0.21 ***** 0.28 0.50 0.40 23.69 * 0.012 0.30 0.28 0.00 0.28 0.30 ***** 0.40 0.75 0.50 23.79 * 0.012 0.37 0.35 0.00 0.35 0.37 ***** 0.50 1.00 0.60 23.89 * 0.012 0.43 0.40 0.00 0.40 0.43 ***** 0.60 1.25 0.69 23.98 * 0.012 0.48 0.46 0.00 0.46 0.48 ***** 0.69 1.50 0.77 24.06 * 0.012 0.52 0.51 0.00 0.51 0.52 ***** 0.77 1.75 0.86 24.15 * 0.012 0.57 0.56 0.00 0.56 0.57 ***** 0.86 2.00 1.01 24.30 * 0.012 0.61 0.61 0.00 0.61 0.61 1.01 0.94 2.25 1.08 24.37 * 0.012 0.65 0.66 0.00 0.65 0.66 1.08 1.03 PIPE NO. 2: 64 LF - 12"CP @ 0.52% OUTLET: 23.29 INLET: 23.62 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 26.92 BEND: 30 DEG DIA/WIDTH: 2.5 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.14 0.23 23.85 * 0.012 0.16 0.16 0.28 0.28 0.16 0.23 0.21 0.29 0.30 23.92 * 0.012 0.23 0.22 0.40 0.40 0.23 ***** 0.30 0.43 0.37 23.99 * 0.012 0.28 0.27 0.50 0.50 0.28 ***** 0.37 0.57 0.47 24.09 * 0.012 0.32 0.31 0.60 0.60 0.34 0.47 0.43 0.72 0.53 24.15 * 0.012 0.36 0.35 0.69 0.69 0.41 0.53 0.48 0.86 0.59 24.21 * 0.012 0.39 0.39 0.77 0.77 0.48 0.59 0.53 1.01 0.66 24.28 * 0.012 0.43 0.42 0.86 0.86 0.57 0.66 0.57 1.15 0.78 24.40 * 0.012 0.46 0.45 1.01 1.01 0.72 0.78 0.62 1.29 0.87 24.49 * 0.012 0.49 0.49 1.08 1.08 0.82 0.87 0.66 PIPE NO. 3: 45 LF - 12"CP @ 0.51% OUTLET: 23.62 INLET: 23.85 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.14 0.16 24.01 * 0.012 0.16 0.16 0.23 0.23 0.16 0.09 0.07 0.29 0.23 24.08 * 0.012 0.23 0.22 0.30 0.30 0.23 ***** 0.22 0.43 0.28 24.13 * 0.012 0.28 0.27 0.37 0.37 0.28 ***** 0.27 0.57 0.32 24.17 * 0.012 0.32 0.31 0.47 0.47 0.32 ***** 0.31 0.72 0.36 24.21 * 0.012 0.36 0.35 0.53 0.53 0.36 ***** 0.35 0.86 0.46 24.31 * 0.012 0.39 0.39 0.59 0.59 0.41 0.46 0.40 1.01 0.51 24.36 * 0.012 0.43 0.42 0.66 0.66 0.47 0.51 0.45 1.15 0.58 24.43 * 0.012 0.46 0.46 0.78 0.78 0.58 0.58 0.50 1.29 0.67 24.52 * 0.012 0.49 0.49 0.87 0.87 0.67 0.65 0.55 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB 105-52 to EX 105-03.bwp Surcharge condition at intermediate junctions Tailwater Elevation:22.1 feet Discharge Range:0.05 to 0.3 Step of 0.05 [cfs] Overflow Elevation:25.09 feet Weir:NONE Upstream Velocity:2.96 feet/sec PIPE NO. 1: 85 LF - 12"CP @ 0.49% OUTLET: 21.10 INLET: 21.52 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.05 0.59 22.11 * 0.012 0.10 0.10 1.00 1.00 0.59 0.45 -0.02 0.10 0.59 22.11 * 0.012 0.13 0.14 1.00 1.00 0.59 0.45 0.03 0.15 0.59 22.11 * 0.012 0.16 0.16 1.00 1.00 0.59 0.46 0.07 0.20 0.59 22.11 * 0.012 0.19 0.19 1.00 1.00 0.59 0.46 0.11 0.25 0.59 22.11 * 0.012 0.21 0.21 1.00 1.00 0.59 0.46 0.14 0.30 0.59 22.11 * 0.012 0.23 0.23 1.00 1.00 0.59 0.46 0.17 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:FIL-2 to CB 205-76.bwp Surcharge condition at intermediate junctions Tailwater Elevation:24.37 feet Discharge Range:0.2 to 0.6 Step of 0.05 [cfs] Overflow Elevation:26.55 feet Weir:NONE Upstream Velocity:0.01 feet/sec PIPE NO. 1: 11 LF - 6"CP @ 0.00% OUTLET: 24.80 INLET: 24.80 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.20 0.37 25.17 * 0.012 0.23 0.00 0.00 0.23 0.32 0.37 0.32 0.25 0.42 25.22 * 0.012 0.26 0.00 0.00 0.26 0.36 0.42 0.37 0.30 0.47 25.27 * 0.012 0.28 0.00 0.00 0.28 0.39 0.47 0.41 0.35 0.51 25.31 * 0.012 0.31 0.00 0.00 0.31 0.42 0.51 0.46 0.40 0.56 25.36 * 0.012 0.33 0.00 0.00 0.33 0.46 0.56 0.50 0.45 0.61 25.41 * 0.012 0.35 0.00 0.00 0.35 0.49 0.61 0.55 0.50 0.67 25.47 * 0.012 0.37 0.00 0.00 0.37 0.52 0.67 0.59 0.55 0.72 25.52 * 0.012 0.38 0.00 0.00 0.38 0.54 0.72 0.64 0.60 0.79 25.59 * 0.012 0.40 0.00 0.00 0.40 0.57 0.79 0.71 AE 0054-17 | 60% Storm Drainage Report I-405 corridor 60% Design Drawings and Relevant Mapping GENERAL NOTES: 1.SEE CDD SHEETS FOR DRAINAGE DETAILS. 2.SEE CRY SHEETS FOR TYPICAL ROADWAY SECTIONS. 3.SEE CSP SHEETS FOR SITE PREPARATION PLANS. 4.SEE CPP SHEETS FOR PAVING PLANS. 5.SEE UCP SHEETS FOR EXISTING STORM STRUCTURES/PIPES REMOVAL, AND UTILITIES PLANS. 6.EXISTING FACILITIES TO BE PROTECTED-IN-PLACE UNLESS OTHERWISE NOTED. 7.FOR PROPOSED IMPROVEMENTS NOT SHOWN, SEE PAVING, TRAFFIC, AND UTILITY SHEETS.Label contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceH S S M H 3 6 " Ø C O N C R I M = 2 7 . 9 7 I E 8 " V C N E = 1 4 . 5 I E 8 " C O N C S = 1 3 . 9 C B 2 . 3 ' X 2 . 0 ' C O N C R I M = 2 5 . 6 6 I E 1 2 " D I W = 2 2 . 2 W A T = 2 2 . 2 B O T = 2 0 . 8 I N L E T R I M = 2 5 . 3 7 C B 2 . 1 ' X 1 . 9 ' C O N C R I M = 2 6 . 6 1 I E 1 2 " D I S E = 2 2 . 7 I E 1 2 " D I W = 2 2 . 7 W A T = 2 2 . 6 B O T = 1 9 . 8 I N L E T R I M = 2 6 . 8 8 S D M H 4 8 " Ø C O N C R I M = 2 9 . 4 3 I E 1 2 " D I N = 2 0 . 6 I E 3 6 " D I E = 2 0 . 0 I E 3 6 " C M P S = 2 0 . 2 I E 1 2 " C O N C W = 2 0 . 0 W A T = 2 0 . 4 B O T = 1 9 . 7 I N L E T R I M = 2 8 . 7 5 S D M H 4 8 " Ø B R I C K R I M = 2 8 . 8 9 I E 3 0 " C O N C E = 1 9 . 9 I E 2 4 " C O N C W = 1 9 . 8 W A T = 2 0 . 4 B O T = 1 9 . 5 I N L E T R I M = 2 8 . 6 4 I N L E T R I M = 2 8 . 7 2 I N L E T R I M = 2 8 . 3 8 I N L E T R I M = 2 8 . 2 2 I N L E T R I M = 2 8 . 2 2 I N L E T R I M = 2 7 . 7 0 U N A B L E T O S E E P I P E S W A T = 2 0 . 3 B O T = 1 8 . 8 C B R I M = 2 6 . 6 7 I N L E T R I M = 2 5 . 9 3 I N L E T R I M = 2 5 . 8 5 S S M H R I M = 2 8 . 4 0 I E 8 " C O N C N = 1 3 . 2 I E 1 8 " C O N C S E = 1 0 . 4 I E 1 8 " C O N C N W = 1 0 . 2 SD SD SSSSSSSSSSSS SS SS SS SS SS S D Y I E L D F H CONC BENCH Y I E L D 4' WOOD FNC U S E C R O S S W A L K CW CONC BENCH CO N C B E N C H Y I E L D ARTWORK CONC DRW SW O E O E O E O E O E O E O E O E O E O E O E O E O E O E O E O E O E O E O E O E O E O E O E O E O E O E DRW E E E W E E I N L E T R I M = 2 8 . 6 6 W V W V 3 W V W V W V W V H H H H H H H H H H H H H H H H 3 H H H H H H H H H H H H HHHHH H H H ELEC VLT 4 E L E C V L T E L E C V L T E L E C V L T 3 I R R G 2 I R R G W M EEEE E WWWWWW W W E W W FO E E E E E E E E E WWW W G G G E E E E E E E E E E E EE E E E E EEEEEEEEEE E E E E EE E E E E E EEE E E E E E E E E E E G G G G G G G G G G G F O F O F O F O F O F O F O F O F O F O F O F O F O F O F O F O F O F O F O F O F O F O F O W W W W FO FO FO FO FO FO FO FO FO FO FO FO FO F O F O FO FO F O F O FO SD SD SD S D S D SD SD SD SD SD SD SD SD SD SD SDSD S D SS SS SS SS SS SS SS S S S S S S S S EE E E E E E E E E E E E E E E E E E E E EEEEEEE E E E E E E E E E E E E F O FO F O FO FO FO FO FO FO FO F O FO FO FO FO FO FO X X X X X X X X X X 6 ' T E M P C L E F X C B R I M = 2 5 . 5 3 M I S C V A L V S S M H R I M = 2 8 . 6 6 N E E D S T R A F F I C C O N T R O L S S M H R I M = 2 8 . 7 5 N E E D S T R A F F I C C O N T R O L I N L E T R I M E L = 2 7 . 0 1 N E E D S T R A F F I C C O N T R O L I N L E T 6 0 " C O N C R I M E L = 2 5 . 3 4 I E 2 4 " C P P N = 2 0 . 1 I E 1 2 " C P P E = 2 0 . 7 I E 6 " P V C S = 2 2 . 2 I E 2 4 " C P P S = 2 3 . 0 W A T = 2 0 . 4 B O T = 1 8 . 0 I N L E T R I M E L = 2 6 . 7 8 U N A B L E T O O P E N C B 6 0 " C O N C R I M E L = 2 8 . 3 5 I E 2 4 " C P P N = 1 9 . 4 I E 3 0 " C P P N E = 1 9 . 8 I E 1 2 " C P P S = 2 1 . 7 I E 3 6 " C P P S W = 1 9 . 6 B O T = 1 7 . 8 S D M H 4 8 " C O N C R I M E L = 2 8 . 7 1 I E 1 2 " D I N = 2 2 . 6 I E 1 2 " D I S = 2 2 . 8 W A T = 2 2 . 6 B O T = 2 0 . 6 C B 1 . 9 ' X 2 . 2 ' C O N C R I M E L = 2 8 . 0 2 T O P O F 1 2 " D I S E = 2 4 . 3 I E 1 2 " D I N = 2 3 . 2 W A T = 2 3 . 3 B O T = 2 2 . 1 C B 1 . 9 ' x 2 . 2 ' C O N C R I M E L = 2 6 . 8 2 I E 1 2 " D I N E = 2 3 . 7 W A T = 2 3 . 8 B O T = 2 2 . 2 C B R I M E L = 2 7 . 3 6 N E E D S T R A F F I C C O N T R O L SSSSSSSSSSSSSSSSSSSS FO FO FO FO FO FO F O FO F O FO FO FO FO F O FO E E E FO FO FO FO FO FO RE N T O N RENTON RENTON R E N T O N R E N T O N R E N T O N RENTON R E N T O N RENTON RENTO N RENTON WSDOT FOWSDOT F O 2 - Z A Y O F O P S E G A S PSE GAS P S E G A S E E U T I L V L T H H E E E P O T H O L E 1 3 G N D E L = 2 9 . 0 5 2 " P O W E R C N D T O P O F C N D E L = 2 6 . 8 4 P O T H O L E 1 4 G N D E L = 2 5 . 9 6 2 " P O W E R C N D T O P O F C N D E L = 2 3 . 9 6 P O T H O L E 0 1 G N D E L = 2 9 . 0 5 4 " F I B E R O P T I C T O P O F C N D E L = 2 7 . 0 1 2'5" D P 1'8" DP 2'1" DP 1'11" DP 2'5" DP2' DP2'4" DP2'10" DP2'5" DP2' DP 2' 4 " D P 2' 5 " D P 5 ' 4 " D P 5 ' D P 5 ' 5 " D P 4 ' 8 " D P 4'D P 3' 7 " D P 2' DP E E 1 ' 1 1 " D P 1 ' 7 " D P 4 ' 5 " D P 5 ' 6 " D P 1 ' 8 " D P 2 ' 5 " D P 1 ' 1 1 " D P 4' 9 " 4' 1 1 " RE C N O . 2 0 1 1 0 8 1 2 0 0 1 7 1 8 4' S L O P E & U T I L I T Y EA S E M E N T ///////////// ////// / / / / / / / / / / / / / / / / / / / / / / / RAINIER AVE S S W G R A D Y W A Y S G R A D Y W A Y G R A D Y 1 4 9 + 0 0 GRADY 150+00 G R A D Y 1 5 1 + 0 0 RAINIER 200+00 RAINIER 201+00 RAINIER 202+00 RAINIER 203+00 RAINIER 2 0 4 + 0 0 RAINIER STA 200+00.07 = GRADY STA 150+00.02 SD SD SD SD SD 28 27 29 29 2 7 2 8 27 2 7 29 2 7 CONC CONC CONC SIGN DEBRIS SIGN SIG N SIGN / / / /RA I N I E R A V E S S B RA I N I E R A V E S N B RA I N I E R A V E S N B RA I N I E R A V E S S B HA R D I E A V E S W SR - 1 6 7 N B SR - 1 6 7 S B GRADY WAY E B GRADY WAY E B GRADY WAY E B GRADY WAY E B SR - 1 6 7 S B SR - 1 6 7 N B SR - 1 6 7 S B LAK E A V E S LA K E A V E S CONC ASPH ASPH ASPH ASPH ASPH ASPH ASPH ASPH ASPH ASPH AS P H ASPH ASPH ASPH ASPH ASPH ASPH ASPH ASPH ASPH UT UT UT VLT VLT VLT VLT VLT HH VLTS VLT BUS SHELTER TRASHBIN TRASHBIN SW SW SW SW DRW DRW 18" TREE±46' DLN 10" TREE±8' DLN10" TREE±10' DLN RAIS E D M A R K E R S RAIS E D M A R K E R S RAISE D M A R K E R S RAIS E D M A R K E R S RAIS E D M A R K E R S DOU B L E R A I S E D M A R K E R S RAISED MARKERS DOUBLE RAISED MARKERS 6" TREE±12' DLN 4" TREE±22' DLN 6" TREE±10' DLN BUS SHELTER TRASHBIN TRAFFICCONTROLCABINET 6" TREE±16' DLN 6" TREE±18' DLN 6" TREE±12' DLN 8" TREE±14' DLN RAISED MARKERS DOUBLE RAISED MARKERS DOUBLE RAISED MARKERS DOUBLE RAISED MARKERS 8" TREE±20' DLN 6" TREE±14' DLN 6" TREE±14' DLN 6" TREE±14' DLN 6" TREE±14' DLN DOU B L E R A I S E D M A R K E R S RAISE D M A R K E R S RAIS E D M A R K E R S RAIS E D M A R K E R S RAIS E D M A R K E R S DOUB L E R A I S E D M A R K E R S DOU B L E R A I S E D M A R K E R S DOUBLE RAISED MARKERS DOUBLE RAISED MARKERS C&G C&G C&G C&G C& G C&G C&G C&G SW SW SW DRW DRW SW SW DRW SW SW SW SW DRW EXT R C O N C C U R B EXT R C O N C C U R B EXTR C O N C CUR B CONC W A L L S 7TH ST 36" C M P 36" DI 30" CONC 30" CO N C 27" CONC 27" CONC 27" CONC 24" CMP 12 " C O N C 4" C O N C 6" DI 12" C P P 12" C P P 12 " C O N C 6" CONC 6" CONC 6" CONC 6" P V C 12" DI 12" CO N C 12" CONC 6" C O N C 15 " C M P 1 5 " C M P 6" CONC 8" VC 8" C O N C 18 " C O N C TT T TRAFFICVLT TMH GV GV GV GV GV 2 MISCMH GV GV MW TMH TMH GV GV GATE CW SW SW CON C BEN C H RAISED MARKER S DOUBLE RAISED M A R K E R S RAISED MARKE R S RAISED MARKERS RAISED MARKERS 9" TREE10' DLN 6" TREE8' DLN 8" TREE9' DLN 11" TREE10' DLN 11" TREE27' DLN 14" TREE24' DLN 10" TREE20' DLN 14" TREE23' DLN 14" TREE25' DLN 14" TREE25' DLN GRASS GRASS ASPH 4' W O O D F N C C W SW GRASS GRASS 37" TREE40' DLN 43" TREE45' DLN 32" TREE34' DLN 11" TREE31' DLN 5" TREE12' DLN 12" TREE28' DLN 11" TREE28' DLN 5" TREE11' DLN 5" TREE11' DLN 10" STUMP 11" STUMP 11" STUMP C O N C B E N C H CO N C B E N C H AR T W O R K LANDSCAPING CO N C DR W 5" TREE8' DLN 5" TREE11' DLN 5" TREE11' DLN 6" TREE12' DLN 5" TREE11' DLN 5" TREE13' DLN 6" TREE12' DLN 6" TREE13' DLN DRW 5" TREE15' DLN 6" TREE14' DLN 8" TREE16' DLN 5" TREE12' DLN LAN D S C A P I N G 6" TREE14' DLN RAISED MARK E R S RAISED MARKE R S RAISED MAR K E R S RA I S E D M A R K E R S RA I S E D M A R K E R S SW MULTIPLE6" TREES35' DLN 5" TREE8' DLN 5" TREE11' DLN AS P H AS P H ASPHCONC SEAMS ( T Y P ) LA N D S C A P I N G C& G C&G C&G C&G C&G ASPH SW SW SW LA N D S C A P I N G DR W DR W GRASS CO GV GV GV 3TRAFFIC CONTROLCABINETS MW GV GV GM MW MW 2VLTS HH TTMH GM DETECTOR LOOP (TYP) DETECTOR LOOP (TYP) 6" CONC 16" C M P X 6' CLEF 6' TEMP CLEF X 6' TEMP CLEF 6' TEMP CLEF 6' TEM P CLEF 8' CLEF ASPH ASPH ASPH X 5.5' CLEF 4" TREE10' DLN SW 2' FNC C&G C& G C& G GATE 6' C L E F ASPH 5.5' CLEF 6' CLEF BLDGEQUIP GAZEBO CONC LA N D S C A P I N G LA N D S C A P I N G LANDSCAPING LAN D S C A P I N G LA N D S C A P I N G 2 11" TREES32' DLN MULTIPLE5-7" TREES20' DLN SW SW SW SW SW LANDSCAPING DA S H E D Y E L L O W SO L I D W H I T E GRASS C&G SW SW SWC&G 5" TREE8' DLN 4" TREE7' DLN CONC BASEREMOVED LT 6' T E M P C L E F 6' CLEF WHEEL STOPS ( T Y P ) WH E E L S T O P S ( T Y P ) CHAN 6' T E M P C L E F SIGN POST ONCONC BASE WHEELSTOPS (TYP) 6' CLEF DETECTORLOOP (TYP) DETECTORLOOP (TYP) RAI S E D M A R K E R S RA I S E D M A R K E R S RAI S E D M A R K E R S GAT E STORAGESHED MISCVALV SHELTERCANOPY EO P EO P EO P EO P BLDG BLDG BLDG BLDG INLETRIM EL=24.52NEEDS TRAFFIC CONTROL CBRIM=25.13NEEDS TRAFFIC CONTROL 12" RCP 8" CONC 8" CONC 4" CONC 30 " C P P 24" C P P 18" D I 18" DI 12" CPP 12" C P P 12" C P P / / / / SL SL SS CO M C A S T COM C A S T COM C A S T CO M C A S T COM C A S T CO M C A S T CO M C A S T CO M C A S T CO M C A S T C O M C A S T CO M C A S T COMCAST COMCAST COMCAST C O M C A S T CO M C A S T CO M C A S T COMCAST CO M C A S T COMCAST CO M C A S T CO M C A S T COMCAST COMCA S T F O CO M C A S T CENTURYLINK CENTUR Y L I N K F O CENTU R Y L I N K F O CENTUR Y L I N K F O CENTUR Y L I N K F O CENTURYLINK F O CENTURYLIN K F O CE N T U R Y L I N K F O PS E 2-P S E 2-P S E 3-P S E PSE 2-PS E 2-PSE 2-PSE 2-PSE 2-PSE 2-PSE 2-PSE 2-PSE 2-PSE 2-PSE PSE PSE PSE PSE PSE PS E PS E P S E PS E PSE PSE PS E PS E PSE PSE RENTONRENTON RENTON REN T O N RE N T O N RE N T O N RE N T O N RE N T O N RENTON RENTON RENTO N RE N T O N RENTON RE N T O N RE N T O N RE N T O N RE N T O N WS D O T F O WS D O T F O 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-Z A Y O F O 2-ZAYO FO PSE GAS PS E G A S PSE G A S PSE G A S PSE GAS PSE G A S PSE G A S PSE G A S PSE GA S PSE GAS PSE GAS P S E G A S PS E G A S PSE GAS PSE GAS FOVLT HH GV MWEL=25.08 MWGWMW-3EL=26.16 MWGWMW-4EL=26.41 MWGWMW-2EL=26.06 MWGWMW-1EL=26.60 5'4" D P 6'8" D P 5' D P 4' D P 4' DP 3' D P 3'9" DP 3'4" DP 2'11" DP 6'9" DP 1'DP 1'1 1 " D P 2'3 " DP 2' D P 2' DP 3'11" DP 3'6" DP 5'9" DP 7'2" DP 6'11" DP 7' DP 6'6" DP 4'4" DP 4'3" DP 3'7" DP 2' DP 4'10" DP 5'9" DP 4'7" DP 1'11" DP 1'11" DP 2'6" DP 5' DP 1'4" DP 2'6" DP 2'2" DP 3'1" DP2'6" DP 1'7" DP 1'9" DP 1'8" DP 1'6" DP 1'6" DP 1'7" DP 1'6" DP 1'9" DP 7'11" DP 11' DP4'9" DP 4'9" DP13'6" DP 6'3" DP 5'8" DP 4'1" D P 3'6 " D P 4'8 " D P 12'6" DP 13'6" DP 11'6" DP10' DP 8' 5 " D P 8'1 1 " D P 8' 1 0 " D P 9' D P 3'3" DP 3'1" DP 3'2" DP 2'10" DP 1'6" DP 1'3" DP 1'9" DP 1'7" DP 2'5" DP 1'7" DP1'7" DP 1'4" DP 1'5" DP 1'10" DP 3'1" DP 1' DP 1'10" D P 1'1 1 " D P 2' DP 3'1" D P 3'1" D P 2'2 " D P 2'8" DP 2'7" DP 2'8" D P 3'6"DP 3'6" DP 3'9" DP 3'10" DP 4'3" DP 2'3" D P 1'7" D P 1'7" D P 2'9" D P 2'1 " D P 1'9 " D P 1'6 " D P 2'1 " D P 2'3 " D P 2'1" D P 2'3 " D P 1'1 1 " D P 1'1 1 " D P 1'11 " D P 2'5 " D P 1'8 " D P 2'1 " D P 1'1 1 " D P 2'5 " D P 2' D P 2'4 " DP 2'1 0 " D P 2'5 " D P 2' D P 2'4"DP 2'5" DP 5'4" DP5' DP5'5" DP4'8" DP 4'DP3'7"DP2' D P 4'11" DP 5'2 " D P 4'6" DP 3'5" DP 1'9" D P 2' DP 4' DP 1'9" D P 5'7 " D P 2'7" DP 2'4" DP 2'4" DP 2' DP 1'10 " D P 2'1" D P 5'8 " D P 3' D P 3'9 " D P 3'6 "DP 4'11 " D P 6'7" D P 3'9" D P 2'2" D P 2'4" D P 5'8" D P 8'6" D P 9'11 " D P 10' D P 2'DP 5'10 " D P 10' D P 3'8" DP 3'11"DP 5'1" D P 5'3" D P 5'2" DP 6'4" D P 6'3" DP 6'7" D P 2' DP 3'2"DP2'6" DP 1'4" DP 2'1" D P 7' DP 7' DP 2' 8 " D P 4'11 " D P 6'3" D P 8' DP 2'2" DP 1'3"DP 2'5 " D P 1'1 0 " D P 2'3 " D P 4'1 1 " D P 3'11 " D P 2'8 " D P 3'6"DP 3'10 " D P 2'7" DP 2'4" DP 3'4" DP 3'10" DP 3'5" D P 3'2" D P 3'11 " D P 3'9" D P 2'4 " D P 3'3" D P 5'5 " DP 4'10 " D P 4'4" D P 5'3" D P 4' D P 1'9 " D P 2'8 " D P 2' D P 1'1 1 " D P 4'4 " D P 6' D P 5' D P 2'8 " D P 3'8 " D P 3'1 0 " D P 2'8 " D P 2' D P 3'7 " D P 2'2 " D P 2'4 " D P 3'8 " D P 3' D P 3' D P 3'1 1 " D P 3'9 " D P 3'7 " D P 1'8 " D P 4' D P 5'1 1 " D P 3' D P 1'1 0 " D P 1'2 " D P 1'6" DP 1'8 " D P 2'3 " D P 5'6 " D P 2'4 " D P 5'4" DP 4'8" DP 5'8" DP 3'11" DP 6'1" DP 6'4" DP 6'1" DP 5'4" DP 2'4" DP 1'6" DP 1'4"DP 1'8" DP 1'5" DP 1'1" DP 1'4" DP 1'3" DP 1'6" DP1'8" DP 1'5" DP 1'5" DP 1'4" DP 1'5" DP 1'8" DP 1'7" DP 2'3" DP 1'7" DP 4' D P 2'6" DP 3' D P 1'5" DP 1'6" D P 1'7" D P 2'2" D P 2'5 " D P 4' DP 2'5" DP2'2" DP 1'1 1 " D P 2' D P 2'1 " D P 2'2 " D P 1'1 1 " D P 1'6 " D P 2'4 " D P 2'4 " D P 2'4 " D P 1'8" D P 4' D P 5'4" DP 4'11"DP1'10" D P 2' D P 2'8" D P 2'4" DP 3' D P 3'8" D P 1'9 " D P 4' DP 4' D P 3'6" D P 5' DP 5'11" D P 6'9" DP 5'4" DP7'11" DP 6'7" DP 4'5" DP 2'8" D P 2'2" D P 2' D P 2' D P 2'6" D P 2'2" D P 1'9" D P 1' DP 3' DP 3' D P 3' D P 2'5 " D P 2'6 " D P 2'2" D P 2'6 " D P 2'5" D P 2'7 " D P 2'8 " D P 2'5 " D P 2'7 " D P 2'6 " D P 2'4 " D P 2'6 " D P ' 3'4 " D P 2'9 " D P 5' D P 2' 8 " D P 3' D P 2' D P 2'1 0 " D P 4'8 " D P 5' D P 5'9" D P 5'1 0 " D P 5'8" D P 5'10 " D P 2'8 " D P 3' DP 6'9" DP 6' DP 7'6" DP 2'1 " D P 5'6" D P 4' DP 2'4" D P 2'5 " D P 2'5" DP 2'8" DP 2'3 " D P 1' D P 2'5" DP2'5" DP 1'6" DP 1'5" DP 2'6" DP2'D P 4'DP 4'D P 1' 9 " D P 2'5" D P 2'DP PSE 12 " W 12 " W 12" W 12 " W 12" W 12" W 12"W 12"W 12"W 12"W ABAN - W ABAN - W ABAN - W ABAN - W ABA N - W AB A N - W ABAN- W ABAN- W ABA N - W AB A N - W 12"W 1 2 " W 12" W 12 " W 12 " W 12 " W 400 404 418 CONC SEAMS (TY P ) DASHED WHITE C&G EXTRUDED CU R B DASHED WHITE SOLID WHITE DASHED WHITE CO 2'4' EXTR CONC CURB EXTR CONCCURB 3'11" DP4'11" DP 3'5" DP 5'5" DP 2'6" DP 1'3" DP 1'11" DP3'9" DP 1' DP 3' DP 2' DP 4' DP3'10" DP 2'5" DP 2'3" DP2'2" DP 2'2" DP 2' DP 1'11" DP 1'5" DP BROADBANDVAULT 2'11" DP 5'11" DP3'8" DP 1' DP 2'8" DP 2' DP 2' DP 3' DP 2'3" DP 1'11" DP 3' DP 1' 11" DP 2'3" DP3'11" DP 1'8" DP1'10" DP 4'11" DP 5'2" DP 4'4" DP 1'7" DP 1'8" DP 4'5" DP5'6" DP 3'1"DP 3'3" DP 1' 8" DP 3'2" DP 2'5" DP 1'9" DP 1' DP 1'11" DP 1'5" DP 1'5" DP3'8" DP4'9" DP 1'4" DP 3' DP 5'8" DP 5'10" DP 6'2" DP 5'5" DP 6' DP4' DP 1'7" DP 1'9" DP 3' DP 1'5" DP 1'7" DP 2'8" DP 2'4" DP 2' DP 1'9" DP1'5" DP 1'5" DP 2'6" DP 1'4" DP 1'5" DP 1'9" DP 2'4" DP2'4" DP2'6" DP 3'10" DP 2' DP 2' DP 5'5"DP6'7" DP3'5" DP 1'8" DP 4'2" DP 2'4" DP 12' DP 2'4" DP 1' DP 1' DP 6'11" 3'6" 4'8" 8'1 1 " 1'7" 2' 3'9 " 4'10 " 1'1" 1'5" 1'4" 1'7" 1'10" 1'7" 1'11 " 2'2" 1' 0'11" 6'9" 4'5" 1' 2'10 " 1'9 " 1' 3' ED(TYP.) ED(TYP.) ED(TYP . ) ED (TYP . ) 1'2"1'10" 2'9 " 2'3 " 2' 2' 3'3'4"1'3"4'3'2"3'4' 2'6 " 2' 3' 3' 1'8"1'2"1'2" 2'7 " 2'5"2'7"3'8" 2'2" 1'7 " 2'9" 4'2' 3' 3' 3' 3' 3'10" 4'1" 4'9" 7" 4'1" 3'11" 5'9" 2'1" 1'11 " 1'9" 2'1" 1'8" 4'3" 3'9" 4'7"3'11"3'7" 3'11" 10" 1'9" 1'7" 5" 2'1 " 1'11 " 9"2'4" 3'1"2'11"3'3" 3'11" 3' 5'2 " 4'1" 4'7 " 2'11"2'9"1'4" 1'7" 2'9 " 2'1 " 2'7"2'11" 3'4" 3'9" 2'10 " 2'2" 2'11" 1'9" 1'5" 1'7" 1'7" 1'10 " 1'8" 1'7"2'11" 2'1"2' 2'3"1'9" 1'6 " 1'8" 1'7" 1'11" 2'1" 1'7" 1'6" 1'6"1'2" 1'4" 1'5" 2'3" 2'1" 2'7"3'1"3'1" 2' 3'4" 3'3" 1'11"3'5" 2'1"2'3" 2'9" 2'1" 2'4" 1'4" 1'5" 1'4"1'3" 1'6" 1'6" 1'11" 1'5"2' 3'10" 1'3"1'6" 1'4" 3'9" 1'5" 1'11" 3'11" 3'9" 1'7" 3'10" 4'10" 4'9" 4'10" 1'3" 1'8 " 4'1" 4'9"4'9" 2'7 " 2'10" 4'1" 6'6" 5'7" 2'9" 1'1" 2'7 " 3'4 " 2'10 " 2'3" 1' 10"8"10" 2'9 " 2'6 " 2'1 " 1'8" 1'11" 2'5 " 2'3 " 2'7" 2'11" 1'7" 1'9" 2'2" 2'2" 1'7" 4'9" 4'11"2'8"2'1" 2'8" 2'7" 2'5" 7" 1'1" 1'4" 2' 2'1" 2'9" 6'3 " 5'4 " 5'3 " 4'9" 5'7"3'10" 4'11 " 5'1 1 " 6'8" 6'11" 3'10" 1'6" 4'1" 4'2" 4'7" 5'9" 5'8"4'8" 5'1 1 " 3'1 1 " 4'1" 3'9" 4'5" 2'11" 3'1 " 5'2" 4'11 " 4'7" 4'1"4'6" 4'8" 4'6" 5'3" 4'6" 4'9" 4'11 " 3'7" 4' 1' 8" TREE20' DLN 8" TREE15' DLN 10" TREE20' DLN 6" TREE10' DLN 8" TREE20' DLN 8" TREE20' DLN 12" TREE20' DLN 8" TREE20' DLN 6" TREE20' DLN 8" TREE20' DLN 10" TREE20' DLN 12" TREE25' DLN 8" TREE20' DLN BIKESTORAGE 6" TREE30' DLN SOLID YELLOW SOLID WHITE SOLID WHITE SO L I D YE L L O W BUS STOPCANOPY BUS STOPCANOPY LAKE AVE S 1.5' RET WALLPLANTER 1.5' RET WALLPLANTER 2 8 2 7 2 9 29 2 7 2 8 2726 26 2 6 26 262626 25 2525 2727 2 7 2 728282828 2727 27 2 8 27 3028292728 2 6 2 727 26 2 7 2829 2 9 2826 24 27 28262725 2 6 2 6 2 7 2 6 27 282 726263029 30292928 2 7 2 7 282726 26 272828292929 282827 27 26 28 2 9 2827 2728 29 29 28 262 6 26 2728 29 3 0 29 2827 26 26 2 6 2626 2 8 2726 26 2627 26 272626 2726 2 7 2 727 2 9292827 292827262728 26 2627 272626 2626262726 2627 2 7 20 40 SCALE IN FEET 01020 (1" = 20') STRIDE BUS RAPID TRANSIT SOUTH RENTON TRANSIT CENTER BT105 R. PARGAS 01/31/2023 J. ALTCHECH 01/31/2023 01/31/2023 CIVIL DRAINAGE PLAN RAINIER STA 200+00 TO RAINIER STA 204+00 BT120-CDP101 BT120 ###---- L. JACOBS H. ONG R. PARISH L. THOMSEN ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ RTA/LR 0206-19 1"=20' N No.DATE DSN CHK APP REVISION SUBMITTED BY:DATE:REVIEWED BY:DATE:DATE: CONTRACT No.: FILENAME: SCALE:DRAWING No.: SHEET No.:REV: LI N E I S 1 " A T FU L L S C A L E DESIGNED BY: DRAWN BY: CHECKED BY: APPROVED BY: 02 / 0 6 / 2 4 | 8: 3 3 A M | JO H N Y C: \ P W W O R K I N G \ J A C O B S _ B & I \ J E G _ E X - Y U E N J \ D 0 4 3 6 1 2 0 \ S 1 - B T 1 2 0 - C D P 1 0 1 - 1 0 7 . D W G S1-BT120-CDP101-107 FACILITY ID: PACKAGE #AHJ: NOT FOR CONSTRUCTION Xrefs: xS1-BT120-VRX001 xS1-BT1P20-VSF100 xS1-BT120-CDN001 xS1-BT120-CPP001 xBRT-CUD05-TB22x34 xS1-BTP120-GZK020 xS1-BT120-CAP001 xS1-BT120-CMP001 xS1-BT120-CGP001 GB-SEAL-JY35420 xS1-BT120-CDP001 OSBORN CONSULTING INCORPORATED NO DRAINAGE WORK ON THIS SHEET MA T C H L I N E : R A I N I E R S T A 2 0 4 + 0 0 SE E D W G BT 1 2 0 - C D P 1 0 2 MATCHL I N E : G R A D Y S T A 1 5 1 + 0 0 SEE DW G BT120-C D P 1 0 4 MATC H L I N E : SEE D W G BT120 - C D P 2 0 5 MATCHLINE: SEE DWG BT120-CDP205 102 103 106 201 202 203 204 205 SW 7TH ST RA I N I E R AV E S HA R D I E AV E S W SR - 1 6 7 KEY MAP SW GRA D Y WAY 101 104 105 EX ROW 107 GENERAL NOTES: 1.SEE CDD SHEETS FOR DRAINAGE DETAILS. 2.SEE CRY SHEETS FOR TYPICAL ROADWAY SECTIONS. 3.SEE CSP SHEETS FOR SITE PREPARATION PLANS. 4.SEE CPP SHEETS FOR PAVING PLANS. 5.SEE UCP SHEETS FOR EXISTING STORM STRUCTURES/PIPES REMOVAL, AND UTILITIES PLANS. 6.EXISTING FACILITIES TO BE PROTECTED-IN-PLACE UNLESS OTHERWISE NOTED. 7.FOR PROPOSED IMPROVEMENTS NOT SHOWN, SEE PAVING, TRAFFIC, AND UTILITY SHEETS.Label contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceDRAINAGE STRUCTURE TABLE STRUCTURE NAME 102-17 MWS-66 STRUCTURE DETAILS CB TYPE 1 STA. 207+86.09 (1.36', RT) RIM 24.97 MWS 4x4 STA. 207+85.05 (6.92', RT) RIM 25.55 PIPES IN IE 21.42 (NW) PIPES OUT IE 21.45 (SE) IE 21.42 (E) 20 KEY NOTES: INSTALL CATCH BASIN TYPE 1 PER COR STD PLAN 200.00, WITH OPEN CURB FACE FRAME AND GRATE PER COR STD PLAN 203.00. REPLACE EXISTING OPEN CURB FACE FRAME AND GRATE WITH RECTANGULAR FRAME AND SOLID METAL COVER PER COR STD PLANS 204.00 AND 204.10, RESPECTIVELY. ADJUST FRAME AND COVER TO GRADE. ADJUST RIM TO GRADE. INSTALL 4'x4' MODULAR WETLAND TREATMENT UNIT. SEE DWG. BT120-CDD503 FOR DETAILS.24 5 21Label contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceCONC CONC CONC SIGN DEBRIS SIGN SIG N SIGN / / / / CONC UT UT UT VLT VLT VLT VLT VLT HH VLTS VLT TRASHBIN TRASHBIN SW SW SW SW DRW DRW TRASHBIN SW SW SW DRW DRW SW SW DRW SW SW SW SW DRW CONC W A L L SSMH36"Ø CONCRIM=25.17IE 8" PVC N=20.7IE 6" PVC W=20.7 SSMH36"Ø CONCRIM=27.97IE 8" VC NE=14.5IE 8" CONC S=13.9 SSMH36"Ø CONCRIM=26.49IE 18" CONC NW=12.3IE 18" CONC E=12.3IE 8" CONC S=13.0 SSMHRIM=27.27UNABLE TO OPEN SSMH48"Ø CONCRIM=25.79IE 8" CONC NE=17.1IE 6" CONC E=18.5IE 8" DI SE=21.8IE 8" VC SW=18.2 SSMHRIM=28.40IE 8" CONC N=13.2IE 18" CONC SE=10.4IE 18" CONC NW=10.2 TT T TMH GV CO GV GV GV CO GV 2 MISCMH GV GV TMH TMH GV CO CO GV GATE CW SW SW CON C BEN C H 4' W O O D F N C C W SW C O N C B E N C H CO N C B E N C H AR T W O R K CO N C DR W DRW SW CONC SEAMS ( T Y P ) SW SW SW DR W DR W CO GV GV GV GV GV GM 2VLTS HH TTMH GM X 6' CLEF 6' TEMP CLEF X 6' TEMP CLEF 6' TEMP CLEF 6' TEM P CLEF 8' CLEF X 5.5' CLEF SW 2' FNC GATE 6' C L E F 5.5' CLEF 6' CLEF BLDGEQUIP CONC SW SW SW SW SW SW SW SW CONC BASEREMOVED LT 4 BLRD 3 BLRD 3 BLRD 2 BLRD 6' T E M P C L E F 6' CLEF 2 BLRD 3 BLRD 6' T E M P C L E F SIGN POST ONCONC BASE 6' CLEF GAT E STORAGESHED MISCVALV SSMHRIM=25.21NEEDS TRAFFICCONTROL SSMHRIM=26.31NEEDS TRAFFIC CONTROL SSMHRIM=24.31NEEDS TRAFFIC CONTROL SSMHRIM=28.66NEEDS TRAFFIC CONTROLSSMHRIM=28.75NEEDS TRAFFIC CONTROL / / / / SL SL SS CENTURYLINK CENTU R Y L I N K F O CENTU R Y L I N K F O CENTUR Y L I N K F O CENTUR Y L I N K F O CENTURYLIN K F O CENTURYLI N K F O CE N T U R Y L I N K F O RENTONRENTON RENTON REN T O N RE N T O N REN T O N RE N T O N RE N T O N RENTON RENTON RENTO N RE N T O N RENTON RE N T O N RE N T O N RE N T O N RE N T O N WS D O T F O WS D O T F O 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-Z A Y O F O 2-ZAYO FO PSE GAS PS E G A S PSE G A S PSE G A S PSE GAS PSE G A S PSE G A S PSE G A S PSE GA S PSE GAS PSE GAS P S E G A S PS E G A S PSE GAS PSE GAS FOVLT HH GV 5'4" D P 6'8" D P 5' DP 4' DP 4' DP 3' D P 3'9" DP 3'4" DP 2'11" DP 6'9" DP 1'DP 1'1 1 " D P 2'3 " DP 2' D P 2' DP 3'11" DP 3'6" DP 5'9" DP 7'2" DP 6'11" DP 7' DP 6'6" DP 4'4" DP 4'3" DP 3'7" DP 2' DP 4'10" DP 5'9" DP 4'7" DP 1'11" DP 1'11" DP 2'6" DP 5' DP 1'4" DP 2'6" DP 2'2" DP 3'1" DP2'6" DP 1'7" DP 1'9" DP 1'8" DP 1'6" DP 1'6" DP 1'7" DP 1'6" DP 1'9" DP 7'11" DP 11' DP4'9" DP 4'9" DP13'6" DP 6'3" DP 5'8" DP 4'1" D P 3'6 " D P 4'8 " D P 12'6" DP 13'6" DP 11'6"DP10' DP 8' 5 " D P 8' 1 1 " D P 8'1 0 " D P 9' D P 3'3" DP 3'1" DP 3'2" DP 2'10" DP 1'6" DP 1'3" DP 1'9" DP 1'7" DP 2'5" DP 1'7" DP1'7" DP 1'4" DP 1'5" DP 1'10" DP 3'1" DP 1' DP 1'10" D P 1'1 1 " D P 2' DP 3'1" D P 3'1" D P 3'6"DP 1'7" D P 2'9" D P 2'1 " D P 1'9 " D P 1'6 " D P 2'1 " D P 2'3 " D P 2'1" D P 2'3 " D P 1'1 1 " D P 1'1 1 " D P 1'1 1 " D P 2'5 " D P 1'8 " D P 2'1 " D P 1'1 1 " D P 2'5 " D P 2' D P 2'4 " DP 2'1 0 " D P 2'5 " D P 2' D P 2'4"DP 2'5" DP 5'4" DP5' DP5'5" DP4'8" DP 4'DP 3'7"DP2' D P 1'9" D P 2' DP 1'9" D P 2'4" DP 2' DP 1'10 " D P 2'1" D P 3'11"DP 6'4" DP 6'3" DP 6'7" D P 2' DP 3'2"DP2'6" DP 4'1 1 " D P 3'11 " D P 2'8" D P 3'10 " D P 3'3" D P 5'6 " D P 7'11" DP 6'7" DP 4'5" DP 6'9" DP 6' DP 7'6" DP 5'6" D P 2'5" D P 2'DP 400 404 418 CONC SEAMS (T Y P ) CO SSMHRIM EL=25.10IE 6" DI NE=23.3IE 6" PVC SW=22.83WAT=22.9 BOT=19.4IT IS BELIEVED THIS STRUCTUREAND THE ASSOCIATED PIPES MAYBE STORM DRAIN, NOT SEWER. 