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Home My WebLink AboutTIR-4177Boeing Commercial Airplanes Apron R - Central Renton, Washington Submitted to The Boeing Company 800 North Sith Street Renton, Washington Submitted by WSP USA WA17.0102.00 November 2019 Draft Technical Information Report WA17.0102.01 March 2020 Final Technical Information Report Boeing Commercial Airplanes Apron R - Central February 2021 DEVELOPMENT ENGINEERING jchavez 08/25/2021 Final Technical Information Report Boeing Commercial Airplanes Apron R - Central Renton, Washington Submitted to The Boeing Company 800 North Sixth Street Renton, Washington 98055 05 February 2021 Prepared by WSP USA 33301 Ninth Avenue South, Suite 300 Federal Way, Washington 98003-2600 WA17.0102.01 Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R - Central Project February 05, 2021 Renton, Washington Page i of iii FINAL TECHNICAL INFORMATION REPORT Boeing Commercial Airplanes Apron R - Central Renton, Washington TABLE OF CONTENTS SECTION PAGE PROJECT ENGINEER’S CERTIFICATE ........................................................................ 1 1.0 SECTION 1: PROJECT OVERVIEW ................................................................... 2 1.1 Existing Conditions ................................................................................. 2 1.2 Proposed Improvements ......................................................................... 3 1.3 Stormwater Improvements ...................................................................... 4 2.0 SECTION 2: CONDITIONS AND REQUIREMENTS SUMMARY ........................ 5 2.1 Requirements Summary: Stormwater Management Guidelines .......... 5 2.1.1 Core Requirement 1 - Discharge at the Natural Location .......... 5 2.1.2 Core Requirement 2 - Off-site Analysis ....................................... 6 2.1.3 Core Requirement 3 - Flow Control ............................................. 6 2.1.4 Core Requirement 4 - Conveyance System ................................ 6 2.1.5 Core Requirement 5 - Erosion and Sediment Control ............... 6 2.1.6 Core Requirement 6 - Maintenance and Operations .................. 6 2.1.7 Core Requirement 7 - Financial Guarantees and Liability ......... 7 2.1.8 Core Requirement 8 - Water Quality ............................................ 7 2.1.9 Core Requirement 9 – On-site BMPs ........................................... 7 2.1.10 Special Requirement 1 - Other Adopted Area-specific Requirements ................................................................................ 8 2.1.11 Special Requirement 2 - Flood Hazard Delineation .................... 8 2.1.12 Special Requirement 3 - Flood Protection Facilities .................. 8 2.1.13 Special Requirement 4 - Source Control ..................................... 8 2.1.14 Special Requirement 5 - Oil Control ............................................ 9 2.1.15 Special Requirement 6 – Aquifer Protection Area ...................... 9 3.0 SECTION 3: OFF-SITE ANALYSIS ..................................................................... 9 3.1 Outfall 004A .............................................................................................. 9 3.1.1 Basin 30 ......................................................................................... 9 3.1.2 Basin 29 ......................................................................................... 9 3.1.3 Subbasin 27E............................................................................... 10 3.1.4 Subbasin 27F ............................................................................... 10 3.1.5 Basin 58 ....................................................................................... 11 3.1.5.1 Reach 58B ............................................................................................ 11 3.1.5.2 Reach 58A ............................................................................................ 11 3.1.6 Proposed Improvements ............................................................ 11 3.2 Outfall 004 .............................................................................................. 12 3.2.1 Basin 28 ....................................................................................... 12 Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R - Central Project February 05, 2021 Renton, Washington Page ii of iii 3.2.2 Basin 27 – Outfall 004 ................................................................. 12 3.2.2.1 Reach 27C, Subbasin 27C .................................................................. 12 3.2.2.2 Reach 27i, Subbasin 27i ..................................................................... 13 3.2.2.3 Reach 27H, Subbasin 27H .................................................................. 13 3.2.2.4 Reach 27B, Subbasin 27B .................................................................. 13 3.2.2.5 Reach 27A, Subbasin 27A .................................................................. 13 3.2.3 Existing Conditions Summary ................................................... 14 3.2.4 Proposed Condition .................................................................... 14 4.0 SECTION 4: STORMWATER FACILITY ANALYSIS AND DESIGN ................. 15 4.1 Water Quality Treatment ....................................................................... 15 4.1.1 Enhanced Water Quality Treatment - Bioretention Cells ......... 18 4.1.2 Oil Control Design ....................................................................... 19 4.1.2.1 Flow Splitter ........................................................................................ 19 4.1.2.2 Coalescing Plate Oil/Water Separator .............................................. 19 4.1.3 Enhanced Water Quality Treatment – Modular Wetlands ........ 20 4.1.4 Spill Containment ........................................................................ 21 5.0 SECTION 5: CONVEYANCE SYSTEM ANALYSIS AND DESIGN ................... 21 5.1 Conveyance System Analysis .............................................................. 21 5.2 Conveyance System Design ................................................................. 22 5.2.1 HDPE Pipe ................................................................................... 22 5.2.2 Nyloplast PVC Drain Basins ....................................................... 23 5.2.3 Backflow Prevention ................................................................... 23 5.2.4 Spill Control ................................................................................. 23 5.2.5 System Inspection and Maintenance ........................................ 23 6.0 SECTION 6: SPECIAL REPORTS AND STUDIES ........................................... 24 7.0 SECTION 7: OTHER PERMITS ......................................................................... 24 8.0 SECTION 8: CONSTRUCTION SWPPP ANALYSIS AND DESIGN ................. 24 9.0 SECTION 9: BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT ...................................................................... 24 10.0 SECTION 10: OPERATIONS AND MAINTENANCE MANUAL ........................ 24 11.0 LIST OF ACRONYMS AND ABBREVIATIONS ................................................. 26 LIST OF TABLES Table 1-1. Project Site Surface Cover .......................................................................... 5 Table 3-1. Outfall 004A: Tributary Basin Areas ........................................................ 11 Table 4-1. Existing Vault Tributary Area Summary .................................................. 15 Table 4-2. OWS-064/RTU-13 & RTU-14 ...................................................................... 16 Table 4-3. OWS-067/RTU-016 ..................................................................................... 16 LIST OF APPENDICES Appendix A Site Maps Appendix B Drainage Maps and Calculations Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R - Central Project February 05, 2021 Renton, Washington Page iii of iii Appendix C City of Renton Maps Appendix D Flood Zone Maps Appendix E Geotechnical Report – Provided Under Separate Cover Appendix F Forms Appendix G Maintenance and Inspection Guidelines Appendix H Construction Stormwater Pollution Prevention Plan (SWPPP) Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R Central Project February 05, 2021 Renton, Washington Page 1 of 26 FINAL TECHNICAL INFORMATION REPORT BOEING MITIGATION HANGAR PROJECT RENTON, WASHINGTON PROJECT ENGINEER’S CERTIFICATE I hereby certify that this Technical Information Report for the Boeing Mitigation Hangar Project has been prepared by me or under my direct supervision and meets minimum standards of care and expertise, which is usual and customary in this community for professional engineers. I understand that the City of Renton does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities designed by me. Reviewed by, Connie Linden, PE Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R Central Project February 05, 2021 Renton, Washington Page 2 of 26 1.0 SECTION 1: PROJECT OVERVIEW The proposed project is located at The Boeing Commercial Airplane 737 Airplane Production Renton Plant, which is on the southern shore of Lake Washington, within the city limits of Renton, Washington. The facility is bordered by the Cedar River to the west and Logan Avenue to the east. The City of Renton Stadium is located directly south of the Boeing Renton Production Plant. The surrounding land use is predominantly commercial, industrial, and retail. The City of Renton Municipal Airport is adjacent to the project site on the western bank of the Cedar River. The Landing, a mixed-use development, a newly constructed hotel and parking garage, and an outdoor storage yard are located just east of the site. A site vicinity map is provided in Appendix A, page 1. The project site is located at the northern extent of The Boeing Renton Production Plant, adjacent to the northwest corner of Building 4-81 and just south of Apron R. Apron R is a large open-paved space used to provide a transportation corridor for aircraft, personnel, and material from the end of several key production lines to the Renton Municipal Airport via a bridge crossing the Cedar River. Utility improvements, drainage improvements, regrading, and repaving of Apron R are proposed as a part of a separate project. Previously known as the Mitigation Hangar project, the newly named Apron R Central project will not construct a building extension at the 4-81 Building. The Apron R Central project work will include abandoning an existing 80,000-gallon combined oil/water separator and wet vault; construction of a new combined bypass and oil/water separator vault and new modular wetland water-quality treatment vaults; construction of new bio-retention cells; abandoning existing storm conveyance pipe and abandonment of existing utilities; and construction of new connections to the existing fire protection system. See Appendix A page 3 for the developed site map. 1.1 EXISTING CONDITIONS The Apron R Central project site is currently used for parts storage directly adjacent to Building 4-81 on the eastern extent of the site. Aircraft staging stalls (known as the CI Area) are located on the western end of the project site. A two-way vehicular drive aisle and a dedicated pedestrian path separates these two main areas of use. An existing employee parking area is located at the southern end of the project site. The entire project site is impervious in its current condition. Its topography is relatively flat, with slopes generally ranging from less than 1 percent to no more than 5 percent. Site runoff from the project site generally flows and discharges to existing outfalls (Outfalls 004 and 004A) to Lake Washington via a closed conveyance system. An 80,000-gallon existing combined oil/water separator and wet vault system constructed in the 1990s is located in the northwest corner of the project site. This vault was designed to provide water-quality treatment for the paved area between Building 4-81 and Buildings 4-20/4-21, and bypass flows above the water-quality design flow via a diversion vault. This system will be demolished and abandoned as a part of the Apron R Central project. This water-quality facility will be replaced with a Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R Central Project February 05, 2021 Renton, Washington Page 3 of 26 combined oil/water separator and bypass vault and a manifold modular wetland vault system to provide oil control and enhanced water-quality treatment. The Boeing Commercial Airplane 737 Airplane Production Renton Plant operates 24 hours a day, 365 days a year. The industrial activities that occur at the project site require the Boeing Renton Production Plant facilities to participate in a statewide Industrial Stormwater General Permit (ISGP), and to maintain a stormwater pollution prevention plan (SWPPP) meeting the requirements of the Washington State Department of Ecology (Ecology). The drainage basin and outfall definitions and naming conventions used in this report will follow the existing ISGP SWPPP naming convention for continuity. The proposed project will alter Basins 27 and 58. The conveyance systems for these basins receive runoff from areas south of the project site. A detailed discussion of these off-site drainage areas is provided in Section 3, Off-site Analysis. According to the geotechnical report prepared by S & EE on 22 June 2018, the project site is underlain by 5 to 7 feet of compacted structural fill over alluvial soils consisting of loose- to medium-dense silty sand and peat that extend to depths of greater than 100 feet. Because of its close proximity to Lake Washington, groundwater elevations within the project site are impacted by the lake level, which is controlled at the Ballard Locks by the U.S. Army Corps of Engineers. The water level varies from approximately 3 feet below grade in the summer months to 5 feet below grade in the winter months. Groundwater depth increases to 7 feet below grade in the summer months to 9 feet below grade in the winter months south of the project site near the intersection of Logan Avenue North and North 8th Street. A copy of the geotechnical report is provided in Appendix E (under separate cover). Contaminated soils were identified on the Boeing Renton Production Plant site in 1990. However, ongoing soils testing indicate that contaminates are below reportable levels within the project area. Soil and groundwater testing will be performed prior to disposal of site spoils and off-site discharge of groundwater from dewatering efforts. Existing utilities within the project limits include fire protection water mains, compressed air, potable water, power, and communications. Existing lighting for the project is provided by building mount fixtures on Building 4-81 and parking lot light poles within the project area. 1.2 PROPOSED IMPROVEMENTS The proposed improvements included in the Apron R Central project are focused on the removal of the existing 80,000-gallon combined oil/water separator and wet vault and the construction of new water-quality facilities. Site improvements will include abandoning and replacing underground drainage and utility systems, providing new water-quality and oil-control facilities, and replacing pavement. Improvements to be constructed immediately north of the Apron R Central site will be done under the “Apron R” project. Apron R project work has been reviewed and approved by the City for construction under a separate permit. Therefore, this report Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R Central Project February 05, 2021 Renton, Washington Page 4 of 26 refers to the Apron R improvements prepared specifically for the Apron R Central project as existing improvements. The northern portions of the Apron R Central site will be graded to facilitate new stormwater facilities to support ongoing aircraft manufacturing activities. Oil-control and water-quality treatment facilities designed as a part of the Apron R project will provide oil control and enhanced treatment for 2.003 acres of the Apron R Central site. The southern portions of the Apron R Central site will direct runoff from the 5.517- acre area bounded by Building 4-81, Building 4-17, and Building 4-20 and will be routed to a new combined oil/water separator and bypass vault and manifold modular wetland vault system for oil control and enhanced treatment. This project will not create new impervious area. See the Developed Conditions Map included in Appendix A page 3 and Table 1-1 for drainage basin mapping and surface coverage. 1.3 STORMWATER IMPROVEMENTS Stormwater improvements proposed within the limits of this project will include new collection and conveyance systems, an oil-control facility, and a water-quality treatment facility. The existing combined oil/water separator and wet vault will be abandoned. Since not all tributary areas, including offsite upstream areas, can be treated, an equivalent area treatment trade is proposed. New bio-retention cells for providing enhanced treatment will be installed in an existing parking lot south of the site within Basin 34. In the developed condition, the project site will route runoff to two separate outfalls (Outfall 004A and Outfall 004) that discharge to Lake Washington and to two separate basins (27 and 58). Improvements constructed as a part of the Apron R project, directly downstream of the project site, included both conveyance system and outfall improvements, as well as new oil-control and water-quality treatment facilities. Table 1-1 below summarizes existing and proposed surface coverage for the project. Surface-cover changes within Basin 34, which as noted above is the proposed equivalent area for water-quality improvements, are summarized in Section 4. Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R Central Project February 05, 2021 Renton, Washington Page 5 of 26 Table 1-1. Project Site Surface Cover Existing Developed Square Feet Acres Square Feet Acres Project Site 100,678 2.311 100,678 2.311 Pervious 0 0 0 0.000 Impervious 100,678 2.311 100,678 2.311 New Impervious 0 0.000 New Pollution Generating Impervious 0 0.000 Removed Pollution Generating Impervious 100,678 2.311 Replaced Pollution Generating Impervious 100,678 2.311 2.0 SECTION 2: CONDITIONS AND REQUIREMENTS SUMMARY The following are the design standards that are applicable to this project. · City of Renton Municipal Code · City of Renton Development Standards · City of Renton Amendments to the King County Surface Water Design Manual, 2017 (SWDM) · King County SWDM, 2016 · State Environmental Policy Act (SEPA) (RCW 43.21C) The following publications and manuals are applicable to this project when a specific subject is not covered or discussed in the above-listed documents. · Manual on Uniform Traffic Control Devices (2009) · AASHTO “Policy on Geometric Design of Highways and Streets” (2004) · Washington State Department of Transportation Design Manual 2.1 REQUIREMENTS SUMMARY: STORMWATER MANAGEMENT GUIDELINES The project site and Threshold Discharge Areas are subject to the following minimum requirements. 2.1.1 Core Requirement 1 - Discharge at the Natural Location This project will replace and reroute existing storm conveyance systems within the respective existing basins. The project will also make modifications to the size of tributary drainage basins. These changes will be made to redirect stormwater runoff to proposed water-quality treatment facilities before discharging to Lake Washington, and address capacity issues of existing conveyance systems. Runoff from the project site discharges at the southern shore of Lake Washington via Outfalls 004 and 004A. Runoff from the proposed equivalent treatment area within Basin 34 discharges to Lake Washington at Outfall 021. However, drainage discharged from Outfalls 004, 004A, and 021 combine within 1/4 mile. Therefore, Drainage Basins 27, 58, and 34 are considered within the same threshold discharge area (TDA). Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R Central Project February 05, 2021 Renton, Washington Page 6 of 26 2.1.2 Core Requirement 2 - Off-site Analysis A quantitative analysis of the upstream on-site conveyance systems for Basins 27 and 58 has been performed to determine that no negative impacts will result from redirecting portions of the tributary area within the project site. Backwater and conveyance calculations are provided in Appendix B; existing condition calculations begin on page 1 and developed condition calculations begin on page 570. 2.1.3 Core Requirement 3 - Flow Control The project site meets the requirements of the Direct Discharge Exemption per Section 1.2.3.1 of the SWDM. The project site discharges to Lake Washington, a Major Receiving Water as defined in Table 1.2.3.B of the SWDM. In accordance with Section 1.2.3.1, the site conveyance system: extends to the ordinary high water mark and is composed entirely of manmade elements; has adequate capacity to convey and to contain the 25-year peak storm event per Core Requirement #4; is stabilized to prevent erosion; and, will not divert flows from or increase flows to an existing wetland or stream. 2.1.4 Core Requirement 4 - Conveyance System The new conveyance systems for this project are required to have capacity to convey and contain the 25-year, 24-hour storm event per Section 1.2.4 of the SWDM. Additionally, where there is a change to the flow characteristics to an existing conveyance system, the 100-year peak flow shall not create or aggravate a severe flooding or erosion problem. A backwater analysis of the conveyance systems for the project site has been modeled using StormCAD (recently updated and now called SewerGEMS). Peak flow rates were calculated using the StormShed 3G program and manually input into StormCAD (recently updated and now called SewerGEMS). The Soil Conservation Service (SCS) method within the StormShed 3G modeling program was selected, in accordance with the requirements of the SWDM Section 3.2 for assessing pipe systems with tributary areas larger than 10 acres. A capacity analysis was done for the overflow conveyance systems being installed as a part of the equivalent area treatment systems. Because the proposed improvements will reduce the amount of impervious area, there will be a flow reduction. Therefore, a backwater analysis was not performed. See Section 5 for additional information regarding the design of the conveyance system for this project. 2.1.5 Core Requirement 5 - Erosion and Sediment Control The erosion and sediment control plan and construction SWPPP for the proposed project are included as Appendix H of this Report. 2.1.6 Core Requirement 6 - Maintenance and Operations Stormwater facilities’ maintenance and operation for The Boeing Company’s Renton Plant are conducted in accordance with the plant’s ISGP, WAR-000232. Maintenance and inspection guidelines for Bioretention Cells, Modular Wetland Systems and Coalescing Plate Oil/Water Separators are included as Appendix G of this report. Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R Central Project February 05, 2021 Renton, Washington Page 7 of 26 2.1.7 Core Requirement 7 - Financial Guarantees and Liability The Boeing Company is responsible for all storm drainage guarantees and liabilities for this project. 2.1.8 Core Requirement 8 - Water Quality The project is exempt from providing water quality under Core Requirement No. 8, Exemption 3, as it meets all the following criteria. a. The total valuation of the project improvements (including interior improvements and excluding required mitigation improvements) is less than 50 percent of the assessed value of the existing site improvements. b. The project will add less than 5,000 square feet of new pollution-generating impervious surface (PGIS) that is not fully dispersed. c. The project will add less than 3/4 acre of new PGPS that is not fully dispersed. Although no new pollution-generating area will be created by the proposed improvements, the project will remove an existing combined oil/water separator and wet vault. New oil control and enhanced treatment facilities will be constructed to provide treatment and oil control for high-use portions of this tributary area. Runoff from Basin 27C upstream of the project area was also routed through the existing vault diversion structure. This upstream tributary area includes landscaped areas, pedestrian walkways, gravel areas, and employee parking lot/driveway areas. The total pollution-generating impervious surface (PGIS) within this upstream tributary area is 1.728 acres. An equivalent area-treatment trade is proposed to provide enhanced water-quality treatment via the use of bio-retention cells to treat 1.828 acres of PGIS in an adjacent parking lot. Maps describing this area can be found in Appendix B, page 152 and 153. A further discussion of the proposed water-quality treatment systems can be found in Section 4, Flow Control and Water Quality Facility Analysis and Design. 2.1.9 Core Requirement 9 – On-site BMPs This project will create greater than 2,000 square feet of new, plus replaced, impervious surface and must evaluate the feasibility of on-site best management practices (BMPs) in accordance with this requirement. This project is exempt from flow control requirements using the Direct Discharge Exemption, in accordance with Section 1.2.3.1 and does not need to achieve the Low Impact Development (LID) Performance Standard or consider bioretention, permeable pavement, and full dispersion. The following is a list of BMPs required to be considered for the project site. · C.2.2 Full Infiltration - As discussed in the existing conditions section of this report and further detailed in the final geotechnical report, subsurface conditions, such as Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R Central Project February 05, 2021 Renton, Washington Page 8 of 26 seasonal groundwater and possible contaminated soils, preclude the use of infiltration for on-site stormwater management within the project limits. · C.2.3 Limited Infiltration - As discussed in the existing conditions section of this report and further detailed in the final geotechnical report, subsurface conditions, such as seasonal groundwater and possible contaminated soils, preclude the use of infiltration for on-site stormwater management within the project limits. · C.2.4 Basic Dispersion - There are no vegetated areas within the project limits that are large enough to meet the minimum flowpath requirements for basic dispersion in accordance with C.2.4 of the SWDM; therefore, basic dispersion is not feasible for this project. · C.2.11 Perforated Pipe Connection - As discussed in the existing conditions section of this report and further detailed in the final geotechnical report, subsurface conditions, such as seasonal groundwater and possible contaminated soils, preclude the use of infiltration for on-site stormwater management within the project limits. · C.2.13 Soil Amendment - Landscaped areas will be created by the proposed project within the equivalent area treatment trade portion of this project and soil amendment BMP as detailed in Appendix C, Section C.2.13 of the SWDM are incorporated into the non-bioretention planted areas. See Section 4 of this report for a discussion on infiltration and bioretention within the equivalent area-treatment trade portion of this project. 2.1.10 Special Requirement 1 - Other Adopted Area-specific Requirements This project is located within the Cedar River Basin. There are currently no special drainage requirements that apply to this project. 2.1.11 Special Requirement 2 - Flood Hazard Delineation This project is not located within a flood zone as designated by the Federal Emergency Management Agency panel. Refer to the flood zone maps provided in Appendix D. 2.1.12 Special Requirement 3 - Flood Protection Facilities There are currently no flood-protection facilities for the site. 2.1.13 Special Requirement 4 - Source Control Per the King County SPPM, the Boeing Renton Production Plant is exempt from implementing the BMPs in the manual because it has obtained, and is complying with, a permit under the National Pollutant Discharge Elimination System Stormwater Permit Program. As a condition of the Renton Plant’s ISGP approval, Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R Central Project February 05, 2021 Renton, Washington Page 9 of 26 Boeing maintains a SWPPP that details their operational and structural BMPs throughout the entire site. Additional discussion of source control is included in Section 4 of this report. 2.1.14 Special Requirement 5 - Oil Control The project site will be used as a staging area for light manufacturing activities, a transportation corridor for aircraft and materials, and a storage area. These activities classify the immediate project site as a high-use site requiring oil control. See Section 4 for a detailed discussion of oil control facilities on the project site. 2.1.15 Special Requirement 6 – Aquifer Protection Area The proposed project site is not located within an Aquifer Protection Area. The proposed project is located within a groundwater protection area. See the groundwater protection area City of Renton Map that is included in the SWDM and Appendix C, page 2 and 3. 3.0 SECTION 3: OFF-SITE ANALYSIS Stormwater runoff from the project site discharges directly to Lake Washington via a private stormwater conveyance system that Boeing owns and maintains. It does not enter an off-site conveyance system. Because the stormwater outfalls are submerged, no bank sloughing or evidence of erosion was observed. The following downstream and upstream analysis documents the Boeing Renton Production Plant private conveyance systems that will be affected by the proposed project improvements. The proposed project will affect the conveyance piping and run-off characteristics within the upstream basins of two existing outfalls to Lake Washington: Outfall 004A and Outfall 004. Water Quality improvements are proposed within Basin 34 (tributary to Outfall 021); however no increase in run-off will occur as a result of these improvements and no off-site analysis was performed. 3.1 OUTFALL 004A Existing and developed basin and sub basin maps can be seen in Appendix B, pages 2, 3, 571, and 572. 3.1.1 Basin 30 190,196-Square-Foot (4.366-acre) – Outfall 004A Basin 30 is a roof area from Building 4-20. An existing 10-inch pipe connects to an 18-inch high-density polyethylene (HDPE) pipe just as it exits the building. This 18-inch pipe extends 110 feet north where it connects to an 18-inch HDPE pipe located parallel to Building 4-20, which conveys runoff 260 feet east to a point of convergence with Basin 29, as described in Section 3.1.2. 3.1.2 Basin 29 99,292 square foot (2.279-acre) – Outfall 004A Basin 29 is a roof area from Building 4-20. An existing 10-inch pipe connects to an 18-inch HDPE pipe just as it exits the building. This 18-inch pipe extends 110 feet north where it connects to an 18-inch HDPE pipe located parallel to Building 4-20 Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R Central Project February 05, 2021 Renton, Washington Page 10 of 26 and a point of convergence with Basin 30 described above. The 18-inch HDPE pipe located parallel to Building 4-20 continues to convey runoff 297 feet east to converge with Basin 58 near the east end of Building 4-20 as described in Section 3.1.5. 3.1.3 Subbasin 27E 232,102-square feet (5.328-acres) – Outfall 004A Runoff from the western portion of the paved area south of Building 4-20 and the western portion of the rail spur area south of Building 4-20 that lies within Subbasin 27E is collected via catch basins with 4-, 6-, and 8-inch lateral connections to 8- and 10-inch conveyance pipes. Runoff from this western portion of Basin 27 is directed to oil/water separator (ROWS -047). Drainage is then directed to the southeast corner of Building 4-21 from an adjacent pump system (No. 516B) via a 6-inch force main. The southwestern portion of Subbasin 27E, including roof drainage runoff from Building 4-90, the western portion of the rail spur area south of Building 4-20, and Parts Movement Road (Basin 27E), is collected and conveyed to a second separate oil/water separator (ROWS-048) via a system of catch basins with 4-, 6-, and 8-inch lateral connections to 12-inch conveyance pipes. Runoff is directed from the oil/water separator to an adjacent pump system (No. 510A). The 6-inch force main from pump No. 516B connects to the force main exiting pump No. 510A at the southeast building corner. Discharge from both pumps is directed north from the southeastern corner of Building 4-21 via a 12-inch force main between Buildings 4-21 and 4-04 to a connection point near the interface of Buildings 4-21 and 4-20. There are two coalescing plate oil-water separators in Subbasin 27E. ROWS-047 is a coalescing plate oil/water separator module (Model No. 612-2-CPS) that accepts runoff from an 84,140-square-foot portion of Subbasin 27E and has a maximum oil- control treatment capacity of 438 gallons per minute (gpm). The required design flow for this separator is 260 gpm. ROWS-048 is a coalescing plate oil/water separator module (Model No. 816-2-CPS) that accepts runoff from a 175,180-square-foot portion of Subbasin 27E and has maximum oil control treatment capacity of 585 gpm. The required design flow for this separator is 516 gpm. 3.1.4 Subbasin 27F 105,973 square feet (2.432-acres) – Outfall 004A Runoff from the paved drive aisle between Buildings 4-21 and 4-04 is collected via a system of 6-inch lateral pipes and catch basins and is conveyed north via a variety of pipes, including 6- and 12-inch circular pipes and 17- by 13-inch arch pipe to a connection point adjacent to Buildings 4-21 and 4-20 line. Roof runoff from Building 4-04 is collected and conveyed via a variety of 6-, 8-, 12-, and 18-inch circular pipes, as well as via a 21- by 15-inch arch pipe to combine with surface runoff and discharge from the force main Reach 27E at a connection point adjacent to Buildings 4-21 and 4-20 line. From the interface of Buildings 4-21 and 4-20, runoff is then tight-lined via an 18-inch and 24-inch-diameter gravity pipe system north adjacent to Building 4-20 to a Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R Central Project February 05, 2021 Renton, Washington Page 11 of 26 manhole located near the north face of Building 4-20 that will be installed as a part of the Apron R improvements. A 24-inch HDPE pipe will then convey runoff west to a point of convergence with Subbasin 58B described below. 3.1.5 Basin 58 378,013 square feet (8.678 acres) – Outfall 004A Basin 58 is located at the center of Apron R, near the east of Building 4-20 and drains a significant portion of the Building 4-20 roof. The conveyance system for Basins 29, 30, a portion of Basin 27 and 58 will be replaced in its entirety as a part of the Apron R project. 