2 BLRD 3'11" DP4'11" DP 3'5" DP 3'9" DP 3'10" DP 2'2" DP 1'5" DP BROADBANDVAULT 1' 11" DP 2'3" DP3'11" DP 4'11" DP 1'7" DP 4'5" DP5'6" DP 1' 8" DP 2'5" DP 1'11" DP 3'8" DP4'9" DP 1'4" DP 3' DP 5'8" DP 5'10" DP 6'2" DP 5'5" DP 6' DP4' DP 1'5" DP 1'7" DP 2'8" DP 2'4" DP 2'6" DP 4'2" DP 2'4" DP 12' DP 6'11" 3'6 " 4'8" 8'1 1 " 1'7" 2' 6'9" 4'5" ED(TYP.) ED(TYP.) ED(TYP . ) ED (TYP . ) 3'10" 4'1" 4'9" 7" 4'1" 3'11" 5'9" 5" 2'1 " 1'11 " 9"2'4" 3'1"2'11"3'3" 4'9" 4'11"2'8"2'1" 2'8" 2'7" 2'5" 7" 1'1" 1'4" 2' 2'1" 2'9" 6" TREE30' DLN 1.5' RET WALLPLANTER 1.5' RET WALLPLANTER 2 8 2 7 2 9 29 2 7 2 8 2726 26 2 6 26 262626 25 2525 2727 2 7 2 728282828 2727 27 2 8 27 3028292728 2 6 2 727 26 2 7 2829 2 9 2826 24 27 28262725 2 6 2 6 2 7 2 6 27 282 726263029 30292928 2 7 2 7 282726 26 272828292929 282827 27 26 28 2 9 2827 2728 29 29 28 262 6 26 2728 29 3 0 29 2827 26 26 2 6 2626 2 8 2726 26 2627 26 272626 2726 2 7 2 727 2 9292827 292827262728 26 2627 272626 2626262726 2627 2 7 S I G N SIGN S I G N / / / // / / / / / / / / / / / / / / / / / / / / / / / / / / // / / / / // / / / / / / / / / / / / / / U T H H H H V L T V L T V L T V L T S SW I N L E T R I M = 2 5 . 2 5 C B 1 . 7 ' X 2 . 2 ' C O N C R I M = 2 4 . 7 4 I E 6 " C O N C W = 2 3 . 9 W A T = 2 3 . 8 B O T = 2 2 . 0 C B 2 . 1 ' X 1 . 7 ' C O N C R I M = 2 4 . 6 4 I E 8 " C O N C N = 2 3 . 2 I E 4 " C O N C E = 2 3 . 3 I E 6 " C O N C E = 2 3 . 3 I E 6 " X 6 " S Q U A R E C O N C W = 2 3 . 1 W A T = 2 3 . 2 B O T = 2 2 . 4 I N L E T R I M = 2 5 . 1 2 I N L E T R I M = 2 3 . 6 2 S D M H 3 6 " Ø C O N C R I M = 2 5 . 7 8 I E 1 2 " C O N C N = 2 0 . 5 W A T = 2 0 . 6 B O T = 1 9 . 3 S D C B 2 . 2 ' X 1 . 9 ' C O N C R I M = 2 4 . 9 4 I E 1 2 " D I S E = 2 3 . 1 I E 6 " C O N C W = 2 3 . 2 W A T = 2 3 . 0 B O T = 2 1 . 2 C B 1 . 6 ' X 2 . 1 ' C O N C R I M = 2 4 . 4 9 I E 6 " C O N C E = 2 3 . 5 W A T = 2 3 . 7 B O T = 2 1 . 8 S D SS S S SD SD SD SD SD SD SD S D S D 3 5 M P H DRW E C O EE E E WV 3WV WV W V 3 W V W V WV HH HH HH HH HH HH HH HH H H HH H H ELEC VLT E L E C V L T 2IRRG GV G V WM G G FO FO FO FO FO E E E E E E E G G G G G E E E E E E E E E E E E E E E G G G G G G FO FO FO FO FO FO FO FO FO SDSD FO F O FO FO FO FO FO FO FO FO FO FO FO FO FO FO SD SD SD SDSDSD SD SD SD SD SD SD SD SD SDSD SD SD SD SD S D SD SD SD SD E E E E E E E E F O FO F O FO F O FO C B 2 . 2 ' X 1 . 8 ' C O N C R I M E L = 2 3 . 6 0 I E 1 8 " D I N E = 2 0 . 5 I E 1 2 " C P P S E = 2 0 . 8 I E 1 8 " D I S W = 2 0 . 6 W A T = 2 0 . 5 B O T = 1 9 . 4 I N L E T R I M E L = 2 5 . 0 9 I N L E T R I M E L = 2 5 . 0 4 I N L E T R I M E L = 2 4 . 3 7 I N L E T R I M E L = 2 5 . 7 0 N E E D S T R A F F I C C O N T R O L I N L E T R I M E L = 2 7 . 0 1 N E E D S T R A F F I C C O N T R O L SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS SS F O FO F O F O FO F O W W W SS SS SS SD SD SD SD RE N T O N RENTON RENTON RENTON PSE GAS PSE GAS P S E G A S P S E G A S T T T T T T T T T G V I R R G 6 ' 9 " D P 1 ' D P 1'11" D P 2'3"DP 2' DP 2' D P 3 ' 1 1 " D P 1'7" DP 2'9" DP2'1" DP1'9" DP1'6" DP2'1" DP2'3" DP 2'1" DP 2'3" DP 3 ' 1 1 " D P 6 ' 4 " D P 6 ' 3 " D P 6 ' 7 " D P 4'11" DP 3'11" DP 2'8" DP 3'10" DP 3'3" DP 5'6" DP G G 4 0 4 2 ' 2 " D P 2 ' 3 " D P 3 ' 1 1 " D P 4 ' 1 1 " D P ED (TYP.) ED (TYP.) RAINIER AVE S HARD I E A V E S W N T C 5 0 9 + 5 3 N TC 510+00 S TC 609+53 S TC 610+00 HA R D I E 3 1 0 + 0 0 HA R D I E 3 0 9 + 0 0 HA R D I E 3 1 0 + 0 0 RAINIER 2 0 4 + 0 0 RAINIER 205 + 0 0 RAINIER 206+00 RAINIER 207+00 RAINIER 2 0 8 + 0 0 RAINI E R 2 0 9 + 0 0 N TC STA 510+04.91 = RAINIER STA 207+16.93 S TC STA 610+02.99 = RAINIER STA 206+67.81 S D 27 28 27 26 2 6 26 2 6 24 2 6 ET MATCHLINE: SEE DWG BT120-CDP201 MATCHLINE: SEE DWG BT120-CDP203 M A T C H L I N E : R A I N I E R S T A 2 0 4 + 0 0 S E E D W G B T 1 2 0 - C D P 1 0 1 20 40 SCALE IN FEET 01020 (1" = 20') STRIDE BUS RAPID TRANSIT SOUTH RENTON TRANSIT CENTER BT105 R. PARGAS 01/31/2023 J. ALTCHECH 01/31/2023 01/31/2023 CIVIL DRAINAGE PLAN RAINIER STA 204+00 TO RAINIER STA 208+50 BT120-CDP102 BT120 ###---- L. JACOBS H. ONG R. PARISH L. THOMSEN ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ RTA/LR 0206-19 1"=20' N No.DATE DSN CHK APP REVISION SUBMITTED BY:DATE:REVIEWED BY:DATE:DATE: CONTRACT No.: FILENAME: SCALE:DRAWING No.: SHEET No.:REV: LI N E I S 1 " A T FU L L S C A L E DESIGNED BY: DRAWN BY: CHECKED BY: APPROVED BY: 02 / 0 6 / 2 4 | 8: 3 4 A M | JO H N Y C: \ P W W O R K I N G \ J A C O B S _ B & I \ J E G _ E X - Y U E N J \ D 0 4 3 6 1 2 0 \ S 1 - B T 1 2 0 - C D P 1 0 1 - 1 0 7 . D W G S1-BT120-CDP101-107 FACILITY ID: PACKAGE #AHJ: NOT FOR CONSTRUCTION Xrefs: xS1-BT120-VRX001 xS1-BT1P20-VSF100 xS1-BT120-CDN001 xS1-BT120-CPP001 xBRT-CUD05-TB22x34 xS1-BTP120-GZK020 xS1-BT120-CAP001 xS1-BT120-CMP001 xS1-BT120-CGP001 GB-SEAL-JY35420 xS1-BT120-CDP001 OSBORN CONSULTING INCORPORATED 102 103 201 202 203 204 205 SW 7TH ST RA I N I E R AV E S HA R D I E AV E S W SR - 1 6 7 KEY MAP SW GRA D Y WAY 101 104 105 MA T C H L I N E : R A I N I E R S T A 2 0 8 + 5 0 SE E D W G BT 1 2 0 - C D P 1 0 3 21 EX ROW EX ROW 106 107 S I G N S W SW SW D R W Y I E L D B U S S I G N / // / // T R A S H B I N Y I E L D SW SW DRW DRWSW SW DRW SW S W S W CONC WALL C B 1 . 7 ' X 2 . 1 ' C O N C R I M = 2 4 . 6 8 IE 6 " C O N C N = 2 3 . 4 IE 6 " C P P E = 2 3 . 5 IE 6 " C O N C S = 2 3 . 3 Y A R D D R A I N 0 . 9 ' X 0 . 9 ' C O N C R I M = 2 4 . 9 6 IE 6 " P V C S W = 2 4 . 0 Y A R D D R A I N 0 . 9 ' X 0 . 9 ' C O N C R I M = 2 5 . 1 7 IE 6 " P V C N E = 2 4 . 0 IE 6 " P V C S W = 2 4 . 0 B O T = 2 3 . 7 IN L E T R I M = 2 4 . 2 0 C B 2 . 2 ' X 1 . 9 ' C O N C R I M = 2 4 . 0 7 IE 1 2 " D I S E = 2 1 . 5 W A T = 2 1 . 5 B O T = 1 9 . 6 C B 2 . 3 ' X 2 . 1 ' C O N C R I M = 2 4 . 5 8 IE 6 " C O N C N E = 2 3 . 4 W A T = 2 3 . 4 B O T = 2 0 . 7 IN L E T R I M = 2 3 . 9 7 C B R I M = 2 3 . 7 9 C B R I M = 2 4 . 5 1 C B 2 . 2 ' X 1 . 9 ' C O N C R I M = 2 4 . 2 5 IE 6 " D I N = 2 2 . 3 IE 1 2 " D I S E = 2 1 . 7 IE 1 2 " D I N W = 2 1 . 6 W A T = 2 1 . 7 B O T = 2 0 . 1 C B 2 . 2 ' X 1 . 9 ' C O N C R I M = 2 4 . 4 7 IE 1 2 " D I N W = 2 1 . 4 W A T = 2 1 . 3 B O T = 1 9 . 8 C B 2 . 2 ' X 1 . 9 ' C O N C R I M = 2 6 . 3 7 IE 1 2 " C O N C N E = 2 2 . 9 IE 6 " C O N C S = 2 2 . 8 IE 1 2 " C O N C S W = 2 2 . 9 W A T = 2 2 . 9 B O T = 2 1 . 7 S D S D SD SD SD SD SD SD C B R I M = 2 5 . 8 5 U N A B L E T O O P E N D U E T O B R O K E N H A N D L E SD C B 2 . 2 ' X 1 . 9 ' C O N C R I M = 2 5 . 4 4 C B 2 . 3 ' X 1 . 9 ' C O N C R I M = 2 4 . 8 1 IE 6 " D I S W = 2 2 . 7 W A T = 2 1 . 0 B O T = 2 0 . 7 S D C B 2 . 2 ' X 1 . 9 ' C O N C R I M = 2 4 . 9 4 IE 1 2 " D I S E = 2 3 . 1 IE 6 " C O N C W = 2 3 . 2 W A T = 2 3 . 0 B O T = 2 1 . 2 SD SD C B 2 . 2 ' X 1 . 9 ' C O N C R I M = 2 4 . 7 7 IE 6 " P V C S = 2 1 . 4 IE 6 " C O N C S W = 2 1 . 7 W A T = 2 1 . 4 B O T = 2 0 . 1 C B 1 . 6 ' X 2 . 1 ' C O N C R I M = 2 4 . 4 9 IE 6 " C O N C E = 2 3 . 5 W A T = 2 3 . 7 B O T = 2 1 . 8 SD IN L E T R I M = 2 4 . 4 6 C B R I M = 2 4 . 4 6 T T E C O IT S V L T 2 T S L T V L T W V 4 W V L TV L T LT HH WV WV GV TS LT HH TS L T VLT ELEC VLT 2 M I S C M H T S - L T V L T G V G V L TH H T M H T M H G V W V W V W V B R O A D B A N D V L T L TH H I C V ICV I C V ICVI C V HH WVWV ELEC VLT HH C O C O ICVICV 2HH WMELEC VLT LT HH WV ELEC VLT2WM WV LT HH ELEC VLT LT HH WM ICV G V DRW WV WV HH HH GV FO G G FO FO FO FO FO E E E E E G G G G G G G G G G G G G G G GEEEEEEE E E E E E E E E E E E E E T T T T T T FO FO F O F O F O E E E E E FO FO FO FO FO FO E E E E E E E FO T T T T T T T T T T T T T T T T T T T T T T T E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E W W W W W W W W W W W W W W W W W W W W W W W W G G G G G G G G G G G G G G G G G G G E E F O F O F O F O F O F O F O F O F O F O F O FOFOFOFOFOFOFOFO F O F O F O F O F O FO FO FO F O F O F O F O F O FOFOFOFOFOFOFOFO FO FO FOFOFOFOFOFOFOFOFOFOFO W S D S D SD SD SD FO FO FO FO FO FO FO FO FO FO FOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFO SD SD SD SD SD SD S D SD SD SD SD SD SD SD SD S D S D S D S D SD SD SD SDSDSDSDSDSDSDSD SD SD SD SDSDSDSDSDSD S D S D S D S D S D S D S D S D S D S D S D S D S D S D S D S D S D S D S D S D SD SD SD S D S D S D S D S D S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S F O F O F O F O F O F O F O F O F O F O F O F O F O F O F O FO FO FO S D M H R I M = 2 5 . 4 7 S D M H R I M = 2 4 . 7 8 IN L E T R I M E L = 2 6 . 2 5 N E E D S T R A F F I C C O N T R O L C B2. 2 ' X 1 . 8 ' C O N C RI M E L = 2 5 . 6 2 IE 1 2 " C P P S E = 2 2 . 5 IE 1 2 " C P P N W = 2 2 . 6 W A T = 2 2 . 5 B O T = 2 0 . 7 S D M H R I M = 2 5 . 6 9 1 2 " C P P E = N A N E E D S T R A F F I C C O N T R O L C B2. 2 ' X 1 . 8 ' C O N C RI M E L = 2 5 . 2 0 IE 6 " D I E = 2 1 . 6 IE 1 2 " C P P W = 2 1 . 6 W A T = 2 1 . 6 B O T = 1 9 . 7 S D M H R I M = 2 5 . 6 7 N E E D S T R A F F I C C O N T R O L IN L E T R I M E L = 2 4 . 9 4 N E E D S T R A F F I C C O N T R O L IN L E T R I M E L = 2 5 . 1 6 N E E D S T R A F F I C C O N T R O L S D M H R I M = 2 6 . 0 4 1 2 " C P P S W = N A N E E D S T R A F F I C C O N T R O L C B2. 2 ' X 1 . 8 ' C O N C RI M E L = 2 5 . 3 6 IE 1 2 " C P P N E = 2 1 . 5 IE 1 2 " C P P S E = 2 1 . 5 IE 1 2 " C P P S W = 2 1 . 6 W A T = 2 1 . 7 B O T = 1 9 . 9 S D M H R I M = 2 4 . 9 9 1 2 " C P P N W = N A N E E D S T R A F F I C C O N T R O L C B2. 2 ' X 1 . 8 ' C O N C RI M E L = 2 4 . 6 0 IE 1 2 " C P P S E = 2 0 . 8 W A T = 2 0 . 8 B O T = 1 9 . 1 S D M H R I M = 2 5 . 5 9 N E E D S T R A F F I C C O N T R O L N E E D S T R A F F I C C O N T R O L S D M H R I M = 2 4 . 6 6 N E E D S T R A F F I C C O N T R O L S D M H R I M = 2 5 . 1 3 N E E D S T R A F F I C C O N T R O L R I M = 2 4 . 9 9 N E E D S T R A F F I C C O N T R O L C B2. 2 ' X 1 . 8 ' C O N C RI M E L = 2 4 . 7 1 IE 1 2 " C P P N E = 2 1 . 4 IE 1 2 " C P P S E = 2 1 . 5 IE 1 8 " D I S W = 2 1 . 5 W A T = 2 1 . 5 B O T = 2 0 . 3 IN L E T R I M E L = 2 4 . 2 1 N O P I P E , F U L L O F P A C K E D D I R T / S I L T / D E B R I S C B3 6 " C O N C RI M E L = 2 4 . 2 9 IE 1 8 " D I N = 2 0 . 8 IE 8 " C P P N E = 2 1 . 1 IE 1 2 " C P P E = 2 1 . 2 IE 1 8 " D I S W = 2 0 . 8 W A T = 2 0 . 9 B O T = 1 7 . 8 S S M H R I M = 2 6 . 3 1 N E E D S T R A F F I C C O N T R O L C B 2 . 3 ' X 1 . 9 ' C O N C R I M E L = 2 5 . 7 4 IE 1 2 " P V C S E = 2 2 . 2 W A T = 2 2 . 1 B O T = 2 0 . 6 S D S D M H RI M = 2 5 . 7 7 1 2 " C P P N W = N A N E E D S T R A F F I C C O N T R O L S D S D SS SS SS SS E E E E E E FO FO FO FO E E SS S S FO SSSS S S S S S S S S C E N T U R Y L I N K CENTURYLINK FO RENTON RENTON RENTON P S E G A S PSE GAS PSE GAS T 5'4" DP 6'8" DP 5' DP 4' DP 4' DP 3' DP 3'9" DP 3'4" DP 1'10" DP 1'11" DP 2' DP 3'1" DP3'1" DP 3'6" DP 1'9" DP 2' DP 1'9" DP 2'4" D P 1'10" DP 2'1" DP 2' DP 3' 2 " D P 2 ' 6 " D P 7'11 " D P 6'7" D P 4'5" D P 6 ' 9 " D P 6 ' D P 7 ' 6 " D P 5'6" DP 2'5" DP R I M = 2 3 . 7 5 C B1. 7 ' X 2 . 2 ' C O N C RI M E L = 2 3 . 7 5 IE 6 " C O N C N W = 2 2 . 4 3' 1 1 " D P 4' 1 1 " D P 3' 5 " D P 3' 9 " D P 3' 1 0 " D P SS SS SS SS SS SS SS SS SS SS SS SS SS SS S S S S 1' 7 " 2' 6'9" 4'5" ED (TYP.) S 7 T H S T RAINIER AVE S S W 7 T H S T S W 7 T H S T 2 4 9 + 0 0 SW 7TH ST 250+00 S W 7 T H S T 2 5 1 + 0 0 RAINIER 208+00 RAINIER 209+00 RAINIER 210+00 RAINIER 211+00 RAINIER 212+00 RAINIER 213+00 RAINIER 214+00 SW 7TH ST STA 249+99.98 = RAINIER STA 212+42.13 26 26 26 25 25 25 GENERAL NOTES: 1.SEE CDD SHEETS FOR DRAINAGE DETAILS. 2.SEE CRY SHEETS FOR TYPICAL ROADWAY SECTIONS. 3.SEE CSP SHEETS FOR SITE PREPARATION PLANS. 4.SEE CPP SHEETS FOR PAVING PLANS. 5.SEE UCP SHEETS FOR EXISTING STORM STRUCTURES/PIPES REMOVAL, AND UTILITIES PLANS. 6.EXISTING FACILITIES TO BE PROTECTED-IN-PLACE UNLESS OTHERWISE NOTED. 7.FOR PROPOSED IMPROVEMENTS NOT SHOWN, SEE PAVING, TRAFFIC, AND UTILITY SHEETS.Label contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceCONC CONC CONC SIGN DEBRIS SIGN SIG N SIGN / / / / CONC UT UT UT VLT VLT VLT VLT VLT HH VLTS VLT TRASHBIN TRASHBIN SW SW SW SW DRW DRW TRASHBIN SW SW SW DRW DRW SW SW DRW SW SW SW SW DRW CONC W A L L SSMH36"Ø CONCRIM=25.17IE 8" PVC N=20.7IE 6" PVC W=20.7 SSMH36"Ø CONCRIM=27.97IE 8" VC NE=14.5IE 8" CONC S=13.9 SSMH36"Ø CONCRIM=26.49IE 18" CONC NW=12.3IE 18" CONC E=12.3IE 8" CONC S=13.0 SSMHRIM=27.27UNABLE TO OPEN SSMH48"Ø CONCRIM=25.79IE 8" CONC NE=17.1IE 6" CONC E=18.5IE 8" DI SE=21.8IE 8" VC SW=18.2 SSMHRIM=28.40IE 8" CONC N=13.2IE 18" CONC SE=10.4IE 18" CONC NW=10.2 TT T TMH GV CO GV GV GV CO GV 2 MISCMH GV GV TMH TMH GV CO CO GV GATE CW SW SW CO N C BEN C H 4' W O O D F N C C W SW C O N C B E N C H CO N C B E N C H AR T W O R K CO N C DR W DRW SW CONC SEAMS ( T Y P ) SW SW SW DR W DR W CO GV GV GV GV GV GM 2VLTS HH TTMH GM X 6' CLEF 6' TEMP CLEF X 6' TEMP CLEF 6' TEMP CLEF 6' TEM P CLEF 8' CLEF X 5.5' CLEF SW 2' FNC GATE 6' C L E F 5.5' CLEF 6' CLEF BLDGEQUIP CONC SW SW SW SW SW SW SW SW CONC BASEREMOVED LT 4 BLRD 3 BLRD 3 BLRD 2 BLRD 6' T E M P C L E F 6' CLEF 2 BLRD 3 BLRD 6' T E M P C L E F SIGN POST ONCONC BASE 6' CLEF GAT E STORAGESHED MISCVALV SSMHRIM=25.21NEEDS TRAFFICCONTROL SSMHRIM=26.31NEEDS TRAFFIC CONTROL SSMHRIM=24.31NEEDS TRAFFIC CONTROL SSMHRIM=28.66NEEDS TRAFFIC CONTROLSSMHRIM=28.75NEEDS TRAFFIC CONTROL / / / / SL SL SS CENTURYLINK CENTU R Y L I N K F O CENTU R Y L I N K F O CENTUR Y L I N K F O CENTUR Y L I N K F O CENTURYLIN K F O CENTURYLI N K F O CE N T U R Y L I N K F O RENTONRENTON RENTON REN T O N RE N T O N REN T O N RE N T O N RE N T O N RENTON RENTON RENTO N RE N T O N RENTON RE N T O N RE N T O N RE N T O N RE N T O N WS D O T F O WS D O T F O 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-Z A Y O F O 2-ZAYO FO PSE GAS PS E G A S PSE G A S PSE G A S PSE GAS PSE G A S PSE G A S PSE G A S PSE GA S PSE GAS PSE GAS P S E G A S PS E G A S PSE GAS PSE GAS FOVLT HH GV 5'4" D P 6'8" D P 5' DP 4' DP 4' DP 3' D P 3'9" DP 3'4" DP 2'11" DP 6'9" DP 1'DP 1'1 1 " D P 2'3 " DP 2' D P 2' DP 3'11" DP 3'6" DP 5'9" DP 7'2" DP 6'11" DP 7' DP 6'6" DP 4'4" DP 4'3" DP 3'7" DP 2' DP 4'10" DP 5'9" DP 4'7" DP 1'11" DP 1'11" DP 2'6" DP 5' DP 1'4" DP 2'6" DP 2'2" DP 3'1" DP2'6" DP 1'7" DP 1'9" DP 1'8" DP 1'6" DP 1'6" DP 1'7" DP 1'6" DP 1'9" DP 7'11" DP 11' DP4'9" DP 4'9" DP13'6" DP 6'3" DP 5'8" DP 4'1" D P 3'6 " D P 4'8 " D P 12'6" DP 13'6" DP 11'6"DP10' DP 8' 5 " D P 8' 1 1 " D P 8'1 0 " D P 9' D P 3'3" DP 3'1" DP 3'2" DP 2'10" DP 1'6" DP 1'3" DP 1'9" DP 1'7" DP 2'5" DP 1'7" DP1'7" DP 1'4" DP 1'5" DP 1'10" DP 3'1" DP 1' DP 1'10" D P 1'1 1 " D P 2' DP 3'1" D P 3'1" D P 3'6"DP 1'7" D P 2'9" D P 2'1 " D P 1'9 " D P 1'6 " D P 2'1 " D P 2'3 " D P 2'1" D P 2'3 " D P 1'1 1 " D P 1'1 1 " D P 1'1 1 " D P 2'5 " D P 1'8 " D P 2'1 " D P 1'1 1 " D P 2'5 " D P 2' D P 2'4 " DP 2'1 0 " D P 2'5 " D P 2' D P 2'4"DP 2'5" DP 5'4" DP5' DP5'5" DP4'8" DP 4'DP 3'7"DP2' D P 1'9" D P 2' DP 1'9" DP 2'4" DP 2' DP 1'10 " D P 2'1" D P 3'11"DP 6'4" DP 6'3" DP 6'7" D P 2' DP 3'2"DP2'6" DP 4'1 1 " D P 3'11 " D P 2'8" D P 3'10 " D P 3'3" D P 5'6 " D P 7'11" DP 6'7" DP 4'5" DP 6'9" DP 6' DP 7'6" DP 5'6" D P 2'5" D P 2'DP 400 404 418 CONC SEAMS (T Y P ) CO SSMHRIM EL=25.10IE 6" DI NE=23.3IE 6" PVC SW=22.83WAT=22.9 BOT=19.4IT IS BELIEVED THIS STRUCTUREAND THE ASSOCIATED PIPES MAYBE STORM DRAIN, NOT SEWER. 2 BLRD 3'11" DP4'11" DP 3'5" DP 3'9" DP 3'10" DP 2'2" DP 1'5" DP BROADBANDVAULT 1' 11" DP 2'3" DP3'11" DP 4'11" DP 1'7" DP 4'5" DP5'6" DP 1' 8" DP 2'5" DP 1'11" DP 3'8" DP4'9" DP 1'4" DP 3' DP 5'8" DP 5'10" DP 6'2" DP 5'5" DP 6' DP4' DP 1'5" DP 1'7" DP 2'8" DP 2'4" DP 2'6" DP 4'2" DP 2'4" DP 12' DP 6'11" 3'6 " 4'8" 8'1 1 " 1'7" 2' 6'9" 4'5" ED(TYP.) ED(TYP.) ED(TYP . ) ED (TYP . ) 3'10" 4'1" 4'9" 7" 4'1" 3'11" 5'9" 5" 2'1 " 1'11 " 9"2'4" 3'1"2'11"3'3" 4'9" 4'11"2'8"2'1" 2'8" 2'7" 2'5" 7" 1'1" 1'4" 2' 2'1" 2'9" 6" TREE30' DLN 1.5' RET WALLPLANTER 1.5' RET WALLPLANTER 2 8 2 7 2 9 29 2 7 2 8 2726 26 2 6 26 262626 25 2525 2727 2 7 2 728282828 2727 27 2 8 27 3028292728 2 6 2 727 26 2 7 2829 2 9 2826 24 27 28262725 2 6 2 6 2 7 2 6 27 282 726263029 30292928 2 7 2 7 282726 26 272828292929 282827 27 26 28 2 9 2827 2728 29 29 28 262 6 26 2728 29 3 0 29 2827 26 26 2 6 2626 2 8 2726 26 2627 26 272626 2726 2 7 2 727 2 9292827 292827262728 26 2627 272626 2626262726 2627 2 7 20 40 SCALE IN FEET 01020 (1" = 20') STRIDE BUS RAPID TRANSIT SOUTH RENTON TRANSIT CENTER BT105 R. PARGAS 01/31/2023 J. ALTCHECH 01/31/2023 01/31/2023 CIVIL DRAINAGE PLAN RAINIER STA 208+50 TO RAINIER STA 212+42.13 BT120-CDP103 BT120 ###---- L. JACOBS H. ONG R. PARISH L. THOMSEN ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ RTA/LR 0206-19 1"=20' N MA T C H L I N E : R A I N I E R S T A 2 0 8 + 5 0 S E E D W G B T 1 2 0 - C D P 1 0 2 No.DATE DSN CHK APP REVISION SUBMITTED BY:DATE:REVIEWED BY:DATE:DATE: CONTRACT No.: FILENAME: SCALE:DRAWING No.: SHEET No.:REV: LI N E I S 1 " A T FU L L S C A L E DESIGNED BY: DRAWN BY: CHECKED BY: APPROVED BY: 02 / 0 6 / 2 4 | 8: 3 5 A M | JO H N Y C: \ P W W O R K I N G \ J A C O B S _ B & I \ J E G _ E X - Y U E N J \ D 0 4 3 6 1 2 0 \ S 1 - B T 1 2 0 - C D P 1 0 1 - 1 0 7 . D W G S1-BT120-CDP101-107 FACILITY ID: PACKAGE #AHJ: NOT FOR CONSTRUCTION Xrefs: xS1-BT120-VRX001 xS1-BT1P20-VSF100 xS1-BT120-CDN001 xS1-BT120-CPP001 xBRT-CUD05-TB22x34 xS1-BTP120-GZK020 xS1-BT120-CAP001 xS1-BT120-CMP001 xS1-BT120-CGP001 GB-SEAL-JY35420 xS1-BT120-CDP001 OSBORN CONSULTING INCORPORATED NO DRAINAGE WORK ON THIS SHEET 102 103 106 201 202 203 204 205 SW 7TH ST RA I N I E R AV E S HA R D I E AV E S W SR - 1 6 7 KEY MAP SW GRA D Y WAY 101 104 105 M A T C H L I N E : S E E D W G B T 1 2 0 - C D P 2 0 1 EX ROW EX ROW EX ROW 106 107 KEY NOTES: INSTALL CATCH BASIN TYPE 1 PER COR STD PLAN 200.00, WITH BEEHIVE GRATE. SEE DWG. NO. BT120-CDD503 FOR DETAILS. INSTALL COMPOST AMENDED BIOSWALE (CABS). SEE DWG. NO. BT120-CDD502 FOR DETAILS. INSTALL INLET/OUTFALL PROTECTION WITH RIPRAP PAD (MINIMUM THICKNESS IS 2 FEET). INSTALL WET BIOFILTRATION SWALE (VAR. BOTTOM WIDTH). SEE DWG. BT120-CDD502 FOR DETAILS. ADJUST RIM TO GRADE. CUT AND CAP EXISTING PIPE. REPLACE EXISTING INLET WITH CATCH BASIN TYPE 1 PER COR STD PLAN 200.00, WITH OPEN CURB FACE FRAME AND GRATE PER COR STD PLAN 203.00. RE-CONNECT EXISTING PIPES TO THE NEW CB. REPLACE EXISTING CB WITH CATCH BASIN TYPE 2 PER COR STD PLAN 201.00. WITH FRAME AND VANED GRATE PER COR STD PLAN 204.00. RE-CONNECT EXISTING PIPES TO THE NEW CB. 13 21 23 18 19 15 26 29Label contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceGENERAL NOTES: 1.SEE CDD SHEETS FOR DRAINAGE DETAILS. 2.SEE CRY SHEETS FOR TYPICAL ROADWAY SECTIONS. 3.SEE CSP SHEETS FOR SITE PREPARATION PLANS. 4.SEE CPP SHEETS FOR PAVING PLANS. 5.SEE UCP SHEETS FOR EXISTING STORM STRUCTURES/PIPES REMOVAL, AND UTILITIES PLANS. 6.EXISTING FACILITIES TO BE PROTECTED-IN-PLACE UNLESS OTHERWISE NOTED. 7.FOR PROPOSED IMPROVEMENTS NOT SHOWN, SEE PAVING, TRAFFIC, AND UTILITY SHEETS.Label contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceCONC CONC CONC SIGN DEBRIS SIGN SIG N SIGN / / / / CONC UT UT UT VLT VLT VLT VLT VLT HH VLTS VLT TRASHBIN TRASHBIN SW SW SW SW DRW DRW TRASHBIN SW SW SW DRW DRW SW SW DRW SW SW SW SW DRW CONC W A L L SSMH36"Ø CONCRIM=25.17IE 8" PVC N=20.7IE 6" PVC W=20.7 SSMH36"Ø CONCRIM=27.97IE 8" VC NE=14.5IE 8" CONC S=13.9 SSMH36"Ø CONCRIM=26.49IE 18" CONC NW=12.3IE 18" CONC E=12.3IE 8" CONC S=13.0 SSMHRIM=27.27UNABLE TO OPEN SSMH48"Ø CONCRIM=25.79IE 8" CONC NE=17.1IE 6" CONC E=18.5IE 8" DI SE=21.8IE 8" VC SW=18.2 SSMHRIM=28.40IE 8" CONC N=13.2IE 18" CONC SE=10.4IE 18" CONC NW=10.2 TT T TMH GV CO GV GV GV CO GV 2 MISCMH GV GV TMH TMH GV CO CO GV GATE CW SW SW CO N C BEN C H 4' W O O D F N C C W SW C O N C B E N C H CO N C B E N C H AR T W O R K CO N C DR W DRW SW CONC SEAMS ( T Y P ) SW SW SW DR W DR W CO GV GV GV GV GV GM 2VLTS HH TTMH GM X 6' CLEF 6' TEMP CLEF X 6' TEMP CLEF 6' TEMP CLEF 6' TEM P CLEF 8' CLEF X 5.5' CLEF SW 2' FNC GATE 6' C L E F 5.5' CLEF 6' CLEF BLDGEQUIP CONC SW SW SW SW SW SW SW SW CONC BASEREMOVED LT 4 BLRD 3 BLRD 3 BLRD 2 BLRD 6' T E M P C L E F 6' CLEF 2 BLRD 3 BLRD 6' T E M P C L E F SIGN POST ONCONC BASE 6' CLEF GAT E STORAGESHED MISCVALV SSMHRIM=25.21NEEDS TRAFFICCONTROL SSMHRIM=26.31NEEDS TRAFFIC CONTROL SSMHRIM=24.31NEEDS TRAFFIC CONTROL SSMHRIM=28.66NEEDS TRAFFIC CONTROLSSMHRIM=28.75NEEDS TRAFFIC CONTROL / / / / SL SL SS CENTURYLINK CENTU R Y L I N K F O CENTU R Y L I N K F O CENTUR Y L I N K F O CENTUR Y L I N K F O CENTURYLIN K F O CENTURYLI N K F O CE N T U R Y L I N K F O RENTON RENTO N RENTON REN T O N RE N T O N REN T O N RE N T O N RE N T O N RENTON RENTON RENTO N RE N T O N RENTON RE N T O N RE N T O N RE N T O N RE N T O N WS D O T F O WS D O T F O 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-Z A Y O F O 2-ZAYO FO PSE GAS PS E G A S PSE G A S PSE G A S PSE GAS PSE G A S PSE G A S PSE G A S PSE GA S PSE GAS PSE GAS P S E G A S PS E G A S PSE GAS PSE GAS FOVLT HH GV 5'4" D P 6'8" D P 5' DP 4' DP 4' DP 3' D P 3'9" DP 3'4" DP 2'11" DP 6'9" DP 1'DP 1'1 1 " D P 2'3 " DP 2' D P 2' DP 3'11" DP 3'6" DP 5'9" DP 7'2" DP 6'11" DP 7' DP 6'6" DP 4'4" DP 4'3" DP 3'7" DP 2' DP 4'10" DP 5'9" DP 4'7" DP 1'11" DP 1'11" DP 2'6" DP 5' DP 1'4" DP 2'6" DP 2'2" DP 3'1" DP2'6" DP 1'7" DP 1'9" DP 1'8" DP 1'6" DP 1'6" DP 1'7" DP 1'6" DP 1'9" DP 7'11" DP 11' DP4'9" DP 4'9" DP13'6" DP 6'3" DP 5'8" DP 4'1" D P 3'6 " D P 4'8 " D P 12'6" DP 13'6" DP 11'6"DP10' DP 8' 5 " D P 8' 1 1 " D P 8'1 0 " D P 9' D P 3'3" DP 3'1" DP 3'2" DP 2'10" DP 1'6" DP 1'3" DP 1'9" DP 1'7" DP 2'5" DP 1'7" DP1'7" DP 1'4" DP 1'5" DP 1'10" DP 3'1" DP 1' DP 1'10" D P 1'1 1 " D P 2' DP 3'1" D P 3'1" D P 3'6"DP 1'7" D P 2'9" D P 2'1 " D P 1'9 " D P 1'6 " D P 2'1 " D P 2'3 " D P 2'1" D P 2'3 " D P 1'1 1 " D P 1'1 1 " D P 1'1 1 " D P 2'5 " D P 1'8 " D P 2'1 " D P 1'1 1 " D P 2'5 " D P 2' D P 2'4 " DP 2'1 0 " D P 2'5 " D P 2' D P 2'4"DP 2'5" DP 5'4" DP5' DP5'5" DP4'8" DP 4'DP 3'7"DP2' D P 1'9" D P 2' DP 1'9" DP 2'4" DP 2' DP 1'10 " D P 2'1" D P 3'11"DP 6'4" DP 6'3" DP 6'7" D P 2' DP 3'2"DP2'6" DP 4'1 1 " D P 3'11 " D P 2'8" D P 3'10 " D P 3'3" D P 5'6 " D P 7'11" DP 6'7" DP 4'5" DP 6'9" DP 6' DP 7'6" DP 5'6" D P 2'5" D P 2'DP 400 404 418 CONC SEAMS (T Y P ) CO SSMHRIM EL=25.10IE 6" DI NE=23.3IE 6" PVC SW=22.83WAT=22.9 BOT=19.4IT IS BELIEVED THIS STRUCTUREAND THE ASSOCIATED PIPES MAYBE STORM DRAIN, NOT SEWER. 2 BLRD 3'11" DP4'11" DP 3'5" DP 3'9" DP 3'10" DP 2'2" DP 1'5" DP BROADBANDVAULT 1' 11" DP 2'3" DP3'11" DP 4'11" DP 1'7" DP 4'5" DP5'6" DP 1' 8" DP 2'5" DP 1'11" DP 3'8" DP4'9" DP 1'4" DP 3' DP 5'8" DP 5'10" DP 6'2" DP 5'5" DP 6' DP4' DP 1'5" DP 1'7" DP 2'8" DP 2'4" DP 2'6" DP 4'2" DP 2'4" DP 12' DP 6'11" 3'6 " 4'8" 8'1 1 " 1'7" 2' 6'9" 4'5" ED(TYP.) ED(TYP.) ED(TYP . ) ED (TYP . ) 3'10" 4'1" 4'9" 7" 4'1" 3'11" 5'9" 5" 2'1 " 1'11 " 9"2'4" 3'1"2'11"3'3" 4'9" 4'11"2'8"2'1" 2'8" 2'7" 2'5" 7" 1'1" 1'4" 2' 2'1" 2'9" 6" TREE30' DLN 1.5' RET WALLPLANTER 1.5' RET WALLPLANTER 2 8 2 7 2 9 29 2 7 2 8 2726 26 2 6 26 262626 25 2525 2727 2 7 2 728282828 2727 27 2 8 27 3028292728 2 6 2 727 26 2 7 2829 2 9 2826 24 27 28262725 2 6 2 6 2 7 2 6 27 282 726263029 30292928 2 7 2 7 282726 26 272828292929 282827 27 26 28 2 9 2827 2728 29 29 28 262 6 26 2728 29 3 0 29 2827 26 26 2 6 2626 2 8 2726 26 2627 26 272626 2726 2 7 2 727 2 9292827 292827262728 26 2627 272626 2626262726 2627 2 7 X X X XXXXXXXXXX X X X X X CONC H H VLT SSMH 36"Ø C O N C RIM=2 6 . 4 9 IE 18" C O N C N W = 1 2 . 3 IE 18" C O N C E = 1 2 . 3 IE 8" C O N C S = 1 3 . 0 RIM=2 5 . 8 5 CB RIM=2 6 . 7 8 IE 8" D I S = 2 5 . 5 WAT= 2 5 . 3 B O T = 2 2 . 9 CB RIM=2 6 . 2 0 CB RIM=2 5 . 9 0 SS S S S S S S S S S S S S S S S S SW C O N C B E N C H C O N C B E N C H YIELD A R T W O R K CONC SEAMS (TYP) OE OE OE OE OE OE OE OE SW SWE E HH HH 2 HH HH 2ELEC VLT HH E E E E E E E E E E E E E E E E E E E EEEEE E E E E E E E E E E E FO FO FO F O F O F O F O F O F O F O FO FO FO FO FO FO FO FO FO FOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO W W W W SD SD SD SD SD SD SD SD SD SD SD SD F O F O F O FO FO FO FO FO FO FO SD SD SD S D SD SD SD SD SD SD SD SD SD FO F O FO OEOE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE INLET RIM E L = 2 6 . 9 3 NEED S T R A F F I C C O N T R O L CB 1.7' X 2. 2 ' C O N C RIM EL = 2 6 . 5 5 IE 4" C O N C W = 2 5 . 2 WAT=2 5 . 2 B O T = 2 4 . 9 CB 1.9' X 2. 4 C O N C RIM EL = 2 6 . 1 0 IE 8" C O N C S = 2 4 . 4 WAT=2 4 . 7 B O T = 2 1 . 8 SD SD INLET RIM EL = 2 6 . 