3.1.5.1 Reach 58B 118,233 square feet (2.714 acres) – Outfall 004A An 18-inch HDPE pipe conveys roof runoff 80 feet north of catch basin 492A to a point of convergence with runoff from Basins 29 and 30 and Subbasins 27E and 27F as described above. A 30-inch HDPE pipe conveys the combined roof runoff from Basins 29, 30, and Sub-basin 58B north for 228 feet. From this point, roof runoff will continue north via 36-inch HDPE pipe to catch basin 488A and then northwest to discharge into Lake Washington at Outfall 004A. 3.1.5.2 Reach 58A 259,780 square feet (5.694 acres) – Outfall 004A A series of slot drains, safe drains, and HDPE pipe constructed as a part of the Apron R improvements collects and conveys paved-surface runoff to a combined bypass and coalescing plate oil/water separator vault (OWS-064). Water-quality treatment flows continue from this vault to a modular wetland system to receive enhanced water quality treatment (RTU-013). The high-flow bypass and treatment system discharge converge directly downstream of the modular wetland vault. Directly after this convergence, an actuated shut-off valve provides emergency spill control in the event of a spill. Reaches 58A and 58B converge downstream of the actuated valve at catch basin 488A prior to discharging via 36-inch HDPE pipe at Outfall 004A as described above. Table 3-1. Outfall 004A: Tributary Basin Areas Outfall 004A Existing Developed square feet acres square feet acres Basin 29 (100% Impervious) 99,292 2.279 99,292 2.279 Basin 30 (100% Impervious) 190,196 4.366 190,196 4.366 Basin 58 (100% Impervious) 378,013 8.678 465,280 10.681 Subbasins 27E & 27F (100% Impervious) 338,075 7.761 338,075 7.761 3.1.6 Proposed Improvements Proposed improvements within Basin 58 will include directing runoff from 87,267 square feet (2.003 acres) of paved area to the storm collection and conveyance, oil control, and treatment facilities constructed as a part of the Apron R Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R Central Project February 05, 2021 Renton, Washington Page 12 of 26 project. This area was previously part of Basin 27 and tributary to Outfall 004 discussed below. The re-direction of 2.003 acres of pavement from Basin 27 to Basin 58 was done to evenly distribute pollution-generating surface runoff to water quality facilities, keeping them similar in size. Directing this area to the Apron R facility closer to Outfall 004A also eliminated the need to convey flows south to the Basin 27 treatment facility and back north to Outfall 004. The Apron R facilities were designed to include capacity for this additional 2.003 acres runoff. Please refer to Appendix B Section 4 of this report for a discussion of water quality facilities, starting on page 112, and supporting backwater calculations and basin maps in Appendix B Section 3 and 5, starting on page 1 and 570. 3.2 OUTFALL 004 Existing and developed basin and sub basin maps can be seen in Appendix B, pages 2, 3, 571, and 572. 3.2.1 Basin 28 107,895 square feet (2.477-acres) – Outfall 004 Basin 28 is located just north of Buildings 4-81 and 4-82. A series of slot drains and HDPE pipe constructed as a part of the Apron R improvements collects and conveys paved surface runoff to a combined bypass and coalescing plate oil/water separator vault (OWS-065). Water-quality treatment flows continue from this vault to a modular wetland system to receive enhanced water-quality treatment (RTU-014). The high-flow bypass and treatment system discharge converge directly downstream of the modular wetland system vault. Directly after this convergence, an actuated shut- off valve provides emergency spill control for runoff. Flows from Basin 28 converge with flows from Basin 27 directly downstream of the actuated shut-off valve. 3.2.2 Basin 27 – Outfall 004 Basin 27 is located just west of Logan Avenue North, beginning at the intersection of North Sixth Street and Logan Avenue North and extending north between Buildings 4-21, 4-20, and 4-81 to the south edge of Basin 58. The table below summarizes the existing and proposed surface coverage for the project site within Basin 27. 3.2.2.1 Reach 27C, Subbasin 27C 264,641 square feet (6.075 acres) – Outfall 004 Stormwater runoff from a narrow area adjacent to and west of Logan Avenue beginning at the intersection of Logan Avenue and North Sixth Street and extending north to the southeastern corner of Building 4-17 (Subbasin 27 C) is collected and conveyed north approximately 1,335 feet via a closed network of catch basins and 12-inch-diameter pipe. Catch basins with 4-, 6-, 8-, and 12-inch lateral pipe connections collect drainage from the narrow parking between the existing covered walkway/utilidor east of Lot 7 and Logan. The 12-inch conveyance main with lateral connections continues 705 feet north beyond the existing North Eighth Street entrance. This conveyance main collects surface runoff from landscaped areas and the existing rail spurs located north of North Eighth Street and east of Building 4-90 until it reaches the southeast corner of Building 4-17. A roof drain connection at Building 4-89 adds roof drainage runoff from the entire building (Subbasin 27H) to the Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R Central Project February 05, 2021 Renton, Washington Page 13 of 26 conveyance system. The conveyance pipe increases to a 15-inch-diameter pipe at Building 4-17, and continues north approximately 402 feet along the east face of the building. Beyond Building 4-17, the conveyance main turns northwest for 444 feet. Catch basins with 6-inch lateral connections collect some surface runoff from the paved area just north of Building 4-17. The conveyance system turns north and runs approximately 518 feet, and no further surface runoff is collected prior to its connection to a flow splitter (No. 465) located between Buildings 4-21 and 4-81. Surface runoff from the paved area north of Buildings 4-04 and 4-17 between Buildings 4-21 and 4-81 is collected and conveyed north to the flow splitter described above (No. 465) via three collection and conveyance systems consisting of 12-inch- diameter pipes, 8-inch laterals, and catch basins. 3.2.2.2 Reach 27i, Subbasin 27i 73,077 square feet (1.678 acres) – Outfall 004 The eastern collection system collects and conveys drainage from south to north adjacent to Building 4-20. The existing conveyance pipe generally follows the eastern face of Building 4-20 to a point adjacent to the flow splitter and makes a 90-degree turn east to its point of connection, a run of approximately 950 feet. 3.2.2.3 Reach 27H, Subbasin 27H 121,914 square feet (2.799 acres) – Outfall 004 The central collection system collects and conveys drainage from south to north from the paved area just north of Building 4-17, and extends 847 feet directly north to the flow splitter (No. 465). 3.2.2.4 Reach 27B, Subbasin 27B 110,402 square feet (2.534 acres) – Outfall 004 The western collection system conveys drainage from south to north for 650 feet, following the western edge of the striped drive aisle adjacent to Building 4-81 to a point adjacent to the flow splitter, and makes a 90-degree turn west to its point of connection. Runoff from Reaches 27B, 27H, 27i, and 27C combine at the flow splitter (No. 465) and receive water-quality treatment at an existing wet vault with flows above the designed water-quality treatment volume being bypassed. The bypass flow and discharge from the wet vault continue north 175 feet via a 27-inch-diameter pipe. 3.2.2.5 Reach 27A, Subbasin 27A 213,515 square feet (4.902 acres) Stormwater runoff from the western portion of the Building 4-81 roof is collected and conveyed north via a 10-inch-diameter pipe to the northwest corner of Building 4-81. Drainage is then directed northwest 112 feet via a 12-inch pipe to connect to the 30-inch pipe conveying drainage from the remainder of Basin 27. From this point, drainage is conveyed north approximately 140 feet via a 36-inch-diameter pipe to converge with flows from Basin 28 prior to discharging into Lake Washington. As a part of the 2015 Washington State Department of Natural Resources mitigation site Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R Central Project February 05, 2021 Renton, Washington Page 14 of 26 construction, Outfall 004 was increased to a 42-inch pipe and extended to discharge beyond the shallow water habitat. A total length of 115 feet of 42-inch pipe was installed. 3.2.3 Existing Conditions Summary Water-quality flow from a total tributary basin area of 570,034 square feet, including Subbasins 27C, 27B, 27H, and 27i, is directed from the flow splitter (No. 465) to a combination wet vault and oil/water separator (No. 487/ROWS-030). The design water quality treatment volume and oil control treatment capacity of the coalescing plate separator located within the wet vault are unknown. Based on record documents, this facility was designed to provide oil control and water quality treatment for Subbasins 27B, 27C, 27H, and 27i. Table 3-2. Outfall 004: Off-site Basin Areas Outfall 004 Existing Developed square feet acres square feet acres Basin 28 (100% Impervious) 107,895 2.477 107,895 2.477 Basin 27 Total 783,549 17.988 718,506 16.495 Pervious 67,301 1.545 67,301 1.545 Impervious 716,248 16.443 651,205 14.950 Basin 27 - Subbasin Areas Existing Developed square feet acres square feet acres 27C Total 264,641 6.075 264,641 6.075 Pervious 67,301 1.545 67,301 1.545 Impervious 197,340 4.530 197,340 4.530 27B (100% Impervious) 110,402 2.534 75,655 1.737 27H (100% Impervious) 121,914 2.799 92,190 2.116 27i (100% Impervious) 73,077 1.678 72,505 1.664 27A (roof) (100% Impervious) 213,515 4.902 213,515 4.902 3.2.4 Proposed Condition Proposed improvements within Basin 27 will be primarily located within Reaches 27B, 27C, 27H, and 27i. The northern portion of all four reaches will be redirected to water-quality facilities constructed with the Apron R project and discharged through Outfall 004A. The existing diversion vault and wet vault will be demolished and abandoned as part of the Apron R Central project. Please refer to Appendix B Section 4 of this report for a discussion of water quality facilities, starting on page 112, and supporting backwater calculations and basin maps in Appendix B Section 3 and 5, starting on page 1 and 570. The remaining areas in the south portions of 27B, 27H, and 27i will be directed via a new HDPE conveyance pipe to a new combined oil/water separator and bypass structure. Water-quality flows from these three reaches will receive oil-control treatment prior to being directed to a manifold modular wetland treatment system and conveyed to Outfall 004 with discharge to Lake Washington. Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R Central Project February 05, 2021 Renton, Washington Page 15 of 26 Within Reach 27C north of Building 4-17, catchments that collect runoff from high- use areas will be reconnected to Reach 27H via new catch basins and piping to receive both oil-control treatment and enhanced water-quality treatment in the newly installed system described above. An equivalent area-treatment trade within Basin 34 is proposed to provide water-quality treatment for the remaining PGIS within Subbasin 27C. Runoff from Reach 27C, will converge with run-off from 27B, 27H, and 27i directly downstream of the new treatment facilities. From this new point of convergence, they will be conveyed north and then east via new 30-inch HDPE pipe and combine with runoff from a portion of the existing 4-81 Building (Subbasin 27A). A backwater analysis of the conveyance systems for the project site has been modeled using StormCAD (recently updated and now called SewerGEMS) with manual input flowrates. The Stormshed 3G modeling program was used to obtain peak flows for individual catchment areas, using the Soil Conservation Service (SCS) method in accordance with the requirements of the SWDM Section 3.2 for sizing pipe systems with tributary areas larger than 10 acres. This analysis indicated that the proposed improvements will not create any new or worsen any existing overtopping conditions during the 25-year or 100-year design storm events. 4.0 SECTION 4: STORMWATER FACILITY ANALYSIS AND DESIGN 4.1 WATER QUALITY TREATMENT No new pollution-generating area will be created by the proposed improvements; however, existing pavement will be removed and replaced. An existing combined oil/water separator and wet vault will be removed, which was designed to treat an area located between Buildings 4-81 and 4-20 and which included subbasins 27B, 27C, 27H, and 27i. This vault appears to have been designed to meet the requirements of the 1990 King County SWDM (Special Requirement 5: Special Water Quality Controls and Special Requirement 6: Coalescing Plate Oil/Water Separators) as an off-line facility. Table 4-1 summarizes the existing vault tributary basin area. Table 4-1. Existing Vault Tributary Area Summary Ex OWS 030 Subbasins square feet acres 27B High-use PGIS 110,402 2.534 27H High-use PGIS 121,914 2.799 27i High-use PGIS 78,967 1.813 27C PGIS and Pervious (Total) 264,641 6.075 Pervious 67,301 1.545 NPGIS 122,042 2.801 PGIS 75,298 1.729 Total 575,924 13.221 Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R Central Project February 05, 2021 Renton, Washington Page 16 of 26 Enhanced water-quality treatment and oil control will be provided for all high-use areas that were tributary to the existing combined oil/water separator and wet vault to be demolished as a part of this project. The oil control and water-quality treatment systems installed as a part of Apron R (OWS-064, RTU-013, and RTU-014) were designed with additional capacity to accommodate runoff from 87,267 square feet (2.003 acres) of paved area within developed Subbasin 058. This area is composed of existing Subbasins 27B, 27H, and 27i. Table 4-2 below summarizes the tributary area for OWS-064, RTU-013, and RTU-014. Table 4-2. OWS-064/RTU-13 & RTU-14 OWS-064, RTU-013, & RTU-014 Existing Developed square feet acres square feet acres Basin 58A High-use PGIS 118,238 2.714 205,567 4.719 Design Tributary Area (see Appendix B) 205,567 4.719 A new oil-control and water-quality treatment system to be located at the southwest corner of the project site will provide oil control and enhanced water-quality treatment for the remaining high-use areas located in Subbasins 27B, 27H, and 27i. Table 4-3 below summarizes the tributary area for the oil control and water-quality treatment facilities (OWS-067/RTU-17 & RTU-18, respectively). Table 4-3. OWS-067/RTU-17 & RTU-18 New OWS-067/RTU-016 Developed Tributary Area square feet acres 27B High-use PGIS 75,655 1.737 27H High-use PGIS 92,190 2.116 27i High-use PGIS 72,505 1.664 Total 240,350 5.517 Future improvements within Logan Avenue and the proximity of existing utility corridors on the Boeing site make constructing new stormwater facilities in this sub- basin difficult. Therefore, an equivalent-area trade is being proposed for the remaining target surface area of 75,298 square feet (1.729 acres) of PGIS in Subbasin 27C for 79,606 square feet (1.828 acres) of PGIS in an adjacent parking lot. Table 4.4 Developed Subbasin 27C Surface Cover square feet acres Total 264,641 6.075 Pervious 67,301 1.545 NPGIS 122,042 2.801 PGIS 75,298 1.729 The proposed equivalent area is located within Basin 34, which discharges to Lake Washington via the 60-inch outfall pipe adjacent to the existing boathouse (Outfall 021). This area is used as employee parking, contains very little landscaping, and Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R Central Project February 05, 2021 Renton, Washington Page 17 of 26 generally slopes from east to west. The runoff from this parking lot is not treated in its existing condition. The end of the parking bays are currently asphalt pavement with white gore striping to delineate vehicle-maneuvering clearance. There are power and communications duct banks located under the northernmost parking bay and adjacent to the eastern drive aisle. Fire protection and domestic water supply mains are located under the southernmost drive aisle of this parking lot, and a storm conveyance pipe is located along the western side of the parking lot. Treatment for runoff from PGIS in this parking lot would be provided by bioretention cells with elevated underdrains located within the parking bays. See Table 4.5 below for a breakdown of each proposed bioretention cell area. Please refer to Figure 4.0, Water Quality Basin Map, in Appendix B, page 153 for a visual representation of the project areas. Table 4.5 Basin 34 Equivalent Area Treatment Trade Existing Surface Cover Square Feet Acres 675A & 675B Total 10,527 0.242 PGIS 9,521 0.219 NPGIS 678 0.016 Landscaping 328 0.008 674A, 674B, & 674C Total 15,155 0.348 PGIS 14,120 0.324 NPGIS 683 0.016 Landscaping 352 0.008 673A & 673B Total 13,644 0.313 PGIS 12,572 0.289 NPGIS 688 0.016 Landscaping 384 0.009 672A, 672B, & 672C Total 13,721 0.315 PGIS 12,721 0.292 NPGIS 620 0.014 Landscaping 380 0.009 671A, 671B, & 671C Total 13,199 0.303 PGIS 12,125 0.278 NPGIS 650 0.015 Landscaping 424 0.010 670A & 670B Total 20,427 0.469 PGIS 18,547 0.426 NPGIS 915 0.021 Landscaping 965 0.022 Total Existing Untreated PGIS 79,606 1.828 Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R Central Project February 05, 2021 Renton, Washington Page 18 of 26 4.1.1 Enhanced Water Quality Treatment - Bioretention Cells As previously discussed, the project is not required to consider bioretention as a flow control