8 8 NEEDS T R A F F I C C O N T R O L SL FO F O FO FO FO FO F O SS SS SS SS SS SS SS SS SS SS SS C E N T U R Y L I N K F O CENTUR Y L I N K F O 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO FO VLT3'6" DP 5'9" DP 7'2" DP 6'11" DP 7' DP 6'6" DP 4'4" DP 4'3" DP 3'7" DP 2' DP 4'10" DP 5'9" DP 4'7" DP 1'11" DP 1'11" DP 2'6" DP 5' DP 1'4" DP 2'6" DP 2'2" DP 3'1" DP 2'6" DP 1'7" DP 1'9" DP 8 ' 5 " D P 8 ' 1 1 " D P 8 ' 1 0 " D P 9 ' D P 3'3" DP3'1" DP3'2" DP2'10" DP1'6" DP1'3" DP1'9" DP1'7" DP2'5" DP1'7" DP 1'7" DP1'4" DP 1'5" DP1'10" DP 3'1" DP 1' DP 2'4" DP 2' 5 " D P 4'DP 3'7" DP 2' DP 400 W W E E E E E E E E E TTTTTT CONC SEAMS (TYP) WV WV C C C C CB 48"Ø CONC RIM EL=26.77 IE 12" RCP W=22.4 IE 8" CONC N=22.3 IE 12" RCP E=22.2 BOT=20.3 SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD S D S D S D SDMH 2.0' X 1. 5 ' C O N C RIM EL = 2 5 . 7 3 IE 8" C O N C S W = 2 3 . 5 IE 8" C O N C E = 2 2 . 2 IE 12" R C P W = 2 2 . 0 IE 12" R C P N = 2 2 . 0 IE 12" R C P S = 2 1 . 9 WAT=2 1 . 7 B O T = 2 1 . 4 SD SD SD 1' 8" D P 1'11" D P 3'8" D P 4'9" D P 1'4" D P 3' DP 5'8" D P 5'10" D P 6'2" D P 5'5" D P 6' DP 4' DP 6'11" 8 ' 1 1 " ED (TYP.) S GRADY WAY GRADY 151+00 GRADY 152+00 GRADY 153+00 GRADY 154+00 GRADY 155+00 GRADY 156+00 BOTTOM OF SWALE BOTTOM OF SWALETOP OF SWALE S D 27 27 2727 2828 2828 27 27 2828 27 28 272 7 27 26 27 28 26 26 27 SD 26 26 26 2 7 26 26 27 27 SD IE (IN) 24.79 IE (IN) 25.59 39 LF 24" SD @ 0 . 0 0 % 37 LF 24" SD @ 0.53% TOP OF SWALE IE (OUT) 24.79 DRAINAGE STRUCTURE TABLE STRUCTURE NAME STRUCTURE DETAILS PIPES IN PIPES OUT 20 40 SCALE IN FEET 01020 (1" = 20') STRIDE BUS RAPID TRANSIT SOUTH RENTON TRANSIT CENTER BT105 R. PARGAS 01/31/2023 J. ALTCHECH 01/31/2023 01/31/2023 CIVIL DRAINAGE PLAN GRADY STA 151+00 TO GRADY STA 156+50 BT120-CDP104 BT120 ###---- L. JACOBS H. ONG R. PARISH L. THOMSEN ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ RTA/LR 0206-19 1"=20' N No.DATE DSN CHK APP REVISION SUBMITTED BY:DATE:REVIEWED BY:DATE:DATE: CONTRACT No.: FILENAME: SCALE:DRAWING No.: SHEET No.:REV: LI N E I S 1 " A T FU L L S C A L E DESIGNED BY: DRAWN BY: CHECKED BY: APPROVED BY: 02 / 0 6 / 2 4 | 8: 3 5 A M | JO H N Y C: \ P W W O R K I N G \ J A C O B S _ B & I \ J E G _ E X - Y U E N J \ D 0 4 3 6 1 2 0 \ S 1 - B T 1 2 0 - C D P 1 0 1 - 1 0 7 . D W G S1-BT120-CDP101-107 FACILITY ID: PACKAGE #AHJ: NOT FOR CONSTRUCTION Xrefs: xS1-BT120-VRX001 xS1-BT1P20-VSF100 xS1-BT120-CDN001 xS1-BT120-CPP001 xBRT-CUD05-TB22x34 xS1-BTP120-GZK020 xS1-BT120-CAP001 xS1-BT120-CMP001 xS1-BT120-CGP001 GB-SEAL-JY35420 xS1-BT120-CDP001 OSBORN CONSULTING INCORPORATED 102 103 106 201 202 203 204 205 SW 7TH ST RA I N I E R AV E S HA R D I E AV E S W SR - 1 6 7 SW GRA D Y WAY 101 104 105 MA T C H L I N E : G R A D Y S T A 1 5 1 + 0 0 SE E D W G BT 1 2 0 - C D P 1 0 1 MA T C H L I N E : G R A D Y S T A 1 5 6 + 5 0 SE E D W G BT 1 2 0 - C D P 1 0 5 MATCHLINE: SEE DWG BT120-CDP205 BT120-C-GRADY MATCHLINE: SEE DWG BT120-CDP204 21 21 21 21 19 23 EX ROW EX ROW 19 26 26 KEY MAP 106 107 29 CENTRAL SWALE 1818 18 18 WESTERN SWALE DRAINAGE STRUCTURE TABLE STRUCTURE NAME 105-47 105-48 105-52 105-55 EX. 105-03 STRUCTURE DETAILS CB TYPE 1 STA. 718+76.29 (66.02', RT) RIM 27.91 CB TYPE 1 STA. 718+76.28 (48.02', RT) RIM 28.10 CB TYPE 1 STA. 400+54.30 (17.16', LT) RIM 25.09 CB TYPE 1 STA. ??? (???', ???) RIM 25.81 CB TYPE 1 STA. 401+04.18 (59.32', RT) RIM 24.68 PIPES IN IE 26.29 (S) IE 22.23 (NW) IE 21.10 (W) PIPES OUT IE 26.38 (N) IE 25.29 (W) IE 26.29 (E) IE 21.52 (E) IE 20.60 (NE) 21 KEY NOTES: INSTALL CATCH BASIN TYPE 1 PER COR STD PLAN 200.00, WITH RECTANGULAR FRAME AND VANED GRATE PER COR STD PLANS 204.00 AND 204.20, RESPECTIVELY. CONNECT TO EXISTING CB. IINSTALL WET BIOFILTRATION SWALE (2' BOTTOM WIDTH). SEE DWG. BT120-CDD502 FOR DETAILS. INSTALL INLET/OUTFALL PROTECTION WITH RIPRAP PAD (MINIMUM THICKNESS IS 2 FEET). INSTALL WET BIOFILTRATION SWALE (VAR. BOTTOM WIDTH). SEE DWG. BT120-CDD502 FOR DETAILS. ADJUST RIM TO GRADE. REPLACE EXISTING INLET WITH CATCH BASIN TYPE 1 PER COR STD PLAN 200.00, WITH OPEN CURB FACE FRAME AND GRATE PER COR STD PLAN 203.00. RE-CONNECT EXISTING PIPES TO THE NEW CB. 1 2 18 19 17 26Label contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceGENERAL NOTES: 1.SEE CDD SHEETS FOR DRAINAGE DETAILS. 2.SEE CRY SHEETS FOR TYPICAL ROADWAY SECTIONS. 3.SEE CSP SHEETS FOR SITE PREPARATION PLANS. 4.SEE CPP SHEETS FOR PAVING PLANS. 5.SEE UCP SHEETS FOR EXISTING STORM STRUCTURES/PIPES REMOVAL, AND UTILITIES PLANS. 6.EXISTING FACILITIES TO BE PROTECTED-IN-PLACE UNLESS OTHERWISE NOTED. 7.FOR PROPOSED IMPROVEMENTS NOT SHOWN, SEE PAVING, TRAFFIC, AND UTILITY SHEETS.Label contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceCONC CONC CONC SIGN DEBRIS SIGN SIG N SIGN / / / / CONC UT UT UT VLT VLT VLT VLT VLT HH VLTS VLT TRASHBIN TRASHBIN SW SW SW SW DRW DRW TRASHBIN SW SW SW DRW DRW SW SW DRW SW SW SW SW DRW CONC W A L L SSMH36"Ø CONCRIM=25.17IE 8" PVC N=20.7IE 6" PVC W=20.7 SSMH36"Ø CONCRIM=27.97IE 8" VC NE=14.5IE 8" CONC S=13.9 SSMH36"Ø CONCRIM=26.49IE 18" CONC NW=12.3IE 18" CONC E=12.3IE 8" CONC S=13.0 SSMHRIM=27.27UNABLE TO OPEN SSMH48"Ø CONCRIM=25.79IE 8" CONC NE=17.1IE 6" CONC E=18.5IE 8" DI SE=21.8IE 8" VC SW=18.2 SSMHRIM=28.40IE 8" CONC N=13.2IE 18" CONC SE=10.4IE 18" CONC NW=10.2 TT T TMH GV CO GV GV GV CO GV 2 MISCMH GV GV TMH TMH GV CO CO GV GATE CW SW SW CO N C BEN C H 4' W O O D F N C C W SW C O N C B E N C H CO N C B E N C H AR T W O R K CO N C DR W DRW SW CONC SEAMS ( T Y P ) SW SW SW DR W DR W CO GV GV GV GV GV GM 2VLTS HH TTMH GM X 6' CLEF 6' TEMP CLEF X 6' TEMP CLEF 6' TEMP CLEF 6' TEM P CLEF 8' CLEF X 5.5' CLEF SW 2' FNC GATE 6' C L E F 5.5' CLEF 6' CLEF BLDGEQUIP CONC SW SW SW SW SW SW SW SW CONC BASEREMOVED LT 4 BLRD 3 BLRD 3 BLRD 2 BLRD 6' T E M P C L E F 6' CLEF 2 BLRD 3 BLRD 6' T E M P C L E F SIGN POST ONCONC BASE 6' CLEF GAT E STORAGESHED MISCVALV SSMHRIM=25.21NEEDS TRAFFICCONTROL SSMHRIM=26.31NEEDS TRAFFIC CONTROL SSMHRIM=24.31NEEDS TRAFFIC CONTROL SSMHRIM=28.66NEEDS TRAFFIC CONTROLSSMHRIM=28.75NEEDS TRAFFIC CONTROL / / / / SL SL SS CENTURYLINK CENTU R Y L I N K F O CENTU R Y L I N K F O CENTUR Y L I N K F O CENTUR Y L I N K F O CENTURYLIN K F O CENTURYLI N K F O CE N T U R Y L I N K F O RENTONRENTON RENTON REN T O N RE N T O N REN T O N RE N T O N RE N T O N RENTON RENTON RENTO N RE N T O N RENTON RE N T O N RE N T O N RE N T O N RE N T O N WS D O T F O WS D O T F O 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-Z A Y O F O 2-ZAYO FO PSE GAS PS E G A S PSE G A S PSE G A S PSE GAS PSE G A S PSE G A S PSE G A S PSE GA S PSE GAS PSE GAS P S E G A S PS E G A S PSE GAS PSE GAS FOVLT HH GV 5'4" D P 6'8" D P 5' DP 4' DP 4' DP 3' D P 3'9" DP 3'4" DP 2'11" DP 6'9" DP 1'DP 1'1 1 " D P 2'3 " DP 2' D P 2' DP 3'11" DP 3'6" DP 5'9" DP 7'2" DP 6'11" DP 7' DP 6'6" DP 4'4" DP 4'3" DP 3'7" DP 2' DP 4'10" DP 5'9" DP 4'7" DP 1'11" DP 1'11" DP 2'6" DP 5' DP 1'4" DP 2'6" DP 2'2" DP 3'1" DP2'6" DP 1'7" DP 1'9" DP 1'8" DP 1'6" DP 1'6" DP 1'7" DP 1'6" DP 1'9" DP 7'11" DP 11' DP4'9" DP 4'9" DP13'6" DP 6'3" DP 5'8" DP 4'1" D P 3'6 " D P 4'8 " D P 12'6" DP 13'6" DP 11'6"DP10' DP 8' 5 " D P 8' 1 1 " D P 8'1 0 " D P 9' D P 3'3" DP 3'1" DP 3'2" DP 2'10" DP 1'6" DP 1'3" DP 1'9" DP 1'7" DP 2'5" DP 1'7" DP1'7" DP 1'4" DP 1'5" DP 1'10" DP 3'1" DP 1' DP 1'10" D P 1'1 1 " D P 2' DP 3'1" D P 3'1" D P 3'6"DP 1'7" D P 2'9" D P 2'1 " D P 1'9 " D P 1'6 " D P 2'1 " D P 2'3 " D P 2'1" D P 2'3 " D P 1'1 1 " D P 1'1 1 " D P 1'1 1 " D P 2'5 " D P 1'8 " D P 2'1 " D P 1'1 1 " D P 2'5 " D P 2' D P 2'4 " DP 2'1 0 " D P 2'5 " D P 2' D P 2'4"DP 2'5" DP 5'4" DP5' DP5'5" DP4'8" DP 4'DP 3'7"DP2' D P 1'9" D P 2' DP 1'9" DP 2'4" DP 2' DP 1'10 " D P 2'1" D P 3'11"DP 6'4" DP 6'3" DP 6'7" D P 2' DP 3'2"DP2'6" DP 4'1 1 " D P 3'11 " D P 2'8" D P 3'10 " D P 3'3" D P 5'6 " D P 7'11" DP 6'7" DP 4'5" DP 6'9" DP 6' DP 7'6" DP 5'6" D P 2'5" D P 2'DP 400 404 418 CONC SEAMS (T Y P ) CO SSMHRIM EL=25.10IE 6" DI NE=23.3IE 6" PVC SW=22.83WAT=22.9 BOT=19.4IT IS BELIEVED THIS STRUCTUREAND THE ASSOCIATED PIPES MAYBE STORM DRAIN, NOT SEWER. 2 BLRD 3'11" DP4'11" DP 3'5" DP 3'9" DP 3'10" DP 2'2" DP 1'5" DP BROADBANDVAULT 1' 11" DP 2'3" DP3'11" DP 4'11" DP 1'7" DP 4'5" DP5'6" DP 1' 8" DP 2'5" DP 1'11" DP 3'8" DP4'9" DP 1'4" DP 3' DP 5'8" DP 5'10" DP 6'2" DP 5'5" DP 6' DP4' DP 1'5" DP 1'7" DP 2'8" DP 2'4" DP 2'6" DP 4'2" DP 2'4" DP 12' DP 6'11" 3'6 " 4'8" 8'1 1 " 1'7" 2' 6'9" 4'5" ED(TYP.) ED(TYP.) ED(TYP . ) ED (TYP . ) 3'10" 4'1" 4'9" 7" 4'1" 3'11" 5'9" 5" 2'1 " 1'11 " 9"2'4" 3'1"2'11"3'3" 4'9" 4'11"2'8"2'1" 2'8" 2'7" 2'5" 7" 1'1" 1'4" 2' 2'1" 2'9" 6" TREE30' DLN 1.5' RET WALLPLANTER 1.5' RET WALLPLANTER 2 8 2 7 2 9 29 2 7 2 8 2726 26 2 6 26 262626 25 2525 2727 2 7 2 728282828 2727 27 2 8 27 3028292728 2 6 2 727 26 2 7 2829 2 9 2826 24 27 28262725 2 6 2 6 2 7 2 6 27 282 726263029 30292928 2 7 2 7 282726 26 272828292929 282827 27 26 28 2 9 2827 2728 29 29 28 262 6 26 2728 29 3 0 29 2827 26 26 2 6 2626 2 8 2726 26 2627 26 272626 2726 2 7 2 727 2 9292827 292827262728 26 2627 272626 2626262726 2627 2 7 X X UT VLT IE 6" D I W = 2 6 . 0 WAT= 2 6 . 4 B O T = 2 4 . 5 WAT= 2 0 . 6 B O T = 1 9 . 1 2.2' X 1 . 9 ' C O N C RIM=2 4 . 9 5 IE 16" C O N C S E = 2 0 . 9 WAT= 2 1 . 5 B O T = 1 9 . 3 SW T T T T T T T T T T T E EEEEEE T TS HH HH HH HHHH HH TMH VLT TS VL T HH VLT HH E EEEEEEEEEEE E E E E E E E E E FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO S D S D SD SD SD SD SD SDSDSDSD SD SD SD SD SD SD SD SD SD SD SD SD SD FO FO FO HH HH ///////////////// / / / / / / / // / X X X X X X X X LOAD LIMIT USE CROS S W A L K SW PARK & RIDE USE CROS S W A L K X X X X 2' FNC GATE / / /////// 6' CL E F SW MAZD A SIGN SW SW SW /////////// / / / ////////////// / // OE OE OE OE OE OE OE OE OE OE OE OE OEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOE OE OE OE OE OE OE OE OE OE OE OE OE OE CB 2.2' X 1. 9 ' C O N C RIM EL = 2 5 . 0 2 IE 12" R C P E = 2 1 . 8 WAT=2 1 . 9 B O T = 2 0 . 4 CB 1.9' X 2. 2 ' C O N C RIM EL = 2 4 . 2 3 IE 8" C O N C E = 2 2 . 5 IE 8" CP P S = 2 2 . 6 CB 1.9' X 2. 2 ' C O N C RIM EL = 2 4 . 6 8 IE 12" R C P N E = 2 1 . 1 IE 12" R C P W = 2 1 . 0 WAT=2 1 . 7 B O T = 1 9 . 8 CB 1.9' X 2 . 2 ' C O N C RIM E L = 2 5 . 3 3 IE 8" C O N C E = 2 3 . 8 WAT= 2 3 . 4 B O T = 2 2 . 8 SD SDMH RIM=15 . 0 2 NEEDS T R A F F I C C O N T R O L CB RIM=25 . 1 3 NEEDS T R A F F I C C O N T R O L SL FO FO FO FO FO FO FO FO FO FO FO SDSD SS CENTURYLINK FO CENTURYLINK FO 2-ZAYO FO 2-ZAYO FO 2-ZAY O F O 2-ZAYO FO EEEEE 1'8" DP 1'6" DP 1'6" DP 1'7" DP 1'6" DP 1'9" DP 7'11" DP11' DP 4'9" DP 4'9" DP 13'6" DP 6'3" DP 5'8" DP 12'6" DP13'6" DP11'6" DP 10' DP TTTTTTTTTTE SD SD CB 1.7' X 2.2' CONC RIM EL=25.85 IE 8" CONC W=22.8 IE 8" CONC N=22.8 WAT=22.4 BOT=22.1 SDHH 1'5" D P 1'7" D P 2'8" D P 2'4" D P 2'6" D P 4'2" D P 2'4" D P 12' DP ED (TYP.) S GRADY WAY LAK E A V E S LAKE 399+48 LAKE 400+00 LAK E 4 0 1 + 0 0 GRADY 160+46GRADY 157+00 GRADY 158+00 GRADY 159+00 GRADY 160+00 LAKE STA 400+00.05 = GRADY STA 158+70.91 RAILAKDW 722+12 RAILA K D W 7 1 9 + 0 0 RAILAKD W 7 2 0 + 0 0 RAILA K D W 7 2 1 + 0 0 RAILAKDW STA 722+12.21 = LAKE STA 401+91.32 IE (IN) 25.97 BOTTOM OF SWALETOP OF SWALE 26 27 2 8 29 27 26 27 2626 27 26 SD SD SD SD 27 26 26 20 40 SCALE IN FEET 01020 (1" = 20') STRIDE BUS RAPID TRANSIT SOUTH RENTON TRANSIT CENTER BT105 R. PARGAS 01/31/2023 J. ALTCHECH 01/31/2023 01/31/2023 CIVIL DRAINAGE PLAN GRADY STA 156+50 TO GRADY STA 160+46.15 BT120-CDP105 BT120 ###---- L. JACOBS H. ONG R. PARISH L. THOMSEN ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ RTA/LR 0206-19 1"=20' N No.DATE DSN CHK APP REVISION SUBMITTED BY:DATE:REVIEWED BY:DATE:DATE: CONTRACT No.: FILENAME: SCALE:DRAWING No.: SHEET No.:REV: LI N E I S 1 " A T FU L L S C A L E DESIGNED BY: DRAWN BY: CHECKED BY: APPROVED BY: 02 / 0 6 / 2 4 | 8: 3 7 A M | JO H N Y C: \ P W W O R K I N G \ J A C O B S _ B & I \ J E G _ E X - Y U E N J \ D 0 4 3 6 1 2 0 \ S 1 - B T 1 2 0 - C D P 1 0 1 - 1 0 7 . D W G S1-BT120-CDP101-107 FACILITY ID: PACKAGE #AHJ: NOT FOR CONSTRUCTION Xrefs: xS1-BT120-VRX001 xS1-BT1P20-VSF100 xS1-BT120-CDN001 xS1-BT120-CPP001 xBRT-CUD05-TB22x34 xS1-BTP120-GZK020 xS1-BT120-CAP001 xS1-BT120-CMP001 xS1-BT120-CGP001 GB-SEAL-JY35420 xS1-BT120-CDP001 OSBORN CONSULTING INCORPORATED 102 103 106 201 202 203 204 205 SW 7TH ST RA I N I E R AV E S HA R D I E AV E S W SR - 1 6 7 SW GRA D Y WAY 101 104 105 MA T C H L I N E : G R A D Y S T A 1 5 6 + 5 0 SE E D W G BT 1 2 0 - C D P 1 0 4 MATC H L I N E : SEE D W G BT120 - C D P 2 0 4 MATCHLINE: LAKE STA 401+50 SEE DWG BT120-CDP106 21 EX ROW EX ROW EXIST. PL EXIST. PL 19 19 17 KEY MAP 106 107 1 105-81 HIGH POINT @ SWALE 18 EASTERN SWALE DRAINAGE STRUCTURE TABLE STRUCTURE NAME 106-12 106-19 106-20 106-21 106-28 106-29 106-30 106-37 106-38 106-55 106-56 MWS-36 STRUCTURE DETAILS CB TYPE 1 STA. 721+72.80 (17.33', LT) RIM 25.31 CB TYPE 1 STA. 403+67.78 (13.78', RT) RIM 25.53 CB TYPE 1 STA. 403+66.40 (25.17', LT) RIM 26.41 CB TYPE 1 STA. 404+25.20 (19.96', LT) RIM 26.16 CB TYPE 1 STA. 618+06.16 (18.15', RT) RIM 26.79 CB TYPE 1 STA. 517+76.74 (14.17', LT) RIM 26.60 CB TYPE 2-48" STA. 517+92.65 (29.50', LT) RIM 27.13 CB TYPE 1 STA. 402+53.47 (14.26', LT) RIM 25.08 CB TYPE 2 60" STA. 402+31.01 (24.01', LT) RIM 25.53 CB TYPE 1 STA. 721+60.12 (16.17', RT) RIM 25.45 CB TYPE 1 STA. 618+36.25 (18.17', RT) RIM 26.20 MWS 4x4 STA. 402+53.07 (21.56', LT) RIM 25.62 PIPES IN IE 21.82 (N) IE 21.82 (E) IE 22.13 (W) IE 22.45 (N) IE 22.45 (E) IE 22.95 (E) IE 22.33 (W) IE 21.26 (N) IE 20.30 (N) IE 19.30 (E) IE 22.77 (NE) IE 21.26 (E) PIPES OUT IE 22.95 (SW) IE 22.02 (W) IE 21.82 (S) IE 22.13 (S) IE 22.45 (W) IE 22.95 (S) IE 22.33 (E) IE 21.26 (W) IE 19.20 (W) IE 22.77 (W) IE 22.93 (W) IE 20.65 (S) EX EX KEY NOTES: INSTALL CATCH BASIN TYPE 1 PER COR STD PLAN 200.00, WITH RECTANGULAR FRAME AND VANED GRATE PER COR STD PLANS 204.00 AND 204.20, RESPECTIVELY. INSTALL CATCH BASIN TYPE 2 PER COR STD PLAN 201.00, WITH STORM ROUND FRAME AND COVER (PRIVATE) PER COR STD PLAN 204.40. INSTALL 3' WIDE CONCRETE VALLEY GUTTER. SEE DWG. BT120-CRD121 FOR DETAILS. REPLACE EXIST. SDMH WITH NEW CATCH BASIN TYPE 2 PER COR STD PLAN 201.00, WITH STORM ROUND FRAME AND COVER (PRIVATE) PER COR STD PLAN 204.40. RECONNECT EXISTING PIPES (2) TO THE NEW CATCH BASIN. 1 3 6 28Label contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceGENERAL NOTES: 1.SEE CDD SHEETS FOR DRAINAGE DETAILS. 2.SEE CRY SHEETS FOR TYPICAL ROADWAY SECTIONS. 3.SEE CSP SHEETS FOR SITE PREPARATION PLANS. 4.SEE CPP SHEETS FOR PAVING PLANS. 5.SEE UCP SHEETS FOR EXISTING STORM STRUCTURES/PIPES REMOVAL, AND UTILITIES PLANS. 6.EXISTING FACILITIES TO BE PROTECTED-IN-PLACE UNLESS OTHERWISE NOTED. 7.FOR PROPOSED IMPROVEMENTS NOT SHOWN, SEE PAVING, TRAFFIC, AND UTILITY SHEETS.Label contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceCONC CONC CONC SIGN DEBRIS SIGN SIG N SIGN / / / / CONC UT UT UT VLT VLT VLT VLT VLT HH VLTS VLT TRASHBIN TRASHBIN SW SW SW SW DRW DRW TRASHBIN SW SW SW DRW DRW SW SW DRW SW SW SW SW DRW CONC W A L L SSMH36"Ø CONCRIM=25.17IE 8" PVC N=20.7IE 6" PVC W=20.7 SSMH36"Ø CONCRIM=27.97IE 8" VC NE=14.5IE 8" CONC S=13.9 SSMH36"Ø CONCRIM=26.49IE 18" CONC NW=12.3IE 18" CONC E=12.3IE 8" CONC S=13.0 SSMHRIM=27.27UNABLE TO OPEN SSMH48"Ø CONCRIM=25.79IE 8" CONC NE=17.1IE 6" CONC E=18.5IE 8" DI SE=21.8IE 8" VC SW=18.2 SSMHRIM=28.40IE 8" CONC N=13.2IE 18" CONC SE=10.4IE 18" CONC NW=10.2 TT T TMH GV CO GV GV GV CO GV 2 MISCMH GV GV TMH TMH GV CO CO GV GATE CW SW SW CO N C BEN C H 4' W O O D F N C C W SW C O N C B E N C H CO N C B E N C H AR T W O R K CO N C DR W DRW SW CONC SEAMS ( T Y P ) SW SW SW DR W DR W CO GV GV GV GV GV GM 2VLTS HH TTMH GM X 6' CLEF 6' TEMP CLEF X 6' TEMP CLEF 6' TEMP CLEF 6' TEM P CLEF 8' CLEF X 5.5' CLEF SW 2' FNC GATE 6' C L E F 5.5' CLEF 6' CLEF BLDGEQUIP CONC SW SW SW SW SW SW SW SW CONC BASEREMOVED LT 4 BLRD 3 BLRD 3 BLRD 2 BLRD 6' T E M P C L E F 6' CLEF 2 BLRD 3 BLRD 6' T E M P C L E F SIGN POST ONCONC BASE 6' CLEF GAT E STORAGESHED MISCVALV SSMHRIM=25.21NEEDS TRAFFICCONTROL SSMHRIM=26.31NEEDS TRAFFIC CONTROL SSMHRIM=24.31NEEDS TRAFFIC CONTROL SSMHRIM=28.66NEEDS TRAFFIC CONTROLSSMHRIM=28.75NEEDS TRAFFIC CONTROL / / / / SL SL SS CENTURYLINK CENTU R Y L I N K F O CENTU R Y L I N K F O CENTUR Y L I N K F O CENTUR Y L I N K F O CENTURYLIN K F O CENTURYLI N K F O CE N T U R Y L I N K F O RENTONRENTON RENTON REN T O N RE N T O N REN T O N RE N T O N RE N T O N RENTON RENTON RENTO N RE N T O N RENTON RE N T O N RE N T O N RE N T O N RE N T O N WS D O T F O WS D O T F O 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-Z A Y O F O 2-ZAYO FO PSE GAS PS E G A S PSE G A S PSE G A S PSE GAS PSE G A S PSE G A S PSE G A S PSE GA S PSE GAS PSE GAS P S E G A S PS E G A S PSE GAS PSE GAS FOVLT HH GV 5'4" D P 6'8" D P 5' DP 4' DP 4' DP 3' D P 3'9" DP 3'4" DP 2'11" DP 6'9" DP 1'DP 1'1 1 " D P 2'3 " DP 2' D P 2' DP 3'11" DP 3'6" DP 5'9" DP 7'2" DP 6'11" DP 7' DP 6'6" DP 4'4" DP 4'3" DP 3'7" DP 2' DP 4'10" DP 5'9" DP 4'7" DP 1'11" DP 1'11" DP 2'6" DP 5' DP 1'4" DP 2'6" DP 2'2" DP 3'1" DP2'6" DP 1'7" DP 1'9" DP 1'8" DP 1'6" DP 1'6" DP 1'7" DP 1'6" DP 1'9" DP 7'11" DP 11' DP4'9" DP 4'9" DP13'6" DP 6'3" DP 5'8" DP 4'1" D P 3'6 " D P 4'8 " D P 12'6" DP 13'6" DP 11'6"DP10' DP 8' 5 " D P 8' 1 1 " D P 8'1 0 " D P 9' D P 3'3" DP 3'1" DP 3'2" DP 2'10" DP 1'6" DP 1'3" DP 1'9" DP 1'7" DP 2'5" DP 1'7" DP1'7" DP 1'4" DP 1'5" DP 1'10" DP 3'1" DP 1' DP 1'10" D P 1'1 1 " D P 2' DP 3'1" D P 3'1" D P 3'6"DP 1'7" D P 2'9" D P 2'1 " D P 1'9 " D P 1'6 " D P 2'1 " D P 2'3 " D P 2'1" D P 2'3 " D P 1'1 1 " D P 1'1 1 " D P 1'1 1 " D P 2'5 " D P 1'8 " D P 2'1 " D P 1'1 1 " D P 2'5 " D P 2' D P 2'4 " DP 2'1 0 " D P 2'5 " D P 2' D P 2'4"DP 2'5" DP 5'4" DP5' DP5'5" DP4'8" DP 4'DP 3'7"DP2' D P 1'9" D P 2' DP 1'9" DP 2'4" DP 2' DP 1'10 " D P 2'1" D P 3'11"DP 6'4" DP 6'3" DP 6'7" D P 2' DP 3'2"DP2'6" DP 4'1 1 " D P 3'11 " D P 2'8" D P 3'10 " D P 3'3" D P 5'6 " D P 7'11" DP 6'7" DP 4'5" DP 6'9" DP 6' DP 7'6" DP 5'6" D P 2'5" D P 2'DP 400 404 418 CONC SEAMS (T Y P ) CO SSMHRIM EL=25.10IE 6" DI NE=23.3IE 6" PVC SW=22.83WAT=22.9 BOT=19.4IT IS BELIEVED THIS STRUCTUREAND THE ASSOCIATED PIPES MAYBE STORM DRAIN, NOT SEWER. 2 BLRD 3'11" DP4'11" DP 3'5" DP 3'9" DP 3'10" DP 2'2" DP 1'5" DP BROADBANDVAULT 1' 11" DP 2'3" DP3'11" DP 4'11" DP 1'7" DP 4'5" DP5'6" DP 1' 8" DP 2'5" DP 1'11" DP 3'8" DP4'9" DP 1'4" DP 3' DP 5'8" DP 5'10" DP 6'2" DP 5'5" DP 6' DP4' DP 1'5" DP 1'7" DP 2'8" DP 2'4" DP 2'6" DP 4'2" DP 2'4" DP 12' DP 6'11" 3'6 " 4'8" 8'1 1 " 1'7" 2' 6'9" 4'5" ED(TYP.) ED(TYP.) ED(TYP . ) ED (TYP . ) 3'10" 4'1" 4'9" 7" 4'1" 3'11" 5'9" 5" 2'1 " 1'11 " 9"2'4" 3'1"2'11"3'3" 4'9" 4'11"2'8"2'1" 2'8" 2'7" 2'5" 7" 1'1" 1'4" 2' 2'1" 2'9" 6" TREE30' DLN 1.5' RET WALLPLANTER 1.5' RET WALLPLANTER 2 8 2 7 2 9 29 2 7 2 8 2726 26 2 6 26 262626 25 2525 2727 2 7 2 728282828 2727 27 2 8 27 3028292728 2 6 2 727 26 2 7 2829 2 9 2826 24 27 28262725 2 6 2 6 2 7 2 6 27 282 726263029 30292928 2 7 2 7 282726 26 272828292929 282827 27 26 28 2 9 2827 2728 29 29 28 262 6 26 2728 29 3 0 29 2827 26 26 2 6 2626 2 8 2726 26 2627 26 272626 2726 2 7 2 727 2 9292827 292827262728 26 2627 272626 2626262726 2627 2 7 S D M H 3 6 " Ø C O N C R I M = 2 5 . 2 4 N P I P E N O T V I S I B L E I E 2 4 " C M P E = 1 9 . 3 I E 2 7 " C O N C S W = 1 9 . 2 W A T = 2 0 . 6 B O T = 1 9 . 1 C B 2 . 2 ' X 1 . 9 ' C O N C R I M = 2 4 . 9 5 I E 1 6 " C O N C S E = 2 0 . 9 W A T = 2 1 . 5 B O T = 1 9 . 3 C B 2 . 3 ' X 1 . 9 ' C O N C R I M = 2 5 . 9 4 I E 1 2 " C O N C S = 2 0 . 5 I E 1 2 " C O N C N W = 2 0 . 3 W A T = 2 0 . 7 B O T = 1 9 . 2 SD SD SD SD SD SD SD E H H 2 W V H H E L E C V L T H H H H E E E SD SD SD SD SD SD SD S D S D X X X XX X X X X X X X X XXXXXXXXXX 5 . 5 ' C L E F P P S I G N 6' C L E F SW SW S W SW S W 2 B L R D OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOEOE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE 1 5 M P H S I G N C B R I M = 2 7 . 3 0 U N A B L E T O A C C E S S S D S D S D S D 4 1 8 H H 2 W M E L E C V L T / / / / / / / / / / / / / / / H A N D I C A P F I R E L A N E W V E L E C P E D G R O U N D R O D S T O P S I G N B U S I N F O S O U T H R E N T O N P L A N T E R ^ ^ ^ ^ ^ ^ ^ LAKE AVE S L A K E A V E S LAKE 402+00 LAKE 403+00 LAKE 404+00 LA K E 4 0 5 + 0 0 N T C 5 1 8 + 7 5 N T C 5 1 8 + 0 0 S TC 619+04 S T C 6 1 8 + 0 0 S T C 6 1 9 + 0 0 LAKE STA 403+23.01 = S TC STA 618+80.42 RAILAKDW 722+12 R A I L A K D W 7 2 1 + 0 0 RAILAKDW 722+00 RAILAKDW STA 722+12.21 = LAKE STA 401+91.32 2727 26 27 26 26 26 26 28 27 26 2 6 26 27 2 6 SD S D SD SD SD SD SD SD SD SD SDSDSD SD SD 2 6 20 40 SCALE IN FEET 01020 (1" = 20') STRIDE BUS RAPID TRANSIT SOUTH RENTON TRANSIT CENTER BT105 R. PARGAS 01/31/2023 J. ALTCHECH 01/31/2023 01/31/2023 CIVIL DRAINAGE PLAN LAKE STA 401+50 TO LAKE STA 405+55.16 BT120-CDP106 BT120 ###---- L. JACOBS H. ONG R. PARISH L. THOMSEN ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ RTA/LR 0206-19 1"=20' N No.DATE DSN CHK APP REVISION SUBMITTED BY:DATE:REVIEWED BY:DATE:DATE: CONTRACT No.: FILENAME: SCALE:DRAWING No.: SHEET No.:REV: LI N E I S 1 " A T FU L L S C A L E DESIGNED BY: DRAWN BY: CHECKED BY: APPROVED BY: 02 / 0 6 / 2 4 | 8: 4 4 A M | JO H N Y C: \ P W W O R K I N G \ J A C O B S _ B & I \ J E G _ E X - Y U E N J \ D 0 4 3 6 1 2 0 \ S 1 - B T 1 2 0 - C D P 1 0 1 - 1 0 7 . D W G S1-BT120-CDP101-107 FACILITY ID: PACKAGE #AHJ: NOT FOR CONSTRUCTION Xrefs: xS1-BT120-VRX001 xS1-BT1P20-VSF100 xS1-BT120-CDN001 xS1-BT120-CPP001 xBRT-CUD05-TB22x34 xS1-BTP120-GZK020 xS1-BT120-CAP001 xS1-BT120-CMP001 xS1-BT120-CGP001 GB-SEAL-JY35420 xS1-BT120-CDP001 OSBORN CONSULTING INCORPORATED 102 103 106 201 202 203 204 205 SW 7TH ST RA I N I E R AV E S HA R D I E AV E S W SR - 1 6 7 SW GRA D Y WAY 101 104 105 MA T C H L I N E : L A K E S T A 4 0 1 + 5 0 SEE D W G BT1 2 0 - C D P 1 0 5 MATCHLINE: SEE DWG BT120-CDP204 MATCHLINE: SEE DWG BT120-CDP202 6 6 EXIST. PL EXIST. PL KEY MAP 107 106 EXIST. SD PIPE TO BE REMOVED EXIST. CB TO BE REMOVED GENERAL NOTES: 1.SEE CDD SHEETS FOR DRAINAGE DETAILS. 2.SEE CRY SHEETS FOR TYPICAL ROADWAY SECTIONS. 3.SEE CSP SHEETS FOR SITE PREPARATION PLANS. 4.SEE CPP SHEETS FOR PAVING PLANS. 5.SEE UCP SHEETS FOR EXISTING STORM STRUCTURES/PIPES REMOVAL, AND UTILITIES PLANS. 6.EXISTING FACILITIES TO BE PROTECTED-IN-PLACE UNLESS OTHERWISE NOTED. 7.FOR PROPOSED IMPROVEMENTS NOT SHOWN, SEE PAVING, TRAFFIC, AND UTILITY SHEETS.Label contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceLabel contains broken referenceCONC CONC CONC SIGN DEBRIS SIGN SIG N SIGN / / / / CONC TRASHBIN TRASHBIN SW SW SW SW DRW DRW TRASHBIN SW SW SW DRW DRW SW SW DRW SW SW SW SW DRW CONC W A L L SSMH36"Ø CONCRIM=25.17IE 8" PVC N=20.7IE 6" PVC W=20.7 SSMH36"Ø CONCRIM=27.97IE 8" VC NE=14.5IE 8" CONC S=13.9 SSMH36"Ø CONCRIM=26.49IE 18" CONC NW=12.3IE 18" CONC E=12.3IE 8" CONC S=13.0 SSMHRIM=27.27UNABLE TO OPEN SSMH48"Ø CONCRIM=25.79IE 8" CONC NE=17.1IE 6" CONC E=18.5IE 8" DI SE=21.8IE 8" VC SW=18.2 SSMHRIM=28.40IE 8" CONC N=13.2IE 18" CONC SE=10.4IE 18" CONC NW=10.2 TT T TMH GV CO GV GV GV CO GV 2 MISCMH GV GV TMH TMH GV CO CO GV GATE CW SW SW CO N C BEN C H 4' W O O D F N C C W SW C O N C B E N C H CO N C B E N C H AR T W O R K CO N C DR W DRW SW CONC SEAMS ( T Y P ) SW SW SW DR W DR W CO GV GV GV GV GV GM 2VLTS HH TTMH GM X 6' CLEF 6' TEMP CLEF X 6' TEMP CLEF 6' TEMP CLEF 6' TEM P CLEF 8' CLEF X 5.5' CLEF SW 2' FNC GATE 6' C L E F 5.5' CLEF 6' CLE F BLDGEQUIP CONC SW SW SW SW SW SW SW SW CONC BASEREMOVED LT 4 BLRD 3 BLRD 3 BLRD 2 BLRD 6' T E M P C L E F 6' CLEF 2 BLRD 3 BLRD 6' T E M P C L E F SIGN POST ONCONC BASE 6' CLEF GAT E STORAGESHED MISCVALV SSMHRIM=25.21NEEDS TRAFFICCONTROL SSMHRIM=26.31NEEDS TRAFFIC CONTROL SSMHRIM=24.31NEEDS TRAFFIC CONTROL SSMHRIM=28.66NEEDS TRAFFIC CONTROLSSMHRIM=28.75NEEDS TRAFFIC CONTROL / / / / SL SL SS CENTURYLINK CENTU R Y L I N K F O CENTU R Y L I N K F O CENTUR Y L I N K F O CENTUR Y L I N K F O CENTURYLIN K F O CENTURYLI N K F O CE N T U R Y L I N K F O RENTONRENTON RENTON RE N T O N RE N T O N REN T O N RE N T O N RE N T O N RENTON RENTON RENTO N RE N T O N RENTON RE N T O N RE N T O N RE N T O N RE N T O N WS D O T F O WS D O T F O 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-ZAYO FO 2-Z A Y O F O 2-ZAYO FO PSE GAS PS E G A S PSE G A S PSE G A S PSE GAS PSE G A S PSE G A S PSE G A S PSE GA S PSE GAS PSE GAS P S E G A S PS E G A S PSE GAS PSE GAS FOVLT HH GV 5'4" D P 6'8" D P 5' DP 4' DP 4' DP 3' DP 3'9" DP 3'4" DP 2'11" DP 6'9" DP 1'DP 1'1 1 " D P 2'3 " DP 2' D P 2' DP 3'11" DP 3'6" DP 5'9" DP 7'2" DP 6'11" DP 7' DP 6'6" DP 4'4" DP 4'3" DP 3'7" DP 2' DP 4'10" DP 5'9" DP 4'7" DP 1'11" DP 1'11" DP 2'6" DP 5' DP 1'4" DP 2'6" DP 2'2" DP 3'1" DP2'6" DP 1'7" DP 1'9" DP 1'8" DP 1'6" DP 1'6" DP 1'7" DP 1'6" DP 1'9" DP 7'11" DP 11' DP4'9" DP 4'9" DP13'6" DP 6'3" DP 5'8" DP 4'1" D P 3'6 " D P 4'8 " D P 12'6" DP 13'6" DP 11'6"DP10' DP 8' 5 " D P 8' 1 1 " D P 8'1 0 " D P 9' D P 3'3" DP 3'1" DP 3'2" DP 2'10" DP 1'6" DP 1'3" DP 1'9" DP 1'7" DP 2'5" DP 1'7" DP1'7" DP 1'4" DP 1'5" DP 1'10" DP 3'1" DP 1' DP 1'10" D P 1'1 1 " D P 2' DP 3'1" D P 3'1" D P 3'6" DP 1'7" D P 2'9" D P 2'1 " D P 1'9 " D P 1'6 " D P 2'1 " D P 2'3 " D P 2'1" D P 2'3 " D P 1'1 1 " D P 1'1 1 " D P 1'1 1 " D P 2'5 " D P 1'8 " D P 2'1 " D P 1'1 1 " D P 2'5 " D P 2' D P 2'4 " DP 2'1 0 " D P 2'5 " D P 2' D P 2'4"DP 2'5" DP 5'4" DP5' DP5'5" DP4'8" DP 4'DP 3'7"DP2' D P 1'9" D P 2' DP 1'9" DP 2'4" DP 2' DP 1'10 " D P 2'1" D P 3'11"DP 6'4" DP 6'3" DP 6'7" D P 2' DP 3'2"DP2'6" DP 4'1 1 " D P 3'11 " D P 2'8" D P 3'10 " D P 3'3" D P 5'6 " D P 7'11" DP 6'7" DP 4'5" DP 6'9" DP 6' DP 7'6" DP 5'6" D P 2'5" D P 2'DP 400 404 418 CONC SEAMS (T Y P ) CO SSMHRIM EL=25.10IE 6" DI NE=23.3IE 6" PVC SW=22.83WAT=22.9 BOT=19.4IT IS BELIEVED THIS STRUCTUREAND THE ASSOCIATED PIPES MAYBE STORM DRAIN, NOT SEWER. 2 BLRD 3'11" DP4'11" DP 3'5" DP 3'9" DP 3'10" DP 2'2" DP 1'5" DP BROADBANDVAULT 1' 11" DP 2'3" DP3'11" DP 4'11" DP 1'7" DP 4'5" DP5'6" DP 1' 8" DP 2'5" DP 1'11" DP 3'8" DP4'9" DP 1'4" DP 3' DP 5'8" DP 5'10" DP 6'2" DP 5'5" DP 6' DP4' DP 1'5" DP 1'7" DP 2'8" DP 2'4" DP 2'6" DP 4'2" DP 2'4" DP 12' DP 6'11" 3'6 " 4'8" 8'1 1 " 1'7" 2' 6'9" 4'5" ED(TYP.) ED(TYP.) ED(TYP . ) ED (TY P . ) 3'10" 4'1" 4'9" 7" 4'1" 3'11" 5'9" 5" 2'1 " 1'11 " 9"2'4" 3'1"2'11"3'3" 4'9" 4'11"2'8"2'1" 2'8" 2'7" 2'5" 7" 1'1" 1'4" 2' 2'1" 2'9" 6" TREE30' DLN 1.5' RET WALLPLANTER 1.5' RET WALLPLANTER 2 8 2 7 2 9 29 2 7 2 8 2726 26 2 6 26 262626 25 2525 2727 2 7 2 728282828 2727 27 2 8 27 3028292728 2 6 2 727 26 2 7 2829 2 9 2826 24 27 28262725 2 6 2 6 2 7 2 6 27 282 726263029 30292928 2 7 2 7 282726 26 272828292929 282827 27 26 28 2 9 2827 2728 29 29 28 262 6 26 2728 29 3 0 29 2827 26 26 2 6 2626 2 8 2726 26 2627 26 272626 2726 2 7 2 727 2 9292827 292827262728 26 2627 272626 2626262726 2627 2 7 W W W W W W W W W W WWWWWWW W S D S D S D S D S D SD SD SD SD SD SD 3'2"3'4' 2 ' 3 ' 1'8"1'2"1'2" 2 ' 7 " HH HHHHHH ELEC VLT 10" TREE 20' DLN 6" TREE 10' DLN 8" TREE 20' DLN 8" TREE 20' DLN 12" TREE 20' DLN ELEC VLT HHHH8" TREE 20' DLN 6" TREE 20' DLN 8" TREE 20' DLN 12" TREE 25' DLN 8" TREE 20' DLN SL HH SOUTH RENTON RULES & REGULATIONS LOAD LIMIT LP W / SPEED LIMIT SIGN SL HH //// / ///// / / / ///// / //// / / // / / //// / //// HANDICAP GUIDELINES PERMIT PRKG BIKE STORAGE ELEC PED GROUND ROD BUS INFO STOP SIGN STOP SIGN SOLID YELLOW SOLID WHITE SOLID WHITE HANDICAP BUS STOP CANOPY BUS STOP SOUTH RENTON SOUTH RENTON SDMH 48"Ø CONC RIM EL=25.45 IE 8" PVC W=22.8 BOT=17.5 CB 1.5' X 2.0' CONC RIM EL=25.84 IE 8" CPP SW=23.1 WAT=23.1 BOT=21.5 CB 2.0' X 1.5' CONC RIM EL=25.85 IE 8" CPP NE=23.1 IE 8" CPP S=23.0 WAT=23.1 BOT=21.4 CB 1.3' X 2.6' CONC RIM EL=25.30 IE 6" CONC S=23.8 BOT=23.7 CB 1.5' X 2.0' CONC RIM EL=25.42 IE 8" PVC E=23.7 WAT=23.9 BOT=23.4 CB 2.0' X 1.5' CONC RIM EL=25.49 IE 8" PVC S=24.1 WAT=24.1 BOT=23.4 SDSDSD SD SD SD SD SD CB 1.5' X 2.0' CONC RIM EL=25.13 IE 6" CONC N=23.1 IE 10" CONC SE=23.1 WAT=23.1 BOT=23.1 PERMIT PRKG PERMIT PRKG LAKE AVE S 1.5' RET WALL PLANTER 1.5' RET WALL APPROX CENTERLINE OF REC NO 2554795, TO PSP&L FOR A SINGLE LINE OF POLES. NO ESMT WIDTH RECITED IN DOC. BUT THIS ESMT IS NOT SHOWN ON THE WSDOT SUNDRY SITE PLAN. 10' SEWER EASEMENT TO CITY, AFN 5292274 10' UTIL ESMT TO SEATTLE CITY LIGHT, REC NO. 8205280520 LAKE 408+29 LAKE 406+00 LAKE 407+00 LAKE 408+00 STRIDE BUS RAPID TRANSIT SOUTH RENTON TRANSIT CENTER BT105 R. PARGAS 01/31/2023 J. ALTCHECH 01/31/2023 01/31/2023 CIVIL DRAINAGE PLAN LAKE STA 405+50 TO LAKE STA 408+28.91 BT120-CDP107 BT120 ###---- L. JACOBS H. ONG R. PARISH L. THOMSEN ---- ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ RTA/LR 0206-19 1"=20' N No.DATE DSN CHK APP REVISION SUBMITTED BY:DATE:REVIEWED BY:DATE:DATE: CONTRACT No.: FILENAME: SCALE:DRAWING No.: SHEET No.:REV: LI N E I S 1 " A T FU L L S C A L E DESIGNED BY: DRAWN BY: CHECKED BY: APPROVED BY: 02 / 0 6 / 2 4 | 10 : 3 9 A M | JO H N Y C: \ P W W O R K I N G \ J A C O B S _ B & I \ J E G _ E X - Y U E N J \ D 0 4 3 6 1 2 0 \ S 1 - B T 1 2 0 - C D P 1 0 1 - 1 0 7 . D W G S1-BT120-CDP101-107 FACILITY ID: PACKAGE #AHJ: NOT FOR CONSTRUCTION Xrefs: xS1-BT120-VRX001 xS1-BT1P20-VSF100 xS1-BT120-CDN001 xS1-BT120-CPP001 xBRT-CUD05-TB22x34 xS1-BTP120-GZK020 xS1-BT120-CAP001 xS1-BT120-CMP001 xS1-BT120-CGP001 GB-SEAL-JY35420 xS1-BT120-CDP001 OSBORN CONSULTING INCORPORATED 201 202 203 204 205 SW 7TH ST RA I N I E R AV E S HA R D I E AV E S W SR - 1 6 7 SW GRA D Y WAY 101 104 105 20 40 SCALE IN FEET 01020 (1" = 20') 102 103 LAKE AVE S CL BT120-C-LAKE MA T C H L I N E : L A K E S T A 4 0 5 + 5 0 SE E D W G BT 1 2 0 - C D P 1 0 6 KEY MAP 107 106 NO DRAINAGE WORK ON THIS SHEET GENERAL NOTES: 1.SEE CDD SHEETS FOR DRAINAGE DETAILS. 2.SEE CRY SHEETS FOR TYPICAL ROADWAY SECTIONS. 3.SEE CSP SHEETS FOR SITE PREPARATION PLANS. 4.SEE CPP SHEETS FOR PAVING PLANS. 5.SEE UCP SHEETS FOR EXISTING STORM STRUCTURES/PIPES REMOVAL, AND UTILITIES PLANS. 6.EXISTING FACILITIES TO BE PROTECTED-IN-PLACE UNLESS OTHERWISE NOTED. 7.FOR PROPOSED IMPROVEMENTS NOT SHOWN, SEE PAVING, TRAFFIC, AND UTILITY SHEETS. DRAINAGE STRUCTURE TABLE STRUCTURE NAME 201-04 201-06 201-07 201-08 201-09 201-10 201-15 201-16 201-18 201-27 201-31 201-35 201-48 201-53 201-54 201-58 201-59 201-60 201-79 EX. 201-01 EX. 201-05 STRUCTURE DETAILS CB TYPE 1 STA. 612+68.36 (14.17', RT) RIM 26.02 CB TYPE 1 STA. 513+69.38 (17.91', LT) RIM 27.26 CB TYPE 1 STA. 613+22.21 (14.17', RT) RIM 26.71 CB TYPE 1 STA. 512+32.15 (14.17', LT) RIM 25.53 CB TYPE 1 STA. 611+56.79 (40.33', RT) RIM 24.91 CB TYPE 1 STA. 612+57.15 (40.33', RT) RIM 26.23 CB TYPE 1 STA. 510+81.29 (15.86', RT) RIM 23.99 CB TYPE 2-48" STA. 610+85.64 (14.17', RT) RIM 23.67 CB TYPE 2-48" STA. 610+61.13 (23.05', RT) RIM 24.03 CB TYPE 1 STA. 510+92.12 (18.60', LT) RIM 23.82 CB TYPE 2-48" STA. 610+85.64 (36.74', RT) RIM 24.46 CB TYPE 1 STA. 610+82.71 (18.27', LT) RIM 24.14 CB TYPE 2-48" STA. 611+11.71 (45.00', RT) RIM 24.85 CB TYPE 1 STA. 612+31.13 (14.17', RT) RIM 25.54 CB TYPE 1 STA. 512+67.24 (14.51', LT) RIM 26.00 CB TYPE 1 STA. 206+22.56 (48.66', RT) RIM 23.51 CB TYPE 2-48" STA. 610+60.72 (15.13', RT) RIM 23.48 CB TYPE 1 STA. 610+55.17 (18.60', RT) RIM 23.46 CB TYPE 1 STA. 613+22.21 (40.33', RT) RIM 27.07 EX. CB STA. 610+68.36 (120.05', LT) RIM 24.00 EX. CB STA. 610+50.56 (23.30', RT) RIM 23.39 PIPES IN IE 22.52 (SE) IE 22.52 (NE) IE 21.90 (S) IE 21.90 (SE) IE 22.48 (SW) IE 21.98 (SE) IE 21.91 (NE) IE 21.58 (SE) IE 21.58 (N) IE 21.58 (W) IE 20.47 (SE) IE 20.42 (NE) IE 20.75 (SW) IE 21.77 (NE) IE 21.39 (SW) IE 21.39 (E) IE 22.33 (SE) IE 23.00 (E) IE 23.00 (NW) IE 20.42 (SE) IE 20.30 (NE) IE 21.71 (W) IE 22.31 (SE) IE 21.20 (W) IE 20.70 (NE) PIPES OUT IE 22.52 (NW) IE 23.51 (W) IE 22.79 (NW) IE 23.18 (SE) IE 21.90 (W) IE 22.48 (NW) IE 21.91 (SW) IE 21.58 (SW) IE 20.47 (NW) IE 22.10 (SW) IE 20.67 (NW) IE 21.77 (S) IE 21.39 (NW) IE 22.33 (NW) IE 23.00 (SW) IE 20.30 (SW) IE 21.71 (E) IE 21.75 (E) IE 22.31 (NW) IE 20.70 (SW) EX EXKEY NOTES: INSTALL CATCH BASIN TYPE 1 PER COR STD PLAN 200.00, WITH RECTANGULAR FRAME AND VANED GRATE PER COR STD PLANS 204.00 AND 204.20, RESPECTIVELY. CONNECT TO EXISTING CB. INSTALL CATCH BASIN TYPE 2 PER COR STD PLAN 201.00, WITH STORM ROUND FRAME AND COVER (PRIVATE) PER COR STD PLAN 204.40. INSTALL CATCH BASIN TYPE 2 PER COR STD PLAN 201.00, WITH FRAME AND VANED GRATE PER COR STD PLAN 204.00. INSTALL CATCH BASIN TYPE 1 PER COR STD PLAN 200.00, WITH OPEN CURB FACE FRAME AND GRATE PER COR STD PLAN 203.00. INSTALL 3' WIDE CONCRETE VALLEY GUTTER. SEE DWG. BT120-CRD121 FOR DETAILS. INSTALL 8'x8' MODULAR WETLAND TREATMENT 1 2 3 6 5 4 INSTALL 8'x8' MODULAR WETLAND TREATMENT UNIT. SEE DWG. BT120-CDD503 FOR DETAILS. INSTALL 8'x12' MODULAR WETLAND TREATMENT UNIT. SEE DWG. BT120-CDD503 FOR DETAILS. REPLACE EXISTING OPEN CURB FACE FRAME AND GRATE WITH RECTANGULAR FRAME AND SOLID METAL COVER PER COR STD PLANS 204.00 AND 204.10 RESPECTIVELY. ADJUST FRAME AND COVER TO GRADE. ADJUST RIM TO GRADE. EXISTING SD PIPE TO REMAIN. REPLACE EXISTING GRATE WITH SOLID METAL COVER PER COR STD PLANS 204.10. 7 8 21 22 25 20 KEY NOTES: SDSD S D S D SD 28 26 27 25 26 2 6 26 26 2 6 27 28 29 28 27 26 25 24 SIGN ASPH H VLT CB 2.2' X 1 . 9 ' C O N C RIM=2 3 . 8 1 IE 6" P V C N E = 2 1 . 2 IE 12 " D I N W = 2 0 . 8 WAT=2 0 . 9 B O T = 1 9 . 2 CB 2.2' X 1 . 9 ' C O N C RIM=2 4 . 2 7 IE 12 " D I N W = 2 1 . 1 WAT=2 1 . 1 B O T = 1 9 . 4 W V HH H H H H CO W W W W W FO FO FO FO F O F O F O F O FOFOFOFOFOFOFOFO FO F O W W W W W W W W W W W W W W WM WV WV 3WV W V L T HH E E E E E E E E E E E E E E E E E E E C C 2" DR O P SD SD SD SD SD SD SD X X XX X X X 6' TEMP C L E F X X X X X X X X X X X X X X X X 6' CLEF ELEC EQUIP / / // / / / // / / / / / / / / / / // / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / // / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / // / / / / / / / / / / / / / / / / / / / 3 BLR DPIV GATE CB2.2' X 1 . 8 ' C O N C RIM EL = 2 4 . 0 4 IE 18" D I N E = 2 0 . 7 IE 18" D I S W = 2 0 . 7 WAT=2 0 . 8 B O T = 1 9 . 3 WAT=2 0 . 5 B O T = 1 9 . 4 CB1.9' X 2 . 4 ' C O N C RIM EL = 2 5 . 6 3 IE 6" D I W / P L U G W = 2 4 . 4 WAT=2 3 . 9 B O T = 2 0 . 9 CB1.7' X 2 . 2 ' C O N C RIM EL = 2 5 . 7 0 IE 6" D I S W / P L U G W = 2 5 . 0 WAT=2 4 . 4 B O T = 2 1 . 1 SD S D SD E E E E E E E E E E E E S S S S S S RE N T O N EEEEEEEE W W W W W E E E E E E E E E E E E HH E E E E E UNKN O W N U T I L I T Y C C C C C C C C C W E E E E E E E FO FO FO FO FO FO FO FO FO F O FO FO FO FO FO FO W W W W W W W W W W W W W W W W W W W IT IS B E L I E V E D T H I S S T R U C T U R E AND T H E A S S O C I A T E D P I P E S M A Y BE STO R M D R A I N , N O T S E W E R . 2 BLR D FH CBRIM=23. 7 5 SD SD SD SD SD SD SD SD CB1.7' X 2 . 2 ' C O N C RIM EL = 2 3 . 7 5 IE 6" C O N C N W = 2 2 . 4 WAT=2 2 . 0 B O T = 2 0 . 5 SD SD 65 LF 24" SD @ 0.51% 100 LF 12" SD @ 0.58% 37 LF 12" DI @ 0.51%145 LF 12" SD @ 0.52% 101 LF 8" DI @ 0.50% 35 LF 8" DI @ 0.51% 95 L F 1 2 " D I @ 0 . 5 1 % 26 LF 8" DI @ 0.53% 2726 25 26 27 27 2826 25 28 201-79 1 1 201-06 201-07 1 201-10 1 201-04 1 201-54 1 1 201-53 1 201-08 201-18 3 201-15 1 MWS-67 7 N TC 511+00 N TC 512+00 N TC 513+00 N TC 514+00 S TC 611+00 S TC 612+00 S TC 613+00 S TC 614+00 201-27 1 ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ ^ ^ 201-35 1 201-59 4 33 LF 8" SD @ 0.58% 201-60 1 201-16 4 45 LF 12" SD @ 1.13% 201-48 3 36 LF 8" DI @ 0.53% MWS-68 8 201-58 5 201-09 1 28 L F 1 2 " S D @ 0 . 7 1 % 15 LF 18" SD @ 0.53% 7 LF 18" SD @ 0.54% 8 LF 18" SD @ 1.21% 26 LF 18" SD @ 0.77% 201-31 3 / / / / SS WSD O T F O MWS-67 MWS-68 MWS 8x8 STA. 610+85.67 (21.57', RT) RIM 24.30 MWS 8x12 STA. 610+85.64 (45.00', RT) RIM 24.50 IE 21.54 (NE) IE 21.19 (SE) IE 20.50 (SW) IE 20.85 (NE) DRAINAGE STRUCTURE TABLE STRUCTURE NAME STRUCTURE DETAILS PIPES IN PIPES OUT 20 40 SCALE IN FEET 01020 (1" = 20') STRIDE BUS RAPID TRANSIT SOUTH RENTON TRANSIT CENTER BT105 R. PARGAS 01/31/2023 J. ALTCHECH 01/31/2023 01/31/2023 CIVIL DRAINAGE PLAN BT120-CDP201 BT120 ###---- L. JACOBS H. ONG R. PARISH L. THOMSEN ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ RTA/LR 0206-19 1"=20' N No.DATE DSN CHK APP REVISION SUBMITTED BY:DATE:REVIEWED BY:DATE:DATE: CONTRACT No.: FILENAME: SCALE:DRAWING No.: SHEET No.:REV: LI N E I S 1 " A T FU L L S C A L E DESIGNED BY: DRAWN BY: CHECKED BY: APPROVED BY: 02 / 0 6 / 2 4 | 8: 4 8 A M | JO H N Y C: \ P W W O R K I N G \ J A C O B S _ B & I \ J E G _ E X - Y U E N J \ D 0 4 3 6 1 2 0 \ S 1 - B T 1 2 0 - C D P 2 0 1 - 2 0 5 . D W G S1-BT120-CDP201-205 FACILITY ID: PACKAGE #AHJ: NOT FOR CONSTRUCTION Xrefs: xS1-BT120-VRX001 xS1-BT120-CDN001 xS1-BTP120-CDP001 xS1-BTP120-CPP001 xBRT-CUD05-TB22x34 xS1-BTP120-GZK020 xS1-BTP120-CAP001 xS1-BTP120-VSF100 xS1-BT120-CGP001 xS1-BT120-CMP001 xS1-BT120-APP211 GB-SEAL-JY35420 xS1-BT120-CABS_BIOSWALE CUP - Storm Drain Layout OSBORN CONSULTING INCORPORATED MATCHLINE: SEE DWG BT120-CDP103 M A T C H L I N E : S E E D W G B T 1 2 0 - C D P 2 0 2 MA T C H L I N E : SE E D W G BT 1 2 0 - C D P 1 0 2 MATCHLINE: SEE DWG BT120-CDP203 102 103 106 201 202 203 204 205 SW 7TH ST RA I N I E R AV E S HA R D I E AV E S W SR - 1 6 7 KEY MAP SW GRA D Y WAY 101 104 105 21 2 6 21 22 25 22 20 21 22 2 EX. 201-05 21 EX. 201-01 11LF 12" SD @ 0.66% 22LF 18" SD @ 39.82% DRAINAGE STRUCTURE TABLE STRUCTURE NAME 202-24 202-25 202-26 202-40 202-61 202-80 STRUCTURE DETAILS CB TYPE 2-48" STA. 617+17.91 (19.00', RT) RIM 28.01 CB TYPE 2-48" STA. 615+61.71 (18.96', RT) RIM 29.54 CB TYPE 1 STA. 614+05.23 (22.11', RT) RIM 27.60 CB TYPE 1 STA. 616+48.33 (44.08', RT) RIM 29.02 CB TYPE 1 STA. 614+07.19 (34.39', RT) RIM 27.64 CB TYPE 2-48" STA. 517+50.29 (29.50', LT) RIM 27.68 PIPES IN IE 22.90 (W) IE 22.01 (E) IE 23.68 (W) IE 24.48 (S) IE 25.66 (S) IE 24.54 (S) IE 22.05 (NW) PIPES OUT IE 22.01 (S) IE 23.68 (E) IE 24.48 (E) IE 25.66 (SE) IE 24.54 (N) IE 22.55 (E) KEY NOTES: INSTALL CATCH BASIN TYPE 1 PER COR STD PLAN 200.00, WITH RECTANGULAR FRAME AND VANED GRATE PER COR STD PLANS 204.00 AND 204.20, RESPECTIVELY. INSTALL CATCH BASIN TYPE 2 PER COR STD PLAN 201.00, WITH FRAME AND VANED GRATE PER COR STD PLAN 204.00. SAWCUT AND REMOVE SECTION OF EXISTING 12-INCH STORM DRAIN PIPE. INSTALL CATCH BASIN TYPE 2 PER COR STD PLAN 201.00, WITH STORM ROUND FRAME AND COVER PER COR STD PLAN 204.50. CONNECT EXISTING 12-INCH STORM DRAIN PIPE (NW) TO THE NEW CATCH BASIN. PIPE INVERTS TO BE DETERMINED IN FIELD. EXISTING SD PIPE TO REMAIN. 1 4 14 22 GENERAL NOTES: 1.SEE CDD SHEETS FOR DRAINAGE DETAILS. 2.SEE CRY SHEETS FOR TYPICAL ROADWAY SECTIONS. 3.SEE CSP SHEETS FOR SITE PREPARATION PLANS. 4.SEE CPP SHEETS FOR PAVING PLANS. 5.SEE UCP SHEETS FOR EXISTING STORM STRUCTURES/PIPES REMOVAL, AND UTILITIES PLANS. 6.EXISTING FACILITIES TO BE PROTECTED-IN-PLACE UNLESS OTHERWISE NOTED. 7.FOR PROPOSED IMPROVEMENTS NOT SHOWN, SEE PAVING, TRAFFIC, AND UTILITY SHEETS. 2 6 2 7 2 6 SD SD SDSDSDSDSDSDSDSDSDSDSDSDSDSD SD S D WW FO FO FO W W W W WM WM WV WV E E E E E E E E E E E E 2" DROP W W W W W W W W S D S D S D S D S D X X X X X X X X X X X X X X X X X X X X X5.5' CLEF 2 BLRD PM X X X X X X X 6 ' T E M P C L E F X X / /////////////////// / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / //////// / / / / / / / / / / ////// OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE CB 1.7' X 2.2' CONC RIM EL=25.70 IE 6" DI SW/ PLUG W=25.0 WAT=24.4 BOT=21.1 CB 1.7' X 2.2' CONC RIM EL=25.92 IE 12" RCP N=21.8 IE 8" CONC E=21.2 IE 12" RCP S=21.6 IE 8" CONC W=22.7 WAT=21.7 BOT=20.8 CB RIM=27.30 UNABLE TO ACCESS SD SD S D SD W W W W W E 1 201-06 202-26 1 4 202-25 1 202-40 4 202-24 N TC 514+00 N TC 515+00 N TC 516+00 N TC 517+00 S TC 615+00 S TC 616+00 S TC 617+00 S TC 618+00 ^ ^ ^ ^ ^ ^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 202-80 14 202-61 1 / / / / SS WSD O T F O 20 40 SCALE IN FEET 01020 (1" = 20') STRIDE BUS RAPID TRANSIT SOUTH RENTON TRANSIT CENTER BT105 R. PARGAS 01/31/2023 J. ALTCHECH 01/31/2023 01/31/2023 CIVIL DRAINAGE PLAN BT120-CDP202 BT120 ###---- L. JACOBS H. ONG R. PARISH L. THOMSEN ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ RTA/LR 0206-19 1"=20' N No.DATE DSN CHK APP REVISION SUBMITTED BY:DATE:REVIEWED BY:DATE:DATE: CONTRACT No.: FILENAME: SCALE:DRAWING No.: SHEET No.:REV: LI N E I S 1 " A T FU L L S C A L E DESIGNED BY: DRAWN BY: CHECKED BY: APPROVED BY: 02 / 0 6 / 2 4 | 8: 4 9 A M | JO H N Y C: \ P W W O R K I N G \ J A C O B S _ B & I \ J E G _ E X - Y U E N J \ D 0 4 3 6 1 2 0 \ S 1 - B T 1 2 0 - C D P 2 0 1 - 2 0 5 . D W G S1-BT120-CDP201-205 FACILITY ID: PACKAGE #AHJ: NOT FOR CONSTRUCTION Xrefs: xS1-BT120-VRX001 xS1-BT120-CDN001 xS1-BTP120-CDP001 xS1-BTP120-CPP001 xBRT-CUD05-TB22x34 xS1-BTP120-GZK020 xS1-BTP120-CAP001 xS1-BTP120-VSF100 xS1-BT120-CGP001 xS1-BT120-CMP001 xS1-BT120-APP211 GB-SEAL-JY35420 xS1-BT120-CABS_BIOSWALE CUP - Storm Drain Layout OSBORN CONSULTING INCORPORATED MA T C H L I N E : SE E D W G BT 1 2 0 - C D P 2 0 1 MA T C H L I N E : SE E D W G BT 1 2 0 - C D P 1 0 6 MATCHLINE: SEE DWG BT120-CDP204 102 103 106 201 202 203 204 205 SW 7TH ST RA I N I E R AV E S HA R D I E AV E S W SR - 1 6 7 KEY MAP SW GRA D Y WAY 101 104 105 22 DRAINAGE STRUCTURE TABLE STRUCTURE NAME 203-11 203-13 203-14 203-45 203-46 203-57 203-62 203-63 203-64 203-65 203-71 203-72 203-73 203-74 203-82 STRUCTURE DETAILS CB TYPE 1 STA. 612+50.48 (61.83', RT) RIM 26.58 CB TYPE 1 STA. 611+10.40 (94.60', RT) RIM 24.64 CB TYPE 1 STA. 204+79.77 (98.15', RT) RIM 25.17 CB TYPE 2-60" STA. 716+48.91 (63.04', RT) RIM 27.50 CB TYPE 2-60" STA. 716+11.09 (58.49', RT) RIM 27.18 CB TYPE 1 STA. 612+49.06 (116.59', RT) RIM 27.62 CB TYPE 1 STA. 204+38.56 (97.20', RT) RIM 25.53 CB TYPE 1 STA. 203+87.58 (101.24', RT) RIM 25.82 CB TYPE 1 STA. 204+38.47 (64.42', RT) RIM 25.03 CB TYPE 1 STA. 613+56.56 (66.56', RT) RIM 27.40 CB TYPE 1 STA. 613+53.93 (165.92', RT) RIM 26.95 CB TYPE 1 STA. 153+96.92 (214.14', LT) RIM 26.92 CB TYPE 1 STA. 611+73.45 (61.83', RT) RIM 25.24 CB TYPE 1 STA. 613+70.81 (183.62', RT) RIM 26.98 CB TYPE 1 STA. 613+92.30 (151.92', RT) RIM 27.69 PIPES IN IE 22.82 (SW) IE 21.64 (SW) IE 22.16 (S) IE 19.55 (E) IE 23.00 (W) IE 19.53 (SE) IE 22.51 (S) IE 22.51 (W) IE 22.80 (S) IE 23.03 (SW) IE 23.62 (NE) PIPES OUT IE 23.32 (NE) IE 21.64 (NE) IE 22.16 (NE) IE 19.55 (NW) IE 19.53 (W) IE 23.10 (NE) IE 22.51 (N) IE 22.80 (N) IE 22.68 (E) IE 22.53 (NW) IE 23.53 (NE) IE 23.62 (S) IE 22.04 (N) IE 23.85 (SW) IE 25.17 (N)KEY NOTES: INSTALL CATCH BASIN TYPE 1 PER COR STD PLAN 200.00, WITH RECTANGULAR FRAME AND VANED GRATE PER COR STD PLANS 204.00 AND 204.20, RESPECTIVELY. INSTALL CATCH BASIN TYPE 2 PER COR STD PLAN 201.00, WITH STORM ROUND FRAME AND COVER (PRIVATE) PER COR STD PLAN 204.40. INSTALL 3' WIDE CONCRETE VALLEY GUTTER. SEE DWG. BT120-CRD121 FOR DETAILS. INSTALL CATCH BASIN TYPE 2 PER COR STD PLAN 201.00, WITH STORM ROUND FRAME AND COVER PER COR STD PLAN 204.50. CONNECT EXISTING 27-INCH STORM DRAIN PIPE (W) AND THE NEW 27-INCH PIPE (SE) TO THE NEW CATCH BASIN. INSTALL FILTERRA OFFLINE UNIT FT0404. SEE DWG. BT120-CDD501 FOR DETAILS. ADJUST RIM TO GRADE. EXISTING SD PIPE TO REMAIN. 1 3 9 21 22 16 6 GENERAL NOTES: 1.SEE CDD SHEETS FOR DRAINAGE DETAILS. 2.SEE CRY SHEETS FOR TYPICAL ROADWAY SECTIONS. 3.SEE CSP SHEETS FOR SITE PREPARATION PLANS. 4.SEE CPP SHEETS FOR PAVING PLANS. 5.SEE UCP SHEETS FOR EXISTING STORM STRUCTURES/PIPES REMOVAL, AND UTILITIES PLANS. 6.EXISTING FACILITIES TO BE PROTECTED-IN-PLACE UNLESS OTHERWISE NOTED. 7.FOR PROPOSED IMPROVEMENTS NOT SHOWN, SEE PAVING, TRAFFIC, AND UTILITY SHEETS. S D S D SD S D S D SD SD SD S D S D SD 28 27 26 2 7 2 8 2 9 29 2826 2 4 2 7 27 2 8 2 9 29 28 SD SD ET 28 27 26 25 25 2 8 28 3 0 30 INLE T RIM=2 3 . 6 2 SSMH 48"Ø C O N C RIM=2 5 . 7 9 CB 2.2' X 1 . 9 ' C O N C RIM=2 5 . 6 1 IE 12 " D I S W = 2 2 . 7 WAT=2 2 . 7 B O T = 2 1 . 0 INLE T RIM=2 5 . 3 7 CB RIM=2 7 . 6 4 UNAB L E T O A C C E S S SD SS SS SS SS SS SS SS SS SS BROA D B A N D VAUL T E 3 W V W V H H H H HH HH 2 I R R G W M MW GV 2VLT S E E E E W W W C C C C E E E E E C C C C C C C C C C C E E E EE E E E E E E E SD SD X X X X X X X X X X X X X X X X X X X X 6' TE M P C L E F X X X X X 8' CL E F // / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / // / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / CB RIM=2 5 . 7 1 6 ' T E M P C L E F CB RIM=2 5 . 5 3 CB60" CO N C RIM EL = 2 4 . 3 7 IE 24" C P P N = 2 0 . 7 IE 12" C P P N E = 2 0 . 5 IE 6" P V C S = 2 1 . 2 IE 24" C P P S = 2 0 . 1 WAT=2 0 . 4 B O T = 1 8 . 2 INLE T RIM E L = 2 4 . 3 7 INLET 60" CO N C RIM EL = 2 5 . 3 4 IE 24" C P P N = 2 0 . 1 IE 12" C P P E = 2 0 . 7 IE 6" P V C S = 2 2 . 2 IE 24" C P P S = 2 3 . 0 WAT=2 0 . 4 B O T = 1 8 . 0 1.9' X 2 . 4 ' C O N C RIM EL = 2 5 . 6 3 IE 6" D I W / P L U G W = 2 4 . 4 WAT=2 3 . 9 B O T = 2 0 . 9 SD FO FO FO FO FO FO FO FO FO EE E E E E E E E E F O F O F O F O F O F O F O FO S S S S S S S S S S S S CENTURYLINK FO R E N T O N RE N T O N PSE G A S P S E G A S PSE G A S EE E E E E E E E C G G G G G G G G G G G G G G G G G GG G G G G G E E E E E E E E E E E E E E E E W W W W W W E HH E E E E E C C C E E E E E E E E E E F O F O F O F O F O F O FO FO FO F O FO FO FO W W W W W W W W W W W W W W G G G 2'2 " D P E E E 78 LF 12" SD @ 0.66% 50 LF 12" SD @ 0.50% 38 LF 27" S D @ 0.05% 26 27 25 1 203-14 203-13 1 204-27 203-46 9 FIL -1 16 RAILAKDW 716+00 203-73 1 203-11 1 1 203-14 1 203-64 203-62 1 203-63 1 203-72 1 203-71 1 203-65 1 37 LF 12" SD @ 0.95% 33 LF 8" SD @ 0.52% 46 LF 12" SD @ 0.64% 45 LF 12" SD @ 0.51% 99 LF 12" SD @ 0.50% 63 LF 12" SD @ 0.52% 203-74 1 3 203-45 27 LF 12" SD @ 0.51% 1 203-82 1 203-83 203-57 1 26 LF 18" SD @ 0.77% 53 LF 12" SD @ 0.51% 35 LF 12" SD @ 0.51% 55 L F 1 2 " S D @ 0 . 5 1 % / / / / SS WSD O T F O 203-83 FIL -1 CB TYPE 1 STA. 613+89.70 (116.93', RT) RIM 27.58 FILTERRA FT0404 STA. 206+13.12 (51.98', RT) RIM 23.96 IE 24.99 (S)IE 24.99 (NE) IE 20.47 (NE) DRAINAGE STRUCTURE TABLE STRUCTURE NAME STRUCTURE DETAILS PIPES IN PIPES OUT 20 40 SCALE IN FEET 01020 (1" = 20') STRIDE BUS RAPID TRANSIT SOUTH RENTON TRANSIT CENTER BT105 R. PARGAS 01/31/2023 J. ALTCHECH 01/31/2023 01/31/2023 CIVIL DRAINAGE PLAN BT120-CDP203 BT120 ###---- L. JACOBS H. ONG R. PARISH L. THOMSEN ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ RTA/LR 0206-19 1"=20' N No.DATE DSN CHK APP REVISION SUBMITTED BY:DATE:REVIEWED BY:DATE:DATE: CONTRACT No.: FILENAME: SCALE:DRAWING No.: SHEET No.:REV: LI N E I S 1 " A T FU L L S C A L E DESIGNED BY: DRAWN BY: CHECKED BY: APPROVED BY: 02 / 0 6 / 2 4 | 8: 4 9 A M | JO H N Y C: \ P W W O R K I N G \ J A C O B S _ B & I \ J E G _ E X - Y U E N J \ D 0 4 3 6 1 2 0 \ S 1 - B T 1 2 0 - C D P 2 0 1 - 2 0 5 . D W G S1-BT120-CDP201-205 FACILITY ID: PACKAGE #AHJ: NOT FOR CONSTRUCTION Xrefs: xS1-BT120-VRX001 xS1-BT120-CDN001 xS1-BTP120-CDP001 xS1-BTP120-CPP001 xBRT-CUD05-TB22x34 xS1-BTP120-GZK020 xS1-BTP120-CAP001 xS1-BTP120-VSF100 xS1-BT120-CGP001 xS1-BT120-CMP001 xS1-BT120-APP211 GB-SEAL-JY35420 xS1-BT120-CABS_BIOSWALE CUP - Storm Drain Layout OSBORN CONSULTING INCORPORATED M A T C H L I N E : S E E D W G B T 1 2 0 - C D P 2 0 4 MATCHLINE: SEE DWG BT120-CDP205 MA T C H L I N E : SE E D W G BT 1 2 0 - C D P 1 0 2 M A T C H L I N E : S E E D W G B T 1 2 0 - C D P 1 0 1 MATCHLINE: SEE DWG BT120-CDP201 102 103 106 201 202 203 204 205 SW 7TH ST RA I N I E R AV E S HA R D I E AV E S W SR - 1 6 7 KEY MAP SW GRA D Y WAY 101 104 105 22 21 21 6 DRAINAGE STRUCTURE TABLE STRUCTURE NAME 204-21 204-22 204-23 204-27 204-32 204-33 204-34 204-35 204-39 STRUCTURE DETAILS CB TYPE 2-48" STA. 720+56.43 (47.28', LT) RIM 27.23 CB TYPE 2-48" STA. 720+67.15 (66.72', LT) RIM 27.07 CB TYPE 2-48" STA. 617+02.81 (76.22', RT) RIM 27.56 CB TYPE 1 STA. 614+03.21 (69.15', RT) RIM 27.37 CB TYPE 1 STA. 720+36.97 (22.83', LT) RIM 26.71 CB TYPE 1 STA. 720+40.85 (11.17', LT) RIM 26.85 CB TYPE 1 STA. 720+49.15 (11.16', RT) RIM 26.75 CB TYPE 1 STA. 721+37.65 (11.27', RT) RIM 25.55 CB TYPE 1 STA. 721+20.51 (22.83', LT) RIM 25.63 PIPES IN IE 19.87 (SW) IE 19.99 (N) IE 21.34 (N) IE 21.71 (NW) IE 24.72 (SW) IE 22.06 (SE) IE 22.06 (NE) IE 22.12 (SE) IE 22.25 (NE) IE 22.69 (E) IE 22.69 (NW) PIPES OUT IE 19.87 (NW) IE 19.99 (S) IE 21.34 (S) IE 24.72 (N) IE 22.06 (NW) IE 22.12 (NW) IE 22.25 (NW) IE 22.69 (SW) IE 22.19 (SE) IE 22.51 (SW) KEY NOTES: INSTALL CATCH BASIN TYPE 1 PER COR STD PLAN 200.00, WITH RECTANGULAR FRAME AND VANED GRATE PER COR STD PLANS 204.00 AND 204.20, RESPECTIVELY. INSTALL CATCH BASIN TYPE 2 PER COR STD PLAN 201.00, WITH STORM ROUND FRAME AND COVER (PRIVATE) PER COR STD PLAN 204.40. INSTALL CATCH BASIN TYPE 2 PER COR STD PLAN 201.00, WITH STORM ROUND FRAME AND COVER PER COR STD PLAN 204.50. CONNECT EXISTING 27-INCH STORM DRAIN PIPE (E) AND THE NEW 27-INCH PIPE (SW) TO THE NEW CATCH BASIN. INSTALL 6'X8' MODULAR WETLAND TREATMENT UNIT. SEE DWG. BT120-CDD503 FOR DETAILS. INSTALL 8'X8' MODULAR WETLAND TREATMENT UNIT. SEE DWG. BT120-CDD503 FOR DETAILS. ADJUST RIM TO GRADE. EXISTING SD PIPE TO REMAIN. 1 10 11 12 21 22 3 GENERAL NOTES: 1.SEE CDD SHEETS FOR DRAINAGE DETAILS. 2.SEE CRY SHEETS FOR TYPICAL ROADWAY SECTIONS. 3.SEE CSP SHEETS FOR SITE PREPARATION PLANS. 4.SEE CPP SHEETS FOR PAVING PLANS. 5.SEE UCP SHEETS FOR EXISTING STORM STRUCTURES/PIPES REMOVAL, AND UTILITIES PLANS. 6.EXISTING FACILITIES TO BE PROTECTED-IN-PLACE UNLESS OTHERWISE NOTED. 7.FOR PROPOSED IMPROVEMENTS NOT SHOWN, SEE PAVING, TRAFFIC, AND UTILITY SHEETS. SD SD SD SD SD 27 27 28 2 7 26 26 30 28 27 26 26 27 28 2829 29 29 2828 27 26 27 2626 26 S D S D SD SD SD SD SD 26 27 27 26 26 2 7 SD X X CONC UT UT VLT SSMH RIM=27.27 UNABLE TO OPEN SSMH 48"Ø CONC RIM=25.79 IE 8" CONC NE=17.1 IE 6" CONC E=18.5 IE 8" DI SE=21.8 IE 8" VC SW=18.2 SDMH 60"Ø CONC RIM=26.62 12" CPP NE=UNABLE TO SEE IE 30" CONC NE=19.1 IE 30" CONC W=19.4 WAT=20.4 BOT=18.7 CB 1.7' X 2.2' CONC RIM=25.21 IE 12" CPP SW=23.0 WAT=23.0 BOT=22.6 SDMH 60"Ø CONC RIM=26.13 IE 12" CPP NE=21.5 IE 27" CONC E=19.7 IE 30" CONC SW=19.2 WAT=20.4 BOT=17.6 CB 2.1' X 1.6' CONC RIM=25.47 IE 8" CONC N=24.1 IE 12" CPP SW=24.0 WAT=24.0 BOT=23.6 CB 2.1' X 1.8' CONC RIM=26.15 IE 12" CONC N=20.3 IE 12" UNK S=19.9 WAT=20.6 BOT=18.8 SDMH RIM=26.16 UNABLE TO OPEN CB 1.6' X 2.1' CONC RIM=25.82 IE 4" CONC S=24.1 IE 12" CPP NW=24.1 WAT=23.9 BOT=23.2 CB 1.4' X 1.4' CONC RIM=26.93 N PIPE NOT VISIBLE IE 6" DI W=26.0 WAT=26.4 BOT=24.5 SDMH 60"Ø CONC RIM=27.40 IE 27" CONC W=19.8 IE 27" CONC NE=19.4 WAT=19.6 BOT=18.9 SD SS SS SS SS SS SD SD SD SS SS SD S D SW WM ELEC VLT E W W W W W W W GV GM WM WV WM 2VLTS C C C C C C C C C C C E E E E E E TS VLT HH GM E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E W W W W W W W W W W W W W W W F O FO FO FO FO FO FO F O F O S D S D SD SD FO FO HH HH X X X X X X X X X X X X X X X X X X X X X X X X X 6' CLEF X PP PP X X X X 2' FNC GATE / / 6' C L E F SW 4 BLRD 3 BLRD 3 BLRD X X X X 6' CLEF / / / / / / / / / / / ////// / / / / / / / / / / / ////// / / / ////////////// / / /// / / / / / / / / / / / // /// /// /// / /// /////// /// //// /////// / / / / / / / / / / / / / / / / / //////////////// / / / / / / / / ////////////////// / / / / / / / / OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE /////// / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / BLD EQUIP 6' CLEF OE OE OE CB 2.2' X 1.9' CONC RIM EL=25.02 IE 12" RCP E=21.8 WAT=21.9 BOT=20.4 SD G G G G G E E E E E E E E E SS SS SS SS SS PSE GAS PSE G A S P S E G A S EEEEE E E E E E E E E E E EEEEE C C C C C C C C C C G G G G G G G G G G G G G G E E E E W W W E E E E E UTIL VLT FO FO FO E E E E FO FO FO FO FO FO FO FO FO FO FO FO E E E E E W W E E E E E E E E E E FO FO EE 112 LF 2 7 " S D @ 0 . 