BMP; however, bioretention can be used where practical to meet enhanced treatment goals. The proposed bioretention cells within the treatment trade area have been designed to meet the water-quality requirements for the project and the treatment trade location was selected because of the potential to allow for infiltration. Generally, the Boeing Renton Plant site has been precluded from using infiltration because of pockets of contaminated soils and high groundwater elevations throughout the site. However, Boeing has indicated that no contaminated soils are located within the proposed bioretention area. Based on boring logs done for previous projects (see Appendix B, beginning on Sheet 488), the seasonal high-water table is located more than 7 feet below the existing ground surface (and more than 3 feet below the bottom of the facility). Groundwater monitoring and native soils evaluation in accordance with the SWDM requirements at each proposed cell location will be performed during construction. If the depth to groundwater is found to be less than 3 feet below the infiltration bed, an impermeable liner will be installed at each cell. The bioretention cell design includes an elevated underdrain that provides several benefits in the performance of bioretention systems, including maintaining soil moisture to reduce plant irrigation needs and encouraging infiltration in soils with low hydraulic conductivity. The elevated underdrain also allows for discharge flexibility. The outlet can be fitted with an orifice or capped as needed to further promote infiltration if site soils are more favorable than anticipated. The proposed underdrain and overflow structure for each cell will connect to the adjacent existing stormwater collection catch basin; however, the existing pipe system is shallow (approximately 3 feet of depth from finished grade to invert of pipe). In some cells, the underdrain pipes are located under the side-slope area of the cell, and all underdrains will have only 6 inches of bedding cover to ensure that runoff entering the facility must travel through 18 inches of amended soil prior to entering the top of bedding material and still provide gravity drainage. The majority of the cells have a contributing area of less than 5,000 square feet of PGIS and less than 10,000 square feet of impervious area. Runoff from these tributary areas is designed to enter the cells via sheet flow from the existing pavement. A 2-inch drop from the edge of asphalt to the planted side slopes will collect debris and reduce long-term maintenance. A freeboard depth of 6 inches and a ponding depth of 3 inches will be provided in each cell. A corrected filtration rate of 6 inches per hour through the bioretention soil mix was used to determine facility size and drawdown time for all of the cells with a contributing area of less than 5,000 square feet of PGIS and less than 10,000 square feet of impervious area. There are three cells that have a contributing area between 5,000 and 10,000 square feet of PGIS. Runoff from these tributary areas is designed to enter the cells via sheet flow from the existing pavement. A 2-inch drop from the edge of asphalt to the cobble-lined side slopes of a pre-settling cell will collect debris and reduce long-term maintenance. The pre-settling area will extend 2 to 3 feet and is not included in the filtration calculations. A freeboard depth of 6 inches and a ponding depth of 3 inches Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R Central Project February 05, 2021 Renton, Washington Page 19 of 26 will be provided in each of these cells. A corrected filtration rate of 3 inches per hour through the bioretention soil mix was used to determine facility size and drawdown time for all of the cells with a contributing area of between 5,000 and 10,000 square feet of PGIS. Individual cells were modeled as gravel trenches using WWHM per Section 6.8.1.5 of the SWDM to demonstrate that each facility filters a minimum of 91 percent of the total run-off volume. Sizing calculations for the bio-retention cells are located in Appendix B, beginning on Sheet 141. 4.1.2 Oil Control Design Unique site characteristics, such as high groundwater, heavy traffic-loading needs, and minimal head above outfalls, created a need for a custom vault to meet the required design criteria of the City of Renton SWDM. The combined bypass and oil/water separator vault consists of a structural steel vault supported on piles that will receive a 4-inch concrete interior lining. Reinforced concrete beams within the vault will serve as both structural supports and separation between vault chambers or as baffles. A cast-in-place concrete lid will be customized to provide adequate access and vertical clearance to internal components, meeting project loading requirements and providing a smooth transition to surrounding pavement grades. The outer structural steel component can be placed, secured, and dewatered prior to the construction of the internal concrete lining and baffles, reducing both placement time and construction dewatering. MGS Flood, an Ecology-approved continuous modeling software, was used to determine the required water quality treatment design flows. A “k” factor of 3.53 was applied to the flow in accordance with the SWDM to size the coalescing plate oil- control structure. 4.1.2.1 Flow Splitter The vaults will consist of two defined chambers: a bypass chamber and an oil/water separator chamber. The chambers are separated by a reinforced concrete wall that also acts and a structural support beam. A 12-inch-diameter connection sleeved through the wall with an orifice plate will allow the appropriate water quality flow to continue onto the oil/water separator chamber. The connection will be fitted with a shear gate that can be closed to facilitate maintenance in the oil/water separator chamber. An overflow bypass riser will route flows greater than the water-quality design flow directly into the conveyance system. The internal chamber component configuration and sizing follows the required design criteria in Section 6.2.5.2 of the SWDM. See Appendix B, Sheet 112 for bypass sizing calculations, oil control calculations, and water-quality flow calculations, as well as details of the custom vaults. 4.1.2.2 Coalescing Plate Oil/Water Separator The second chamber of the custom vaults will be further divided into a forebay, an oil separation cell, and an afterbay with dimensions in accordance with the required criteria in Section 6.6.2.2 of the SWDM. The 8-inch connection from the bypass Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R Central Project February 05, 2021 Renton, Washington Page 20 of 26 chamber will enter the oil/water separator forebay via a submerged tee. Inspection access will be provided via a 30-inch lid directly above the tee. A second access with ladder will be provided to the forebay to facilitate maintenance. A weir will separate the forebay from the oil separation cell. The separation cell will contain coalescing plate packs sized to meet the required plate effective-separation area calculated per Section 6.6.2.1 of the SWDM. Calculations are included in Appendix B, sheets 119 through 121. A 72-inch by 36-inch opening will be provided over the oil separation cell to allow plate packs to be removed as needed for maintenance. The afterbay is separated from the oil separation bay by a reinforced concrete baffle that also acts as a structural support beam. Two 30-inch accesses will be provided at the afterbay: an inspection access located directly over the outlet tee and a maintenance access with ladder. Ventilation pipes at the corners of the vault will be omitted because access hatches that are located within 12 inches of the vault corners can be used for artificial ventilation. A gate valve will be located just downstream of the vault outlet to allow for vault isolation during maintenance. The City of Renton SWDM contains both required and recommended design criteria per Section 6.1 of the SWDM. Required design criteria (criteria stated using “shall” or “must”) are mandatory and must be used unless the City allows a deviation. Recommended design criteria (criteria stated using the language “should” or “may”) are options stated as a part of the required design criteria. The proposed coalescing plate oil-water separator has been designed to meet the required criteria of the SWDM. Some recommended design criteria could not be met because of existing site limitations: specifically, the low depth of cover from the paved surface to the water surface of the downstream treatment facilities. Although above-ground separator systems are allowed, an above-grade system would have negative impacts on the existing site use. The length and size of the forebay could not be increased from the required one-third of the length of the vault to the recommended one-half of the length of the vault. The recommended surface area of the vault of 20 square feet per 10,000 square feet of tributary impervious area could not be achieved. Additionally, systems that will be maintained by the City are required to provide specific geometry to accommodate their maintenance operations. Because the proposed separator vault will be privately owned and maintained, these requirements do not apply; specifically, providing 8 feet of separation from the baffle wall to the exterior vault wall within the afterbay. 4.1.3 Enhanced Water Quality Treatment – Modular Wetlands A manifold Linear Modular Wetland system will be located directly downstream from the combined bypass and oil/water separator vault. The Linear Modular Wetland proprietary treatment system has been granted General Use Level Designation approval for enhanced treatment and phosphorus removal by Ecology. Field tests have found that Linear Modular Wetlands also provide hydrocarbon removal from Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R Central Project February 05, 2021 Renton, Washington Page 21 of 26 surface water. While the Linear Modular Wetland is not listed as an approved oil- treatment device, it will provide a level of redundancy with respect to oil removal. The manifold Linear Modular wetland is sized at a loading rate of (less than or equal to) 1.0 gpm/square feet, where the pre-filter cartridges are sized at a loading rate of less than 2.1 gpm/square feet. Design, sizing, and loading have been reviewed and approved by a Modular Wetland Representative. Calculations provided by the manufacturer are included in Appendix B, sheet 131. 4.1.4 Spill Containment Improved emergency spill control measures will also be constructed as a part of the Apron R Central stormwater improvements. Once construction is complete, the SWPPP associated with Boeing Renton’s ISGP status will need to be updated to include their new configurations as well as to include the water quality improvements discussed in this section. Spill containment will be provided at areas designated for aircraft staging. There are three designated staging locations within the Apron R Central project area. New pavement in these areas will be graded to drain to vaults fitted with 100-gallon capacity “Safe Drain” containment systems. The “Safe Drain” system consists of a stainless-steel containment basin with a manual valve that can be closed in the event of a spill. The intent of the “Safe Drain” is to prevent a spill from entering the underground conveyance system and is intended to supplement operational BMPs already in place. The vault will act as a traditional catch basin when the valve remains open, but provides a second level of redundancy to Boeing’s Spill Control and Containment System. A third level of spill control will be added in the form of gate valves or actuated gate valves installed at the discharge location of the surface runoff conveyance systems. OWS-064 will utilize an actuated gate valve downstream of the convergence of treated and bypassed flows to prevent further movement of contaminated drainage. OWS-067 will employ standard gate valves; one downstream of the treatment discharge location and one downstream of the bypass vault. If a spill cannot be contained prior to entering the conveyance system, the actuated valve or dual standard valves will be closed to isolate the affected conveyance system. The actuated valves will be located above grade and equipped with a manual override that can be used in the event of a power failure. 5.0 SECTION 5: CONVEYANCE SYSTEM ANALYSIS AND DESIGN 5.1 CONVEYANCE SYSTEM ANALYSIS The proposed conveyance systems for this project are required to have capacity to convey and contain the 25-year, 24-hour storm event. The conveyance system will also be sized to properly contain the 100-year, 24-hour storm event on site per Section 1.2.4.1 of the SWDM. Any project modifications that affect existing conveyance systems off site are also required to convey and contain the 25-year, 24-hour storm event, and contain the 100-year, 24-hour storm on site per Section Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R Central Project February 05, 2021 Renton, Washington Page 22 of 26 1.2.4.2 of the SWDM. This section covers both off-site and on-site conveyance systems affected by or constructed under this project. Flows were computed using StormSHED 3G, an approved single event model, which estimates stormwater runoff using the SCS method. The backwater analysis was performed using StormCAD (recently updated and now called SewerGEMS) and manually inputting peak flows calculated using StormSHED 3G. See Appendix B, sheets 1-111 and 558-684 for calculations. 5.2 CONVEYANCE SYSTEM DESIGN Unique site conditions at the Boeing Renton Production Plant, and specifically the project site, influence the structures and materials used in the conveyance system and create the need for unique system components. Factors that influence system design are site topography, soil conditions, groundwater elevations, site operations, construction conditions, and the requirements of the Ecology statewide ISGP. The City of Renton SWDM contains both required and recommended design criteria per Section 4.1 of the SWDM. Required design criteria (criteria stated using “shall” or “must”) are mandatory and must be used unless a deviation is allowed. Recommended design criteria (criteria stated using the language “should” or “may”) are options stated as a part of the required design criteria. Additionally, there are separate criteria for privately and publicly maintained storm conveyance systems. The Boeing Renton Plant pipe systems are privately maintained, therefore, are designed to meet the minimum slope requirements for privately maintained systems (0.2 percent for pipe 12 inches or larger and 0.5 percent for 8-inch pipes). The flat site conditions and lengthy pipe runs also demand 0.2 percent minimum slopes. Because the pipe system is discharged via submerged outfalls, and as a result outlet controlled by the ordinary high-water level in Lake Washington, desirable minimum slopes and velocities cannot be achieved. 5.2.1 HDPE Pipe Groundwater elevations at the Boeing Renton Production Plant are typically within 5 feet of finished elevations. Boeing prefers to use fusion-welded HDPE pipe wherever possible to isolate stormwater from the surrounding groundwater. Isolating stormwater ensures that sampling done as a part of the ISGP requirements is not compromised or influenced by groundwater conditions. Fusion-welded HDPE also eliminates the need to “make-up” joints in the pipe trench and reduces the construction dewatering required for installation. The conveyance pipe is designed to be as shallow as possible while still meeting the appropriate loading requirements. This shallow design is intended to reduce the need for dewatering during installation. Once permanent site elevations have been achieved, pipe buoyancy will be counteracted by the weight of the final pavement and subgrade sections. Pipe anchoring may be required if grades are not immediately brought to the final elevation. Buoyancy calculations are included in Appendix B, pages 697-744. Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R Central Project February 05, 2021 Renton, Washington Page 23 of 26 5.2.2 Nyloplast PVC Drain Basins Conveyance pipe and structures will be constructed at minimal depths to reduce construction dewatering. Because of the aircraft loading requirement, there is a substantial concrete pavement section (14.5 inches of Portland cement concrete over 12 inches of base course that will be used at the site). A shallow conveyance system under thick pavement creates challenges when using traditional concrete manhole and Type I and II catch basin structures. Therefore, Nyloplast PVC drains with reinforced concrete collars will be used to provide shallow junction structures for collection systems and inspection ports for maintenance in lieu of concrete structures. Nyloplast PVC catch basins have gained acceptance as a substitution for Type 1, Type 1L, and Type II catch basin in WSDOT highway applications (see WSDOT standard plan B-10.70-00). A reinforced concrete 10-foot by 10-foot collar will provide traffic loading support for the anticipated aircraft manufacturing loads, eliminating the need for an additional aircraft-rated slab-top structure below the substantial pavement section. Nyloplast PVC drains also offer the benefit of custom fittings with elastomer seals at pipe connections. This connection method is faster to construct and better meets the intent of isolating stormwater from groundwater influence than a traditional grouted pipe connection. 