0 6 % 138 LF 27" SD @ 0.06% 12 LF 12" SD @ 0.50% 84 L F 1 2 " S D @ 0 . 5 4 % 88 L F 1 2 " S D @ 0 . 5 0 % 9 LF 12" SD @ 0.56% 17 LF 12" SD @ 0.81% 17 LF 8" DI @ 0.54% 204-27 1 3 204-23 3 204-22 204-21 3 204-44 3 3 204-43 11 MWS-69 1 204-32 1 204-33 1 204-34 MWS-70 12 1 105-48 105-47 1 IE (OUT) 25.91 1 204-41 18 LF 8" DI @ 0.50% LAKE 400+00 LA K E 4 0 1 + 0 0 GRADY 1 5 9 + 0 0 LAKE STA 400+00.05 = GRADY STA 158+70.91 RAILAKDW 717+00 RAILAKDW 718+00 RAILAKDW 719+00 RAILA K D W 7 2 0 + 0 0 RAIL A K D W 7 2 1 + 0 0 1 203-65 1 45 LF 12" SD @ 0.51% 99 LF 12" SD @ 0.50% 203-74 1 10 204-42 1 204-39 1 204-75 1 204-35 21 EX. 204-02 22 LF 12" SD @ 0.53% 25 LF 12" SD @ 0.79% 124 L F 2 7 " S D @ 0 . 0 6 % 1 203-82 1 203-83 53 LF 12" SD @ 0.51% 35 LF 12" SD @ 0.51% / / / / SS WSD O T F O 204-41 204-42 204-43 204-44 204-75 EX. 204-02 MWS-69 MWS-70 CB TYPE 1 STA. 616+30.05 (99.27', RT) RIM 28.98 CB TYPE 2-60" STA. 719+57.74 (87.81', LT) RIM 28.26 CB TYPE 2-60" STA. 718+69.93 (0.01', RT) RIM 29.04 CB TYPE 2-60" STA. 717+32.25 (0.03', RT) RIM 28.83 CB TYPE 1 STA. 721+36.97 (11.17', LT) RIM 25.55 EX. CB 60" DIA STA. 720+56.43 (56.19', LT) RIM 27.40 MWS 4x8 STA. 720+39.06 (47.28', LT) RIM 27.43 MWS 6x8 STA. 720+78.55 (77.94', LT) RIM 27.08 IE 19.70 (NE) IE 19.62 (E) IE 19.91 (N) IE 19.82 (SE) IE 19.40 (E) IE 21.87 (SE) IE 21.21 (N) IE 25.96 (N) IE 19.77 (SW) IE 19.70 (W) IE 19.62 (W) IE 22.81 (SE) IE 19.80 (W) IE 20.01 (NE) IE 20.14 (S) DRAINAGE STRUCTURE TABLE STRUCTURE NAME STRUCTURE DETAILS PIPES IN PIPES OUT 20 40 SCALE IN FEET 01020 (1" = 20') STRIDE BUS RAPID TRANSIT SOUTH RENTON TRANSIT CENTER BT105 R. PARGAS 01/31/2023 J. ALTCHECH 01/31/2023 01/31/2023 CIVIL DRAINAGE PLAN BT120-CDP204 BT120 ###---- L. JACOBS H. ONG R. PARISH L. THOMSEN ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ RTA/LR 0206-19 1"=20' N No.DATE DSN CHK APP REVISION SUBMITTED BY:DATE:REVIEWED BY:DATE:DATE: CONTRACT No.: FILENAME: SCALE:DRAWING No.: SHEET No.:REV: LI N E I S 1 " A T FU L L S C A L E DESIGNED BY: DRAWN BY: CHECKED BY: APPROVED BY: 02 / 0 6 / 2 4 | 8: 5 0 A M | JO H N Y C: \ P W W O R K I N G \ J A C O B S _ B & I \ J E G _ E X - Y U E N J \ D 0 4 3 6 1 2 0 \ S 1 - B T 1 2 0 - C D P 2 0 1 - 2 0 5 . D W G S1-BT120-CDP201-205 FACILITY ID: PACKAGE #AHJ: NOT FOR CONSTRUCTION Xrefs: xS1-BT120-VRX001 xS1-BT120-CDN001 xS1-BTP120-CDP001 xS1-BTP120-CPP001 xBRT-CUD05-TB22x34 xS1-BTP120-GZK020 xS1-BTP120-CAP001 xS1-BTP120-VSF100 xS1-BT120-CGP001 xS1-BT120-CMP001 xS1-BT120-APP211 GB-SEAL-JY35420 xS1-BT120-CABS_BIOSWALE CUP - Storm Drain Layout OSBORN CONSULTING INCORPORATED MA T C H L I N E : SE E D W G BT 1 2 0 - C D P 2 0 3 MA T C H L I N E : SE E D W G BT 1 2 0 - C D P 2 0 5 MATCHLINE: SEE DWG BT120-CDP202 MATCHL I N E : SEE DWG BT120-C D P 1 0 4 MATCHL I N E : SEE DWG BT120-C D P 1 0 5 MA T C H L I N E : SE E D W G BT 1 2 0 - C D P 1 0 6 102 103 106 201 202 203 204 205 SW 7TH ST RA I N I E R AV E S HA R D I E AV E S W SR - 1 6 7 KEY MAP SW GRA D Y WAY 101 104 105 LIGHTING CHARGING YARD (SEE ELECTRICAL PLANS FOR DETAILS) 22 DRAINAGE STRUCTURE TABLE STRUCTURE NAME 205-49 205-50 205-51 205-76 205-77 205-78 FIL -2 STRUCTURE DETAILS CB TYPE 1 STA. 202+59.88 (64.27', RT) RIM 27.69 CB TYPE 1 STA. 202+59.48 (83.08', RT) RIM 27.97 CB TYPE 2-48" STA. 151+86.32 (126.40', LT) RIM 29.14 CB TYPE 1 STA. 716+11.15 (93.44', RT) RIM 26.61 CB TYPE 2-60" STA. 151+86.65 (183.35', LT) RIM 28.89 CB TYPE 1 STA. 203+19.47 (86.75', RT) RIM 27.00 FILTERRA FT0404 STA. 202+30.86 (330.22', RT) RIM 26.55 PIPES IN IE 24.57 (W) IE 19.98 (SE) IE 23.29 (N) IE 24.80 (E) IE 21.00 (S) IE 19.50 (E) IE 23.98 (S) PIPES OUT IE 24.67 (E) IE 24.57 (N) IE 19.98 (N) IE 23.29 (E) IE 19.50 (W) IE 23.98 (N) IE 24.80 (N) EX EX KEY NOTES: INSTALL CATCH BASIN TYPE 1 PER COR STD PLAN 200.00, WITH RECTANGULAR FRAME AND VANED GRATE PER COR STD PLANS 204.00 AND 204.20, RESPECTIVELY. INSTALL CATCH BASIN TYPE 2 PER COR STD PLAN 201.00, WITH STORM ROUND FRAME AND COVER (PRIVATE) PER COR STD PLAN 204.40. INSTALL FILTERRA OFFLINE UNIT FT0404. SEE DWG. BT120-CDD501 FOR DETAILS. ADJUST RIM TO GRADE. EXISTING SD PIPE TO REMAIN. CUT AND CAP EXISTING PIPE. SAWCUT AND REMOVE SECTION OF EXISTING 30-INCH STORM DRAIN PIPE. INSTALL CATCH BASIN TYPE 2 PER COR STD PLAN 201.00 WITH STORM ROUND FRAME AND COVER PER COR STD PLAN 204.50. CONNECT EXISTING 30-INCH STORM DRAIN PIPES (E&W) AND THE NEW 12-INCH PIPE (SE) TO THE NEW CATCH BASIN. 1 21 22 23 3 27 16 GENERAL NOTES: 1.SEE CDD SHEETS FOR DRAINAGE DETAILS. 2.SEE CRY SHEETS FOR TYPICAL ROADWAY SECTIONS. 3.SEE CSP SHEETS FOR SITE PREPARATION PLANS. 4.SEE CPP SHEETS FOR PAVING PLANS. 5.SEE UCP SHEETS FOR EXISTING STORM STRUCTURES/PIPES REMOVAL, AND UTILITIES PLANS. 6.EXISTING FACILITIES TO BE PROTECTED-IN-PLACE UNLESS OTHERWISE NOTED. 7.FOR PROPOSED IMPROVEMENTS NOT SHOWN, SEE PAVING, TRAFFIC, AND UTILITY SHEETS. S D S D S D SD SD 2 7 29 27 27 27302829 27 28 262 7 27 28 29 28 27 2 9 29 28 2 7 29 28 27 26 27 28 26 SD 26 26 26 27 26 27 26 29 29 2 7 28 26 X X X X X X X X X X X X X X ASPH ASPH ASPH VLT SSMH 36"Ø C O N C RIM=2 7 . 9 7 IE 8" V C N E = 1 4 . 5 IE 8" C O N C S = 1 3 . 9 2.3' X 2 . 0 ' C O N C RIM=2 5 . 3 7 CB 2.1' X 1 . 9 ' C O N C RIM=2 6 . 6 1 IE 12 " D I S E = 2 2 . 7 IE 12 " D I W = 2 2 . 7 WAT=2 2 . 6 B O T = 1 9 . 8 INLE T RIM=2 6 . 8 8 CB 2.1' X 1 . 8 ' C O N C RIM=2 6 . 4 2 IE 12 " C P P N W = 2 3 . 6 WAT=2 3 . 2 B O T = 2 1 . 8 INLE T RIM=2 8 . 7 5 SDMH 48"Ø B R I C K RIM=2 8 . 8 9 IE 30 " C O N C E = 1 9 . 9 IE 24 " C O N C W = 1 9 . 8 WAT=2 0 . 4 B O T = 1 9 . 5 CB RIM=2 6 . 7 8 IE 8" D I S = 2 5 . 5 WAT=2 5 . 3 B O T = 2 2 . 9 CB RIM=2 5 . 9 0 CB 2.3' X 2 . 2 ' C O N C RIM=2 5 . 6 5 IE 6" D I S = 2 4 . 5 WAT=2 4 . 4 B O T = 2 1 . 3 S D S D SS SS SS SS SS SS SS SS SS S S S S S S S S S S S S S D HH S W OE OE OE SW D R W E E E E RIM= 2 8 . 6 6 WV WV HH HH HH 3HH HH HH HH 4ELE C VLT HH WM E E E E E E E W E E E E E E E E E E E E E E E E E E E FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO SD SD SD FO FO FO FO FO FO FO FO FO FO FO S D S D SD SD SD SD SD SD SD SD SD SD SD SD SS SS SS SS SS E FOF O FO X X X X X X X X X X 6' TE M P C L E F X X X X X X X X X 6' TE M P C L E F X X / / / / / / / / / / / / / / / / / / / / / / / / / / / / // / / / / / / / / / / / / / / / / / / / / / / / OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE OE INLE T RIM E L = 2 6 . 7 8 UNAB L E T O O P E N CB60" CO N C RIM EL = 2 8 . 3 5 IE 24" C P P N = 1 9 . 4 IE 30" C P P N E = 1 9 . 8 IE 12" C P P S = 2 1 . 7 IE 36" C P P S W = 1 9 . 6 BOT=1 7 . 8 SDMH 48" CO N C RIM EL = 2 8 . 7 1 IE 12" D I N = 2 2 . 6 IE 12" D I S = 2 2 . 8 WAT=2 2 . 6 B O T = 2 0 . 6 INLE T RIM E L = 2 6 . 9 3 NEED S T R A F F I C C O N T R O L CB1.7' X 2 . 2 ' C O N C RIM EL = 2 6 . 5 5 IE 4" C O N C W = 2 5 . 2 WAT=2 5 . 2 B O T = 2 4 . 9 SD F O FO F O R E N T O N 2-ZA Y O F O C C C C C C C C C C C C C C C E E E E E E E E E E E E E E E E E E E E E E UTIL VLT E HH E E FO FO FO FO FO FO FO FO E E E E E E E E E E E E E E E E FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO W E E E E E E E E E C C C C C C C C C C C C C C FO FO FO FO FO FO FO FO FO FO FO FO F O F O F O F O F O E E E E E E E E E E E E E E FO FO FO FO FO FO FO FO FO FO FO FO FO W W W W W W W W W W W W 5'9" D P 7'2" D P 6'5" D P 7' D P 6'6" D P 3'8" D P 4'9" D P 4'10 " D P 3' D P 5'8" D P 5'9" D P 5'10 " D P 6'2" D P 5'5" D P 4'7" D P E EE E E E E F O F O F O E SD SD SD SD S G R A D Y W A Y R A I N I E R A V E S GRA D Y 1 5 3 + 0 0 GRA D Y 1 5 4 + 0 0 R A I N I E R 2 0 2 + 0 0 63 LF 12" SD @ 1.88% 205-78 1 5 4 L F 1 2 " S D @ 1 . 0 9 % 205-50 1 205-49 1 205-76 1 19 LF 12" SD @ 0.53% 205-77 27 5 7 L F 1 2 " S D @ 1 . 7 9 % 205-51 3 60 LF 12" SD @ 7.18% FIL -2 16 EX. 205-04 21 2 9 2 9 / / / / SS WSD O T F O 20 40 SCALE IN FEET 01020 (1" = 20') STRIDE BUS RAPID TRANSIT SOUTH RENTON TRANSIT CENTER BT105 R. PARGAS 01/31/2023 J. ALTCHECH 01/31/2023 01/31/2023 CIVIL DRAINAGE PLAN BT120-CDP205 BT120 ###---- L. JACOBS H. ONG R. PARISH L. THOMSEN ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ RTA/LR 0206-19 1"=20' N No.DATE DSN CHK APP REVISION SUBMITTED BY:DATE:REVIEWED BY:DATE:DATE: CONTRACT No.: FILENAME: SCALE:DRAWING No.: SHEET No.:REV: LI N E I S 1 " A T FU L L S C A L E DESIGNED BY: DRAWN BY: CHECKED BY: APPROVED BY: 02 / 0 6 / 2 4 | 8: 5 1 A M | JO H N Y C: \ P W W O R K I N G \ J A C O B S _ B & I \ J E G _ E X - Y U E N J \ D 0 4 3 6 1 2 0 \ S 1 - B T 1 2 0 - C D P 2 0 1 - 2 0 5 . D W G S1-BT120-CDP201-205 FACILITY ID: PACKAGE #AHJ: NOT FOR CONSTRUCTION Xrefs: xS1-BT120-VRX001 xS1-BT120-CDN001 xS1-BTP120-CDP001 xS1-BTP120-CPP001 xBRT-CUD05-TB22x34 xS1-BTP120-GZK020 xS1-BTP120-CAP001 xS1-BTP120-VSF100 xS1-BT120-CGP001 xS1-BT120-CMP001 xS1-BT120-APP211 GB-SEAL-JY35420 xS1-BT120-CABS_BIOSWALE CUP - Storm Drain Layout OSBORN CONSULTING INCORPORATED MAT C H L I N E SEE D W G BT1 2 0 - C D P 1 0 4 22 MATCHLINE: SEE DWG BT120-CDP203 M A T C H L I N E : S E E D W G B T 1 2 0 - C D P 1 0 1 102 103 106 201 202 203 204 205 SW 7TH ST RA I N I E R AV E S HA R D I E AV E S W SR - 1 6 7 KEY MAP SW GRA D Y WAY 101 104 105 23 21 10 15 20 25 30 35 40 10 15 20 25 30 35 40 26 . 4 ' 28 . 2 6 ' 27 . 0 ' 29 . 1 7 ' 25 . 8 ' 29 . 1 7 ' 27 . 8 ' 28 . 6 7 ' 27 . 5 ' 27 . 3 2 ' 27 . 5 ' 26 . 7 9 ' 26 . 6 28 . 5 9 27 . 3 28 . 6 4 27 . 9 28 . 6 0 26 . 5 29 . 0 4 25 . 8 29 . 1 5 25 . 4 29 . 1 9 27 . 4 29 . 0 8 27 . 5 28 . 9 3 27 . 7 28 . 6 4 27 . 8 28 . 1 9 27 . 8 27 . 8 3 27 . 8 27 . 4 9 124 LF 27" CONC SD @ 0.06%138 LF 27" CONC SD @ 0.06%112 LF 27" CONC SD @ 0.06% 38 LF 27" CONC SD @ 0.05%112 LF 27" CONC SD @ 0.06%138 LF 27" CONC SD @ 0.06%124 LF 27" CONC SD @ 0.06% 20 4 - 4 2 , C B T Y P E 2 - 6 0 " BT P 1 2 0 - C - R A I L A K D W ST A . 7 1 9 + 5 7 . 7 4 , 8 7 . 8 1 ' L T RI M 2 8 . 2 6 27 " I E ( O U T ) 1 9 . 7 7 ( S W ) 20 4 - 4 3 , C B T Y P E 2 - 6 0 " BT P 1 2 0 - C - R A I L A K D W ST A . 7 1 8 + 6 9 . 9 3 , 0 . 0 1 ' R T RI M 2 9 . 0 4 27 " I E ( I N ) 1 9 . 7 0 ( N E ) 27 " I E ( O U T ) 1 9 . 7 0 ( W ) 20 4 - 4 4 , C B T Y P E 2 - 6 0 " BT P 1 2 0 - C - R A I L A K D W ST A . 7 1 7 + 3 2 . 2 5 , 0 . 0 3 ' R T RI M 2 8 . 8 3 27 " I E ( I N ) 1 9 . 6 2 ( E ) 27 " I E ( O U T ) 1 9 . 6 2 ( W ) 20 3 - 4 5 , C B T Y P E 2 - 6 0 " BT P 1 2 0 - C - R A I L A K D W ST A . 7 1 6 + 4 8 . 9 1 , 6 3 . 0 4 ' R T RI M 2 7 . 5 0 27 " I E ( I N ) 1 9 . 5 5 ( E ) 12 " I E ( I N ) 2 3 . 0 0 ( W ) 27 " I E ( O U T ) 1 9 . 5 5 ( N W ) 20 3 - 4 6 , C B T Y P E 2 - 6 0 " BT P 1 2 0 - C - R A I L A K D W ST A . 7 1 6 + 1 1 . 0 9 , 5 8 . 4 9 ' R T RI M 2 7 . 1 8 27 " I E ( I N ) 1 9 . 5 3 ( S E ) 30 " I E ( O U T ) 1 9 . 5 3 ( W ) FINISHED GRADE @ PIPE CL EXISTING GROUND @ PIPE CL 10 15 20 25 30 35 40 10 15 20 25 30 35 40 ''27 . 2 ' 27 . 5 2 ' 27 . 1 27 . 5 7 26 . 8 27 . 6 5 26 . 1 27 . 4 9 25 . 9 ' 27 . 9 3 ' 26 . 0 27 . 6 4 26 . 3 27 . 8 6 26 . 5 28 . 1 5 26 . 5 ' 28 . 4 7 ' 26 . 6 28 . 8 0 26 . 6 29 . 1 2 26 . 7 29 . 4 1 26 . 8 ' 29 . 5 5 ' 26 . 8 29 . 5 2 26 . 9 29 . 3 3 26 . 9 29 . 0 2 27 . 0 ' 28 . 6 9 ' 27 . 4 28 . 3 7 27 . 9 28 . 0 5 27 . 9 27 . 7 3 27 . 5 ' 27 . 4 1 ' 27 . 4 27 . 0 9 27 . 6 26 . 6 2 '' 20 2 - 2 6 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 4 + 0 5 . 2 3 , 2 2 . 1 1 ' R T RI M 2 7 . 6 0 12 " I E ( I N ) 2 4 . 4 8 ( S ) 12 " I E ( O U T ) 2 4 . 4 8 ( E ) 20 2 - 2 5 , C B T Y P E 2 - 4 8 " BT 1 2 0 - C - S T C ST A . 6 1 5 + 6 1 . 7 1 , 1 8 . 9 6 ' R T RI M 2 9 . 5 4 12 " I E ( I N ) 2 3 . 6 8 ( W ) 12 " I E ( O U T ) 2 3 . 6 8 ( E ) 20 2 - 2 4 , C B T Y P E 2 - 4 8 " BT 1 2 0 - C - N T C ST A . 5 1 6 + 8 8 . 4 9 , 8 5 . 0 0 ' R T RI M 2 8 . 0 1 12 " I E ( I N ) 2 2 . 9 0 ( W ) 12 " I E ( I N ) 2 2 . 0 1 ( E ) 12 " I E ( O U T ) 2 2 . 0 1 ( S ) 20 4 - 2 7 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 4 + 0 3 . 2 1 , 6 9 . 1 5 ' R T RI M 2 7 . 3 7 12 " I E ( I N ) 2 4 . 7 2 ( S W ) 12 " I E ( O U T ) 2 4 . 7 2 ( N ) FINISHED GRADE @ PIPE CL EXISTING GROUND @ PIPE CL20 2 - 6 1 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 4 + 0 7 . 1 9 , 3 4 . 3 9 ' R T RI M 2 7 . 6 4 12 " I E ( I N ) 2 4 . 5 4 ( S ) 12 " I E ( O U T ) 2 4 . 5 4 ( N ) 10 6 - 2 8 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 8 + 0 6 . 1 6 , 1 8 . 1 5 ' R T RI M 2 6 . 7 9 12 " I E ( I N ) 2 2 . 4 5 ( N ) 12 " I E ( I N ) 2 2 . 4 5 ( E ) 12 " I E ( O U T ) 2 2 . 4 5 ( W ) 35 LF 12" DI SD @ 0.50% 13 LF 12" CONC SD @ 0.50% 161 LF 12" CONC SD @ 0.50% 156 LF 12" CONC SD @ 0.50% 88 LF 12" CONC SD @ 0.50% 10 6 - 5 6 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 8 + 3 6 . 2 5 , 1 8 . 1 7 ' R T RI M 2 6 . 2 0 12 " I E ( O U T ) 2 2 . 9 3 ( W ) 30 LF 12" CONC SD @ 1.60% 20 3 - 8 3 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 3 + 8 9 . 7 0 , 1 1 6 . 9 3 ' R T RI M 2 7 . 5 8 12 " I E ( I N ) 2 4 . 9 9 ( S ) 12 " I E ( O U T ) 2 4 . 9 9 ( N E ) 20 3 - 8 2 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 3 + 9 2 . 3 0 , 1 5 1 . 9 2 ' R T RI M 2 7 . 6 9 12 " I E ( O U T ) 2 5 . 1 7 ( N ) 35 LF 12" DI SD @ 0.51% 53 LF 12" DI SD @ 0.51% 10 15 20 25 30 35 40 10 15 20 25 30 35 40 ''27 . 1 ' 26 . 7 1 ' 27 . 4 26 . 3 9 27 . 4 26 . 0 6 27 . 6 25 . 7 4 '' 20 4 - 3 2 , C B T Y P E 1 BT P 1 2 0 - C - R A I L A K D W ST A . 7 2 0 + 3 6 . 9 7 , 2 2 . 8 3 ' L T RI M 2 6 . 7 1 12 " I E ( I N ) 2 2 . 0 6 ( S E ) 12 " I E ( I N ) 2 2 . 0 6 ( N E ) 12 " I E ( O U T ) 2 2 . 0 6 ( N W ) 84 LF 12" CONC SD @ 0.54% EXISTING GROUND @ PIPE CL FINISHED GRADE @ PIPE CL 20 4 - 3 9 , C B T Y P E 1 BT P 1 2 0 - C - R A I L A K D W ST A . 7 2 1 + 2 0 . 5 1 , 2 2 . 8 3 ' L T RI M 2 5 . 6 3 12 " I E ( O U T ) 2 2 . 5 1 ( S W ) SCALE IN FEET 02.5 55 10 (1" = 5') STRIDE BUS RAPID TRANSIT SOUTH RENTON TRANSIT CENTER BT105 R. PARGAS 01/31/2023 J. ALTCHECH 01/31/2023 01/31/2023 CIVIL DRAINAGE PROFILE BT120-CDV201 BT120 ###---- L. JACOBS H. ONG R. PARISH L. THOMSEN ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ RTA/LR 0206-19 AS NOTED No.DATE DSN CHK APP REVISION SUBMITTED BY:DATE:REVIEWED BY:DATE:DATE: CONTRACT No.: FILENAME: SCALE:DRAWING No.: SHEET No.:REV: LI N E I S 1 " A T FU L L S C A L E DESIGNED BY: DRAWN BY: CHECKED BY: APPROVED BY: 02 / 0 6 / 2 4 | 8: 5 4 A M | JO H N Y C: \ P W W O R K I N G \ J A C O B S _ B & I \ J E G _ E X - Y U E N J \ D 0 4 3 6 1 2 0 \ S 1 - B T 1 2 0 - C D V 2 0 1 - 2 0 5 . D W G S1-BT120-CDV201-205 FACILITY ID: PACKAGE #AHJ: NOT FOR CONSTRUCTION Xrefs: xBRT-CUD05-TB22x34 xS1-BT120-CDV001 GB-SEAL-JY35420 OSBORN CONSULTING INCORPORATED 20 40 SCALE IN FEET 01020 (1" = 20') (HOR.)(VERT.) 204-42 TO 203-46 SCALE 1" = 20' H, 1" = 5' V 203-82 TO 106-56 SCALE 1" = 20' H, 1" = 5' V 204-32 TO 204-39 SCALE 1" = 20' H, 1" = 5' V 10 15 20 25 30 35 40 10 15 20 25 30 35 40 ''26 . 6 ' 24 . 8 5 ' 27 . 2 25 . 2 1 28 . 2 24 . 9 7 27 . 8 25 . 3 0 28 . 1 ' 25 . 6 3 ' 28 . 0 25 . 9 6 27 . 7 26 . 2 8 27 . 7 26 . 6 0 27 . 5 ' 26 . 9 3 ' 27 . 3 27 . 2 8 27 . 2 27 . 3 8 27 . 3 27 . 3 7 27 . 4 ' 27 . 2 4 ' 27 . 5 27 . 0 9 27 . 5 26 . 9 7 27 . 5 ' 27 . 4 2 ' 100 LF 12" DI SD @ 0.58% 20 1 - 1 0 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 2 + 5 7 . 1 5 , 4 0 . 3 3 ' R T RI M 2 6 . 2 3 12 " I E ( I N ) 2 2 . 4 8 ( S W ) 12 " I E ( I N ) 2 2 . 4 8 ( S E ) 12 " I E ( O U T ) 2 2 . 4 8 ( N W ) EXISTING GROUND @ PIPE CL FINISHED GRADE @ PIPE CL 65 LF 12" CONC SD @ 0.51% 43 LF 12" CONC SD @ 0.51%99 LF 12" CONC SD @ 0.50% 20 1 - 7 9 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 3 + 2 2 . 2 1 , 4 0 . 3 3 ' R T RI M 2 7 . 0 7 12 " I E ( I N ) 2 2 . 8 1 ( S E ) 12 " I E ( O U T ) 2 2 . 8 1 ( N W ) 20 3 - 6 5 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 3 + 5 6 . 5 6 , 6 6 . 5 6 ' R T RI M 2 7 . 4 0 12 " I E ( I N ) 2 3 . 0 3 ( S W ) 12 " I E ( O U T ) 2 3 . 0 3 ( N W ) 20 3 - 7 1 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 3 + 5 3 . 9 3 , 1 6 5 . 9 2 ' R T RI M 2 6 . 9 5 12 " I E ( O U T ) 2 3 . 5 3 ( N E ) 20 1 - 4 8 , C B T Y P E 2 - 4 8 " BT 1 2 0 - C - S T C ST A . 6 1 1 + 1 1 . 7 1 , 4 5 . 0 0 ' R T RI M 2 4 . 8 5 12 " I E ( I N ) 2 1 . 3 9 ( S W ) 12 " I E ( I N ) 2 1 . 3 9 ( E ) 18 " I E ( O U T ) 2 1 . 3 9 ( N W ) 45 LF 12" DI SD @ 1.13% 20 1 - 0 9 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 1 + 5 6 . 7 9 , 4 0 . 3 3 ' R T RI M 2 4 . 9 1 12 " I E ( I N ) 2 1 . 9 0 ( S ) 12 " I E ( I N ) 2 1 . 9 0 ( S E ) 12 " I E ( O U T ) 2 1 . 9 0 ( W ) 5 10 15 20 25 30 35 5 10 15 20 25 30 35 ''24 . 7 ' 23 . 6 7 ' 24 . 5 24 . 0 5 24 . 4 24 . 6 8 24 . 3 23 . 9 2 '''' 26 LF 8" DI SD @ 0.53% 36 LF 8" DI SD @ 0.53% 20 1 - 1 5 , C B T Y P E 1 BT 1 2 0 - C - N T C ST A . 5 1 0 + 8 1 . 2 9 , 1 5 . 8 6 ' R T RI M 2 3 . 9 9 8" I E ( I N ) 2 1 . 9 1 ( N E ) 8" I E ( O U T ) 2 1 . 9 1 ( S W ) L FINISHED GRADE @ PIPE C L EXISTING GROUND @ PIPE C 20 1 - 2 7 , C B T Y P E 1 BT 1 2 0 - C - N T C ST A . 5 1 0 + 9 2 . 1 2 , 1 8 . 6 0 ' L T RI M 2 3 . 8 2 8" I E ( O U T ) 2 2 . 1 0 ( S W ) 20 1 - 3 5 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 0 + 8 2 . 7 1 , 1 8 . 2 7 ' L T RI M 2 4 . 1 4 8" I E ( I N ) 2 1 . 7 7 ( N E ) 8" I E ( O U T ) 2 1 . 7 7 ( S ) 20 1 - 1 6 , C B T Y P E 2 - 4 8 " BT 1 2 0 - C - S T C ST A . 6 1 0 + 8 5 . 6 4 , 1 4 . 1 7 ' R T RI M 2 3 . 6 7 12 " I E ( I N ) 2 1 . 5 8 ( S E ) 8" I E ( I N ) 2 1 . 5 8 ( N ) 8" I E ( I N ) 2 1 . 5 8 ( W ) 18 " I E ( O U T ) 2 1 . 5 8 ( S W ) 33 LF 8" DI SD @ 0.58% 10 15 20 25 30 35 40 10 15 20 25 30 35 40 ''25 . 4 ' 24 . 4 6 ' 24 . 8 23 . 6 8 25 . 7 24 . 0 0 26 . 4 24 . 3 3 27 . 0 ' 24 . 6 5 ' 27 . 4 24 . 9 8 28 . 0 25 . 2 9 28 . 0 25 . 6 3 27 . 7 ' 25 . 9 5 ' 27 . 7 26 . 2 8 27 . 3 26 . 5 9 '' 20 1 - 5 3 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 2 + 3 1 . 1 3 , 1 4 . 1 7 ' R T RI M 2 5 . 5 4 12 " I E ( I N ) 2 2 . 3 3 ( S E ) 12 " I E ( O U T ) 2 2 . 3 3 ( N W ) 20 1 - 0 4 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 2 + 6 8 . 3 6 , 1 4 . 1 7 ' R T RI M 2 6 . 0 2 12 " I E ( I N ) 2 2 . 5 2 ( S E ) 12 " I E ( I N ) 2 2 . 5 2 ( N E ) 12 " I E ( O U T ) 2 2 . 5 2 ( N W ) EXISTING GROUND @ PIPE CL FINISHED GRADE @ PIPE CL MW S - 6 7 , M W S 8 x 8 BT 1 2 0 - C - S T C ST A . 6 1 0 + 8 5 . 6 7 , 2 1 . 5 7 ' R T RI M 2 4 . 3 0 18 " I E ( I N ) 2 1 . 5 4 ( N E ) 18 " I E ( O U T ) 2 0 . 5 0 ( S W ) 20 1 - 0 7 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 3 + 2 2 . 2 1 , 1 4 . 1 7 ' R T RI M 2 6 . 7 1 12 " I E ( O U T ) 2 2 . 7 9 ( N W ) 37 LF 12" DI SD @ 0.51% 145 LF 12" DI SD @ 0.52% 20 1 - 1 6 , C B T Y P E 2 - 4 8 " BT 1 2 0 - C - S T C ST A . 6 1 0 + 8 5 . 6 4 , 1 4 . 1 7 ' R T RI M 2 3 . 6 7 12 " I E ( I N ) 2 1 . 5 8 ( S E ) 8" I E ( I N ) 2 1 . 5 8 ( N ) 8" I E ( I N ) 2 1 . 5 8 ( W ) 18 " I E ( O U T ) 2 1 . 5 8 ( S W ) 20 1 - 3 1 , C B T Y P E 2 - 4 8 " BT 1 2 0 - C - S T C ST A . 6 1 0 + 8 5 . 6 4 , 3 6 . 7 4 ' R T RI M 2 4 . 4 6 18 " I E ( I N ) 2 0 . 4 2 ( N E ) 18 " I E ( I N ) 2 0 . 7 5 ( S W ) 12 " I E ( O U T ) 2 0 . 6 7 ( N W ) 15 LF 18" DI SD @ 0.53% 7 LF 18" DI SD @ 0.54% 54 LF 12" DI SD @ 0.50% 5 10 15 20 25 30 35 5 10 15 20 25 30 35 ''23 . 4 ' 23 . 4 5 ' 23 . 8 23 . 7 7 '' 25 LF 8" DI SD @ 0.52% 7 LF 8" DI SD @ 0.61% 20 1 - 6 0 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 0 + 5 5 . 1 7 , 1 8 . 6 0 ' R T RI M 2 3 . 4 6 8" I E ( O U T ) 2 1 . 7 5 ( E ) 20 1 - 5 9 , C B T Y P E 2 - 4 8 " BT 1 2 0 - C - S T C ST A . 6 1 0 + 6 0 . 7 2 , 1 5 . 1 3 ' R T RI M 2 3 . 4 8 8" I E ( I N ) 2 1 . 7 1 ( W ) 8" I E ( O U T ) 2 1 . 7 1 ( E ) 20 1 - 1 6 , C B T Y P E 2 - 4 8 " BT 1 2 0 - C - S T C ST A . 6 1 0 + 8 5 . 6 4 , 1 4 . 1 7 ' R T RI M 2 3 . 6 7 12 " I E ( I N ) 2 1 . 5 8 ( S E ) 8" I E ( I N ) 2 1 . 5 8 ( N ) 8" I E ( I N ) 2 1 . 5 8 ( W ) 18 " I E ( O U T ) 2 1 . 5 8 ( S W ) L FINISHED GRADE @ PIPE C L EXISTING GROUND @ PIPE C 10 15 20 25 30 35 40 10 15 20 25 30 35 40 27 . 5 ' 27 . 4 2 ' 27 . 4 27 . 4 6 27 . 2 ' 27 . 4 2 ' 26 . 8 26 . 9 1 27 . 2 26 . 7 8 28 . 5 26 . 6 6 28 . 9 ' 27 . 0 5 ' 27 . 8 27 . 3 6 '' 20 3 - 7 4 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 3 + 7 0 . 8 1 , 1 8 3 . 6 2 ' R T RI M 2 6 . 9 8 12 " I E ( O U T ) 2 3 . 8 5 ( S W ) 45 LF 12" CONC SD @ 0.51% 20 3 - 7 2 , C B T Y P E 1 BT 1 2 0 - C - G R A D Y ST A . 1 5 3 + 9 6 . 9 2 , 2 1 4 . 1 4 ' L T RI M 2 6 . 9 2 12 " I E ( I N ) 2 3 . 6 2 ( N E ) 12 " I E ( O U T ) 2 3 . 6 2 ( S ) 63 LF 12" CONC SD @ 0.52% 20 5 - 7 6 , C B T Y P E 1 BT P 1 2 0 - C - R A I L A K D W ST A . 7 1 6 + 1 1 . 1 5 , 9 3 . 4 4 ' R T RI M 2 6 . 6 1 12 " I E ( I N ) 2 3 . 2 9 ( N ) 6" I E ( I N ) 2 4 . 8 0 ( E ) 12 " I E ( O U T ) 2 3 . 2 9 ( E ) 20 3 - 4 5 , C B T Y P E 2 - 6 0 " BT P 1 2 0 - C - R A I L A K D W ST A . 7 1 6 + 4 8 . 9 1 , 6 3 . 0 4 ' R T RI M 2 7 . 5 0 27 " I E ( I N ) 1 9 . 5 5 ( E ) 12 " I E ( I N ) 2 3 . 0 0 ( W ) 27 " I E ( O U T ) 1 9 . 5 5 ( N W ) 48 LF 12" DI SD @ 0.60% EXISTING GROUND @ PIPE C L FINISHED GRADE @ PIPE C L L EXISTING 30" CONC SD SCALE IN FEET 02.5 55 10 (1" = 5') STRIDE BUS RAPID TRANSIT SOUTH RENTON TRANSIT CENTER BT105 R. PARGAS 01/31/2023 J. ALTCHECH 01/31/2023 01/31/2023 CIVIL DRAINAGE PROFILE BT120-CDV202 BT120 ###---- L. JACOBS H. ONG R. PARISH L. THOMSEN ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ RTA/LR 0206-19 1"=20' No.DATE DSN CHK APP REVISION SUBMITTED BY:DATE:REVIEWED BY:DATE:DATE: CONTRACT No.: FILENAME: SCALE:DRAWING No.: SHEET No.:REV: LI N E I S 1 " A T FU L L S C A L E DESIGNED BY: DRAWN BY: CHECKED BY: APPROVED BY: 02 / 0 6 / 2 4 | 8: 5 6 A M | JO H N Y C: \ P W W O R K I N G \ J A C O B S _ B & I \ J E G _ E X - Y U E N J \ D 0 4 3 6 1 2 0 \ S 1 - B T 1 2 0 - C D V 2 0 1 - 2 0 5 . D W G S1-BT120-CDV201-205 FACILITY ID: PACKAGE #AHJ: NOT FOR CONSTRUCTION Xrefs: xBRT-CUD05-TB22x34 xS1-BT120-CDV001 GB-SEAL-JY35420 OSBORN CONSULTING INCORPORATED 20 40 SCALE IN FEET 01020 (1" = 20') (HOR.)(VERT.) 201-16 TO 201-27 SCALE 1" = 20' H, 1" = 5' V 201-48 TO 203-71 SCALE 1" = 20' H, 1" = 5' V 201-31 TO 201-07 SCALE 1" = 20' H, 1" = 5' V 201-60 TO 201-16 SCALE 1" = 20' H, 1" = 5' V 203-74 TO 203-45 SCALE 1" = 20' H, 1" = 5' V 10 15 20 25 30 35 40 10 15 20 25 30 35 40 ''26 . 6 ' 26 . 7 5 ' 26 . 8 26 . 4 2 27 . 3 26 . 1 0 27 . 5 25 . 7 7 27 . 5 ' 25 . 9 4 ' 27 . 4 25 . 4 3 '' 20 4 - 3 4 , C B T Y P E 1 BT P 1 2 0 - C - R A I L A K D W ST A . 7 2 0 + 4 9 . 1 5 , 1 1 . 1 6 ' R T RI M 2 6 . 7 5 12 " I E ( I N ) 2 2 . 2 5 ( N E ) 12 " I E ( O U T ) 2 2 . 2 5 ( N W ) 88 LF 12" DI SD @ 0.50% 20 4 - 3 5 , C B T Y P E 1 BT P 1 2 0 - C - R A I L A K D W ST A . 7 2 1 + 3 7 . 6 5 , 1 1 . 2 7 ' R T RI M 2 5 . 5 5 12 " I E ( I N ) 2 2 . 6 9 ( E ) 12 " I E ( I N ) 2 2 . 6 9 ( N W ) 12 " I E ( O U T ) 2 2 . 6 9 ( S W ) 12 " I E ( O U T ) 2 2 . 6 9 ( S E ) 16 LF 12" DI SD @ 0.50% FINISHED GRADE @ PIPE CL EXISTING GROUND @ PIPE CL 36 LF 12" DI SD @ 0.50% 10 6 - 5 5 , C B T Y P E 1 BT P 1 2 0 - C - R A I L A K D W ST A . 7 2 1 + 6 0 . 1 2 , 1 6 . 1 7 ' R T RI M 2 5 . 4 5 12 " I E ( I N ) 2 2 . 7 7 ( N E ) 12 " I E ( O U T ) 2 2 . 7 7 ( W ) 10 6 - 1 2 , C B T Y P E 1 BT P 1 2 0 - C - R A I L A K D W ST A . 7 2 1 + 7 2 . 8 0 , 1 7 . 3 3 ' L T RI M 2 5 . 3 1 12 " I E ( O U T ) 2 2 . 9 5 ( S W ) 10 15 20 25 30 35 40 10 15 20 25 30 35 40 ''25 . 2 ' 25 . 2 4 ' 24 . 9 24 . 9 4 '' 20 3 - 7 3 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 1 + 7 3 . 4 5 , 6 1 . 8 3 ' R T RI M 2 5 . 2 4 12 " I E ( O U T ) 2 2 . 0 4 ( N ) 27 LF 12" CONC SD @ 0.51% 20 1 - 0 9 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 1 + 5 6 . 7 9 , 4 0 . 3 3 ' R T RI M 2 4 . 9 1 12 " I E ( I N ) 2 1 . 9 0 ( S ) 12 " I E ( I N ) 2 1 . 9 0 ( S E ) 12 " I E ( O U T ) 2 1 . 9 0 ( W ) 5 10 15 20 25 30 35 ''26 . 6 ' 24 . 0 9 ' 26 . 6 26 . 8 2 26 . 9 27 . 3 0 27 . 3 27 . 0 6 27 . 4 ' 27 . 2 3 ' 27 . 3 27 . 0 6 27 . 4 27 . 4 9 27 . 6 27 . 9 6 27 . 9 ' 28 . 4 3 ' ' 9 LF 12" CONC SD @ 0.56% 20 4 - 2 1 , C B T Y P E 2 - 4 8 " BT P 1 2 0 - C - R A I L A K D W ST A . 7 2 0 + 5 6 . 4 3 , 4 7 . 2 8 ' L T RI M 2 7 . 2 3 12 " I E ( I N ) 1 9 . 8 7 ( S W ) 12 " I E ( O U T ) 1 9 . 8 7 ( N W ) 17 LF 12" CONC SD @ 0.81% 25 LF 12" CONC SD @ 0.79% 20 4 - 3 2 , C B T Y P E 1 BT P 1 2 0 - C - R A I L A K D W ST A . 7 2 0 + 3 6 . 9 7 , 2 2 . 8 3 ' L T RI M 2 6 . 7 1 12 " I E ( I N ) 2 2 . 0 6 ( S E ) 12 " I E ( I N ) 2 2 . 0 6 ( N E ) 12 " I E ( O U T ) 2 2 . 0 6 ( N W ) 12 LF 12" CONC SD @ 0.50% 20 4 - 3 3 , C B T Y P E 1 BT P 1 2 0 - C - R A I L A K D W ST A . 7 2 0 + 4 0 . 8 5 , 1 1 . 1 7 ' L T RI M 2 6 . 8 5 12 " I E ( I N ) 2 2 . 1 2 ( S E ) 12 " I E ( O U T ) 2 2 . 1 2 ( N W ) 20 4 - 3 4 , C B T Y P E 1 BT P 1 2 0 - C - R A I L A K D W ST A . 7 2 0 + 4 9 . 1 5 , 1 1 . 1 6 ' R T RI M 2 6 . 7 5 12 " I E ( I N ) 2 2 . 2 5 ( N E ) 12 " I E ( O U T ) 2 2 . 2 5 ( N W ) OUTLET FROM SWALE IE 24.08 20 2 - 2 4 , C B T Y P E 2 - 4 8 " BT 1 2 0 - C - S T C ST A . 6 1 7 + 1 7 . 9 1 , 1 9 . 0 0 ' R T RI M 2 8 . 0 1 12 " I E ( I N ) 2 2 . 9 0 ( W ) 12 " I E ( I N ) 2 2 . 0 1 ( E ) 12 " I E ( O U T ) 2 2 . 0 1 ( S ) MW S - 7 0 , M W S 6 x 8 BT P 1 2 0 - C - R A I L A K D W ST A . 7 2 0 + 7 8 . 5 5 , 7 7 . 9 4 ' L T RI M 2 7 . 0 8 12 " I E ( I N ) 2 1 . 2 1 ( N ) 12 " I E ( O U T ) 2 0 . 1 4 ( S ) EX . 2 0 4 - 0 2 , E X . C B 6 0 " D I A BT P 1 2 0 - C - R A I L A K D W ST A . 7 2 0 + 5 6 . 4 3 , 5 6 . 1 9 ' L T RI M 2 7 . 4 0 12 " I E ( I N ) 1 9 . 9 1 ( N ) 12 " I E ( I N ) 1 9 . 8 2 ( S E ) 27 " I E ( I N ) 1 9 . 4 0 ( E ) 27 " I E ( O U T ) 1 9 . 8 0 ( W ) E X . C O N C 20 4 - 2 2 , C B T Y P E 2 - 4 8 " BT P 1 2 0 - C - R A I L A K D W ST A . 7 2 0 + 6 7 . 1 5 , 6 6 . 7 2 ' L T RI M 2 7 . 0 7 12 " I E ( I N ) 1 9 . 9 9 ( N ) 12 " I E ( O U T ) 1 9 . 9 9 ( S ) 20 4 - 2 3 , C B T Y P E 2 - 4 8 " BT 1 2 0 - C - S T C ST A . 6 1 7 + 0 2 . 8 1 , 7 6 . 2 2 ' R T RI M 2 7 . 5 6 12 " I E ( I N ) 2 1 . 3 4 ( N ) 12 " I E ( I N ) 2 1 . 7 1 ( N W ) 12 " I E ( O U T ) 2 1 . 3 4 ( S ) 24 LF 12" CONC SD @ 0.53% 15 LF 12" CONC SD @ 0.53% 16 LF 12" CONC SD @ 0.94% 14 LF 12" CONC SD @ 0.93% 59 LF 12" CONC SD @ 1.13% MW S - 6 9 , M W S 4 x 8 BT P 1 2 0 - C - R A I L A K D W ST A . 7 2 0 + 3 9 . 0 6 , 4 7 . 2 8 ' L T RI M 2 7 . 4 3 12 " I E ( I N ) 2 1 . 8 7 ( S E ) 12 " I E ( O U T ) 2 0 . 0 1 ( N E ) EX . C O N C 5 10 15 20 25 30 35 5 10 15 20 25 30 35 ''27 . 3 ' 26 . 6 3 ' 26 . 0 26 . 0 7 26 . 0 26 . 0 2 '' 10 6 - 1 9 , C B T Y P E 1 BT 1 2 0 - C - L A K E ST A . 4 0 3 + 6 7 . 7 8 , 1 3 . 7 8 ' R T RI M 2 5 . 5 3 12 " I E ( O U T ) 2 2 . 0 2 ( W ) 10 6 - 2 0 , C B T Y P E 1 BT 1 2 0 - C - L A K E ST A . 4 0 3 + 6 6 . 4 0 , 2 5 . 1 7 ' L T RI M 2 6 . 4 1 12 " I E ( I N ) 2 1 . 8 2 ( N ) 12 " I E ( I N ) 2 1 . 8 2 ( E ) 12 " I E ( O U T ) 2 1 . 8 2 ( S ) 39 LF 12" CONC SD @ 0.51% 10 15 20 25 30 35 40 10 15 20 25 30 35 40 ''27 . 6 ' 27 . 2 8 ' 27 . 4 27 . 2 6 27 . 5 27 . 5 7 27 . 8 27 . 1 7 27 . 9 ' 26 . 6 0 ' 27 . 9 26 . 3 8 '' 10 6 - 2 9 , C B T Y P E 1 BT 1 2 0 - C - N T C ST A . 5 1 7 + 7 6 . 7 4 , 1 4 . 1 7 ' L T RI M 2 6 . 6 0 12 " I E ( I N ) 2 2 . 9 5 ( E ) 12 " I E ( O U T ) 2 2 . 9 5 ( S ) FINISHED GRADE @ PIPE CL EXISTING GROUND @ PIPE CL 10 6 - 2 8 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 8 + 0 6 . 1 6 , 1 8 . 1 5 ' R T RI M 2 6 . 7 9 12 " I E ( I N ) 2 2 . 4 5 ( N ) 12 " I E ( I N ) 2 2 . 4 5 ( E ) 12 " I E ( O U T ) 2 2 . 4 5 ( W ) 98 LF 12" CONC SD @ 0.51% 30 LF 12" CONC SD @ 0.50% 10 6 - 5 4 , C B T Y P E 1 BT 1 2 0 - C - N T C ST A . 5 1 8 + 0 6 . 4 5 , 1 4 . 2 5 ' L T RI M 2 6 . 3 6 12 " I E ( O U T ) 2 3 . 1 0 ( W ) 5 10 15 20 25 30 35 5 10 15 20 25 30 35 ''25 . 5 ' 25 . 6 2 ' '' MW S - 3 6 , M W S 4 x 4 BT 1 2 0 - C - L A K E ST A . 4 0 2 + 5 3 . 0 7 , 2 1 . 5 6 ' L T RI M 2 5 . 6 2 12 " I E ( I N ) 2 1 . 2 6 ( E ) 12 " I E ( O U T ) 2 0 . 6 5 ( S ) 7 LF 12" CONC SD @ 0.00% 10 6 - 3 7 , C B T Y P E 1 BT 1 2 0 - C - L A K E ST A . 4 0 2 + 5 3 . 4 7 , 1 4 . 2 6 ' L T RI M 2 5 . 0 8 12 " I E ( I N ) 2 1 . 2 6 ( N ) 12 " I E ( O U T ) 2 1 . 2 6 ( W ) SCALE IN FEET 02.5 55 10 (1" = 5') STRIDE BUS RAPID TRANSIT SOUTH RENTON TRANSIT CENTER BT105 R. PARGAS 01/31/2023 J. ALTCHECH 01/31/2023 01/31/2023 CIVIL DRAINAGE PROFILE BT120-CDV203 BT120 ###---- L. JACOBS H. ONG R. PARISH L. THOMSEN ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ RTA/LR 0206-19 1"=20' No.DATE DSN CHK APP REVISION SUBMITTED BY:DATE:REVIEWED BY:DATE:DATE: CONTRACT No.: FILENAME: SCALE:DRAWING No.: SHEET No.:REV: LI N E I S 1 " A T FU L L S C A L E DESIGNED BY: DRAWN BY: CHECKED BY: APPROVED BY: 02 / 0 6 / 2 4 | 8: 5 7 A M | JO H N Y C: \ P W W O R K I N G \ J A C O B S _ B & I \ J E G _ E X - Y U E N J \ D 0 4 3 6 1 2 0 \ S 1 - B T 1 2 0 - C D V 2 0 1 - 2 0 5 . D W G S1-BT120-CDV201-205 FACILITY ID: PACKAGE #AHJ: NOT FOR CONSTRUCTION Xrefs: xBRT-CUD05-TB22x34 xS1-BT120-CDV001 GB-SEAL-JY35420 OSBORN CONSULTING INCORPORATED 20 40 SCALE IN FEET 01020 (1" = 20') (HOR.)(VERT.) 204-34 TO 106-12 SCALE 1" = 20' H, 1" = 5' V 203-73 TO 201-09 SCALE 1" = 20' H, 1" = 5' V 106-28 TO 106-54 SCALE 1" = 20' H, 1" = 5' V 204-34 TO 202-24 SCALE 1" = 20' H, 1" = 5' V 106-20 TO 106-19 SCALE 1" = 20' H, 1" = 5' V MWS-36 TO 106-37 SCALE 1" = 20' H, 1" = 5' V 15 20 25 30 35 40 45 15 20 25 30 35 40 45 ''29 . 0 ' 28 . 9 8 ' 29 . 0 29 . 0 1 29 . 0 29 . 0 3 28 . 2 28 . 2 3 27 . 6 ' 27 . 5 6 ' '' 20 4 - 4 1 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 6 + 3 0 . 0 5 , 9 9 . 2 7 ' R T RI M 2 8 . 9 8 12 " I E ( O U T ) 2 5 . 9 6 ( N ) 20 2 - 4 0 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 6 + 4 8 . 3 3 , 4 4 . 0 8 ' R T RI M 2 9 . 0 2 12 " I E ( I N ) 2 5 . 6 6 ( S ) 12 " I E ( O U T ) 2 5 . 6 6 ( S E ) 20 4 - 2 3 , C B T Y P E 2 - 4 8 " BT 1 2 0 - C - S T C ST A . 6 1 7 + 0 2 . 8 1 , 7 6 . 2 2 ' R T RI M 2 7 . 5 6 12 " I E ( I N ) 2 1 . 3 4 ( N ) 12 " I E ( I N ) 2 1 . 7 1 ( N W ) 12 " I E ( O U T ) 2 1 . 3 4 ( S ) 58 LF 12" CONC SD @ 0.52% 63 LF 1 2 " C O N C S D @ 6 . 2 4 % EXISTING GROUND @ PIPE CL FINISHED GRADE @ PIPE CL 10 15 20 25 30 35 40 10 15 20 25 30 35 40 ''25 . 8 ' 25 . 5 3 ' 25 . 9 25 . 8 7 25 . 7 26 . 1 8 25 . 7 26 . 4 8 25 . 7 ' 26 . 7 9 ' 25 . 9 27 . 1 0 '' 20 1 - 5 4 , C B T Y P E 1 BT 1 2 0 - C - N T C ST A . 5 1 2 + 6 7 . 2 4 , 1 4 . 5 1 ' L T RI M 2 6 . 0 0 8" I E ( I N ) 2 3 . 0 0 ( E ) 8" I E ( I N ) 2 3 . 0 0 ( N W ) 12 " I E ( O U T ) 2 3 . 0 0 ( S W ) 20 1 - 0 8 , C B T Y P E 1 BT 1 2 0 - C - N T C ST A . 5 1 2 + 3 2 . 1 5 , 1 4 . 1 7 ' L T RI M 2 5 . 5 3 8" I E ( O U T ) 2 3 . 1 8 ( S E ) 35 LF 8" DI SD @ 0.51% 101 LF 8" DI SD @ 0.50% 20 1 - 0 6 , C B T Y P E 1 BT 1 2 0 - C - N T C ST A . 5 1 3 + 6 9 . 3 8 , 1 7 . 9 1 ' L T RI M 2 7 . 2 6 8" I E ( O U T ) 2 3 . 5 1 ( W ) EXISTING GROUND @ PIPE CL FINISHED GRADE @ PIPE CL 10 15 20 25 30 35 40 10 15 20 25 30 35 40 ''27 . 8 ' 27 . 6 9 ' 27 . 2 28 . 3 7 26 . 7 27 . 4 1 26 . 5 26 . 9 7 26 . 3 ' 26 . 6 7 ' 26 . 2 26 . 1 0 26 . 2 25 . 7 5 26 . 4 25 . 6 6 26 . 7 ' 25 . 3 1 ' 26 . 9 25 . 1 4 27 . 0 24 . 9 7 27 . 0 24 . 8 1 27 . 2 ' 25 . 1 3 ' 27 . 6 24 . 9 8 26 . 4 24 . 8 1 25 . 5 24 . 4 8 24 . 5 ' 24 . 1 7 ' '' 20 3 - 1 4 , C B T Y P E 1 BT 1 2 0 - C - R A I N I E R ST A . 2 0 4 + 7 9 . 7 7 , 9 8 . 1 5 ' R T RI M 2 5 . 1 7 12 " I E ( I N ) 2 2 . 1 6 ( S ) 12 " I E ( O U T ) 2 2 . 1 6 ( N E ) 78 LF 12" DI SD @ 0.66% 20 3 - 1 3 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 1 + 1 0 . 4 0 , 9 4 . 6 0 ' R T RI M 2 4 . 6 4 12 " I E ( I N ) 2 1 . 6 4 ( S W ) 12 " I E ( O U T ) 2 1 . 6 4 ( N E ) 50 LF 12" DI SD @ 0.50% EXISTING GROUND @ PIPE CL FINISHED GRADE @ PIPE CL 20 5 - 4 9 , C B T Y P E 1 BT 1 2 0 - C - R A I N I E R ST A . 2 0 2 + 5 9 . 8 8 , 6 4 . 2 7 ' R T RI M 2 7 . 6 9 12 " I E ( O U T ) 2 4 . 6 7 ( E ) 20 5 - 5 0 , C B T Y P E 1 BT 1 2 0 - C - R A I N I E R ST A . 2 0 2 + 5 9 . 4 8 , 8 3 . 0 8 ' R T RI M 2 7 . 9 7 12 " I E ( I N ) 2 4 . 5 7 ( W ) 12 " I E ( O U T ) 2 4 . 5 7 ( N ) 20 5 - 7 8 , C B T Y P E 1 BT 1 2 0 - C - R A I N I E R ST A . 2 0 3 + 1 9 . 4 7 , 8 6 . 7 5 ' R T RI M 2 7 . 0 0 12 " I E ( I N ) 2 3 . 9 8 ( S ) 12 " I E ( O U T ) 2 3 . 9 8 ( N ) 20 3 - 6 3 , C B T Y P E 1 BT 1 2 0 - C - R A I N I E R ST A . 2 0 3 + 8 7 . 5 8 , 1 0 1 . 2 4 ' R T RI M 2 5 . 8 2 12 " I E ( I N ) 2 2 . 8 0 ( S ) 12 " I E ( O U T ) 2 2 . 8 0 ( N ) 20 3 - 6 2 , C B T Y P E 1 BT 1 2 0 - C - R A I N I E R ST A . 2 0 4 + 3 8 . 5 6 , 9 7 . 2 0 ' R T RI M 2 5 . 5 3 12 " I E ( I N ) 2 2 . 5 1 ( S ) 8" I E ( I N ) 2 2 . 5 1 ( W ) 12 " I E ( O U T ) 2 2 . 5 1 ( N ) 20 1 - 4 8 , C B T Y P E 2 - 4 8 " BT 1 2 0 - C - S T C ST A . 6 1 1 + 1 1 . 7 1 , 4 5 . 0 0 ' R T RI M 2 4 . 8 5 12 " I E ( I N ) 2 1 . 3 9 ( S W ) 12 " I E ( I N ) 2 1 . 3 9 ( E ) 18 " I E ( O U T ) 2 1 . 3 9 ( N W ) MW S - 6 8 , M W S 8 x 1 2 BT 1 2 0 - C - S T C ST A . 6 1 0 + 8 5 . 6 4 , 4 5 . 0 0 ' R T RI M 2 4 . 5 0 18 " I E ( I N ) 2 1 . 1 9 ( S E ) 18 " I E ( O U T ) 2 0 . 8 5 ( N E ) 20 1 - 1 8 , C B T Y P E 2 - 4 8 " BT 1 2 0 - C - S T C ST A . 6 1 0 + 6 1 . 1 3 , 2 3 . 0 5 ' R T RI M 2 4 . 0 3 12 " I E ( I N ) 2 0 . 4 7 ( S E ) 12 " I E ( O U T ) 2 0 . 4 7 ( N W ) 46 LF 12" CONC SD @ 0.64%37 LF 12" CONC SD @ 0.95% 63 LF 12" CONC SD @ 1 . 8 8 % 54 LF 12" CONC SD @ 1.09% 19 LF 12" CONC SD @ 0.53% 20 1 - 3 1 , C B T Y P E 2 - 4 8 " BT 1 2 0 - C - S T C ST A . 6 1 0 + 8 5 . 6 4 , 3 6 . 7 4 ' R T RI M 2 4 . 4 6 18 " I E ( I N ) 2 0 . 4 2 ( N E ) 18 " I E ( I N ) 2 0 . 7 5 ( S W ) 12 " I E ( O U T ) 2 0 . 6 7 ( N W ) 26 LF 18" DI SD @ 0.77% 8 LF 18" DI SD @ 1.21%28 LF 12" CONC SD @ 0.71% 10 15 20 25 30 35 40 10 15 20 25 30 35 40 ''27 . 7 ' 26 . 0 2 ' 27 . 2 26 . 5 1 26 . 9 26 . 6 2 26 . 4 26 . 3 8 '''' 20 1 - 0 4 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 2 + 6 8 . 3 6 , 1 4 . 1 7 ' R T RI M 2 6 . 0 2 12 " I E ( I N ) 2 2 . 5 2 ( S E ) 12 " I E ( I N ) 2 2 . 5 2 ( N E ) 12 " I E ( O U T ) 2 2 . 5 2 ( N W ) 95 LF 12" DI SD @ 0.51% 20 1 - 5 4 , C B T Y P E 1 BT 1 2 0 - C - N T C ST A . 5 1 2 + 6 7 . 2 4 , 1 4 . 5 1 ' L T RI M 2 6 . 0 0 8" I E ( I N ) 2 3 . 0 0 ( E ) 8" I E ( I N ) 2 3 . 0 0 ( N W ) 12 " I E ( O U T ) 2 3 . 0 0 ( S W ) EXISTING GROUND @ PIPE CL FINISHED GRADE @ PIPE CL 10 15 20 25 30 35 40 10 15 20 25 30 35 40 ''26 . 1 ' 26 . 0 8 ' '' 20 4 - 3 5 , C B T Y P E 1 BT P 1 2 0 - C - R A I L A K D W ST A . 7 2 1 + 3 7 . 6 5 , 1 1 . 2 7 ' R T RI M 2 5 . 5 5 12 " I E ( I N ) 2 2 . 6 9 ( E ) 12 " I E ( I N ) 2 2 . 6 9 ( N W ) 12 " I E ( O U T ) 2 2 . 6 9 ( S W ) 12 " I E ( O U T ) 2 2 . 6 9 ( S E ) 20 4 - 7 5 , C B T Y P E 1 BT P 1 2 0 - C - R A I L A K D W ST A . 7 2 1 + 3 6 . 9 7 , 1 1 . 1 7 ' L T RI M 2 5 . 5 5 12 " I E ( O U T ) 2 2 . 8 1 ( S E ) 22 LF 12" DI SD @ 0.53% FINISHED GRADE @ PIPE CL EXISTING GROUND @ PIPE CL SCALE IN FEET 02.5 55 10 (1" = 5') STRIDE BUS RAPID TRANSIT SOUTH RENTON TRANSIT CENTER BT105 R. PARGAS 01/31/2023 J. ALTCHECH 01/31/2023 01/31/2023 CIVIL DRAINAGE PROFILE BT120-CDV204 BT120 ###---- L. JACOBS H. ONG R. PARISH L. THOMSEN ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ RTA/LR 0206-19 1"=20' No.DATE DSN CHK APP REVISION SUBMITTED BY:DATE:REVIEWED BY:DATE:DATE: CONTRACT No.: FILENAME: SCALE:DRAWING No.: SHEET No.:REV: LI N E I S 1 " A T FU L L S C A L E DESIGNED BY: DRAWN BY: CHECKED BY: APPROVED BY: 02 / 0 6 / 2 4 | 8: 5 8 A M | JO H N Y C: \ P W W O R K I N G \ J A C O B S _ B & I \ J E G _ E X - Y U E N J \ D 0 4 3 6 1 2 0 \ S 1 - B T 1 2 0 - C D V 2 0 1 - 2 0 5 . D W G S1-BT120-CDV201-205 FACILITY ID: PACKAGE #AHJ: NOT FOR CONSTRUCTION Xrefs: xBRT-CUD05-TB22x34 xS1-BT120-CDV001 GB-SEAL-JY35420 OSBORN CONSULTING INCORPORATED 20 40 SCALE IN FEET 01020 (1" = 20') (HOR.)(VERT.) 204-41 TO 204-23 SCALE 1" = 20' H, 1" = 5' V 201-08 TO 201-06 SCALE 1" = 20' H, 1" = 5' V 205-49 TO 201-18 SCALE 1" = 20' H, 1" = 5' V 201-04 TO 201-54 SCALE 1" = 20' H, 1" = 5' V 204-35 TO 204-75 SCALE 1" = 20' H, 1" = 5' V 10 15 20 25 30 35 40 10 15 20 25 30 35 40 ''25 . 2 ' 25 . 0 9 ' 25 . 6 25 . 6 25 . 5 7 24 . 9 '' EX . 1 0 5 - 0 3 , C B T Y P E 1 BT 1 2 0 - C - L A K E ST A . 4 0 1 + 0 4 . 1 8 , 5 9 . 3 2 ' R T RI M 2 4 . 6 8 12 " I E ( I N ) 2 1 . 1 0 ( W ) 12 " I E ( O U T ) 2 1 . 1 0 ( N E ) EXISTING GROUND @ PIPE CL FINISHED GRADE @ PIPE CL 10 5 - 5 2 , C B T Y P E 1 BT 1 2 0 - C - L A K E ST A . 4 0 0 + 5 4 . 3 0 , 1 7 . 1 6 ' L T RI M 2 5 . 0 9 12 " I E ( O U T ) 2 1 . 5 2 ( E ) 85 LF 12" CONC SD @ 0.50% 10 15 20 25 30 35 40 10 15 20 25 30 35 40 ''25 . 6 ' 25 . 6 3 ' 24 . 7 24 . 6 7 '' MW S - 6 6 , M W S 4 x 4 BT 1 2 0 - C - R A I N I E R ST A . 2 0 7 + 8 5 . 0 5 , 1 . 6 0 ' R T RI M 2 5 . 5 5 12 " I E ( I N ) 2 1 . 4 2 ( N W ) 12 " I E ( O U T ) 2 1 . 4 2 ( E ) 6 LF 12" CONC SD @ 0.53% 10 2 - 1 7 , C B T Y P E 1 BT 1 2 0 - C - R A I N I E R ST A . 2 0 7 + 8 6 . 0 9 , 1 . 3 6 ' R T RI M 2 4 . 9 7 12 " I E ( O U T ) 2 1 . 4 5 ( S E ) 44 LF 12" CONC SD @ 0.50% EX . 2 0 1 - 0 1 , E X . C B BT 1 2 0 - C - S T C ST A . 6 1 0 + 6 8 . 3 6 , 1 2 0 . 0 5 ' L T RI M 2 4 . 0 0 12 " I E ( I N ) 2 1 . 2 0 ( W ) 18 " I E ( I N ) 2 0 . 7 0 ( N E ) 18 " I E ( O U T ) 2 0 . 7 0 ( S W ) 10 15 20 25 30 35 40 10 15 20 25 30 35 40 ''27 . 8 ' 27 . 7 1 ' 27 . 9 27 . 3 8 27 . 9 26 . 9 9 25 . 9 26 . 2 7 26 . 1 ' 26 . 1 8 ' 26 . 0 26 . 2 8 25 . 9 26 . 3 9 25 . 9 26 . 2 1 25 . 9 ' 25 . 8 4 ' 25 . 8 25 . 8 7 25 . 7 25 . 6 2 25 . 3 25 . 5 9 '' 20 2 - 8 0 , C B T Y P E 2 - 4 8 " BT 1 2 0 - C - N T C ST A . 5 1 7 + 5 0 . 2 9 , 2 9 . 5 0 ' L T RI M 2 7 . 6 8 12 " I E ( I N ) 2 2 . 5 5 ( N W ) 12 " I E ( O U T ) 2 2 . 5 5 ( E ) FINISHED GRADE @ PIPE CL EXISTING GROUND @ PIPE CL 10 6 - 3 0 , C B T Y P E 2 - 4 8 " BT 1 2 0 - C - N T C ST A . 5 1 7 + 9 2 . 6 5 , 2 9 . 5 0 ' L T RI M 2 7 . 1 3 12 " I E ( I N ) 2 2 . 3 3 ( W ) 12 " I E ( O U T ) 2 2 . 3 3 ( E ) MW S - 3 6 , M W S 4 x 4 BT 1 2 0 - C - L A K E ST A . 4 0 2 + 5 3 . 0 7 , 2 1 . 5 6 ' L T RI M 2 5 . 6 2 12 " I E ( I N ) 2 1 . 2 6 ( E ) 12 " I E ( O U T ) 2 0 . 6 5 ( S ) 10 6 - 3 8 , C B T Y P E 2 6 0 " BT 1 2 0 - C - L A K E ST A . 4 0 2 + 3 1 . 0 1 , 2 4 . 0 1 ' L T RI M 2 5 . 5 3 12 " I E ( I N ) 2 0 . 3 0 ( N ) 24 " I E ( I N ) 1 9 . 3 0 ( E ) 27 " I E ( O U T ) 1 9 . 2 0 ( W ) 7 LF 12" CONC SD @ 0.00% 10 6 - 3 7 , C B T Y P E 1 BT 1 2 0 - C - L A K E ST A . 4 0 2 + 5 3 . 4 7 , 1 4 . 2 6 ' L T RI M 2 5 . 0 8 12 " I E ( I N ) 2 1 . 2 6 ( N ) 12 " I E ( O U T ) 2 1 . 2 6 ( W ) 19 LF 12" CONC SD @ 1.88% 42 LF 12" CONC SD @ 0.52% 38 LF 12" CONC SD @ 0.52% 60 LF 12" CONC SD @ 0.51%112 LF 12" CONC SD @ 0.50% 10 6 - 2 1 , C B T Y P E 1 BT 1 2 0 - C - L A K E ST A . 4 0 4 + 2 5 . 2 0 , 1 9 . 9 6 ' L T RI M 2 6 . 1 6 12 " I E ( I N ) 2 2 . 1 3 ( W ) 12 " I E ( O U T ) 2 2 . 1 3 ( S ) 10 6 - 2 0 , C B T Y P E 1 BT 1 2 0 - C - L A K E ST A . 4 0 3 + 6 6 . 4 0 , 2 5 . 1 7 ' L T RI M 2 6 . 4 1 12 " I E ( I N ) 2 1 . 8 2 ( N ) 12 " I E ( I N ) 2 1 . 8 2 ( E ) 12 " I E ( O U T ) 2 1 . 8 2 ( S ) EX . C M P EX . C O N C EX . P I P E 10 15 20 25 30 35 40 10 15 20 25 30 35 40 ''26 . 4 ' 28 . 4 0 ' 26 . 3 28 . 4 9 '' 10 5 - 4 7 , C B T Y P E 1 BT P 1 2 0 - C - R A I L A K D W ST A . 7 1 8 + 7 6 . 2 9 , 6 6 . 0 2 ' R T RI M 2 7 . 9 1 8" I E ( O U T ) 2 6 . 3 8 ( N ) 12 " I E ( O U T ) 2 5 . 7 9 ( W ) 10 5 - 4 8 , C B T Y P E 1 BT P 1 2 0 - C - R A I L A K D W ST A . 7 1 8 + 7 6 . 2 8 , 4 8 . 0 2 ' R T RI M 2 8 . 1 0 8" I E ( I N ) 2 6 . 2 9 ( S ) 8" I E ( O U T ) 2 6 . 2 9 ( E ) OUTLET TO SWALE IE 26.20 18 LF 8" DI SD @ 0.50% 17 LF 8" DI SD @ 0.54% 10 15 20 25 30 35 40 10 15 20 25 30 35 40 ''23 . 5 ' 23 . 5 1 ' '' 20 1 - 5 8 , C B T Y P E 1 BT 1 2 0 - C - R A I N I E R ST A . 2 0 6 + 2 2 . 5 6 , 4 8 . 6 6 ' R T RI M 2 3 . 5 1 6" I E ( I N ) 2 0 . 4 2 ( S E ) 12 " I E ( I N ) 2 0 . 3 0 ( N E ) 12 " I E ( O U T ) 2 0 . 3 0 ( S W ) FI L - 1 , F I L T E R R A F T 0 4 0 4 BT 1 2 0 - C - R A I N I E R ST A . 2 0 6 + 1 3 . 1 , 4 9 . 5 0 ' R T TH R O A T O P E N I N G 2 2 . 9 8 6" I E ( O U T ) 2 0 . 4 7 ( N E ) 12 LF 6" PVC SD @ 0.45% EX . D I EX . D I 10 15 20 25 30 35 40 10 15 20 25 30 35 40 ''26 . 7 ' 26 . 7 2 ' 26 . 6 26 . 6 0 '' 20 1 - 1 0 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 2 + 5 7 . 1 5 , 4 0 . 3 3 ' R T RI M 2 6 . 2 3 12 " I E ( I N ) 2 2 . 4 8 ( S W ) 12 " I E ( I N ) 2 2 . 4 8 ( S E ) 12 " I E ( O U T ) 2 2 . 4 8 ( N W ) 20 3 - 1 1 , C B T Y P E 1 BT 1 2 0 - C - S T C ST A . 6 1 2 + 5 0 . 4 8 , 6 1 . 8 3 ' R T RI M 2 6 . 5 8 12 " I E ( I N ) 2 2 . 8 2 ( S W ) 12 " I E ( O U T ) 2 3 . 3 2 ( N E ) 23 LF 12" CONC SD @ 3.73% 10 15 20 25 30 35 40 10 15 20 25 30 35 40 20 3 - 6 2 , C B T Y P E 1 BT 1 2 0 - C - R A I N I E R ST A . 2 0 4 + 3 8 . 5 6 , 9 7 . 2 0 ' R T RI M 2 5 . 5 3 12 " I E ( I N ) 2 2 . 5 1 ( S ) 8" I E ( I N ) 2 2 . 5 1 ( W ) 12 " I E ( O U T ) 2 2 . 5 1 ( N ) 20 3 - 6 4 , C B T Y P E 1 BT 1 2 0 - C - R A I N I E R ST A . 2 0 4 + 3 8 . 4 7 , 6 4 . 4 2 ' R T RI M 2 5 . 0 3 8" I E ( O U T ) 2 2 . 6 8 ( E ) 33 LF 8" DI SD @ 0.52% ''25 . 5 ' 25 . 5 5 ' 25 . 2 25 . 1 7 '' SCALE IN FEET 02.5 55 10 (1" = 5') STRIDE BUS RAPID TRANSIT SOUTH RENTON TRANSIT CENTER BT105 R. PARGAS 01/31/2023 J. ALTCHECH 01/31/2023 01/31/2023 CIVIL DRAINAGE PROFILE BT120-CDV205 BT120 ###---- L. JACOBS H. ONG R. PARISH L. THOMSEN ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ RTA/LR 0206-19 1"=20' No.DATE DSN CHK APP REVISION SUBMITTED BY:DATE:REVIEWED BY:DATE:DATE: CONTRACT No.: FILENAME: SCALE:DRAWING No.: SHEET No.:REV: LI N E I S 1 " A T FU L L S C A L E DESIGNED BY: DRAWN BY: CHECKED BY: APPROVED BY: 02 / 0 6 / 2 4 | 8: 5 8 A M | JO H N Y C: \ P W W O R K I N G \ J A C O B S _ B & I \ J E G _ E X - Y U E N J \ D 0 4 3 6 1 2 0 \ S 1 - B T 1 2 0 - C D V 2 0 1 - 2 0 5 . D W G S1-BT120-CDV201-205 FACILITY ID: PACKAGE #AHJ: NOT FOR CONSTRUCTION Xrefs: xBRT-CUD05-TB22x34 xS1-BT120-CDV001 GB-SEAL-JY35420 OSBORN CONSULTING INCORPORATED 20 40 SCALE IN FEET 01020 (1" = 20') (HOR.)(VERT.) 105-52 TO EX. 105-03 SCALE 1" = 20' H, 1" = 5' V 102-17 TO EX. 201-01 SCALE 1" = 20' H, 1" = 5' V 202-80 TO 106-38 SCALE 1" = 20' H, 1" = 5' V 105-47 TO SWALE SCALE 1" = 20' H, 1" = 5' V 201-58 TO FIL-1 SCALE 1" = 20' H, 1" = 5' V 203-62 TO 203-64 SCALE 1" = 20' H, 1" = 5' V 201-10 TO 203-11 SCALE 1" = 20' H, 1" = 5' V FLOW FLOW EX CURB EX GUTTER 4.00' INLET OPENING 13.00' CONCRETE DEPRESSED GUTTER FL O W EX GUTTER EX CURB 7 11 2 B - CONNECT PIPE TO BYPASS STRUCTURE 6"Ø OUTLET PIPE A,C - 4. 0 0 ' 4 3. 5 4 ' IN V . T O T O P CLEANOUT COVER TREE GRATE AND FRAME MULCH LAYER 6"Ø OUTLET PIPE (LOCATION VARIES) FILTERRA ENGINEERED MEDIA PERFORATED UNDERDRAIN UNDERDRAIN STONE PROVIDED BY FILTERRAINTERNAL JOINT, TYP DEPRESSED GUTTER AND THROAT OPENING C - 4.00' TRANSITIONAL DEPRESSED GUTTER 5.00' FULLY DEPRESSED GUTTER SEE DETAIL 2 THIS SHEET 4.00' TRANSITIONAL DEPRESSED GUTTER EX CURB THROAT OPENING TRANSITIONAL CURB FILTERRA UNIT (BEHIND) TRANSITIONAL CURB EX GUTTER EX CURB EX GUTTER 2 22 11 0. 5 0 ' 2 EX PAVEMENT 8" PRECAST TOP SLAB (FILTERRA UNIT) INLET TRAY (FILTERRA UNIT) TO BE INSTALLED BY FILTERRA CREW AT ACTIVATION PRECAST BOX WALL (FILTERRA UNIT) DEPRESSED GUTTER AND THROAT OPENING STANDARD 90° NOSING (FILTERRA UNIT) #4 DOWEL BARS @ 12" O.C. (FILTERRA UNIT) EX CURB AND GUTTER (BEHIND) 5 2 8 THROAT OPENING ELEVATION 9 2 - 0.75'0.75' 0. 5 0 ' 0. 9 2 ' 0.50' 1.50' 1. 0 6 ' 0. 5 0 ' STANDARD FILTERRA UNIT WITH OFF-LINE BYPASS SCALE: 1"=2' 1 - FILTERRA UNIT WITH PERFORATED UNDERDRAIN SCALE: 1"=2' A - CONCRETE DEPRESSED GUTTER SCALE: 1"=2' B - DEPRESSED GUTTER AND THROAT OPENING SCALE: 1"=1' C - DEPRESSED GUTTER AND THROAT OPENING DETAIL SCALE: 1"=1' 2 - GENERAL FILTERRA CONSTRUCTION NOTES 1.FILTERRA UNIT TOP ELEVATION AND THROAT OPENING ELEVATIONS ARE APPROXIMATE. CONTRACTOR TO FIELD VERIFY FILTERRA UNIT ELEVATIONS AND SET FILTERRA UNIT ELEVATIONS TO ACHIEVE REQUIRED GRADES FROM EXISTING GUTTER. 2.IF THE FILTERRA IS STORED BEFORE INSTALLATION, THE TOP SLAB MUST BE PLACED ON THE BOX USING THE 2X4 WOOD PROVIDED, TO PREVENT ANY CONTAMINATION FROM THE SITE. ALL INTERNAL FITTINGS SUPPLIED (IF ANY), MUST BE LEFT IN PLACE AS PER THE DELIVERY. 3.THE UNIT SHALL BE PLACED ON A COMPACTED SUB-GRADE WITH A MINIMUM 6-INCH CSTC. THE UNIT IS TO BE PLACED SUCH THAT THE UNIT AND TOP SLAB MATCH THE GRADE OF THE CURB IN THE AREA OF THE UNIT. COMPACT UNDISTURBED SUB-GRADE MATERIALS TO 95% OF MAXIMUM DENSITY AT +1 TO 2% OF OPTIMUM MOISTURE. UNSUITABLE MATERIAL BELOW SUB-GRADE SHALL BE REPLACED TO THE ENGINEER'S APPROVAL. 4.OUTLET CONNECTIONS SHALL BE ALIGNED AND SEALED TO MEET THE APPROVED DRAWINGS WITH MODIFICATIONS NECESSARY TO MEET SITE CONDITIONS AND CITY STANDARDS. 5.ONCE THE UNIT IS SET, THE INTERNAL WOODEN FORMS AND PROTECTIVE MESH COVER MUST BE LEFT INTACT. REMOVE ONLY THE TEMPORARY WOODEN SHIPPING BLOCKS BETWEEN THE BOX AND THE TOP SLAB. THE TOP LID SHOULD BE SEALED ONTO THE BOX SECTION BEFORE BACKFILLING, USING A NON-SHRINK GROUT, BUTYL RUBBER OR SIMILAR WATERPROOF SEAL. THE BOARDS ON TOP OF THE LID AND BOARDS SEALED IN THE UNIT'S THROAT MUST NOT BE REMOVED. THE SUPPLIER (AMERICAST OR ITS AUTHORIZED DEALER) WILL REMOVE THESE SECTIONS AT THE TIME OF ACTIVATION. BACKFILLING SHOULD BE PERFORMED IN A CAREFUL MANNER, BRINGING THE APPROPRIATE FILL MATERIAL UP IN 6" LIFTS ON ALL SIDES. PRECAST SECTIONS SHALL BE SET IN A MANNER THAT WILL RESULT IN A WATERTIGHT JOINT. IN ALL INSTANCES, INSTALLATION OF FILTERRA UNIT SHALL CONFORM TO ASTM SPECIFICATION C891 "STANDARD PRACTICE FOR INSTALLATION OF UNDERGROUND PRECAST UTILITY STRUCTURES", UNLESS DIRECTED OTHERWISE IN CONTRACT DOCUMENTS. 6.THE CONTRACTOR IS RESPONSIBLE FOR INLET PROTECTION/SEDIMENT CONTROL AND CLEANING AROUND EACH FILTERRA UNIT. 7.ACTIVATION OF THE FILTERRA UNIT IS PERFORMED ONLY BY THE SUPPLIER. CONTRACTOR IS RESPONSIBLE FOR FILTERRA INLET PROTECTION AND SUBSEQUENT CLEAN OUT COST. THIS PROCESS CANNOT COMMENCE UNTIL THE AREA TRIBUTARY TO THE UNIT IS FULLY STABILIZED AND CLEANED (FULL LANDSCAPING, GRASS COVER, FINAL PAVING AND STREET SWEEPING COMPLETED), NEGATING THE CHANCE OF CONSTRUCTION MATERIALS CONTAMINATING THE FILTERRA SYSTEM. CARE SHALL BE TAKEN DURING CONSTRUCTION NOT TO DAMAGE THE PROTECTIVE THROAT AND TOP PLATES. CONSTRUCTION NOTES CONTRACTOR SHALL SAWCUT AND REMOVE EXISTING CURB AND GUTTER AS NECESSARY TO INSTALL FILTERRA UNIT AND TRANSITIONAL CURB. CONTRACTOR SHALL CAST IN PLACE NEW CEMENT CONCRETE DEPRESSED GUTTER AND TRANSITIONAL CURB AS NEEDED. DIMENSIONS SHOWN ARE APPROXIMATE AND SHALL BE FIELD VERIFIED. NEW CURB AND GUTTER SHALL TRANSITION SMOOTHLY TO MATCH EXISTING GRADES AND FEATURES INCLUDING CURB, GUTTER, AND PAVEMENT. ORIENTATION OF FILTERRA UNIT SHOWN IS FOR LEFT SIDE OUTLET. RIGHT SIDE OUTLET VERSION IS AN EXACT MIRROR IMAGE. LEFT AND RIGHT SIDE ORIENTATION IS BASED ON LOOKING TOWARDS THE UNIT FROM THE STREET CENTERLINE. OUTLET PIPE LOCATION VARIES, SEE DRAINAGE PLAN SHEETS. CONTRACTOR TO BEND FILTERRA UNIT DOWEL BAR AS NEEDED TO INSTALL CAST IN PLACE DEPRESSED GUTTER AND THROAT OPENING. INTERIOR FEATURES OF FILTERRA UNIT ARE TYPICALLY PROVIDED BY MANUFACTURER AND ARE SHOWN FOR REFERENCE ONLY. STATION/OFFSET LOCATIONS AND NORTHING/EASTING COORDINATES FOR FILTERRA UNITS ARE FOR MIDPOINT OF THROAT OPENING AT OUTER FACE OF PRECAST WALL. UNIT ALIGNMENT IS ORIENTED PARALLEL TO CURB LINE. LOCATIONS ARE APPROXIMATE, CONTRACTOR TO FIELD VERIFY. THROAT CLEARANCE SHALL BE 4" MIN AND 6" MAX. SEE FILTERRA UNITS SCHEDULE FOR THROAT OPENING ELEVATION. TABLE ELEVATION IS APPROXIMATE, CONTRACTOR TO FIELD VERIFY. 1 2 3 4 5 6 7 8 9 3 6 3 6 3 FILTERRA UNITS SCHEDULE ID #STATION/ OFFSET OUTLET SIDE THROAT OPENING ELEVATION PLANT SELECTION FIL-1 RAINIER 206+13.12, 51.98' RT L 22.98' CHOKEBERRY, BLACK (ARONIA MELANOCARPA) FIL-2 RAINIER 202+30.86, 330.22' RT L 26.01' CHOKEBERRY, BLACK (ARONIA MELANOCARPA) 37 STRIDE BUS RAPID TRANSIT SOUTH RENTON TRANSIT CENTER BT105 R. PARGAS 01/31/2023 J. ALTCHECH 01/31/2023 01/31/2023 CIVIL DRAINAGE DETAILS BT120-CDD501 BT120 ###---- L. JACOBS H. ONG R. PARISH L. THOMSEN ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ RTA/LR 0206-19 AS NOTED No.DATE DSN CHK APP REVISION SUBMITTED BY:DATE:REVIEWED BY:DATE:DATE: CONTRACT No.: FILENAME: SCALE:DRAWING No.: SHEET No.:REV: LI N E I S 1 " A T FU L L S C A L E DESIGNED BY: DRAWN BY: CHECKED BY: APPROVED BY: 02 / 0 6 / 2 4 | 9: 0 2 A M | JO H N Y C: \ P W W O R K I N G \ J A C O B S _ B & I \ J E G _ E X - Y U E N J \ D 0 4 3 6 1 2 0 \ S 1 - B T 1 2 0 - C D D 5 0 1 - 5 0 3 . D W G S1-BT120-CDD501-503 FACILITY ID: PACKAGE #AHJ: NOT FOR CONSTRUCTION Xrefs: xBRT-CUD05-TB22x34 GB-SEAL-JY35420 OSBORN CONSULTING INCORPORATED 9 2. 5 ' M A X . (B O T H S I D E S ) 4:1 S L O P E VARIES 4:1 SL O P E VARIES BOTTOM OF SWALE WIDTH VARIES (2' MINIMUM) 3" DEPTH OF COMPOST LIGHTLY COMPACTED TOPSOILIMPERMEABLE LINER 18 " M I N . FINISHED GRADE STRIDE BUS RAPID TRANSIT SOUTH RENTON TRANSIT CENTER BT105 R. PARGAS 01/31/2023 J. ALTCHECH 01/31/2023 01/31/2023 CIVIL DRAINAGE DETAILS BT120-CDD502 BT120 ###---- L. JACOBS H. ONG R. PARISH L. THOMSEN ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ RTA/LR 0206-19 AS NOTED No.DATE DSN CHK APP REVISION SUBMITTED BY:DATE:REVIEWED BY:DATE:DATE: CONTRACT No.: FILENAME: SCALE:DRAWING No.: SHEET No.:REV: LI N E I S 1 " A T FU L L S C A L E DESIGNED BY: DRAWN BY: CHECKED BY: APPROVED BY: 02 / 0 6 / 2 4 | 9: 4 5 A M | JO H N Y C: \ P W W O R K I N G \ J A C O B S _ B & I \ J E G _ E X - Y U E N J \ D 0 4 3 6 1 2 0 \ S 1 - B T 1 2 0 - C D D 5 0 1 - 5 0 3 . D W G S1-BT120-CDD501-503 FACILITY ID: PACKAGE #AHJ: NOT FOR CONSTRUCTION Xrefs: xBRT-CUD05-TB22x34 GB-SEAL-JY35420 OSBORN CONSULTING INCORPORATED SWALE SECTION SCALE: NTS 3 - 1.ALL SWALES ARE DESIGNED AS WET BIOFILTRATION SWALE. 2.LONGITUDINAL SLOPE: WESTERN SWALE - 0.5% CENTRAL SWALE - 0.5% EASTERN SWALE WEST END - 0.5% EAST END - 1.0% (MIN.) 3.BED WIDTH: WESTERN SWALE - VARIABLE (2 FEET MIN.) CENTRAL SWALE - VARIABLE (2 FEET MIN.) EASTERN SWALE WEST END - VARIABLE (2 FEET MIN.) EAST END - 2 FEET 4.LENGTH: WESTERN SWALE - 106 FEET CENTRAL SWALE - 266 FEET EASTERN SWALE WEST END - 196 FEET EAST END - 100 FEET 5.SEE LPP SHEETS FOR LANDSCAPING PLANTING PLANS. SWALE INFORMATION: FLOW CONTROL RISER LENGTH, SEE SCHEDULE C/L IE IN IE OUT RIM/FG PRE-FILTER CARTRIDGE C/L C/L INLET PIPE SEE NOTES OUTLET PIPE SEE NOTES B/C - A - WETLAND MEDIA BED DRAIN DOWN FILTER PERIMETER VOID AREA PRE-FILTER CARTRIDGE WIDTH, SEE SCHEDULE C/L RIM/FG HATCH 0. 