5.2.3 Backflow Prevention Tideflex Checkmate inline valves will be installed on the discharge pipes of the proposed modular wetland system to prevent system back flushing during high-flow storm events. 5.2.4 Spill Control Spill controls incorporated into the conveyance system will include Safe Drain spill containment devices at designated aircraft staging areas, manually operated actuated emergency isolation valves, and manually operated standard gate valves. 5.2.5 System Inspection and Maintenance The Boeing Renton Plant is a relatively flat site and the finished floor elevations of the production buildings adjacent to Lake Washington are situated approximately 4 feet above the summer high-water level of the lake. This creates a situation in which the conveyance system is always inundated and must operate under a continuous backwater condition. Increased pipe slope has little to no influence on actual system capacity, and flow within the pipes does not regularly achieve a velocity high enough to clear sediment from the pipes. The new privately maintained conveyance system constructed as a part of the Apron R improvements includes a larger diameter pipe at minimal slopes with focus on providing access points for system flushing and vactor access needed to remove accumulated sediment that will result from the constant backwater conditions. The conveyance system design also incorporates sampling locations for individual basins identified in the SWPPP. The sampling locations will be confirmed with Boeing Environmental Health and Safety (EHS) and documented in the SWPPP Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R Central Project February 05, 2021 Renton, Washington Page 24 of 26 updates after the project has been completed. See the SWPPP in Appendix H of this report. 6.0 SECTION 6: SPECIAL REPORTS AND STUDIES A report addressing geotechnical considerations for the project is included as Appendix E (under a separate cover). This report summarizes the site history, general subsurface, soils, and groundwater conditions at the site and anticipated design and construction considerations. 7.0 SECTION 7: OTHER PERMITS The following is a list of the actions and permits that will be required as part of this project. · State Environmental Policy Act (SEPA) · National Pollution Discharge Elimination System – Construction Stormwater General Permit · Building, Grading, and Utility · Dewatering1 8.0 SECTION 8: CONSTRUCTION SWPPP ANALYSIS AND DESIGN A construction SWPPP is included as Appendix H of this Report. 9.0 SECTION 9: BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT The project facilities will be constructed, owned, and maintained by The Boeing Company. The Bond Quantities and Facility Summaries are provided as Appendix F of this report. 10.0 SECTION 10: OPERATIONS AND MAINTENANCE MANUAL The stormwater facilities for this project include catch basins for collection of stormwater runoff and pipe system mains, ranging between 8- and 30-inch pipes. Existing stormwater facilities on the site include catch basins and stormwater conveyance pipes. The existing stormwater system maintenance program, currently in place for the site, will be used for the new conveyance system catch basins and pipes. Stormwater facilities maintenance and operation at the Boeing Renton Production Plant are in accordance with the plant’s ISGP, WAR-000232. Operations and Maintenance Manuals—including manufacturer-recommended maintenance practices, site maps, and facility details—are included for all newly 1 The Boeing Company holds an Industrial Wastewater Permit with King County. This permit requires a separate dewatering permit application for dewatering activity in excess of 25,000 gallons per day. Because of high groundwater conditions, dewatering activity required for the construction of foundations and for utility trenching is anticipated to exceed this amount. Therefore, a dewatering permit application is needed through King County. The anticipated dewatering volume will be determined by a qualified hydrologist prior to permit application. Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R Central Project February 05, 2021 Renton, Washington Page 25 of 26 installed proprietary facilities and proposed bioretention cells in Appendix G of this Report. This manual shall be updated to include as-builts of all stormwater facilities upon project completion. Final Technical Information Report WSP USA, WA17.0102.01 Boeing Apron R Central Project February 05, 2021 Renton, Washington Page 26 of 26 11.0 LIST OF ACRONYMS AND ABBREVIATIONS BMP best management practice Ecology Washington State Department of Ecology gpm gallons per minute HDPE high-density polyethylene ISGP Industrial Stormwater General Permit LID low impact development OWS-064 oil/water separator vault PGIS pollution-generating impervious surface SCS Soil Conservation Service SEPA State Environmental Policy Act SPPM King County Stormwater Pollution Prevention Manual SWDM Surface Water Design Manual SWPPP stormwater pollution prevention plan TIR technical information report APPENDIX A SITE MAPS PAVEMENT/UTILITY/STORM DRAINAGE REPLACEMENT LIMITS PAVEMENT/UTILITY/STORM DRAINAGE REPLACEMENT LIMITS LAKE WASHINGTON 4-81 4-20 200-FOOT SHORELINE SETBACK PROPERTY LINE EXISTING CONDITIONS MAP EXISTING POLLUTION-GENERATING IMPERVIOUS SURFACE. (AREA: 100,678 sq. ft.) WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South 2 of 3 PAVEMENT/UTILITY/STORM DRAINAGE REPLACEMENT LIMITS 200-FOOT SHORELINE SETBACK PROPERTY LINE LAKE WASHINGTON 4-81 4-20 PAVEMENT/UTILITY/STORM DRAINAGE REPLACEMENT LIMITS REPLACED POLLUTION-GENERATING IMPERVIOUS SURFACE (AREA: 100,678 sq. ft.) DEVELOPED CONDITIONS MAPWSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South 3 of 3 APPENDIX B DRAINAGE MAPS AND CALCULATIONS Technical Information Report Boeing Apron R - Central Project Renton, Washington Existing Conditions 1 of 744 OUTFALL 004A LAKE WASHINGTON 4-81 4-20 27i-490I 4,113 SF 0.094 AC OUTFALL 021 4-82 4-17 4-90 4-89 4-04 4-21 LOT 6 30A 190,196 SF 4.366 AC 29A 99,292 SF 2.279 AC 27E 232,102 SF 5.328 AC 27F 105,973 SF 2.432 AC 25C 118,233 SF 2.714 AC 58A 259,780 SF 5.694 AC 27C 264,641 SF 6.075 AC 28A 107,895 SF 2.477 AC 27I 73,077 SF 1.678 AC 27H 121,914 SF 2.799 AC 27B 110,402 SF 2.534 AC 27A 213,515 SF 4.902 AC OUTFALL 004 SUMP PUMP NO.510A NO. 47 OIL-WATER SEPARATOR NO. 516B LIFT STATION OWS-062 RTU-11 RTU-12 OWS-063 RTU-14 OWS-064 RTU-13 RTU-15 OWS-065 RTU-16 OWS-066 NO. 465 STORM VAULT NO. 48 OIL-WATER SEPARATOR WET VAULT 487 ROWS-030 OF-003 OF-002A EXISTING CONVEYANCE MAP SUB-BASIN AREA TRIBUTARY TO OUTFALL 004A SUB-BASIN AREA TRIBUTARY TO OUTFALL 004 WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South OUTFALL 004A LAKE WASHINGTON 4-81 4-20 4-21 4-82 4-17 4-90 4-89 OUTFALL 021 4-04 LOT 6 30A 190,196 SF 4.366 AC 29A 99,292 SF 2.279 AC 27E 232,102 SF 5.328 AC 27F 105,973 SF 2.432 AC 25C 118,233 SF 2.714 AC 58A 259,780 SF 5.694 AC 28A 107,895 SF 2.477 AC 27A 213,515 SF 4.902 AC 27C 302,099 SF 6.935 AC 27B 75,078 SF 1.724 AC 27H 87,735 SF 2.014 AC 27I 74,760 SF 1.716 AC OUTFALL 004 OWS-067RTU-018 RTU-017 SUMP PUMP NO.510A NO. 47 OIL-WATER SEPARATOR NO. 516B LIFT STATION OWS-064 NO. 48 OIL-WATER SEPARATOR OF-003 OF-002A DEVELOPED CONVEYANCE MAP SUB-BASIN AREA TRIBUTARY TO OUTFALL 004A SUB-BASIN AREA TRIBUTARY TO OUTFALL 004 WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South OUTFALL 004 TAILWATER SET AT SPRING/FALL LAKE SURFACE ELEVATION ± 14.98 LAKE WASHINGTON 4-81 4-20 4-21 4-82 4-17 4-90 4-89 4-04 OWS 065 (BASIN 28) SEPARATE CALCULATIONS AND MAP FOR CONVEYANCE SYSTEM UPSTREAM OF BYPASS PROVIDED WITH THE APRON R PROJECT 27A-459 213,515 SF 4.902 AC LEGEND AREA TRIBUTARY TO OUTFALL 004 CATCHMENT AREA NO. 465 STORM VAULT SEPARATE CALCULATIONS AND MAP FOR CONVEYANCE SYSTEM UPSTREAM OF BYPASS PROVIDED ON PAGE 12 OF 731 4 of 744 4 of 744 12 OF 744 PROFILE VIEW: N-465 TO O-004A 25 YEAR PROFILE VIEW: N-465 TO O-004A 100 YEAR 5 of 744 RIM ELEV. HGL LEGEND Storm Event: 25 & 100 Year EXISTING_OF_004 PROFILE VIEW: 1098-18 TO OWS-065 25 YEAR PROFILE VIEW: 1098-18 TO OWS-065 100 YEAR 5.00 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 Station (ft) EX 458 Rim: 18.05 ft Invert In (1) : 10.48 ft Invert In (2) : 10.68 ft EX-459 Rim: 19.26 ft 114.4 ft 12.0 in 0.032 ft/ft 5.00 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 Station (ft) EX 458 Rim: 18.05 ft Invert In (1) : 10.48 ft Invert In (2) : 10.68 ft EX-459 Rim: 19.26 ft 114.4 ft 12.0 in 0.032 ft/ft PROFILE VIEW: EX-459 TO EX-458 25 YEAR 100 YEAR PROFILE VIEW: EX-459 TO EX-458 6 of 744 Invert Out: 10.48 ft Invert Out: 14.32 ft Invert Out: 14.32 ft Invert Out: 10.48 ft RIM ELEV. HGL LEGEND Storm Event: 25 & 100 Year EXISTING_OF_004 Boeing Renton - Apron R CentralBackwater Analysis1/27/2021Basin Existing_OF_004.xlsx SCS Peak FlowsBasinIDEventPeak Q (cfs)Peak T (hrs)Peak Vol (ac-cf)Area (ac)Method/LossRaintype27A-45925 yr 24 hr3.80668.01 1.2963 4.902 SCS TYPE1A.RACOWS-06525 yr 24 hr1.92358.01 0.655 2.477 SCS TYPE1A.RACBasinIDEventPeak Q (cfs)Peak T (hrs)Peak Vol (ac-cf)Area (ac)Method/LossRaintype27A-459100 yr 24 hr4.38328.01 1.5004 4.902 SCS TYPE1A.RACOWS-065100 yr 24 hr2.21488.01 0.7581 2.477 SCS TYPE1A.RAC*Peak flows (Q) are generated by StormShed 3G using the SCS method with Type1A.RAC rainfall.Page 1 of 37 of 744 Boeing Renton - Apron R CentralBackwater Analysis1/27/2021Basin Existing_OF_004.xlsx 25-Year EventPipe ID Length (ft) Slope (ft/ft) Diameter (In) Description Manning's nFull Flow Capacity (cfs)Flow (cfs) Velocity (ft/s) Start Node Start Invert (ft)Hydraulic Grade Line (In) (ft)Start Rim (ft) Stop Node Stop Invert (ft)Hydraulic Grade Line (Out) (ft)Stop Rim (ft)P-065 9.50.00212HDPE0.0121.731.922.451101-18 14.8716.118.65OWS-06514.8516.0818.3P-45868.2033EX CONC0.0128.513.542.28EX 458 10.4815.1718.051098-18 10.4715.1318.76P-459114.40.03212UNKNOWN0.0126.883.814.85EX-45914.3216.219.26EX 458 10.6815.0918.05P-465 1630.01727CONC0.01243.499.732.45N-465 (FLOW FROM BASIN 27)1315.4818.31097-18 10.2615.3518.28P-1097 580.01530HDPE0.01253.749.731.981097-18 11.3315.318.28EX 458 10.4815.2718.05P-109867.8033UNKNOWN0.0121115.462.61098-18 10.4715.0418.76N-DNR004 10.441516.5P-1099 200.00212HDPE0.0121.731.922.451099-18 14.7115.4318.761098-18 14.6715.2618.76P-1100 15.10.00212HDPE0.0121.861.922.691100-18 14.7415.718.661099-18 14.7115.6718.76P-1101 58.10.00212HDPE0.0121.731.922.451101-18 14.8515.9718.651100-18 14.7315.8218.66P-DNR004 114.90.08942HDPE0.012325.6315.461.61N-DNR004 10.11516.5O-004A-0.214.9815.2Page 2 of 38 of 744 Boeing Renton - Apron R CentralBackwater Analysis1/27/2021Basin Existing_OF_004.xlsx 100-Year EventPipe ID Length (ft) Slope (ft/ft) Diameter (In) Description Manning's nFull Flow Capacity (cfs)Flow (cfs) Velocity (ft/s) Start Node Start Invert (ft)Hydraulic Grade Line (In) (ft)Start Rim (ft) Stop Node Stop Invert (ft)Hydraulic Grade Line (Out) (ft)Stop Rim (ft)P-065 9.50.00212HDPE0.0121.732.212.821101-18 14.8716.3518.65OWS-06514.8516.3218.3P-45868.2033EX CONC0.0128.515.662.64EX 458 10.4815.2318.051098-18 10.4715.1818.76P-459114.40.03212UNKNOWN0.0126.884.385.58EX-45914.3216.619.26EX 458 10.6815.1318.05P-465 1630.01727CONC0.01243.4911.282.84N-465 (FLOW FROM BASIN 27)1315.6518.31097-18 10.2615.4718.28P-1097 580.01530HDPE0.01253.7411.282.31097-18 11.3315.418.28EX 458 10.4815.3718.05P-109867.8033UNKNOWN0.0121117.883.011098-18 10.4715.0718.76N-DNR004 10.441516.5P-1099 200.00212HDPE0.0121.732.212.821099-18 14.7115.4918.761098-18 14.6715.318.76P-1100 15.10.00212HDPE0.0121.862.212.821100-18 14.7415.8218.661099-18 14.7115.7718.76P-1101 58.10.00212HDPE0.0121.732.212.821101-18 14.8516.1718.651100-18 14.7315.9818.66P-DNR004 114.90.08942HDPE0.012325.6317.881.86N-DNR004 10.115.0116.5O-004A-0.214.9815.2Page 3 of 39 of 744 Appended on: Friday, September 14, 2018 8:41:13 AM 27A-459 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 2.1801 8.0058 0.7263 4.902 SCS 10 yr 24 hr 3.2283 8.0058 1.0924 4.902 SCS 25 yr 24 hr 3.8066 8.0058 1.2963 4.902 SCS 100 yr 24 hr 4.3832 8.0058 1.5004 4.902 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27A-459 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 4.902 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn ROOF 4.902 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 10 of 744 Appended on: Friday, September 14, 2018 9:08:24 AM OWS-065 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 1.1016 8.0058 0.367 2.477 SCS 10 yr 24 hr 1.6313 8.0058 0.552 2.477 SCS 25 yr 24 hr 1.9235 8.0058 0.655 2.477 SCS 100 yr 24 hr 2.2148 8.0058 0.7581 2.477 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: OWS-065 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 2.477 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 2.477 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 11 of 744 OUTFALL 004 TAILWATER SET AT SPRING/FALL LAKE SURFACE ELEVATION ± 14.98 27C-528 8,189 SF 0.188 AC 27C-546 2,078 SF 0.048 AC 27C-547 1,832 SF 0.042 AC27C-548 2,632 SF 0.060 AC 27C-540 8,613 SF 0.198 AC 27C-538 4,868 SF 0.112 AC 27C-541 10,488 SF 0.241 AC 27C-535 12,430 SF 0.285 AC 27C-537 32,731 SF 0.751 AC 27C-687 11,084 SF 0.254 AC 27C-632 9,246 SF 0.212 AC 27C-635 10,009 SF 0.230 AC 27C-531 7,697 SF 0.177 AC 27C-532 18,343 SF 0.421 AC 27C-533 3,506 SF 0.080 AC 27C-527A 9,030 SF 0.207 AC 27C-529 24,620 SF 0.565 AC 27C-526 32,260 SF 0.741 AC 27C-479 26,772 SF 0.615 AC 27C-480 6,038 SF 0.139 AC LAKE WASHINGTON 4-81 4-20 4-21 4-82 4-17 4-90 4-89 4-04 LOGAN AVE 27i-495 3,827 SF 0.088 AC 27i-490K 4,744 SF 0.109 AC 27i-490I 4,113 SF 0.094 AC 27i-490G 4,113 SF 0.094 AC 27i-490E 2,395 SF 0.055 AC 27i-490F 1,961 SF 0.045 AC 27i-490H 8,345 SF 0.192 AC 27i-490C 2,485 SF 0.057 AC 27i-493B 2,997 SF 0.069 AC 27i-4868 5,895 SF 0.135 AC 27i-500 12,048 SF 0.277 AC 27H-475 10,943 SF 0.251 AC 27C-476 9,349 SF 0.215 AC 27B-463 37,402 SF 0.895 AC 27H-474 7,545 SF 0.173 AC 27i-499 8,432 SF 0.217 AC 27H-473 11,590 SF 0.266 AC 27B-462 26,789 SF 0.615 AC 27H-472 12,728 SF 0.292 AC 27i-497 9,369 SF 0.215 AC 27H-469 13,021 SF 0.299 AC 27H-468 10,809 SF 0.248 AC 27B-461 29,692 SF 0.682 AC 27B-460 16,465 SF 0.378 AC 27H-484 6,932 SF 0.159 AC 27H-483 38,559 SF 0.885 AC 27i-498 7,532 SF 0.173 AC 27H-485 9,870 SF 0.227 AC 27C-478 12,282 SF 0.294 AC NO. 465 STORM VAULT SEPARATE CALCULATIONS AND MAP FOR CONVEYANCE SYSTEM UPSTREAM OF BYPASS O LEGEND AREA TRIBUTARY TO OUTFALL 004 CATCHMENT AREA PROVIDED ON PAGE 4 OF 731 12 of 744 12 of 744 4 OF 744 DOWNSTREAM 5.00 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 Station (ft) 27B-462 Rim: 18.44 ft Invert In (1): 15.70 ft 27B-461 Rim: 18.32 ft Invert In (1): 14.19 ft 27B-460 Rim: 18.15 ft Invert In (1): 13.09 ft N-465 Rim: 18.30 ft Invert: 9.30 ft 57.8 ft 12.0 in 0.005 ft/ft 200.7 ft 12.0 in 0.006 ft/ft199.4 ft 12.0 in 0.008 ft/ft 200.7 ft 12.0 in 0.005 ft/ft PROFILE VIEW: 27B-463 TO N-465 5.00 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 Station (ft) 27B-462 Rim: 18.44 ft Invert In (1): 15.70 ft 27B-461 Rim: 18.32 ft Invert In (1): 14.19 ft 27B-460 Rim: 18.15 ft Invert In (1): 13.09 ft N-465 Rim: 18.30 ft Invert: 9.30 ft 57.8 ft 12.0 in 0.005 ft/ft 200.7 ft 12.0 in 0.006 ft/ft199.4 ft 12.0 in 0.008 ft/ft 200.7 ft 12.0 in 0.005 ft/ft PROFILE VIEW: 27B-463 TO N-465 25 YEAR 100 YEAR 13 of 744 27B-463 Rim: 18.47 ft Invert Out: 16.72 ft Invert Out: 15.70 ft Invert Out: 14.28 ft Invert Out: 13.09 ft 27B-463 Rim: 18.47 ft Invert Out: 16.72 ft Invert Out: 15.70 ft Invert Out: 14.28 ft Invert Out: 13.09 ft RIM ELEV. HGL LEGEND Storm Event: 25 & 100 Year EXISTING_OF_030 PROFILE VIEW: 27C-547 TO N-465 (Cont.) PROFILE VIEW: 27C-547 TO N-465 (Cont.) 14 of 744 10.00 15.00 20.00 25.00 30.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 24+00 24+50 25+00 25+50 26+00 26+50 27+00 27+50 28+00 28+50 29+00 29+50 30+00 30+50 31+00 31+50 32+00 32+50 33+00 33+50 34+00 34+50 35+00 Station (ft)Station (ft)Station (ft) B-479 Rim: 19.47 ft Invert In (1): 14.02 ft T-635 Rim: 25.04 ft Invert In (1): 18.70 ft Invert In (2): 18.87 ft T-478 Rim: 18.91 ft Invert In (1): 14.73 ft Invert In (2): 15.10 ft N-527 Rim: 21.93 ft Invert In (1): 17.90 ft Invert In (2): 17.71 ft Invert In (3): 18.60 ft Invert Out: 17.90 ft B-526 Rim: 22.75 ft Invert In (1): 17.51 ft N-536 Rim: 25.03 ft Invert In (1): 20.49 ft Invert In (2): 21.70 ft Invert In (3): 20.35 ft Invert Out: 20.25 ft T-476 Rim: 19.20 ft Invert In (1): 15.02 ft Invert In (2): 14.64 ft T-480 Rim: 19.21 ft Invert In (1): 15.19 ft Invert In (2): 14.82 ft T-548 Rim: 27.62 ft Invert In (1): 22.25 ft Invert In (2): 22.00 ft N-545 Rim: 27.65 ft Invert In (1): 22.06 ft N-530 Rim: 23.80 ft Invert In (1): 19.00 ft Invert In (2): 20.90 ft Invert In (3): 20.50 ft Invert Out: 19.00 ft N-479A Rim: 19.45 ft Invert In (1): 15.35 ft N-466 Rim: 19.35 ft Invert In (1): 14.11 ft N-471 Rim: 19.33 ft Invert In (1): 14.21 ft 27C-546 Rim: 27.84 ft Invert In (1): 22.95 ft 27C-526 Rim: 21.66 ft Invert In (1): 16.80 ft 27C-479 Rim: 19.53 ft Invert In (1): 15.08 ft N-549 Rim: 27.41 ft Invert In (1): 21.90 ft N-T-11 Rim: 26.02 ft Invert In (1): 19.16 ft Invert In (2): 22.81 ft N-539 Rim: 25.97 ft Invert In (1): 20.95 ft Invert In (2): 22.59 ft Invert In (3): 21.27 ft Invert Out: 21.00 ft 27C-632 Rim: 25.44 ft Invert In (1): 18.37 ft N-465 Rim: 18.30 ft Invert: 9.30 ft 32.8 ft 15.0 in 0.003 ft/ft 35.6 ft 15.0 in 0.003 ft/ft 288.0 ft 15.0 in 0.000 ft/ft 239.0 ft 15.0 in 0.003 ft/ft73.8 ft 15.0 in -0.003 ft/ft239.8 ft 15.0 in 0.003 ft/ft62.3 ft 15.0 in 0.003 ft/ft18.4 ft 15.0 in 0.009 ft/ft 90.8 ft 12.0 in 0.012 ft/ft 343.7 ft 15.0 in 0.006 ft/ft 46.5 ft 15.0 in 0.006 ft/ft 278.1 ft 15.0 in 0.005 ft/ft137.8 ft 12.0 in -0.002 ft/ft153.6 ft 12.0 in -0.002 ft/ft 329.8 ft 15.0 in 0.002 ft/ft 43.6 ft 12.0 in 0.017 ft/ft 300.5 ft 15.0 in 0.004 ft/ft 330.3 ft 12.0 in 0.002 ft/ft48.5 ft 12.0 in 0.002 ft/ft 237.0 ft 12.0 in 0.002 ft/ft 94.4 ft 12.0 in 0.001 ft/ft 29.6 ft 8.0 in 0.054 ft/ft 27C-547 Rim: 27.70 ft Invert Out: 24.54 ft Invert Out: 22.17 ft Invert Out: 22.51 ft Invert Out: 22.00 ft Invert Out: 21.60 ft Invert Out: 19.13 ft Invert Out: 18.37 ft Invert Out: 18.70 ft Invert Out: 17.80 ft Invert Out: 17.51 ft Invert Out: 15.25 ft Invert Out: 14.98 ft Invert Out: 14.82 ft Invert Out: 14.73 ft Invert Out: 14.64 ft Invert Out: 14.02 ft Invert In (3): (N/A) ft Invert Out: 13.98 ft Invert Out: 14.13 ft 10.00 15.00 20.00 25.00 30.