7 1 ' HATCH HE I G H T , S E E S C H E D U L E OUTLET PIPE STRIDE BUS RAPID TRANSIT SOUTH RENTON TRANSIT CENTER BT105 R. PARGAS 01/31/2023 J. ALTCHECH 01/31/2023 01/31/2023 CIVIL DRAINAGE DETAILS BT120-CDD503 BT120 ###---- L. JACOBS H. ONG R. PARISH L. THOMSEN ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ ------------------------ RTA/LR 0206-19 AS NOTED No.DATE DSN CHK APP REVISION SUBMITTED BY:DATE:REVIEWED BY:DATE:DATE: CONTRACT No.: FILENAME: SCALE:DRAWING No.: SHEET No.:REV: LI N E I S 1 " A T FU L L S C A L E DESIGNED BY: DRAWN BY: CHECKED BY: APPROVED BY: 02 / 0 6 / 2 4 | 9: 1 3 A M | JO H N Y C: \ P W W O R K I N G \ J A C O B S _ B & I \ J E G _ E X - Y U E N J \ D 0 4 3 6 1 2 0 \ S 1 - B T 1 2 0 - C D D 5 0 1 - 5 0 3 . D W G S1-BT120-CDD501-503 FACILITY ID: PACKAGE #AHJ: NOT FOR CONSTRUCTION Xrefs: xBRT-CUD05-TB22x34 GB-SEAL-JY35420 OSBORN CONSULTING INCORPORATED MODULAR WETLAND SECTION SCALE: 1"=2' A - 1.MODULAR WETLAND SHALL BE MANUFACTURED BY CONTECH ENGINEERED SOLUTIONS, LLC. 2.MODULAR WETLAND WITHOUT PLANTS SHALL HAVE SOLID CONCRETE TOP SLAB AND ACCESS HATCHES MEETING HS20-44 LOADING. 3.INTERNAL VAULT DIMENSIONS. MODULAR WETLAND GENERAL NOTES: MODULAR WETLAND PLAN SCALE: 1"=2' 4 - MODULAR WETLAND SECTION SOLID LID SCALE: 1"=2' B - MODULAR WETLAND UNITS SCHEDULE ID #ALIGNMENT STATION/ OFFSET LENGTH (FT) (SEE NOTE 3) WIDTH (FT) (SEE NOTE 3) HEIGHT (FT)INLET PIPE SIZE (IN) INLET PIPE IE OUTLET SIDE OUTLET PIPE SIZE (IN) OUTLET PIPE IE PLANT SELECTION MWS-66 BT120-C-CENISLS 610+94.1, 21.6' RT 4.0 4.0 4.17 12 21.42 SE 12 21.42 NO PLANTS. USE SOLID COVER. SEE NOTE 2. MWS-67 BT120-C-CENISLS 610+94.1, 21.6' RT 8.0 8.0 3.54 12 21.55 SW 12 20.96 NO PLANTS. USE SOLID COVER. SEE NOTE 2. MWS-68 BT120-C-CENISLS 610+90.6, 48.0' RT 12.0 8.0 3.57 12 21.31 NE 12 20.93 NO PLANTS. USE SOLID COVER. SEE NOTE 2. MWS-69 BT120-C-CENISLS 616+72.7, 136.5' RT 8.0 4.0 7.39 12 21.87 NE 12 20.01 NO PLANTS. USE SOLID COVER. SEE NOTE 2. MWS-70 BT120-C-CENISLS 616+94.7, 107.3' RT 8.0 6.0 7.16 12 21.66 SW 12 19.94 NO PLANTS. USE SOLID COVER. SEE NOTE 2. AE 0054-17 | 60% Storm Drainage Report I-405 corridor Site and Downstream Analysis Photos (Performed by WSP) AE 0054-17 | 60% Storm Drainage Report AE 0054-17 | 60% Storm Drainage Report AE 0054-17 | 60% Storm Drainage Report AE 0054-17 | 60% Storm Drainage Report I-405 corridor Pilot Infiltration Test Results Report I-405 corridor South Renton Transit Center Pilot Infiltration Test Results Report May 2022 Stride program: I-405 corridor Page i | AE 0054-17 | South Renton Transit Center Pilot Infiltration Test Results Report May 2022 Consultant Quality Control Form Version Title Date Originator/ Drafted by Reviewed by Approved by Notes, as required 0 South Renton Transit Center Pilot Infiltration Test Results – Draft March 16, 2022 Margaret Pryor (WSP USA) Elizabeth Lundquist (WSP) Rob Gorman For ST review 1 South Renton Transit Center Pilot Infiltration Test Results May 2, 2022 Margaret Pryor (WSP USA) Elizabeth Lundquist (WSP) Rob Gorman Addressed ST comments. Issued as final Stride program: I-405 corridor Page ii | AE 0054-17 | South Renton Transit Center Pilot Infiltration Test Results Report May 2022 Summary Purpose This report documents procedures and presents the findings of the pilot infiltration test (PIT) performed in the City of Renton at the South Renton Transit Center (SRTC) for the Sound Transit I-405 Bus Rapid Transit (BRT) project. The PIT was performed in general accordance with the Western Washington Storm Water Manual (Department of Ecology 2019) for development of surface water drainage design recommendations at the site. The subsurface conditions generally consisted of fill overlying fine-grained alluvial deposits. Groundwater seeps were observed at various depths within the fill. The PIT results indicated no measurable infiltration within the test duration. The PIT results and the presence of seeps and pockets of groundwater within the voids in the upper fill material indicate variability in permeability within the fill. Native soils encountered at the site typically exhibit very low permeability as evidenced by the perched groundwater in the upper fill soils and the PIT results. Based on the subsurface conditions and results of the infiltration tests, the site area is not conducive for use in infiltration best management practices design. This report has been prepared for the exclusive use of Sound Transit for the design of the SRTC site as part of the Sound Transit I-405 BRT project. The findings, conclusions, and recommendations presented in this report are applicable only to the specific project study elements and locations described and are not intended to apply to any other design elements or locations. All subsequent users shall accept any and all liability resulting from any use or reuse of the data, opinions, and recommendations without the prior written consent of WSP. Stride program: I-405 corridor Page iii | AE 0054-17 | South Renton Transit Center Pilot Infiltration Test Results Report May 2022 Table of Contents 1 INTRODUCTION ......................................................................................................................... 1 1.1 Background ........................................................................................................... 1 1.2 Purpose and Scope of Work ................................................................................. 1 2 PILOT INFILTRATION TEST ...................................................................................................... 3 2.1 Existing Geotechnical Data ................................................................................... 3 2.2 Field Investigation ................................................................................................. 3 2.3 Laboratory Testing ................................................................................................ 5 3 CONCLUSIONS .......................................................................................................................... 6 4 REFERENCES ............................................................................................................................ 7 Figures Figure 1-1 I-405 Bus Rapid Transit Project ............................................................................ 2 Figure 2-1 Approximate Test Pit Locations ............................................................................. 4 Tables Table 2-1 Laboratory Testing ................................................................................................ 5 Appendices Appendix A Test Pit Log Appendix B Laboratory Test Results Stride program: I-405 corridor Page iv | AE 0054-17 | South Renton Transit Center Pilot Infiltration Test Results Report May 2022 Acronyms and Abbreviations bgs below ground surface BMP best management practices BRT bus rapid transit DOE Washington State Department of Ecology GPR ground penetrating radar PE preliminary engineering PIT Pilot Infiltration Test SRTC South Renton Transit Center Stride program: I-405 corridor Page 1 | AE 0054-17 | South Renton Transit Center Pilot Infiltration Test Results Report May 2022 1 INTRODUCTION 1.1 Background WSP USA (WSP) was retained by Sound Transit to provide preliminary engineering design services for the I-405 Bus Rapid Transit (BRT) project located in Washington state. The I-405 BRT project would provide BRT service along the I-405 corridor spanning 37 miles between the cities of Lynwood and Burien. The proposed project alignment and stations are presented in Figure 1-1. This project stage involves preliminary engineering (PE) design of BRT elements, including BRT stations and park-and-ride facilities. This report covers the assessment of the infiltration capacity of the subsurface material at the South Renton Transit Center (SRTC) site. 1.2 Purpose and Scope of Work The purpose of this report is to document procedures and present the findings of the pilot infiltration test (PIT) performed in the City of Renton at the SRTC for the Sound Transit I-405 BRT project. The WSP scope of work included the following:  Field investigation: Perform a PIT for potential best management practices (BMP) facilities  Laboratory testing: Perform geotechnical laboratory tests on selected soil samples (Section 2.3)  Preparation of this report The information provided in this report is based on field testing and observations of the PIT test and laboratory testing of soil samples from the PIT, existing geotechnical data, and published literature. Stride program: I-405 corridor Page 2 | AE 0054-17 | South Renton Transit Center Pilot Infiltration Test Results Report May 2022 Figure 1-1 I-405 Bus Rapid Transit Project Stride program: I-405 corridor Page 3 | AE 0054-17 | South Renton Transit Center Pilot Infiltration Test Results Report May 2022 2 PILOT INFILTRATION TEST The PIT was conducted in general accordance with the City of Renton guidelines (City of Renton 2017) and the Washington State Department of Ecology (DOE) (DOE 2019). 2.1 Existing Geotechnical Data The geotechnical explorations at the SRTC completed by HWA Geosciences of Bothell, Washington, during the project’s conceptual engineering phase and WSP during this phase are summarized in the previously submitted South Renton Transit Center Geotechnical Recommendations Report (WSP 2021). No other historic information was found nearby. 2.2 Field Investigation This section describes field activities conducted for the PIT. This work was performed by, and under the supervision of, WSP’s field geologist. Related construction activities were provided by Reano Construction and Logging (Reano) based in Black Diamond, Washington. Prior to conducting the field investigation, WSP staff marked the site for utility clearance by utility owners as required by the state of Washington. The following is a summary of the field work and infiltration testing performed at the site from March 2 through March 4, 2022. March 2, 2022 WSP arrived on site at approximately 1:00 p.m. to perform ground penetrating radar (GPR) utility clearance of the proposed excavation site and prepare a PIT excavation. GPR results indicated an unmarked conduit that runs through the northern half of the marked locate area. The initial PIT excavation was sited in the southern half of the locate area. No utility owners had marked the presence of services within the marked locate area. A 7-foot by 15-foot sawcut area was completed in the overlying asphalt after performing the GPR survey. Test pit excavation was started at approximately 3:30 p.m. using a Komatsu PC138 track hoe with a toothed bucket. The test pit (TP-1) had an approximate footprint of 8 feet by 5 feet and was excavated to a depth of 10 feet below existing ground surface (bgs). The test pit location is shown on Figure 2-1. Excavation spoils were placed in a dump truck and soil samples were collected from the test pit walls and from the excavator bucket for each distinct soil unit observed. A log of Test Pit -01 is included in Appendix A. The upper portion of the test pit consisted of approximately 2.5 inches of asphalt overlying approximately 3.5 inches of base course. Subsurface conditions observed in the test pit consisted of 5 feet of fill below the base course overlying native soils to the termination depth of 10 feet. The fill material generally comprised silty sand with varying amounts of gravel and debris that included concrete, bricks, metal, and plastic and was observed to be dense to very dense with a faint creosote odor. Native soils consisted of very soft to soft, dark brown elastic silt overlying a very soft to soft, medium plasticity blue-gray clay. Stride program: I-405 corridor Page 4 | AE 0054-17 | South Renton Transit Center Pilot Infiltration Test Results Report May 2022 Figure 2-1 Approximate Test Pit Locations Water was observed seeping into the test pit at approximately 5 feet bgs originating from a localized area in the northwest corner of the test pit. The flow rate of the seep was approximated 1 gallon per minute. The excavation was backfilled with spoils, and the upper 1 foot of the test pit was backfilled with imported gravel borrow and compacted with a walk-behind vibratory plate compactor. March 3, 2022 WSP and Reano arrived on site at approximately 8:00 a.m. to perform a second excavation (TP- 02), which was performed approximately 15 feet west of the first location with an approximate footprint of 7 feet by 5 feet. The soil types and the depths encountered were similar to those observed in TP-01. A localized seep was observed at approximately 5.5 feet in the northeast corner of the excavation. The flowrate was estimated at 10 gallons per minute and rapidly filled the excavation and seemed to stabilize at about 5.5 feet bgs. Due to the volume of water, the excavation was terminated at a depth of 7 feet bgs and backfilled with spoils. The upper 1-foot of the excavated area was backfilled with imported gravel borrow and compacted with a walk- behind vibratory plate compactor. At approximately 12:00 p.m., the field geologist conferred with the project engineer to assess the path forward for the PIT. It was determined that a small-scale PIT was to be performed in the upper portion of the fill. As such, a third excavation (PIT-01) was sited approximately 2 feet south and centered between test pits TP-01 and TP-02. The PIT footprint measured NTS Stride program: I-405 corridor Page 5 | AE 0054-17 | South Renton Transit Center Pilot Infiltration Test Results Report May 2022 approximately 6 feet by 6 feet and was excavated to a depth of 1.75 feet bgs using a smooth- edged bucket. The soil is classified as low plasticity sandy silt, similar to the two initial test pits; however, no significant pieces of concrete debris were observed. A marginal seep was noted along the south edge of the excavation at 0.3 feet bgs. The seep originated from the crushed rock base course underlying the asphalt and the flow rate was too low to estimate. A City of Renton hydrant was used as a water source to conduct the PIT. Water was conveyed using a garden hose flowing into a 4-inch acrylonitrile butadiene styrene plastic pipe inserted into a plastic bucket to disperse flow and prevent excessive scour or entrainment of fines. A stadia rod with 0.01-inch demarcations along with HOBO® pressure transducer data loggers were used to observe and record the height of water. The flow rate of the water to the pit was monitored with an Assured Automation DM-P series ½-inch flow meter. At 1:00 p.m., the PIT was filled to a water level height of 1.1 feet. The water was then shut off to observe an initial infiltration rate. After approximately 90 minutes, the water level had gained approximately 0.01 feet. WSP departed the site and the PIT was allowed to remain uncovered overnight. March 4, 2022 WSP arrived on site at approximately 8:00 a.m. to observe any changes in water level within the PIT. Upon arrival, the water level was measured at 1.15 feet, indicating an increase in water level from the day before of about 0.05 feet over an approximate 17-hour duration. Records from the data logger indicate the water level was stable over the last six hours of the test period. It was also noted the seep at the southern edge of the PIT had ceased to flow. Based on these observations, in addition to the observation that no significant rainfall occurred in the area overnight, it was concluded there was no measurable water infiltrated within the PIT during the testing period. The test was considered complete and Reano placed cold patch asphalt on the surface of all three test pits. 2.3 Laboratory Testing A laboratory test program is underway to confirm field classifications and obtain additional information on selected physical and mechanical properties of the materials encountered in the boreholes. Geotechnical laboratory testing was performed by HWA. Table 2-1 presents a summary of the laboratory tests that are being performed. The laboratory test results will be provided in the final version of this memo once the testing is complete. Table 2-1 Laboratory Testing Laboratory Test Standard Quantity Moisture Content ASTM D2216 2 Particle Size Analysis ASTM D6913/D7928 2 Atterberg Limits ASTM D4318 2 Stride program: I-405 corridor Page 6 | AE 0054-17 | South Renton Transit Center Pilot Infiltration Test Results Report May 2022 3 CONCLUSIONS The PIT results indicated no measurable infiltration within the test duration. The PIT results and the presence of seeps and pockets of perched zones indicate variability in permeability within the upper fill materials. Native soils encountered are generally fine-grained and exhibit very low permeability as evidenced by no to very low infiltration rates of the PIT as well as perched zones within the upper fill soil. Based on the subsurface conditions and results of the infiltration tests, the site area is not conducive for use in infiltration BMP design. Laboratory testing on the fill and native soils is currently underway, and the results will be used to update and complete these conclusions and recommendations as needed. Stride program: I-405 corridor Page 7 | AE 0054-17 | South Renton Transit Center Pilot Infiltration Test Results Report May 2022 4 REFERENCES Maps Schuster, J.E. 2015. Geologic map of the Tacoma 1:100,000 – scale quadrangle. Regulatory Guidance City of Renton. 2017. City of Renton Surface Water Design Manual. Washington State Department of Ecology (DOE). 2019. Stormwater Management Manual for Western Washington. 19-10-021. AE 0054-17 | South Renton Transit Center Pilot Infiltration Test Results Report I-405 corridor Test Pit Log DE P T H ( f t ) 1 2 3 4 5 6 7 8 9 10 EQ U I P M E N T Ko m a t s u P C 1 3 8 ME T H O D Ex c a v a t i o n MATERIAL PROFILE DESCRIPTION ASPHALT CRUSHED ROCK (SM) SILTY SAND, fine to coarse, some non-plastic fines, little fine sub-rounded to sub-angular gravel, dark grayish brown, dense to very dense, moist, pieces of concrete, brick, metal and plastic debris, faint creosote odor. [FILL] (SM) SILTY SAND WITH GRAVEL, fine to coarse, some sub- rounded to sub-angular gravel, little non-plastic fines, up to 5% by volume cobbles, pale grayish brown, dense to very dense, moist, pieces of concrete, brick, metal and plastic debris. [FILL] (MH) ORGANIC SILT, mostly high plasticity fines, approximately 10% organic matter by volume, dark brown to black, very soft to soft, moist, with lenses of FAT CLAY (CH), dark brown to black, pieces of preserved wood and bark. [ALLUVIUM] (CL) LEAN CLAY, low to medium plasticity fines, pale blue gray, very soft to soft, moist, trace organic debris observed. [ALLUVIUM] End of hole at 10.00 ft. US C S ST R A T A PL O T ELEV. --------- DEPTH (ft) 0.0 0.2 0.5 2.5 5.5 8.5 SAMPLES NU M B E R S- 1 S- 2 S- 3 S- 4 TY P E GS GS GS GS WATER CONTENT SHEAR STRENGTH AD D I T I O N A L LA B T E S T I N G AD D I T I O N A L OB S E R V A T I O N S 5.00 - 5.50 ft: Groundwater seep flowing from concrete void, estimated at 1 gal/min RECORD OF TEST PIT: TP-1 Sheet 1 of 1 CLIENT: Sound Transit DATE:March 02, 2022 PROJECT: WSP ST I405 Bus Rapid Transit WA PROJECT NO: 21501163 CONTRACTOR: Reano Construction LOCATION:Renton, WA GROUND ELEV: Approx. 27 ft. COORD SYS: HORZ DATUM: HOLE LOC: 200 S Grady, Renton, WA North side wall View looking west Golder - 3 Imperial US / ASTM D2487 Auto (most common ASTM) / 2022-03-11 REV: DIMENSIONS: 7.0 ft length x 5.0 ft width LOGGED: D. Bida CHECKED: M. Pryor DATE: Mar 02, 2022 DATE: Mar 08, 2022Draft Plastic & Liquid Limits (%) Water Content (%) NP Nonplastic 0 25 50 75 10 0 12 5 15 0 Nat Vane Rem Vane Pocket Pen Q U Torvane0123 4 5 AE 0054-17 | South Renton Transit Center Pilot Infiltration Test Results Report I-405 corridor Laboratory Test Results 21312 30th Dr. SE, STE. 110, Bothell, WA 98021 | 425.774.0106 | hwageo.com March 23, 2022 HWA Project No. 2017-135-21 Task 300 WSP USA 999 Third Ave, Suite 3200 Seattle, WA 98104 Attn: Mr. Robert Gorman, P.E. Subject: BATCH 5 SUBMISSION I-405 BRT Project – Phase 3 Laboratory Testing Client Project No.: 160363P3.003 Task 3.04.2 Dear Mr. Gorman; In accordance with your request, HWA GeoSciences Inc. (HWA) performed laboratory testing for the above referenced project. Herein we present the results of our laboratory analyses, which are summarized on the attached Figures. The laboratory testing program was performed in general accordance with your instructions and appropriate ASTM Standards as outlined below. SAMPLE DESCRIPTION: The subject samples were delivered to our laboratory on March 11 by Golder personnel. The samples were delivered in sealed Ziploc bags and designated with test pit IDs and sample depths. The soil samples were classified using visual-manual methods. The descriptions may be found on the attached Summary of Material Properties, Figure 1. PARTICLE SIZE ANALYSIS OF SOILS: The particle size distribution of each specified sample was determined in general accordance with ASTM D6913 and ASTM D7928. The results are plotted on the attached Particle Size Analysis of Soils Report, Figure 2, which also indicate the moisture content of the soil samples at the time of testing. LIQUID LIMIT, PLASTIC LIMIT, AND PLASTICITY INDEX OF SOILS (ATTERBERG LIMITS): The plasticity index of the specified samples was tested using method ASTM D4318, multi-point method. The results are reported on the attached Liquid Limit, Plastic Limit, and Plasticity Index of Soils Report, Figure 3.  ◆  PIT-1,S-1 1.5 1.8 23.8 36 25 11 6.7 41.5 51.8 ML Dark grayish-brown, sandy SILT TP-1,S-3 6.5 7.5 78.6 81 45 36 8.3 91.7 MH Black, elastic SILT (f e e t ) TO P D E P T H SAMPLE DESCRIPTION Notes: AS T M S O I L MO I S T U R E CO N T E N T ( % ) OR G A N I C % F I N E S SP E C I F I C G R A V I T Y EX P L O R A T I O N DE S I G N A T I O N 1. This table summarizes information presented elsewhere in the report and should be used in conjunction with the report test, other graphs and tables, and the exploration logs. 2. The soil classifications in this table are based on ASTM D2487 and D2488 as applicable. MATERIAL PROPERTIES 1 PAGE: 1 of 1 SUMMARY OF LIMITS (%) ATTERBERG BO T T O M D E P T H CO N T E N T ( % ) % S A N D % G R A V E L PIPLLL CL A S S I F I C A T I O N (f e e t ) 2017-135 T3PROJECT NO.: INDEX MATSUM 2 2017-135 PH 3.GPJ 3/23/22 FIGURE: Laboratory Testing for WSP I-405 BRT Project - Phase 3 Client Project No.: 160363P3.003 Task 3.04.2 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110 GRAIN SIZE IN MILLIMETERS 50 SAMPLE S-1 S-3 1.5 - 1.8 6.5 - 7.5 36 81 #10 41.5 8.3 30 CLASSIFICATION OF SOIL- ASTM D2487 Group Symbol and Name U.S. STANDARD SIEVE SIZES SAND 2 11 36 Coarse #60#40 51.8 91.7 #20 Fine Coarse SYMBOL Gravel % 3"1-1/2" PE R C E N T F I N E R B Y W E I G H T #4 #200 6.7 Sand % (ML) Dark grayish-brown, sandy SILT (MH) Black, elastic SILT Fines % 0.00050.005 CLAY PIT-1 TP-1 25 45 SILT 3/4" GRAVEL 0.05 5/8" 70 #100 0.5 24 79 50 Medium Fine 3/8" 5 PI 90 10 % MC LL PLDEPTH ( ft.) PARTICLE-SIZE ANALYSIS OF SOILS ASTM METHODS D6913/D7928 2017-135 T3PROJECT NO.: HWAGRSZ HYDRO 2017-135 PH 3.GPJ 3/23/22 FIGURE: Laboratory Testing for WSP I-405 BRT Project - Phase 3 Client Project No.: 160363P3.003 Task 3.04.2 0 10 20 30 40 50 60 0 20 40 60 80 100 % MC LL CL-ML MH SAMPLE PL A S T I C I T Y I N D E X ( P I ) SYMBOL PL PI S-1 S-3 25 45 24 79 LIQUID LIMIT, PLASTIC LIMIT AND PLASTICITY INDEX OF SOILS METHOD ASTM D4318 51.8 91.7 CL (ML) Dark grayish-brown, sandy SILT (MH) Black, elastic SILT CLASSIFICATION % Fines LIQUID LIMIT (LL) PIT-1 TP-1 ML 36 81 DEPTH (ft) 11 36 CH 3 1.5 - 1.8 6.5 - 7.5 2017-135 T3PROJECT NO.: HWAATTB 2017-135 PH 3.GPJ 3/23/22 FIGURE: Laboratory Testing for WSP I-405 BRT Project - Phase 3 Client Project No.: 160363P3.003 Task 3.04.2 soundtransit.org brt@soundtransit.org 206-398-5470 AE 0054-17 | 60% Storm Drainage Report APPENDIX F Remediation Project, Storm Drainage Report I-405 corridor South Renton Transit Center Remediation Project, Storm Drainage Report July 2022 Stride program: I-405 corridor Page i | AE 0054-17 | South Renton Transit Center Remediation Project, Storm Drainage Report July 2022 Consultant Quality Control Form Version Title Date Originator/ Drafted by Reviewed by Approved by Notes, as required 0 South Renton Transit Center Remediation Project, Storm Drainage Report – Draft 05/18/2022 M. Giseburt J. Erickson Rob Gorman Initial issue. 1 South Renton Transit Center Remediation Project, Storm Drainage Report 07/08/2022 M. Giseburt J. Erickson Rob Gorman Revised to address ST comments Stride program: I-405 corridor Page ii | AE 0054-17 | South Renton Transit Center Remediation Project, Storm Drainage Report July 2022 Table of Contents 1 INTRODUCTION ......................................................................................................................... 