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 24+00 24+50 25+00 25+50 26+00 26+50 27+00 27+50 28+00 28+50 29+00 29+50 30+00 30+50 31+00 31+50 32+00 32+50 33+00 33+50 34+00 34+50 35+00 Station (ft)Station (ft)Station (ft) B-479 Rim: 19.47 ft Invert In (1): 14.02 ft T-635 Rim: 25.04 ft Invert In (1): 18.70 ft Invert In (2): 18.87 ft T-478 Rim: 18.91 ft Invert In (1): 14.73 ft Invert In (2): 15.10 ft N-527 Rim: 21.93 ft Invert In (1): 17.90 ft Invert In (2): 17.71 ft Invert In (3): 18.60 ft Invert Out: 17.90 ft B-526 Rim: 22.75 ft Invert In (1): 17.51 ft N-536 Rim: 25.03 ft Invert In (1): 20.49 ft Invert In (2): 21.70 ft Invert In (3): 20.35 ft Invert Out: 20.25 ft T-476 Rim: 19.20 ft Invert In (1): 15.02 ft Invert In (2): 14.64 ft T-480 Rim: 19.21 ft Invert In (1): 15.19 ft Invert In (2): 14.82 ft T-548 Rim: 27.62 ft Invert In (1): 22.25 ft Invert In (2): 22.00 ft N-545 Rim: 27.65 ft Invert In (1): 22.06 ft N-530 Rim: 23.80 ft Invert In (1): 19.00 ft Invert In (2): 20.90 ft Invert In (3): 20.50 ft Invert Out: 19.00 ft N-479A Rim: 19.45 ft Invert In (1): 15.35 ft N-466 Rim: 19.35 ft Invert In (1): 14.11 ft N-471 Rim: 19.33 ft Invert In (1): 14.21 ft 27C-546 Rim: 27.84 ft Invert In (1): 22.95 ft 27C-526 Rim: 21.66 ft Invert In (1): 16.80 ft 27C-479 Rim: 19.53 ft Invert In (1): 15.08 ft 27C-547 Rim: 27.70 ft N-549 Rim: 27.41 ft Invert In (1): 21.90 ft N-T-11 Rim: 26.02 ft Invert In (1): 19.16 ft Invert In (2): 22.81 ft N-539 Rim: 25.97 ft Invert In (1): 20.95 ft Invert In (2): 22.59 ft Invert In (3): 21.27 ft Invert Out: 21.00 ft 27C-632 Rim: 25.44 ft Invert In (1): 18.37 ft N-465 Rim: 18.30 ft Invert: 9.30 ft 32.8 ft 15.0 in 0.003 ft/ft 35.6 ft 15.0 in 0.003 ft/ft 288.0 ft 15.0 in 0.000 ft/ft 239.0 ft 15.0 in 0.003 ft/ft73.8 ft 15.0 in -0.003 ft/ft239.8 ft 15.0 in 0.003 ft/ft62.3 ft 15.0 in 0.003 ft/ft18.4 ft 15.0 in 0.009 ft/ft 90.8 ft 12.0 in 0.012 ft/ft 343.7 ft 15.0 in 0.006 ft/ft 46.5 ft 15.0 in 0.006 ft/ft 278.1 ft 15.0 in 0.005 ft/ft137.8 ft 12.0 in -0.002 ft/ft153.6 ft 12.0 in -0.002 ft/ft 329.8 ft 15.0 in 0.002 ft/ft 43.6 ft 12.0 in 0.017 ft/ft 300.5 ft 15.0 in 0.004 ft/ft 330.3 ft 12.0 in 0.002 ft/ft48.5 ft 12.0 in 0.002 ft/ft 237.0 ft 12.0 in 0.002 ft/ft 94.4 ft 12.0 in 0.001 ft/ft 29.6 ft 8.0 in 0.054 ft/ft Invert Out: 24.54 ft Invert Out: 22.17 ft Invert Out: 22.51 ft Invert Out: 22.00 ft Invert Out: 21.60 ft Invert Out: 19.13 ft Invert Out: 18.37 ft Invert Out: 18.70 ft Invert Out: 17.80 ft Invert Out: 17.51 ft Invert Out: 15.25 ft Invert Out: 14.98 ft Invert Out: 14.82 ft Invert Out: 14.73 ft Invert Out: 14.64 ft Invert Out: 14.02 ft Invert Out: 13.98 ft Invert Out: 14.13 ft 25 YEAR 100 YEAR RIM ELEV. HGL LEGEND Storm Event: 25 & 100 Year EXISTING_OF_030 5.00 10.00 15.00 20.00 25.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 Station (ft)Elevation (ft)T-469 Rim: 18.96 ft Invert In (1): 15.00 ft Invert In (2): 15.17 ft T-485 Rim: 19.05 ft Invert In (1): 14.99 ft Invert In (2): 15.16 ft T-472 Rim: 19.12 ft Invert In (1): 15.93 ft Invert In (2): 15.76 ft T-468 Rim: 19.25 ft Invert In (1): 14.92 ft Invert In (2): 15.08 ft N-482 Rim: 18.31 ft Invert In (1): 14.90 ft Invert In (2): 12.30 ft Invert In (3): 12.10 ft Invert Out: 11.30 ft T-473 Rim: 19.35 ft Invert In (1): 16.22 ft Invert In (2): 16.39 ft T-474 Rim: 19.36 ft Invert In (1): 16.67 ft Invert In (2): 16.67 ft N-467 Rim: 19.34 ft Invert In (1): 14.90 ft N-470 Rim: 19.23 ft Invert In (1): 15.70 ft N-465 Rim: 18.30 ft Invert: 9.30 ft 109.2 ft 12.0 in 0.001 ft/ft 138.1 ft 12.0 in 0.001 ft/ft 14.5 ft 12.0 in 0.004 ft/ft 125.7 ft 12.0 in 0.001 ft/ft 122.0 ft 12.0 in 0.001 ft/ft 23.2 ft 12.0 in 0.001 ft/ft 113.2 ft 12.0 in 0.004 ft/ft 111.4 ft 12.0 in 0.004 ft/ft80.6 ft 12.0 in 0.004 ft/ft 17.5 ft 24.0 in 0.000 ft/ft PROFILE VIEW: 27H-475 TO N-465 5.00 10.00 15.00 20.00 25.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 Station (ft)Elevation (ft)T-469 Rim: 18.96 ft Invert In (1): 15.00 ft Invert In (2): 15.17 ft T-485 Rim: 19.05 ft Invert In (1): 14.99 ft Invert In (2): 15.16 ft T-472 Rim: 19.12 ft Invert In (1): 15.93 ft Invert In (2): 15.76 ft T-468 Rim: 19.25 ft Invert In (1): 14.92 ft Invert In (2): 15.08 ft N-482 Rim: 18.31 ft Invert In (1): 14.90 ft Invert In (2): 12.30 ft Invert In (3): 12.10 ft Invert Out: 11.30 ft T-473 Rim: 19.35 ft Invert In (1): 16.22 ft Invert In (2): 16.39 ft T-474 Rim: 19.36 ft Invert In (1): 16.67 ft Invert In (2): 16.67 ft N-467 Rim: 19.34 ft Invert In (1): 14.90 ft N-470 Rim: 19.23 ft Invert In (1): 15.70 ft N-465 Rim: 18.30 ft Invert: 9.30 ft 109.2 ft 12.0 in 0.001 ft/ft 138.1 ft 12.0 in 0.001 ft/ft 14.5 ft 12.0 in 0.004 ft/ft 125.7 ft 12.0 in 0.001 ft/ft 122.0 ft 12.0 in 0.001 ft/ft 23.2 ft 12.0 in 0.001 ft/ft 113.2 ft 12.0 in 0.004 ft/ft 111.4 ft 12.0 in 0.004 ft/ft80.6 ft 12.0 in 0.004 ft/ft 17.5 ft 24.0 in 0.000 ft/ft PROFILE VIEW: 27H-475 TO N-465 25 YEAR 100 YEAR 15 of 744 Invert Out: 16.67 ft Invert Out: 16.22 ft Invert Out: 15.76 ft 27H-475 Rim: 20.00 ft Invert Out: 17.00 ft Invert Out: 15.10 ft Invert Out: 15.00 ft Invert Out: 14.92 ft Invert Out: 15.10 ft Invert Out: 14.99 ft 27H-475 Rim: 20.00 ft Invert Out: 17.00 ft Invert Out: 16.67 ft Invert Out: 16.22 ft Invert Out: 15.76 ft Invert Out: 15.10 ft Invert Out: 15.00 ft Invert Out: 14.92 ft Invert Out: 15.10 ft Invert Out: 14.99 ft RIM ELEV. HGL LEGEND Storm Event: 25 & 100 Year EXISTING_OF_030 16 of 744 5.00 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 Station (ft) N-482 Rim: 18.31 ft Invert In (1): 14.90 ft Invert Out: 11.30 ft 490B-14 Rim: 19.90 ft Invert In (1): 13.18 ft Invert Out: 13.18 ft 496-14 Rim: 19.50 ft Invert In (1): 15.63 ft Invert Out: 15.63 ft 27I-500 Rim: 19.40 ft Invert In (1): (N/A) ft Invert Out: 16.06 ft 27I-497 Rim: 19.40 ft Invert In (1): 15.70 ft Invert Out: 15.70 ft 494-14 Rim: 19.28 ft Invert In (1): 15.40 ft Invert Out: 15.40 ft 27I-490H Rim: 19.25 ft Invert In (1): 14.70 ft Invert Out: 13.97 ft 27I-499 Rim: 19.20 ft Invert In (1): 15.80 ft Invert Out: 15.70 ft 27I-498 Rim: 19.10 ft Invert In (1): 15.70 ft Invert Out: 15.60 ft 27I-490C Rim: 19.09 ft Invert In (1): 16.50 ft Invert Out: 13.60 ft 27I-493B Rim: 19.03 ft Invert In (1): 13.30 ft Invert Out: 13.30 ft 27I-490I Rim: 18.90 ft Invert In (1): 14.90 ft Invert Out: 14.90 ft 490J-14 Rim: 18.90 ft Invert In (1): 15.03 ft Invert Out: 15.03 ft 490D-14 Rim: 18.87 ft Invert In (1): 16.50 ft Invert Out: 13.72 ft 27I-490G Rim: 18.84 ft Invert In (1): 13.76 ft Invert Out: 13.76 ft 490A-14 Rim: 18.30 ft Invert In (1): 12.20 ft Invert Out: 12.15 ft 39.5 ft 12.0 in 0.003 ft/ft 64.8 ft 12.0 in 0.005 ft/ft72.2 ft 12.0 in 0.000 ft/ft 50.8 ft 12.0 in 0.004 ft/ft 53.3 ft 12.0 in 0.004 ft/ft 91.1 ft 12.0 in 0.004 ft/ft64.7 ft 12.0 in -0.002 ft/ft 76.2 ft 12.0 in 0.003 ft/ft 18.4 ft 12.0 in 0.004 ft/ft 56.0 ft 12.0 in 0.004 ft/ft 30.3 ft 12.0 in 0.004 ft/ft 195.1 ft 12.0 in 0.005 ft/ft 96.4 ft 15.0 in 0.001 ft/ft 11.4 ft 12.0 in 0.003 ft/ft 32.0 ft 12.0 in 0.004 ft/ft 5.00 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 Station (ft) N-482 Rim: 18.31 ft Invert In (1): 14.90 ft Invert Out: 11.30 ft 490B-14 Rim: 19.90 ft Invert In (1): 13.18 ft Invert Out: 13.18 ft 496-14 Rim: 19.50 ft Invert In (1): 15.63 ft Invert Out: 15.63 ft 27I-500 Rim: 19.40 ft Invert In (1): (N/A) ft Invert Out: 16.06 ft 27I-497 Rim: 19.40 ft Invert In (1): 15.70 ft Invert Out: 15.70 ft 494-14 Rim: 19.28 ft Invert In (1): 15.40 ft Invert Out: 15.40 ft 27I-490H Rim: 19.25 ft Invert In (1): 14.70 ft Invert Out: 13.97 ft 27I-499 Rim: 19.20 ft Invert In (1): 15.80 ft Invert Out: 15.70 ft 27I-498 Rim: 19.10 ft Invert In (1): 15.70 ft Invert Out: 15.60 ft 27I-490C Rim: 19.09 ft Invert In (1): 16.50 ft Invert Out: 13.60 ft 27I-493B Rim: 19.03 ft Invert In (1): 13.30 ft Invert Out: 13.30 ft 27I-490I Rim: 18.90 ft Invert In (1): 14.90 ft Invert Out: 14.90 ft 490J-14 Rim: 18.90 ft Invert In (1): 15.03 ft Invert Out: 15.03 ft 490D-14 Rim: 18.87 ft Invert In (1): 16.50 ft Invert Out: 13.72 ft 27I-490G Rim: 18.84 ft Invert In (1): 13.76 ft Invert Out: 13.76 ft 490A-14 Rim: 18.30 ft Invert In (1): 12.20 ft Invert Out: 12.15 ft 39.5 ft 12.0 in 0.003 ft/ft 64.8 ft 12.0 in 0.005 ft/ft72.2 ft 12.0 in 0.000 ft/ft 50.8 ft 12.0 in 0.004 ft/ft 53.3 ft 12.0 in 0.004 ft/ft 91.1 ft 12.0 in 0.004 ft/ft64.7 ft 12.0 in -0.002 ft/ft 76.2 ft 12.0 in 0.003 ft/ft 18.4 ft 12.0 in 0.004 ft/ft 56.0 ft 12.0 in 0.004 ft/ft 30.3 ft 12.0 in 0.004 ft/ft 195.1 ft 12.0 in 0.005 ft/ft 96.4 ft 15.0 in 0.001 ft/ft 11.4 ft 12.0 in 0.003 ft/ft 32.0 ft 12.0 in 0.004 ft/ft 25 YEAR 100 YEAR PROFILE VIEW: 27I-500 TO N-482 PROFILE VIEW: 27I-500 TO N-482 RIM ELEV. HGL LEGEND Storm Event: 25 & 100 Year EXISTING_OF_030 Boeing Renton - Apron RBackwater Analysis3/3/2020Sub-Basins Existing_OWS_030.xlsx SCS Peak FlowsBasinIDEventPeak Q (cfs)Peak T (hrs)Peak Vol (ac-cf)Area (ac)Method/LossRaintype27B-46025 yr 24 hr0.29358.010.10.378SCSTYPE1A.RAC27B-46125 yr 24 hr0.52938.010.18020.6816SCSTYPE1A.RAC27B-46225 yr 24 hr0.47768.010.16260.615SCSTYPE1A.RAC27B-46325 yr 24 hr0.6958.010.23670.895SCSTYPE1A.RAC27C-47625 yr 24 hr0.1678.010.05690.215SCSTYPE1A.RAC27C-47825 yr 24 hr0.22838.010.07770.294SCSTYPE1A.RAC27C-47925 yr 24 hr0.47768.010.16260.615SCSTYPE1A.RAC27C-48025 yr 24 hr0.10798.010.03680.139SCSTYPE1A.RAC27C-52625 yr 24 hr0.53268.010.18120.741SCSTYPE1A.RAC27C-527A25 yr 24 hr0.13118.010.04450.207SCSTYPE1A.RAC27C-52825 yr 24 hr0.1468.010.04970.188SCSTYPE1A.RAC27C-52925 yr 24 hr0.31858.010.10790.565SCSTYPE1A.RAC27C-53125 yr 24 hr0.13748.010.04680.177SCSTYPE1A.RAC27C-53225 yr 24 hr0.24328.010.08240.421SCSTYPE1A.RAC27C-53325 yr 24 hr0.04668.010.01580.08SCSTYPE1A.RAC27C-53525 yr 24 hr0.22138.010.07540.285SCSTYPE1A.RAC27C-53725 yr 24 hr0.4718.010.15990.751SCSTYPE1A.RAC27C-53825 yr 24 hr0.0878.010.02960.112SCSTYPE1A.RAC27C-54025 yr 24 hr0.14398.010.04890.198SCSTYPE1A.RAC27C-54125 yr 24 hr0.16148.010.05480.241SCSTYPE1A.RAC27C-54625 yr 24 hr0.03738.010.01270.048SCSTYPE1A.RAC27C-54725 yr 24 hr0.02548.010.00860.042SCSTYPE1A.RAC27C-54825 yr 24 hr0.03168.010.01070.06SCSTYPE1A.RAC27C-63225 yr 24 hr0.16468.010.05610.212SCSTYPE1A.RAC27C-63525 yr 24 hr0.17868.010.06080.23SCSTYPE1A.RAC27C-68725 yr 24 hr0.19728.010.06720.254SCSTYPE1A.RAC27H-46825 yr 24 hr0.19268.010.06560.248SCSTYPE1A.RAC27H-46925 yr 24 hr0.23228.010.07910.299SCSTYPE1A.RAC27H-47225 yr 24 hr0.22688.010.07720.292SCSTYPE1A.RAC27H-47325 yr 24 hr0.20668.010.07030.266SCSTYPE1A.RAC27H-47425 yr 24 hr0.13438.010.04570.173SCSTYPE1A.RAC27H-47525 yr 24 hr0.19498.010.06640.251SCSTYPE1A.RAC27H-48325 yr 24 hr0.68728.01 0.234 0.885 SCS TYPE1A.RAC27H-48425 yr 24 hr0.12358.01 0.042 0.159 SCS TYPE1A.RACPage 1 of 717 of 744 Boeing Renton - Apron RBackwater Analysis3/3/2020Sub-Basins Existing_OWS_030.xlsx SCS Peak FlowsBasinIDEventPeak Q (cfs)Peak T (hrs)Peak Vol (ac-cf)Area (ac)Method/LossRaintype27H-48525 yr 24 hr0.17638.01 0.06 0.227 SCS TYPE1A.RAC27I-490C25 yr 24 hr0.04438.010.01510.057SCSTYPE1A.RAC27I-490E25 yr 24 hr0.04278.010.01450.055SCSTYPE1A.RAC27I-490F25 yr 24 hr0.03498.010.01190.045SCSTYPE1A.RAC27I-490G25 yr 24 hr0.0738.010.02490.094SCSTYPE1A.RAC27I-490H25 yr 24 hr0.14918.010.05080.192SCSTYPE1A.RAC27I-490I25 yr 24 hr0.0738.010.02490.094SCSTYPE1A.RAC27I-490K25 yr 24 hr0.08468.010.02880.109SCSTYPE1A.RAC27I-493B25 yr 24 hr0.05368.010.01820.069SCSTYPE1A.RAC27I-49525 yr 24 hr0.06838.010.02330.088SCSTYPE1A.RAC27I-49725 yr 24 hr0.1678.010.05690.215SCSTYPE1A.RAC27I-49825 yr 24 hr0.13438.010.04570.173SCSTYPE1A.RAC27I-49925 yr 24 hr0.16858.010.05740.217SCSTYPE1A.RAC27I-50025 yr 24 hr0.21518.010.07320.277SCSTYPE1A.RACBasinIDEventPeak Q (cfs)Peak T (hrs)Peak Vol (ac-cf)Area (ac)Method/LossRaintype27B-460100 yr 24 hr0.3388.010.11570.378SCSTYPE1A.RAC27B-461100 yr 24 hr0.60958.010.20860.6816SCSTYPE1A.RAC27B-462100 yr 24 hr0.54998.010.18820.615SCSTYPE1A.RAC27B-463100 yr 24 hr0.80038.010.27390.895SCSTYPE1A.RAC27C-476100 yr 24 hr0.19228.010.06580.215SCSTYPE1A.RAC27C-478100 yr 24 hr0.26298.010.090.294SCSTYPE1A.RAC27C-479100 yr 24 hr0.54998.010.18820.615SCSTYPE1A.RAC27C-480100 yr 24 hr0.12438.010.04250.139SCSTYPE1A.RAC27C-526100 yr 24 hr0.61988.010.21130.741SCSTYPE1A.RAC27C-527A100 yr 24 hr0.15558.010.05260.207SCSTYPE1A.RAC27C-528100 yr 24 hr0.16818.010.05750.188SCSTYPE1A.RAC27C-529100 yr 24 hr0.38498.010.12940.565SCSTYPE1A.RAC27C-531100 yr 24 hr0.15838.010.05420.177SCSTYPE1A.RAC27C-532100 yr 24 hr0.29268.010.09850.421SCSTYPE1A.RAC27C-533100 yr 24 hr0.0568.010.01890.08SCSTYPE1A.RAC27C-535100 yr 24 hr0.25488.010.08720.285SCSTYPE1A.RAC27C-537100 yr 24 hr0.55928.010.18930.751SCSTYPE1A.RACPage 2 of 718 of 744 Boeing Renton - Apron RBackwater Analysis3/3/2020Sub-Basins Existing_OWS_030.xlsx SCS Peak FlowsBasinIDEventPeak Q (cfs)Peak T (hrs)Peak Vol (ac-cf)Area (ac)Method/LossRaintype27C-538100 yr 24 hr0.10018.010.03430.112SCSTYPE1A.RAC27C-540100 yr 24 hr0.16728.010.0570.198SCSTYPE1A.RAC27C-541100 yr 24 hr0.18978.010.06450.241SCSTYPE1A.RAC27C-546100 yr 24 hr0.04298.010.01470.048SCSTYPE1A.RAC27C-547100 yr 24 hr0.03048.010.01030.042SCSTYPE1A.RAC27C-548100 yr 24 hr0.03878.010.0130.06SCSTYPE1A.RAC27C-632100 yr 24 hr0.18968.010.06490.212SCSTYPE1A.RAC27C-635100 yr 24 hr0.20578.010.07040.23SCSTYPE1A.RAC27C-687100 yr 24 hr0.22718.010.07770.254SCSTYPE1A.RAC27H-468100 yr 24 hr0.22188.010.07590.248SCSTYPE1A.RAC27H-469100 yr 24 hr0.26748.010.09150.299SCSTYPE1A.RAC27H-472100 yr 24 hr0.26118.010.08940.292SCSTYPE1A.RAC27H-473100 yr 24 hr0.23788.010.08140.266SCSTYPE1A.RAC27H-474100 yr 24 hr0.15478.010.0530.173SCSTYPE1A.RAC27H-475100 yr 24 hr0.22448.010.07680.251SCSTYPE1A.RAC27H-483100 yr 24 hr0.79138.01 0.2709 0.885 SCS TYPE1A.RAC27H-484100 yr 24 hr0.14228.01 0.0487 0.159 SCS TYPE1A.RAC27H-485100 yr 24 hr0.2038.01 0.0695 0.227 SCS TYPE1A.RAC27I-490C100 yr 24 hr0.0518.010.01740.057SCSTYPE1A.RAC27I-490E100 yr 24 hr0.04928.010.01680.055SCSTYPE1A.RAC27I-490F100 yr 24 hr0.04028.010.01380.045SCSTYPE1A.RAC27I-490G100 yr 24 hr0.08418.010.02880.094SCSTYPE1A.RAC27I-490H100 yr 24 hr0.17178.010.05880.192SCSTYPE1A.RAC27I-490I100 yr 24 hr0.08418.010.02880.094SCSTYPE1A.RAC27I-490K100 yr 24 hr0.09758.010.03340.109SCSTYPE1A.RAC27I-493B100 yr 24 hr0.06178.010.02110.069SCSTYPE1A.RAC27I-495100 yr 24 hr0.07878.010.02690.088SCSTYPE1A.RAC27I-497100 yr 24 hr0.19228.010.06580.215SCSTYPE1A.RAC27I-498100 yr 24 hr0.15478.010.0530.173SCSTYPE1A.RAC27I-499100 yr 24 hr0.1948.010.06640.217SCSTYPE1A.RAC27I-500100 yr 24 hr0.24778.010.08480.277SCSTYPE1A.RAC*Peak flows (Q) are generated by StormShed 3G using the SCS method with Type1A.RAC rainfall.Page 3 of 719 of 744 Boeing Renton - Apron RBackwater Analysis3/3/2020Sub-Basins Existing_OWS_030.xlsx 25-year EventPipe Length (ft) Slope (ft/ft) Diameter (In) Description Maning's nFull Flow Capacity (cfs)Flow (cfs) Velocity (ft/s) Start Node Start Invert (ft)Hydraulic Grade Line (In) (ft)Start Rim (ft) Stop Node Stop Invert (ft)Hydraulic Grade Line (Out) (ft)Stop Rim (ft)P-460 57.80.00512CONC0.0122.7322.5427B-46013.0916.3518.15N-46512.816.218.3P-461 200.70.00612DI0.0122.971.72.1727B-46114.2816.8718.3227B-46013.0916.4818.15P-462 199.40.00812DI0.0123.361.171.4927B-46215.717.1218.4427B-46114.1916.9418.32P-463 200.70.00512DI0.0122.750.692.9227B-46316.7217.2118.4727B-46215.717.1618.44P-466 238.90.00315CONC0.0123.594.263.47N-46614.1317.0819.35N-46513.516.218.3P-467 1220.00112CONC0.0121.141.181.5N-46715.116.519.34T-485 14.9916.3819.05P-467 (1) 109.10.00112CONC0.0121.141.361.73T-485 14.9916.3419.05N-482 14.916.2118.31P-468 120.0848CONC0.0123.80.195.727H-46816.116.5919.14T-468 15.0816.5919.25P-469 160.0528CONC0.0122.980.230.6527H-4691616.6918.86T-469 15.1716.6918.96P-470 138.10.00112CONC0.0121.020.760.97N-47015.116.7419.23T-469 1516.6818.96P-470 (1) 125.70.00112CONC0.0121.020.991.26T-469 1516.6618.96T-468 14.9216.5819.25P-470 (2) 23.20.00112CONC0.0121.021.181.5T-468 14.9216.5519.25N-46714.916.5219.34P-471 288015CONC0.01204.263.47N-47113.9818.2619.33N-46614.1117.219.35P-472 100.1078CONC0.0124.280.236.527H-4721717.2219.55T-472 15.9316.7719.12P-473 16.10.0328CONC0.0122.340.214.1327H-47316.917.1119.12T-473 16.3916.8219.35P-474 150.00912CONC0.0123.570.132.1727H-47416.817.0419.3T-474 16.6717.0419.36P-475 80.60.00412CONC0.0122.460.191.8727H-4751717.1920T-474 16.6717.0419.36P-475 (1) 111.40.00412CONC0.0122.460.332.18T-474 16.6716.9219.36T-473 16.2216.8219.35P-475 (2) 113.20.00412CONC0.0122.460.542.51T-473 16.2216.7919.35T-472 15.7616.7719.12P-475 (3) 14.50.00412CONC0.0122.460.762.77T-472 15.7616.7619.12N-47015.716.7519.23P-476 38.30.0626DI0.0121.510.170.8527C-47617.3919.8919.77T-476 15.0219.8619.2P-478 3.30.2866CONC0.0123.250.231.1627C-47816.120.0418.9T-478 15.120.0418.91P-479 62.30.00315CONC0.0123.563.753.0627C-47914.9820.3119.53T-480 14.8220.1319.21P-479 (1) 35.60.00315CONC0.0123.563.863.15T-480 14.8220.0619.21T-478 14.7319.9618.91P-479 (2) 32.80.00315CONC0.0123.564.093.33T-478 14.7319.8818.91T-476 14.6419.7619.2P-479 (3) 239.80.00315CONC0.0123.564.263.47T-476 14.6419.6819.2B-479 14.0218.7919.47P-479 (4) 73.8-0.00315CONC0.0123.554.263.47B-479 14.0218.6519.47N-47114.2118.3719.33P-479A 18.40.00915CONC0.0126.733.272.67N-479A15.2520.4319.4527C-47915.0820.3919.53P-480 83.40.0336DI0.0121.110.110.5527C-48017.9620.2420T-480 15.1920.2219.21P-482 17.5024CONC0.01203.481.11N-482 11.316.218.31N-46511.316.218.3P-483 119.80.0068CONC0.0121.020.691.9727H-48313.0316.5316.55N-482 12.316.218.31P-48420.208CONC0.01200.120.3527H-48414.9116.2418.31N-482 14.916.2318.31P-485 16.20.1258CONC0.0124.620.186.3727H-48517.217.3919.06T-485 15.1616.419.05P-490A-14 96.40.00115CONC0.0121.591.311.07490A-1412.1516.2618.3N-482 12.116.2218.31P-490B-14 195.10.00512HDPE0.0122.741.311.67490B-1413.1816.4919.9490A-1412.216.2618.3P-490C-14 64.80.00512HDPE0.0122.631.251.627I-490C13.616.6519.0927I-493B13.316.5819.03P-490D-14 39.50.00312HDPE0.0122.161.181.5490D-1413.7216.7118.8727I-490C13.616.6719.09P-490E-14 37.60.0058DI0.0120.960.041.3827I-490E16.716.819.08490D-1416.516.7518.87P-490F-14 18.10.016DI0.0120.620.031.7127I-490F17.517.5918.52B-490F 17.3117.4718.95P-490F-14 (1) 51.40.0116DI0.0120.620.031.71B-490F 17.3117.418.95B-490F 16.7716.9319.34P-490F-14 (2) 25.60.0116DI0.0120.620.031.71B-490F 16.7716.8619.3427I-490C16.516.6919.09P-490G-14 11.40.00312CONC0.0122.171.131.4427I-490G13.7616.7418.84490D-1413.7216.7318.87P-490H-14 53.30.00412HDPE0.0122.421.061.3527I-490H13.9716.819.2527I-490G13.7616.7618.84P-490I-14 50.70.00412HDPE0.0122.420.911.1627I-490I14.916.8518.927I-490H14.716.8319.25P-490J-14 320.00412HDPE0.0122.460.841.07490J-1415.0316.8818.927I-490I14.916.8718.9P-490K-14 38.70.0048DI0.0120.840.081.5427I-490K16.8116.9518.5490J-1416.6516.918.9P-493B-14 30.30.00412HDPE0.0122.431.311.6727I-493B13.316.5519.03490B-1413.1816.5119.9P-494-14 91.10.00412HDPE0.0122.460.750.96494-1415.416.9319.28490J-1415.0316.918.9P-495 35.30.03112DI0.0126.850.072.8127I-49516.741718.8496-1415.631719.5Page 4 of 720 of 744 Boeing Renton - Apron RBackwater Analysis3/3/2020Sub-Basins Existing_OWS_030.xlsx 25-year EventPipe Length (ft) Slope (ft/ft) Diameter (In) Description Maning's nFull Flow Capacity (cfs)Flow (cfs) Velocity (ft/s) Start Node Start Invert (ft)Hydraulic Grade Line (In) (ft)Start Rim (ft) Stop Node Stop Invert (ft)Hydraulic Grade Line (Out) (ft)Stop Rim (ft)P-496-14 560.00412HDPE0.0122.470.750.96496-1415.6316.9719.5494-1415.416.9519.28P-497 18.40.00412CONC0.0122.380.680.8727I-49715.71719.4496-1415.6316.9919.5P-498 64.7-0.00212CONC0.0121.520.520.6627I-49815.617.0219.127I-49715.717.0119.4P-499 72.2012CONC0.01200.380.4927I-49915.717.0419.227I-49815.717.0319.1P-500 76.20.00312CONC0.0122.250.221.8127I-50016.0617.0419.427I-49915.817.0419.2P-526 46.50.00615CONC0.0125.573.272.6727C-52617.821.4421.66B-526 17.5121.3422.75P-526 (1) 343.70.00615CONC0.0125.543.272.67B-526 17.5121.2322.75N-479A15.3520.4719.45P-527 90.80.01212CONC0.0124.252.743.49N-527 17.921.9421.9327C-52616.821.4821.66P-527A 89.20.0198DI0.0121.820.451.2927C-527A19.6222.2224.43N-527 17.922.1121.93P-528 24.20.1356DI0.0122.230.156.4127C-52821.8822.122.92N-527 18.622.1221.93P-529 27.90.0048DI0.0120.780.320.9127C-52919.8222.2623.2727C-527A19.7222.2424.43P-530 278.10.00515CONC0.0124.772.151.75N-5301922.3623.8N-527 17.7122.121.93P-531 17.30.1186CONC0.0122.090.146.0227C-53122.5622.7423.86N-53020.522.4223.8P-532 51.8-0.0228DI0.0121.940.290.8327C-53219.7622.4424.91N-53020.922.4223.8P-533 57.20.0078CONC0.0121.080.050.1327C-53321.422.4625.5727C-53221.0122.4624.91P-535 19.20.086DI0.0121.720.226.0127C-53523.2423.4825.62N-536 21.723.2125.03P-536 300.50.00415CONC0.0124.211.180.96N-536 20.2523.1925.03N-T-1119.1623.1126.02P-537 58.90.01718CONC0.01215.050.470.2727C-53721.3823.2225.17N-536 20.3523.2225.03P-538 262.70.0086DI0.0120.560.092.0727C-53824.124.2526.48B-538 21.8723.2225.04P-538 (1) 11.90.0086DI0.0120.560.090.44B-538 21.8723.2225.04N-536 21.7723.2225.03P-539 329.80.00215CONC0.0122.750.40.33N-5392123.2325.97N-536 20.4923.2225.03P-540 18.50.1186DI0.0122.090.146.127C-54024.7924.9827.17N-53922.5923.2225.97P-541 20.40.0394DI0.0120.410.164.4227C-54124.5824.8126.78B-541 23.7824.3725.95P-541 (1) 63.40.0394DI0.0120.410.164.42B-541 23.782425.95N-53921.2723.225.97P-545 2370.00212CONC0.0121.780.061.07N-545 22.5123.2327.65T-548 2223.2327.62P-545 (1) 48.50.00212CONC0.0121.780.090.12T-548 2223.2327.62N-54921.923.2327.41P-546 94.40.00112CONC0.0121.320.060.0827C-54622.1723.2327.84N-545 22.0623.2327.65P-547 29.50.0548CONC0.0123.040.032.6327C-54724.5424.6127.727C-54622.9523.2327.84P-548 19.50.2086CONC0.0122.770.034.6727C-54826.426.4928.75T-548 22.2523.2327.62P-549 330.30.00212CONC0.0121.710.090.12N-54921.623.2327.41N-53920.9523.2325.97P-632 153.6-0.00212CONC0.0121.791.541.9627C-63218.3722.9625.44T-635 18.722.7125.04P-632 (1) 137.8-0.00212CONC0.0121.791.722.19T-635 18.722.6525.04N-5301922.3823.8P-635 32.50.018CONC0.0121.320.180.5127C-63519.222.7525.2T-635 18.8722.7425.04P-687 39.30.00312ADS N-120.0122.040.21.6527C-68722.9223.1425.6N-T-1122.8123.1126.02P-T-11 43.60.01712CONC0.0125.11.381.75N-T-1119.1323.0526.0227C-63218.372325.44Page 5 of 721 of 744 Boeing Renton - Apron RBackwater Analysis3/3/2020Sub-Basins Existing_OWS_030.xlsx 100-Year EventPipe Length (ft) Slope (ft/ft) Diameter (In) Description Maning's nFull Flow Capacity (cfs)Flow (cfs) Velocity (ft/s) Start Node Start Invert (ft)Hydraulic Grade Line (In) (ft)Start Rim (ft) Stop Node Stop Invert (ft)Hydraulic Grade Line (Out) (ft)Stop Rim (ft)P-460 57.80.00512CONC0.0122.732.32.9327B-46013.0916.418.15N-46512.816.218.3P-461 200.70.00612DI0.0122.971.962.527B-46114.2817.0918.3227B-46013.0916.5718.15P-462 199.40.00812DI0.0123.361.351.7227B-46215.717.4218.4427B-46114.1917.1818.32P-463 200.70.00512DI0.0122.750.83.0427B-46316.7217.5518.4727B-46215.717.4718.44P-466 238.90.00315CONC0.0123.594.974.05N-46614.1317.4119.35N-46513.516.218.3P-467 1220.00112CONC0.0121.141.371.74N-46715.116.619.34T-485 14.9916.4519.05P-467 (1) 109.10.00112CONC0.0121.141.572T-485 14.9916.3919.05N-482 14.916.2118.31P-468 120.0848CONC0.0123.80.225.9427H-46816.116.7219.14T-468 15.0816.7219.25P-469 160.0528CONC0.0122.980.270.7727H-4691616.8618.86T-469 15.1716.8518.96P-470 138.10.00112CONC0.0121.020.881.12N-47015.116.9219.23T-469 1516.8418.96P-470 (1) 125.70.00112CONC0.0121.021.151.46T-469 1516.8118.96T-468 14.9216.719.25P-470 (2) 23.20.00112CONC0.0121.021.371.74T-468 14.9216.6619.25N-46714.916.6319.34P-471 288015CONC0.01204.974.05N-47113.9819.0119.33N-46614.1117.5619.35P-472 100.1078CONC0.0124.280.266.7827H-4721717.2419.55T-472 15.9316.9619.12P-473 16.10.0328CONC0.0122.340.244.3127H-47316.917.1219.12T-473 16.391719.35P-474 150.00912CONC0.0123.570.152.2727H-47416.817.0819.3T-474 16.6717.0819.36P-475 80.60.00412CONC0.0122.460.221.9527H-4751717.220T-474 16.6717.0819.36P-475 (1) 111.40.00412CONC0.0122.460.382.27T-474 16.6717.0219.36T-473 16.221719.35P-475 (2) 113.20.00412CONC0.0122.460.622.61T-473 16.2216.9819.35T-472 15.7616.9619.12P-475 (3) 14.50.00412CONC0.0122.460.881.12T-472 15.7616.9419.12N-47015.716.9319.23P-476 38.30.0626DI0.0121.510.190.9827C-47617.3921.1319.77T-476 15.0221.0919.2P-478 3.30.2866CONC0.0123.250.261.3427C-47816.121.3418.9T-478 15.121.3318.91P-479 62.30.00315CONC0.0123.564.393.5827C-47914.9821.7119.53T-480 14.8221.4619.21P-479 (1) 35.60.00315CONC0.0123.564.513.68T-480 14.8221.3719.21T-478 14.7321.2218.91P-479 (2) 32.80.00315CONC0.0123.564.783.89T-478 14.7321.1118.91T-476 14.6420.9619.2P-479 (3) 239.80.00315CONC0.0123.564.974.05T-476 14.6420.8519.2B-479 14.0219.6419.47P-479 (4) 73.8-0.00315CONC0.0123.554.974.05B-479 14.0219.5419.47N-47114.2119.1619.33P-479A 18.40.00915CONC0.0126.733.843.13N-479A15.2521.8719.4527C-47915.0821.8219.53P-480 83.40.0336DI0.0121.110.120.6327C-48017.9621.6120T-480 15.1921.5819.21P-482 17.5024CONC0.01204.011.28N-482 11.316.218.31N-46511.316.218.3P-483 119.80.0068CONC0.0121.020.792.2727H-48313.0316.6416.55N-482 12.316.218.31P-48420.208CONC0.01200.140.4127H-48414.9116.2518.31N-482 14.916.2518.31P-485 16.20.1258CONC0.0124.620.26.6627H-48517.217.4119.06T-485 15.1616.4719.05P-490A-14 96.40.00115CONC0.0121.591.511.23490A-1412.1516.2818.3N-482 12.116.2318.31P-490B-14 195.10.00512HDPE0.0122.741.511.92490B-1413.1816.5819.9490A-1412.216.2918.3P-490C-14 64.80.00512HDPE0.0122.631.451.8427I-490C13.616.7919.0927I-493B13.316.719.03P-490D-14 39.50.00312HDPE0.0122.161.351.72490D-1413.7216.8818.8727I-490C13.616.8319.09P-490E-14 37.60.0058DI0.0120.960.051.4427I-490E16.716.9319.08490D-1416.516.9318.87P-490F-14 18.10.016DI0.0120.620.041.7827I-490F17.517.618.52B-490F 17.3117.4918.95P-490F-14 (1) 51.40.0116DI0.0120.620.041.78B-490F 17.3117.4118.95B-490F 16.7716.9419.34P-490F-14 (2) 25.60.0116DI0.0120.620.041.79B-490F 16.7716.8719.3427I-490C16.516.8519.09P-490G-14 11.40.00312CONC0.0122.171.31.6627I-490G13.7616.9218.84490D-1413.7216.9118.87P-490H-14 53.30.00412HDPE0.0122.421.221.5527I-490H13.971719.2527I-490G13.7616.9518.84P-490I-14 50.70.00412HDPE0.0122.421.051.3427I-490I14.917.0718.927I-490H14.717.0319.25P-490J-14 320.00412HDPE0.0122.460.961.23490J-1415.0317.1118.927I-490I14.917.0918.9P-490K-14 38.70.0048DI0.0120.840.11.6127I-490K16.8117.1418.5490J-1416.6517.1418.9P-493B-14 30.30.00412HDPE0.0122.431.511.9227I-493B13.316.6619.03490B-1413.1816.6219.9P-494-14 91.10.00412HDPE0.0122.460.871.1494-1415.417.1719.28490J-1415.0317.1318.9P-495 35.30.03112DI0.0126.850.082.9227I-49516.7417.2618.8496-1415.6317.2619.5Page 6 of 722 of 744 Boeing Renton - Apron RBackwater Analysis3/3/2020Sub-Basins Existing_OWS_030.xlsx 100-Year EventPipe Length (ft) Slope (ft/ft) Diameter (In) Description Maning's nFull Flow Capacity (cfs)Flow (cfs) Velocity (ft/s) Start Node Start Invert (ft)Hydraulic Grade Line (In) (ft)Start Rim (ft) Stop Node Stop Invert (ft)Hydraulic Grade Line (Out) (ft)Stop Rim (ft)P-496-14 560.00412HDPE0.0122.470.871.1496-1415.6317.2219.5494-1415.417.219.28P-497 18.40.00412CONC0.0122.380.79127I-49715.717.2619.4496-1415.6317.2519.5P-498 64.7-0.00212CONC0.0121.520.60.7627I-49815.617.2919.127I-49715.717.2719.4P-499 72.2012CONC0.01200.440.5627I-49915.717.3119.227I-49815.717.319.1P-500 76.20.00312CONC0.0122.250.250.3227I-50016.0617.3119.427I-49915.817.3119.2P-526 46.50.00615CONC0.0125.573.843.1327C-52617.823.1721.66B-526 17.5123.0322.75P-526 (1) 343.70.00615CONC0.0125.543.843.13B-526 17.5122.9722.75N-479A15.3521.9319.45P-527 90.80.01212CONC0.0124.253.224.1N-527 17.923.821.9327C-52616.823.1621.66P-527A 89.20.0198DI0.0121.820.541.5527C-527A19.6224.1924.43N-527 17.924.0321.93P-528 24.20.1356DI0.0122.230.170.8627C-52821.8824.0722.92N-527 18.624.0521.93P-529 27.90.0048DI0.0120.780.381.127C-52919.8224.2423.2727C-527A19.7224.2224.43P-530 278.10.00515CONC0.0124.772.512.05N-5301924.3823.8N-527 17.7124.0221.93P-531 17.30.1186CONC0.0122.090.160.8127C-53122.5624.4523.86N-53020.524.4423.8P-532 51.8-0.0228DI0.0121.940.35127C-53219.7624.4724.91N-53020.924.4323.8P-533 57.20.0078CONC0.0121.080.060.1627C-53321.424.4925.5727C-53221.0124.4924.91P-535 19.20.086DI0.0121.720.251.327C-53523.2425.5225.62N-536 21.725.4925.03P-536 300.50.00415CONC0.0124.211.381.13N-536 20.2525.4925.03N-T-1119.1625.3726.02P-537 58.90.01718CONC0.01215.050.560.3227C-53721.3825.5125.17N-536 20.3525.525.03P-538 262.70.0086DI0.0120.560.10.5127C-53824.125.5826.48B-538 21.8725.5125.04P-538 (1) 11.90.0086DI0.0120.560.10.51B-538 21.8725.5125.04N-536 21.7725.525.03P-539 329.80.00215CONC0.0122.750.470.38N-5392125.5225.97N-536 20.4925.525.03P-540 18.50.1186DI0.0122.090.170.8527C-54024.7925.5327.17N-53922.5925.5225.97P-541 20.40.0394DI0.0120.410.192.1727C-54124.5826.2226.78B-541 23.7826.0425.95P-541 (1) 63.40.0394DI0.0120.410.192.17B-541 23.7826.0125.95N-53921.2725.4825.97P-545 2370.00212CONC0.0121.780.070.09N-545 22.5125.5327.65T-548 2225.5327.62P-545 (1) 48.50.00212CONC0.0121.780.110.14T-548 2225.5227.62N-54921.925.5227.41P-546 94.40.00112CONC0.0121.320.070.0927C-54622.1725.5327.84N-545 22.0625.5327.65P-547 29.50.0548CONC0.0123.040.030.0927C-54724.5425.5327.727C-54622.9525.5327.84P-548 19.50.2086CONC0.0122.770.045.0327C-54826.426.528.75T-548 22.2525.5327.62P-549 330.30.00212CONC0.0121.710.110.14N-54921.625.5227.41N-53920.9525.5225.97P-632 153.6-0.00212CONC0.0121.791.82.2927C-63218.3725.1625.44T-635 18.724.8325.04P-632 (1) 137.8-0.00212CONC0.0121.792.012.55T-635 18.724.7525.04N-5301924.3823.8P-635 32.50.018CONC0.0121.320.210.5927C-63519.224.8825.2T-635 18.8724.8825.04P-687 39.30.00312ADS N-120.0122.040.230.2927C-68722.9225.3825.6N-T-1122.8125.3826.02P-T-11 43.60.01712CONC0.0125.11.612.05N-T-1119.1325.326.0227C-63218.3725.2225.44Page 7 of 723 of 744 Appended on: Friday, September 14, 2018 8:41:30 AM 27B-460 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.1681 8.0058 0.056 0.378 SCS 10 yr 24 hr 0.2489 8.0058 0.0842 0.378 SCS 25 yr 24 hr 0.2935 8.0058 0.10 0.378 SCS 100 yr 24 hr 0.338 8.0058 0.1157 0.378 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27B-460 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.378 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.378 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 24 of 744 Appended on: Friday, September 14, 2018 8:41:47 AM 27B-461 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.3031 8.0058 0.101 0.6816 SCS 10 yr 24 hr 0.4489 8.0058 0.1519 0.6816 SCS 25 yr 24 hr 0.5293 8.0058 0.1802 0.6816 SCS 100 yr 24 hr 0.6095 8.0058 0.2086 0.6816 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27B-461 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.6816 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.6816 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 25 of 744 Appended on: Friday, September 14, 2018 8:41:59 AM 27B-462 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.2735 8.0058 0.0911 0.615 SCS 10 yr 24 hr 0.405 8.0058 0.1371 0.615 SCS 25 yr 24 hr 0.4776 8.0058 0.1626 0.615 SCS 100 yr 24 hr 0.5499 8.0058 0.1882 0.615 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27B-462 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.615 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.615 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 26 of 744 Appended on: Friday, September 14, 2018 8:42:12 AM 27B-463 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.398 8.0058 0.1326 0.895 SCS 10 yr 24 hr 0.5894 8.0058 0.1994 0.895 SCS 25 yr 24 hr 0.695 8.0058 0.2367 0.895 SCS 100 yr 24 hr 0.8003 8.0058 0.2739 0.895 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27B-463 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.895 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.895 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 27 of 744 Appended on: Friday, September 14, 2018 8:42:23 AM 27C-476 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0956 8.0058 0.0319 0.215 SCS 10 yr 24 hr 0.1416 8.0058 0.0479 0.215 SCS 25 yr 24 hr 0.167 8.0058 0.0569 0.215 SCS 100 yr 24 hr 0.1922 8.0058 0.0658 0.215 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-476 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.215 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.215 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 28 of 744 Appended on: Friday, September 14, 2018 8:42:37 AM 27C-478 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.1308 8.0058 0.0436 0.294 SCS 10 yr 24 hr 0.1936 8.0058 0.0655 0.294 SCS 25 yr 24 hr 0.2283 8.0058 0.0777 0.294 SCS 100 yr 24 hr 0.2629 8.0058 0.09 0.294 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-478 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.294 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.294 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 29 of 744 Appended on: Friday, September 14, 2018 8:42:52 AM 27C-479 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.2735 8.0058 0.0911 0.615 SCS 10 yr 24 hr 0.405 8.0058 0.1371 0.615 SCS 25 yr 24 hr 0.4776 8.0058 0.1626 0.615 SCS 100 yr 24 hr 0.5499 8.0058 0.1882 0.615 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-479 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.615 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn ROOF 0.615 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 30 of 744 Appended on: Friday, September 14, 2018 8:43:03 AM 27C-480 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0618 8.0058 0.0206 0.139 SCS 10 yr 24 hr 0.0915 8.0058 0.031 0.139 SCS 25 yr 24 hr 0.1079 8.0058 0.0368 0.139 SCS 100 yr 24 hr 0.1243 8.0058 0.0425 0.139 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-480 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.139 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.139 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 31 of 744 Appended on: Friday, September 14, 2018 8:43:14 AM 27C-526 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.2908 8.0058 0.0981 0.741 SCS 10 yr 24 hr 0.4458 8.0058 0.1512 0.741 SCS 25 yr 24 hr 0.5326 8.0058 0.1812 0.741 SCS 100 yr 24 hr 0.6198 8.0058 0.2113 0.741 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-526 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.143 ac DCIA 0.598 ac Pervious CN 85.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Landscape 0.143 ac 85.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.598 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT 32 of 744 Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 33 of 744 Appended on: Friday, September 14, 2018 8:43:32 AM 27C-527A Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0653 8.0058 0.0226 0.207 SCS 10 yr 24 hr 0.1071 8.0058 0.0365 0.207 SCS 25 yr 24 hr 0.1311 8.0058 0.0445 0.207 SCS 100 yr 24 hr 0.1555 8.0058 0.0526 0.207 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-527A Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.099 ac DCIA 0.108 ac Pervious CN 85.