1 2 CORE REQUIREMENT #5: CONSTRUCTION STORMWATER POLLUTION PREVENTION .............................................................................................................................. 3 3 SPECIAL REQUIREMENT #6: AQUIFER PROTECTION AREA ............................................. 4 4 REFERENCES ............................................................................................................................ 6 Figures Figure 1-1 Stride Project ......................................................................................................... 2 Figure 1-2 Drainage Basins, Subbasins, and Site Characteristics ......................................... 3 Appendices Appendix A South Renton Transit Center Remediation Plan Appendix B Erosion and Sediment Control Plan Appendix C City of Renton Wellhead Protection Area Map Stride program: I-405 corridor Page iii | AE 0054-17 | South Renton Transit Center Remediation Project, Storm Drainage Report July 2022 Acronyms and Abbreviations BMP best management practice COR City of Renton CSWPP Construction Stormwater Pollution Prevention Plan ESC Erosion and Sediment Control project Sound Transit STRIDE Project RMC Renton Municipal Code ROW right-of-way SRTC South Renton Transit Center ST Sound Transit SWDM Surface Water Design Manual SWPPS Stormwater Pollution Prevention Spill Plan TDA Threshold Discharge Area Stride program: I-405 corridor Page 1 | AE 0054-17 | South Renton Transit Center Remediation Project, Storm Drainage Report July 2022 1 INTRODUCTION Sound Transit (ST) is proposing a new transit center in South Renton as part of the overall Stride Program for the I-405 corridor. The overall Stride Program project area and the proposed station locations, including the South Renton Transit Center, are shown on Figure 1-1. The ultimate plan for the South Renton Transit Center (SRTC) includes redeveloping an existing developed site located at the northeast quadrant of the intersection of S Grady Way and Rainier Ave S with a new parking garage and transit center. The project would also include improvements to adjacent roads. WSP previously prepared a separate Preliminary Storm Drainage Report that documents (at 30% design level) drainage requirements and considerations for the future SRTC and associated roadway improvements (WSP, May 2022). To facilitate site preparation, ST completed some soils and groundwater testing and found elevated levels of some contaminants that require remediation. ST contracted separately with Shannon and Wilson, Inc. to develop a remediation design and construction documents. The remediation work includes over 5,000 square feet of pavement removal to excavate and dispose of and/or treat some of the contaminants. A copy of the remediation design plans is included in Appendix A. In discussions between ST and the City of Renton (City), it was determined that a limited stormwater report would be required to support the remediation work. More specifically, the City requested a brief memorandum that addresses how the remediation work will meet the City’s storm drainage Core Requirement #5 and Special Requirement #6 detailed in the 2022 Surface Water Design Manual (SWDM) (Renton 2022). Core Requirement #5 is associated with Construction Stormwater Pollution Prevention. Special Requirement #6 is associated with work in Aquifer Protection Areas. The previous Preliminary Storm Drainage Report (WSP, May 2022) document, which is on file with the City, includes a site description, a downstream analysis, and how the core and special requirements are anticipated to be addressed for the ultimate site improvement for the various project Threshold Discharge Areas. Figure 1-2, excerpted from the May 2022 WSP report, shows the site. The remediation work is planned within TDA SRTC 1.2. The remainder of this memorandum discusses these two requirements and how they are being addressed. Stride program: I-405 corridor Page 2 | AE 0054-17 | South Renton Transit Center Remediation Project, Storm Drainage Report July 2022 Figure 1-1 Stride Project Stride program: I-405 corridor Page 3 | AE 0054-17 | South Renton Transit Center Remediation Project, Storm Drainage Report July 2022 Figure 1-2 Drainage Basins, Subbasins, and Site Characteristics 2 CORE REQUIREMENT #5: CONSTRUCTION STORMWATER POLLUTION PREVENTION To prevent sediment transport and pollutant discharges as well as other impacts related to land- disturbing and construction activities, Erosion and Sediment Control (ESC) measures and Stormwater Pollution Prevention and Spill Control (SWPPS) measures that are appropriate to the project site must be applied through a comprehensive Construction Stormwater Pollution Prevention Plan (CSWPP) as described in the City’s Surface Water Design Manual. Appendix B includes a preliminary ESC plan. It is noted that it is conceptual. As a part of the construction contract, ST will require the successful bidder (i.e., Contractor) to prepare a final ESC plan based on their strategy for completing the remediation work. This final ESC plan will need to be approved by both ST and the City prior to authorizing the work to begin. The ESC features proposed on-site include a stockpile and staging area designated by the Contractor and catch basin inserts for all catch basins in proximity of the project work area. These features are to reduce transport of sediment from the project area to downstream Stride program: I-405 corridor Page 4 | AE 0054-17 | South Renton Transit Center Remediation Project, Storm Drainage Report July 2022 drainage facilities and properties. Any pollutants potentially present from excavation will be handled and controlled following SWPPS standards. To comply with CSWPP performance and compliance, the Contractor will identify a CSWPP Supervisor that needs to be approved by the City (per Section 1.2.5.2 of the City’s SWDM). The Supervisor will review ESC and SWPPS measures and may monitor discharges for sediment and pollutants. Additional ESC or SWPPS measures may be required based on monitoring results. If applicable, any wet season construction (October 1 to April 30) will require additional ESC measures and a separate plan will need to be submitted before commencing work at the site. The site area will be stabilized and ESC and SWPPS measures removed prior to receiving final construction approval. 3 SPECIAL REQUIREMENT #6: AQUIFER PROTECTION AREA Special Requirement #6 states that a project proposed in an Aquifer Protection Area (APA) requires certain considerations based on APA Zone designation (Zone 1 or Zone 2). The requirement either prohibits certain drainage facilities (Zone 1) or requires lining open facilities or conveyance systems (Zone 2). The SRTC project area is within Zone 2 of the Downtown Wellfield. Therefore, the SWDM special requirements for Zone 2 apply to the project. A map with the Wellhead Protection Area Zones layer of COR Maps displayed (extracted from https://maps.rentonwa.gov/Html5viewer/Index.html?viewer=cormaps) is included in Appendix C. The SWDM requirement for Zone 2 is as follows: The following may require a liner in accordance with the design criteria in Section 6.2.4: a. Facilities that allow runoff to have direct contact with the soil, such as flow control and water quality treatment ponds, stormwater wetlands, filter strips, and infiltration facilities. b. Open channel conveyance systems that are not concrete lined, such as ditches or swales. The project is only providing soil remediation and does not propose any of the above-listed features that would require a liner, and thus the requirement does not apply. In addition to the Special Requirement #6, the Renton Municipal Code was reviewed for applicable requirements. The project area is within a Wellhead Protection Area as defined by RMC 4-3-050, Critical Areas Regulations. The Critical Areas Regulation defines any area within a wellhead capture zone be subject to critical areas regulations and requires that considerations be made to address hazardous materials, pesticides, and groundwater impacts within the Wellhead Protection Area. It further references RMC 4-9-015 Aquifer Protection Area Permits, that establishes permit procedures, operating permits, closure permits, and uniform standards for release reporting, emergency response, closure, and abandonments. The remediation plan for the project does not introduce any hazardous materials or pesticides and would not degrade groundwater quantity or quality. Rather, the plan removes diesel (hazardous) and lube oil (non-hazardous) from four separate areas of the site. In one of these four areas, a remediation agent (Regenesis PersulfOxtm) will be mixed with backfill material to stimulate the degradation of latent contaminants. In a fifth area, the plan calls for injecting a Stride program: I-405 corridor Page 5 | AE 0054-17 | South Renton Transit Center Remediation Project, Storm Drainage Report July 2022 biostimulation material (Regenesis Petrofixtm). Together, the excavation and soil treatment will improve groundwater quality. It is also noted that as part of the SRTC Preliminary Storm Drainage Report (WSP May 2022), an infiltration investigation for the project site was completed, including two pilot infiltration tests, which determined the site soils have very low infiltration rates that would reduce the risk for groundwater contamination. To satisfy Special Requirement #6, ST plans to make compliance with RMC 4-03-050 and 4-9- 015 a requirement for the construction Contractor. In addition, the Contractor will need to determine, with input from the City, whether a Closure Permit (per RMC 4-9-15) is required. Stride program: I-405 corridor Page 6 | AE 0054-17 | South Renton Transit Center Remediation Project, Storm Drainage Report July 2022 4 REFERENCES City of Renton Public Works Department Surface Water Utility (City of Renton). 2022. 2022 City of Renton Surface Water Design Manual. Effective June 22, 2022. WSP USA, Inc. 2022. Preliminary Storm Drainage Report – South Renton Transit Center. Prepared for Sound Transit. May. AE 0054-17 | South Renton Transit Center Remediation Project, Storm Drainage Report I-405 corridor South Renton Transit Center Remediation Plan ISSUED FOR BID SOUTH RENTON TRANSIT CENTER REMEDIATION PROJECT CONTRACT NO. RTA/CN 0188-21 VOLUME 3 OF 4 CONTRACT DRAWINGS MARCH, 2022 AE 0054-17 | South Renton Transit Center Remediation Project, Storm Drainage Report I-405 corridor Erosion and Sediment Control Plan TESC NOTES AND CONSTRUCTION SEQUENCE SOUTH RENTON TC TESC-N 1 ---- AS NOTED---- ---- ---- ----No.DATE DSN CHK APP REVISION SUBMITTED BY:DATE:REVIEWED BY:DATE:DATE: CONTRACT No.: FILENAME: SCALE:DRAWING No.: SHEET No.:REV: LI N E I S 1 " A T FU L L S C A L E DESIGNED BY: DRAWN BY: CHECKED BY: APPROVED BY: 07 / 0 6 / 2 2 | 3: 3 3 P M | US C U 7 0 5 5 6 0 C: \ B M S \ W S P - U S - P W - 0 2 \ D 0 3 1 3 6 8 9 \ T E S C _ R E M E D _ N O T E S . D W G TESC_REMED_NOTES FACILITY ID: PHASE 3 - 30% SUBMITTAL I-405 BRT AE 0054-17 04/04/2022PR E L I M I N A R Y 405 R. GORMAN 04/04/2022 GENERAL EROSION AND SEDIMENT CONTROL NOTES 1.THESE GENERAL EROSION AND SEDIMENT CONTROL NOTES, TOGETHER WITH DETAIL 1, THIS DWG, CONSTITUTE A CONCEPTUAL TEMPORARY EROSION AND SEDIMENT CONTROL (TESC) PLAN. THE CONTRACTOR IS REQUIRED TO SUBMIT A DETAILED STORMWATER POLLUTION AND PREVENTION PLAN (SWPPP) MEETING CITY REQUIREMENTS. THE TESC MEASURES SHALL THEN BE IMPLEMENTED CONSISTENT WITH THE CONTRACTOR-PREPARED SWPPP. 2.THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE ESC FACILITIES IS THE RESPONSIBILITY OF THE APPLICANT/ESC SUPERVISOR UNTIL ALL CONSTRUCTION IS APPROVED. 3.THE ESC FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED PRIOR TO OR IN CONJUNCTION WITH ALL CLEARING AND GRADING TO ENSURE THAT THE TRANSPORT OF SEDIMENT TO SURFACE WATERS, DRAINAGE SYSTEMS, AND ADJACENT PROPERTIES IS MINIMIZED. 4.THE ESC FACILITIES SHOWN ON THESE PLANS ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THE CONSTRUCTION PERIOD, THESE ESC FACILITIES SHALL BE UPGRADED AS NEEDED FOR UNEXPECTED STORM EVENTS AND MODIFIED TO ACCOUNT FOR CHANGING SITE CONDITIONS (E.G. ADDITIONAL SUMP PUMPS, RELOCATION OF DITCHES AND SILT FENCES, ETC.). 5.THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE APPLICANT/ESC SUPERVISOR AND MAINTAINED TO ENSURE CONTINUED PROPER FUNCTIONING. WRITTEN RECORDS SHALL BE KEPT OF WEEKLY REVIEWS OF THE ESC FACILITIES DURING THE WET SEASON (OCT. 1 TO APRIL 30) AND OF MONTHLY REVIEWS DURING THE DRY SEASON (MAY 1 TO SEPT. 30). 6.ANY AREAS OF EXPOSED SOILS, INCLUDING ROADWAY EMBANKMENTS, THAT WILL NOT BE DISTURBED FOR TWO (2) DAYS DURING THE WET SEASON OR SEVEN (7) DAYS DURING THE DRY SEASON SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED ESC METHODS (E.G., SEEDING, MULCHING, PLASTIC COVERING, ETC.). 7.ANY AREA NEEDING ESC MEASURES NOT REQUIRING IMMEDIATE ATTENTION SHALL BE ADDRESSED WITHIN FIFTEEN (15) DAYS. 8.THE ESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF ONCE A MONTH OR WITHIN FORTY-EIGHT (48) HOURS FOLLOWING A STORM EVENT. 9.AT NO TIME SHALL MORE THAN ONE (1) FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT-LADEN WATER INTO THE DOWNSTREAM SYSTEM. 10.WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 2 TO 3 INCHES. 11.NO STOCKPILING/STAGING WILL BE CONDUCTED WITHIN THE RIGHT OF WAY OR CITY OWNED SITE. CONTRACTOR IS RESPONSIBLE FOR OBTAINING ITS OWN STOCKPILE/STAGING AREAS. 12.PUBLIC STREETS SHALL BE CLEANED ONCE PER DAY OR AS DIRECTED BY THE CITY. FLUSHING OF STREETS WITH WATER WILL NOT BE ALLOWED. 13.IN ACCORDANCE WITH THE DEPARTMENT OF ECOLOGY REQUIREMENTS, WASTEWATER FROM CEMENT CONCRETE MASONRY, OR ASPHALT CONCRETE CUTTING, OR POURING OPERATIONS SHALL NOT BE DISCHARGED INTO STORM DRAINAGE SYSTEMS OR SURFACE WATERS. IMPERVIOUS SURFACES CONTAMINATED WITH SEDIMENT FROM GRIT AND CUTTING, PLANNING, OR PULVERIZING OPERATIONS SHALL BE VACUUM-CLEANED TO PREVENT CONTAMINANTS FROM ENTERING THE STORM DRAINAGE SYSTEM OR SURFACE WATERS. 14.CATCH BASIN INSERTS SHALL BE PLACED AT ALL CATCH BASINS SHOWN ON SHEET 2 PER COR STANDARD DETAIL 216.30, THIS SHEET. 15.INSTALL SILT FENCING ALONG THE DOWNSLOPE EDGE OF EXCAVATION AREAS PER COR STANDARD DETAIL 214.00, THIS SHEET. 16.INSTALL STRAW BALES ALONG THE DOWNSLOPE EDGE OF THE STAGING/STOCKPILE AREA. 17.INSTALL STABILIZED CONSTRUCTION ENTRANCE WHERE SHOWN ON SHEET 2 PER COR STANDARD DETAIL 215.10, THIS SHEET, EXCEPT MINIMUM LENGTH SHALL BE REDUCED TO 30' OR AS REQUIRED BY COR. 18.TEMPORARY SEDIMENTATION POND MAY BE REQUIRED IN CONTRACTOR STAGING AREA IF THE SILT FENCING IS NOT ADEQUATE. 19.KEEP PUBLIC AND PRIVATE ROADWAYS/PARKING LOTS, SIDEWALKS, AND TRAILS FREE OF DEBRIS AND SEDIMENT. 20.DO NOT ALLOW SURFACE WATER TO INFILTRATE OR ENTER KNOWN AREAS OF CONTAMINATION. CONSTRUCT TEMPORARY STORMWATER BYPASSES OR SANDBAG DIVERSIONS AS NEEDED DURING CONSTRUCTION TO DIVERT STORMWATER AROUND EXCAVATION ACTIVITIES AND MAINTAIN DRAINAGE OF UPSTREAM STORMWATER. CONTRACTOR IS RESPONSIBLE FOR DESIGN OF SURFACE FLOW AND STORM DRAIN BYPASS PLAN. SUBMIT AS PART OF FINAL ESC PLAN. STORM DRAIN BYPASS PLAN SHALL ALSO ADDRESS THE DOWNSTREAM SYSTEM AND PREVENTION OF STORMWATER ENTERING THE WORK AREA BY BACKING UP FROM DOWNSTREAM. 21. ALL DEWATERING AND RUNOFF WITHIN CONSTRUCTION AREAS SHALL BE TREATED VIA SEDIMENTATION, FILTRATION THROUGH VEGETATION IN APPROVED AREAS, OR PORTABLE FILTRATION SYSTEMS (UTILIZING TANKS AND FILTERS), AS NEEDED, PRIOR TO DISCHARGE TO DOWNSTREAM SYSTEMS TO MEET ALL APPLICABLE LOCAL, STATE, AND FEDERAL WATER QUALITY REGULATIONS. CONTRACTOR MAY ALSO DISCHARGE TO THE SANITARY SEWER SYSTEM AFTER OBTAINING APPLICABLE PERMITS AND MEETING PRETREATMENT REQUIREMENTS. PRELIMINARY CONSTRUCTION SEQUENCE 1.SUBMIT TRAFFIC CONTROL PLAN, TESC PLAN, STAGING PLAN, UTILITY PROTECTION PLAN AND MATERIALS SUBMITTALS. 2.ATTEND PRECONSTRUCTION CONFERENCE. 3.INSTALL TESC CONTROL MEASURES AND SET UP CONTRACTOR-OBTAINED STOCKPILE/STAGING AREA. 4.CALL FOR UTILITY LOCATES. 5.SET UP SHORING, DEWATERING SYSTEM, AND STORM DRAIN BYPASS SYSTEMS AS APPLICABLE. 6.CONDUCT REMEDIATION EXCAVATIONS, INJECTIONS, AND APPLICATIONS. 7.UPON COMPLETION AND APPROVAL COMPLETE FINAL PAVEMENT AND SURFACE RESTORATION. 8.REMOVE EROSION CONTROL MEASURES AFTER CITY APPROVAL OF WORK. SOUTH RENTON TRANSIT CENTER REMEDIATION PROJECT X X X X X X X X X X X H H H H H RIM=24.47 IE 12" DI NW=21.4 WAT=21.3 BOT=19.8 INLET RIM=25.25 2.1' X 1.7' CONC IE 8" CONC N=23.2 IE 4" CONC E=23.3 IE 6" CONC E=23.3 IE 6" X 6" SQUARE CONC W =23.1 WAT=23.2 BOT=22.4 CB 2.2' X 1.9' CONC RIM=23.81 IE 6" PVC NE=21.2 IE 12" DI NW=20.8 WAT=20.9 BOT=19.2 CB 2.2' X 1.9' CONC RIM=24.27 IE 12" DI NW=21.1 WAT=21.1 BOT=19.4 INLET RIM=25.12 INLET RIM=23.62 CB 2.2' X 1.9' CONC RIM=25.61 IE 12" DI SW =22.7 WAT=22.7 BOT=21.0 INLET RIM=25.37 CB 2.1' X 1.9' CONC RIM=26.61 IE 12" DI SE=22.7 IE 12" DI W=22.7 WAT=22.6 BOT=19.8 INLET RIM=26.88 CB 2.1' X 1.8' CONC RIM=26.42 IE 12" CPP NW=23.6 WAT=23.2 BOT=21.8 SDMH 48"Ø BRICK RIM=28.89 IE 30" CONC E=19.9 IE 24" CONC W=19.8 WAT=20.4 BOT=19.5 CB RIM=26.78 IE 8" DI S=25.5 WAT=25.3 BOT=22.9 CB RIM=25.90 CB 2.3' X 2.2' CONC RIM=25.65 IE 6" DI S=24.5 WAT=24.4 BOT=21.3 CB RIM=27.64 UNABLE TO ACCESS SDMH 60"Ø CONC RIM=26.62 12" CPP NE=UNABLE TO SEE IE 30" CONC NE=19.1 IE 30" CONC W=19.4 WAT=20.4 BOT=18.7 CB 1.7' X 2.2' CONC RIM=25.21 IE 12" CPP SW=23.0 WAT=23.0 BOT=22.6 SDMH 60"Ø CONC RIM=26.13 IE 12" CPP NE=21.5 IE 27" CONC E=19.7 IE 30" CONC SW=19.2 WAT=20.4 BOT=17.6 CB 2.1' X 1.6' CONC RIM=25.47 IE 8" CONC N=24.1 IE 12" CPP SW=24.0 WAT=24.0 BOT=23.6 CB 2.1' X 1.8' CONC RIM=26.15 IE 12" CONC N=20.3 IE 12" UNK S=19.9 WAT=20.6 BOT=18.8 SDMH RIM=26.16 UNABLE TO OPEN CB 1.6' X 2.1' CONC RIM=25.82 IE 4" CONC S=24.1 IE 12" CPP NW=24.1 WAT=23.9 BOT=23.2 CB 1.4' X 1.4' CONC RIM=26.93 N PIPE NOT VISIBLE IE 6" DI W=26.0 WAT=26.4 BOT=24.5 SDMH 60"Ø CONC RIM=27.40 IE 27" CONC W=19.8 IE 27" CONC NE=19.4 WAT=19.6 BOT=18.9 SDMH 36"Ø CONC RIM=25.24 N PIPE NOT VISIBLE IE 24" CMP E=19.3 IE 27" CONC SW=19.2 WAT=20.6 BOT=19.1 CB 2.2' X 1.9' CONC RIM=24.95 IE 16" CONC SE=20.9 WAT=21.5 BOT=19.3 CB 2.3' X 1.9' CONC RIM=25.94 IE 12" CONC S=20.5 IE 12" CONC NW=20.3 WAT=20.7 BOT=19.2 S D SS SS SS SS SS SS SS SS SS SS S S S S S S S S S S SD SS SD SD E E EE E E E E E E E W E W W W W W W W W W W W W W W W E E E E E G E E E E T T T T T E E E E E E E E E E E E E E E E E E E E E W CO WW W W W W W W W W T E E W W T T E E T T T T T EE E E E EE EE E T T T T T T T T T E E EE E E E E E E E G E EE E E E E E E E E E E E E E E E E E E E E E EE E E E E E E E E E E E G FO FO FO FO FO FO FO FO FO FO FO F O FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO FO W W W W W W W W W W W W W W W W W SD SD SD SD SD W W W F O F O F O FO FO FO FO FO FO FO FO F O FO F O FO S D S D S D S D SD SD S D SD SD SD SD SD SD SD SD SD SD SD SD SD SD S D S D S D S D SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD SD S S FO FO E E E E E E E E E E E E FO FO FO FO FO FO FO FO FO FO FO FO FO F O F O FO FO GAZEBO / / / / / / / / / /// / / / / / / /// / / / / / / / / / / / / /////// / // / / / / / / // ///// ///// // /// / / / / / / / / //////// ////////// / / / / / / / / / / / / / / / / / / / / / ////////// / / / / / / / / / / / / / / / //// / / / / / //// / / //// / / ////////// // / / / / / / / / / / / / / / / / //// / / //// //////// / / / / / / / / / / / / / /////////////// / / / / / / / / / / / / / / / / / / / / / / / / / / / //////////// / / / / / //// ///// / /////// / / / / ///////// /// / / / / CB RIM=25.71 CB RIM=25.53 SHELTER CANOPYBLDG BLDG BLDG BLDG CB 36" CONC RIM EL=24.29 IE 18" DI N=20.8 IE 8" CPP NE=21.1 IE 12" CPP E=21.2 IE 18" DI SW=20.8 WAT=20.9 BOT=17.8CB 2.2' X 1.8' CONC RIM EL=24.04 IE 18" DI NE=20.7 IE 18" DI SW=20.7 WAT=20.8 BOT=19.3 CB 2.2' X 1.8' CONC RIM EL=23.60 IE 18" DI NE=20.5 IE 12" CPP SE=20.8 IE 18" DI SW=20.6 WAT=20.5 BOT=19.4 CB 2.2' X 1.8' CONC RIM EL=23.39 IE 18" DI NE=20.3 IE 12" CPP E=20.7 IE 18" DI SW=20.4 WAT=20.4 BOT=19.3 INLET RIM EL=25.09 INLET RIM EL=25.04 CB 60" CONC RIM EL=24.37 IE 24" CPP N=20.7 IE 12" CPP NE=20.5 IE 6" PVC S=21.2 IE 24" CPP S=20.1 WAT=20.4 BOT=18.2 INLET RIM EL=24.37 NEEDS TRAFFIC CONTROL INLET 60" CONC RIM EL=25.34 IE 24" CPP N=20.1 IE 12" CPP E=20.7 IE 6" PVC S=22.2 IE 24" CPP S=23.0 WAT=20.4 BOT=18.0 INLET RIM EL=26.78 UNABLE TO OPEN 60" CONC RIM EL=28.35 IE 24" CPP N=19.4 IE 30" CPP NE=19.8 IE 12" CPP S=21.7 IE 36" CPP SW=19.6 BOT=17.8 SDMH 48" CONC RIM EL=28.71 IE 12" DI N=22.6 IE 12" DI S=22.8 WAT=22.6 BOT=20.6 CB 1.9' X 2.2' CONC RIM EL=28.02 TOP OF 12" DI SE=24.3 IE 12" DI N=23.2 WAT=23.3 BOT=22.1 CB 1.9' x 2.2' CONC RIM EL=26.82 IE 12" DI NE=23.7 WAT=23.8 BOT=22.2 INLET RIM EL=26.93 NEEDS TRAFFIC CONTROL CB 1.7' X 2.2' CONC RIM EL=26.55 IE 4" CONC W=25.2 WAT=25.2 BOT=24.9 CB 1.9' X 2.4 CONC RIM EL=26.10 IE 8" CONC S=24.4 WAT=24.7 BOT=21.8 CB 1.9' X 2.4' CONC RIM EL=25.63 IE 6" DI W/ PLUG W=24.4 WAT=23.9 BOT=20.9 CB 1.7' X 2.2' CONC RIM EL=25.70 IE 6" DI SW/ PLUG W=25.0 WAT=24.4 BOT=21.1 CB 1.7' X 2.2' CONC RIM EL=25.18 IE 6" PVC S=23.4 IE 6" PVC S=23.3 TOP OF 6" DI W=23.2 WAT=22.7 BOT=21.0 CB 2.2' X 1.9' CONC RIM EL=25.02 IE 12" RCP E=21.8 WAT=21.9 BOT=20.4 CB 1.7' X 2.2' CONC RIM EL=25.80 IE 8" CPP N=22.6 IE 8" CPP SE=22.6 IE 8" CPP SW=22.6 WAT=22.6 BOT=21.1 CB 1.9' X 2.2' CONC RIM EL=24.23 IE 8" CONC E=22.5 IE 8" CPP S=22.6 IE 8" CONC W=22.6 WAT=22.6 BOT=22.6 CB 2.2' X 1.9' CONC RIM EL=24.72 IE 12" RCP N=22.3 IE 12" RCP S=22.2 WAT=22.2 BOT=20.4 CB 1.9' X 2.2' CONC RIM EL=24.68 IE 12" RCP NE=21.1 IE 12" RCP W=21.0 WAT=21.7 BOT=19.8 CB 1.7' X 2.2' CONC RIM EL=25.92 IE 12" RCP N=21.8 IE 8" CONC E=21.2 IE 12" RCP S=21.6 IE 8" CONC W=22.7 WAT=21.7 BOT=20.8 CB 1.9' X 2.2' CONC RIM EL=25.33 IE 8" CONC E=23.8 WAT=23.4 BOT=22.8 CB RIM=27.30 UNABLE TO ACCESS SD CB RIM EL=26.77 8" CONC N=NA NEEDS TRAFFIC CONTROL INLET RIM EL=26.88 NEEDS TRAFFIC CONTROL SDMH RIM=24.94 NEEDS TRAFFIC CONTROL SDMH RIM=15.02 NEEDS TRAFFIC CONTROL CB RIM=25.13 NEEDS TRAFFIC CONTROL G G FO FO FO FO E E E E E E E E E E E E E E E E E E E E FO FO FO FO F O F O E F O F O F O F O FO FO FO FO FO FO FO FO FO W W W W SS SS FO SD SD SS SS SS SS SS SSSS SS SS WW F O SS SS SS SS E E E E W W E E E E T T T T T T T T T T T GG G G G G G GGG G G G G G G G E E E E E E E E E E E W W W W W G G G E E W E E E E E E E E E E E W W W W E EE E E E E C C C C C T T T T T T E E T T T E G G C E E E E E E E E E E HA R D I E A V E S W X X X X X X X X X X X X X X X X XX 1 1 1 1 1 1 3 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 X X 2 4 2 2 2 4 4 4 4 4 5 5 5 5 2 6 7 INSTALL CATCH BASIN INSERT PER COR STD DETAIL 216.30. LEGEND: LIMITS OF REMEDIATION WORK. STOCKPILE/STAGING AREA. 1 2 3 APPROX. HOTSPOT EXCAVATION AREA APPROX. BIOSTIMULATION COMPOUND INJECTION AREA APPROX. EXCAVATION AND BIOSTIMULATION APPLICATION AREA LIMITS OF REMEDIATION WORK SHALL BE FLAGGED WITH HIGH VISIBILITY FENCING. INSTALL SILT FENCE ALONG THE DOWNSLOPE EDGE OF ALL EXCAVATION AREAS TO CAPTURE ANY OVERLAND FLOW. SILT FENCE TO BE INSTALLED PER COR STD DETAIL 214.00. 4 5 1.HIGH VISIBILITY FENCING SHOWN OFFSET FROM LIMITS OF REMEDIATION WORK FOR VISUAL PURPOSES ONLY. 2.SEE SHEET 1 FOR COR STANDARD DETAILS. NOTES: INSTALL STABILIZED CONSTRUCTION ENTRANCE PER COR STD DETAIL 215.10. LENGTH SHALL BE REDUCED TO 30' OR AS REQUIRED BY COR. 6 PLACE STRAW BALES ON PAVEMENT ALONG DOWNSLOPE EDGE OF STOCKPILE AREA TO CAPTURE ANY SILT-LADEN RUNOFF FROM STOCKPILE AREA. 7 SCALE IN FEET 0 4020 8040 (1" = 40') TESC PLAN SOUTH RENTON TC TESC-P 2 1" = 40' N No.DATE DSN CHK APP REVISION SUBMITTED BY:DATE:REVIEWED BY:DATE:DATE: CONTRACT No.: FILENAME: SCALE:DRAWING No.: SHEET No.:REV: LI N E I S 1 " A T FU L L S C A L E DESIGNED BY: DRAWN BY: CHECKED BY: APPROVED BY: 07 / 0 6 / 2 2 | 2: 5 7 P M | US C U 7 0 5 5 6 0 C: \ B M S \ W S P - U S - P W - 0 2 \ D 0 3 1 3 6 8 9 \ T E S C _ R E M E D _ P L A N . D W G TESC_REMED_PLAN FACILITY ID: PHASE 3 - 30% SUBMITTAL I-405 BRT AE 0054-17 04/04/2022PR E L I M I N A R Y 405 R. GORMAN 04/04/2022 RA I N I E R A V E S SOUTH RENTON TRANSIT CENTER REMEDIATION PROJECT PROPERTY LINES, TYP. EXISTING ROW, TYP. L A K E A V E S S GRAD Y W A Y S GRAD Y W A Y STAGING/STOCKPILE AREA AE 0054-17 | South Renton Transit Center Remediation Project, Storm Drainage Report I-405 corridor City of Renton Wellhead Protection Area Map 72,224 6,019 Wellhead Protection Area Zones Map City of Renton This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. 7/7/2022 Legend 4,09302,046 THIS MAP IS NOT TO BE USED FOR NAVIGATION Feet Notes 4,093 WGS_1984_Web_Mercator_Auxiliary_Sphere Information Technology - GIS RentonMapSupport@Rentonwa.gov City and County Labels City and County Boundary <all other values> Renton Wellhead Protection Area Zones Zone 1 Zone 1 Modified Zone 2 Environment Designations Natural Shoreline High Intensity Shoreline Isolated High Intensity Shoreline Residential Urban Conservancy Jurisdictions Streams (Classified) <all other values> Type S Shoreline Type F Fish Type Np Non-Fish Type Ns Non-Fish Seasonal Unclassified Not Visited Wetlands Streets Waterbodies soundtransit.org brt@soundtransit.org 206-398-5470 soundtransit.org brt@soundtransit.org 206-398-5470