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Landscape 0.099 ac 85.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.108 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT 34 of 744 Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 35 of 744 Appended on: Friday, September 14, 2018 8:43:47 AM 27C-528 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0836 8.0058 0.0279 0.188 SCS 10 yr 24 hr 0.1238 8.0058 0.0419 0.188 SCS 25 yr 24 hr 0.146 8.0058 0.0497 0.188 SCS 100 yr 24 hr 0.1681 8.0058 0.0575 0.188 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-528 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.188 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.188 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 36 of 744 Appended on: Friday, September 14, 2018 8:44:09 AM 27C-529 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.1425 8.0117 0.0508 0.565 SCS 10 yr 24 hr 0.2535 8.0058 0.0868 0.565 SCS 25 yr 24 hr 0.3185 8.0058 0.1079 0.565 SCS 100 yr 24 hr 0.3849 8.0058 0.1294 0.565 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-529 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.402 ac DCIA 0.163 ac Pervious CN 85.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Landscape 0.402 ac 85.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.163 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT 37 of 744 Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 38 of 744 Appended on: Friday, September 14, 2018 8:44:23 AM 27C-531 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0787 8.0058 0.0262 0.177 SCS 10 yr 24 hr 0.1166 8.0058 0.0394 0.177 SCS 25 yr 24 hr 0.1374 8.0058 0.0468 0.177 SCS 100 yr 24 hr 0.1583 8.0058 0.0542 0.177 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-531 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.212 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.177 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 39 of 744 Appended on: Friday, September 14, 2018 8:44:44 AM 27C-532 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.1115 8.0117 0.0395 0.421 SCS 10 yr 24 hr 0.1946 8.0058 0.0666 0.421 SCS 25 yr 24 hr 0.2432 8.0058 0.0824 0.421 SCS 100 yr 24 hr 0.2926 8.0058 0.0985 0.421 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-532 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.28 ac DCIA 0.141 ac Pervious CN 85.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Landscape 0.28 ac 85.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.141 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT 40 of 744 Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 41 of 744 Appended on: Friday, September 14, 2018 8:45:01 AM 27C-533 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0215 8.0117 0.0076 0.08 SCS 10 yr 24 hr 0.0373 8.0058 0.0128 0.08 SCS 25 yr 24 hr 0.0466 8.0058 0.0158 0.08 SCS 100 yr 24 hr 0.056 8.0058 0.0189 0.08 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-533 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.052 ac DCIA 0.028 ac Pervious CN 85.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Landscape 0.052 ac 85.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.028 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT 42 of 744 Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 43 of 744 Appended on: Friday, September 14, 2018 8:45:17 AM 27C-535 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.1268 8.0058 0.0422 0.285 SCS 10 yr 24 hr 0.1877 8.0058 0.0635 0.285 SCS 25 yr 24 hr 0.2213 8.0058 0.0754 0.285 SCS 100 yr 24 hr 0.2548 8.0058 0.0872 0.285 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-535 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.285 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.285 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 44 of 744 Appended on: Friday, September 14, 2018 8:45:35 AM 27C-537 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.2325 8.0058 0.0806 0.751 SCS 10 yr 24 hr 0.3839 8.0058 0.1309 0.751 SCS 25 yr 24 hr 0.471 8.0058 0.1599 0.751 SCS 100 yr 24 hr 0.5592 8.0058 0.1893 0.751 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-537 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.086 ac DCIA 0.155 ac Pervious CN 85.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Landscape 0.375 ac 85.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.376 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT 45 of 744 Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 46 of 744 Appended on: Friday, September 14, 2018 8:45:53 AM 27C-538 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0498 8.0058 0.0166 0.112 SCS 10 yr 24 hr 0.0738 8.0058 0.025 0.112 SCS 25 yr 24 hr 0.087 8.0058 0.0296 0.112 SCS 100 yr 24 hr 0.1001 8.0058 0.0343 0.112 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-538 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.112 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.112 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 47 of 744 Appended on: Friday, September 14, 2018 8:46:05 AM 27C-540 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0791 8.0058 0.0266 0.198 SCS 10 yr 24 hr 0.1207 8.0058 0.0409 0.198 SCS 25 yr 24 hr 0.1439 8.0058 0.0489 0.198 SCS 100 yr 24 hr 0.1672 8.0058 0.057 0.198 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-540 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.033 ac DCIA 0.165 ac Pervious CN 85.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Landscape 0.033 ac 85.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.165 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT 48 of 744 Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 49 of 744 Appended on: Friday, September 14, 2018 8:46:24 AM 27C-541 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0839 8.0058 0.0287 0.241 SCS 10 yr 24 hr 0.1333 8.0058 0.0453 0.241 SCS 25 yr 24 hr 0.1614 8.0058 0.0548 0.241 SCS 100 yr 24 hr 0.1897 8.0058 0.0645 0.241 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-541 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.086 ac DCIA 0.155 ac Pervious CN 85.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Landscape 0.086 ac 85.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.155 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT 50 of 744 Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 51 of 744 Appended on: Friday, September 14, 2018 8:46:40 AM 27C-546 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0213 8.0058 0.0071 0.048 SCS 10 yr 24 hr 0.0316 8.0058 0.0107 0.048 SCS 25 yr 24 hr 0.0373 8.0058 0.0127 0.048 SCS 100 yr 24 hr 0.0429 8.0058 0.0147 0.048 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-546 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.048 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.048 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 52 of 744 Appended on: Friday, September 14, 2018 8:46:54 AM 27C-547 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0122 8.0058 0.0043 0.042 SCS 10 yr 24 hr 0.0206 8.0058 0.007 0.042 SCS 25 yr 24 hr 0.0254 8.0058 0.0086 0.042 SCS 100 yr 24 hr 0.0304 8.0058 0.0103 0.042 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-547 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.024 ac DCIA 0.018 ac Pervious CN 85.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Landscape 0.024 ac 85.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.018 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT 53 of 744 Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 54 of 744 Appended on: Friday, September 14, 2018 8:47:09 AM 27C-548 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0132 8.0117 0.0048 0.06 SCS 10 yr 24 hr 0.0248 8.0117 0.0085 0.06 SCS 25 yr 24 hr 0.0316 8.0058 0.0107 0.06 SCS 100 yr 24 hr 0.0387 8.0058 0.013 0.06 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-548 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.06 ac Pervious CN 85.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Landscape 0.05 ac 85.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.01 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT 55 of 744 Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 56 of 744 Appended on: Friday, September 14, 2018 8:47:23 AM 27C-632 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0943 8.0058 0.0314 0.212 SCS 10 yr 24 hr 0.1396 8.0058 0.0472 0.212 SCS 25 yr 24 hr 0.1646 8.0058 0.0561 0.212 SCS 100 yr 24 hr 0.1896 8.0058 0.0649 0.212 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-632 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.212 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.212 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 57 of 744 Appended on: Friday, September 14, 2018 8:52:00 AM 27C-635 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.1023 8.0058 0.0341 0.23 SCS 10 yr 24 hr 0.1515 8.0058 0.0513 0.23 SCS 25 yr 24 hr 0.1786 8.0058 0.0608 0.23 SCS 100 yr 24 hr 0.2057 8.0058 0.0704 0.23 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-635 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.23 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn ROOF 0.23 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 58 of 744 Appended on: Friday, September 14, 2018 8:52:16 AM 27C-687 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.113 8.0058 0.0376 0.254 SCS 10 yr 24 hr 0.1673 8.0058 0.0566 0.254 SCS 25 yr 24 hr 0.1972 8.0058 0.0672 0.254 SCS 100 yr 24 hr 0.2271 8.0058 0.0777 0.254 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-687 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.254 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.254 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 59 of 744 Appended on: Friday, September 14, 2018 8:54:13 AM 27H-468 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.1103 8.0058 0.0367 0.248 SCS 10 yr 24 hr 0.1633 8.0058 0.0553 0.248 SCS 25 yr 24 hr 0.1926 8.0058 0.0656 0.248 SCS 100 yr 24 hr 0.2218 8.0058 0.0759 0.248 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27H-468 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.248 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.248 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 60 of 744 Appended on: Friday, September 14, 2018 8:54:23 AM 27H-469 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.133 8.0058 0.0443 0.299 SCS 10 yr 24 hr 0.1969 8.0058 0.0666 0.299 SCS 25 yr 24 hr 0.2322 8.0058 0.0791 0.299 SCS 100 yr 24 hr 0.2674 8.0058 0.0915 0.299 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27H-469 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.299 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.299 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 61 of 744 Appended on: Friday, September 14, 2018 8:54:36 AM 27H-472 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.1299 8.0058 0.0433 0.292 SCS 10 yr 24 hr 0.1923 8.0058 0.0651 0.292 SCS 25 yr 24 hr 0.2268 8.0058 0.0772 0.292 SCS 100 yr 24 hr 0.2611 8.0058 0.0894 0.292 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27H-472 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.292 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.292 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 62 of 744 Appended on: Friday, September 14, 2018 8:54:46 AM 27H-473 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.1183 8.0058 0.0394 0.266 SCS 10 yr 24 hr 0.1752 8.0058 0.0593 0.266 SCS 25 yr 24 hr 0.2066 8.0058 0.0703 0.266 SCS 100 yr 24 hr 0.2378 8.0058 0.0814 0.266 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27H-473 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.266 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.266 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 63 of 744 Appended on: Friday, September 14, 2018 8:54:59 AM 27H-474 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0769 8.0058 0.0256 0.173 SCS 10 yr 24 hr 0.1139 8.0058 0.0386 0.173 SCS 25 yr 24 hr 0.1343 8.0058 0.0457 0.173 SCS 100 yr 24 hr 0.1547 8.0058 0.053 0.173 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27H-474 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.173 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.173 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 64 of 744 Appended on: Friday, September 14, 2018 8:55:10 AM 27H-475 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.1116 8.0058 0.0372 0.251 SCS 10 yr 24 hr 0.1653 8.0058 0.0559 0.251 SCS 25 yr 24 hr 0.1949 8.0058 0.0664 0.251 SCS 100 yr 24 hr 0.2244 8.0058 0.0768 0.251 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27H-475 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.251 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.251 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 65 of 744 Appended on: Friday, September 14, 2018 8:55:59 AM 27H-483 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.3936 8.0058 0.1311 0.885 SCS 10 yr 24 hr 0.5828 8.0058 0.1972 0.885 SCS 25 yr 24 hr 0.6872 8.0058 0.234 0.885 SCS 100 yr 24 hr 0.7913 8.0058 0.2709 0.885 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27H-483 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.885 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.885 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 66 of 744 Appended on: Friday, September 14, 2018 8:55:59 AM 27H-484 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0707 8.0058 0.0236 0.159 SCS 10 yr 24 hr 0.1047 8.0058 0.0354 0.159 SCS 25 yr 24 hr 0.1235 8.0058 0.042 0.159 SCS 100 yr 24 hr 0.1422 8.0058 0.0487 0.159 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27H-484 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.159 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.159 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 67 of 744 Appended on: Friday, September 14, 2018 9:03:33 AM 27H-485 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.101 8.0058 0.0336 0.227 SCS 10 yr 24 hr 0.1495 8.0058 0.0506 0.227 SCS 25 yr 24 hr 0.1763 8.0058 0.06 0.227 SCS 100 yr 24 hr 0.203 8.0058 0.0695 0.227 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27H-485 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.227 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.227 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 68 of 744 Appended on: Friday, September 14, 2018 9:03:48 AM 27I-4868 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.06 8.0058 0.02 0.135 SCS 10 yr 24 hr 0.0889 8.0058 0.0301 0.135 SCS 25 yr 24 hr 0.1048 8.0058 0.0357 0.135 SCS 100 yr 24 hr 0.1207 8.0058 0.0413 0.135 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-4868 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.135 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.135 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 69 of 744 Appended on: Friday, September 14, 2018 9:04:01 AM 27I-490C Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0254 8.0058 0.0084 0.057 SCS 10 yr 24 hr 0.0375 8.0058 0.0127 0.057 SCS 25 yr 24 hr 0.0443 8.0058 0.0151 0.057 SCS 100 yr 24 hr 0.051 8.0058 0.0174 0.057 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-490C Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.057 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.057 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 70 of 744 Appended on: Friday, September 14, 2018 9:04:15 AM 27I-490E Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0245 8.0058 0.0081 0.055 SCS 10 yr 24 hr 0.0362 8.0058 0.0123 0.055 SCS 25 yr 24 hr 0.0427 8.0058 0.0145 0.055 SCS 100 yr 24 hr 0.0492 8.0058 0.0168 0.055 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-490E Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.055 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.055 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 71 of 744 Appended on: Friday, September 14, 2018 9:04:34 AM 27I-490F Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.02 8.0058 0.0067 0.045 SCS 10 yr 24 hr 0.0296 8.0058 0.01 0.045 SCS 25 yr 24 hr 0.0349 8.0058 0.0119 0.045 SCS 100 yr 24 hr 0.0402 8.0058 0.0138 0.045 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-490F Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.045 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.045 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 72 of 744 Appended on: Friday, September 14, 2018 9:04:47 AM 27I-490G Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0418 8.0058 0.0139 0.094 SCS 10 yr 24 hr 0.0619 8.0058 0.0209 0.094 SCS 25 yr 24 hr 0.073 8.0058 0.0249 0.094 SCS 100 yr 24 hr 0.0841 8.0058 0.0288 0.094 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-490G Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.094 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.094 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 73 of 744 Appended on: Friday, September 14, 2018 9:05:01 AM 27I-490H Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0854 8.0058 0.0284 0.192 SCS 10 yr 24 hr 0.1264 8.0058 0.0428 0.192 SCS 25 yr 24 hr 0.1491 8.0058 0.0508 0.192 SCS 100 yr 24 hr 0.1717 8.0058 0.0588 0.192 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-490H Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.192 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.192 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 74 of 744 Appended on: Friday, September 14, 2018 9:05:24 AM 27I-490I Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0418 8.0058 0.0139 0.094 SCS 10 yr 24 hr 0.0619 8.0058 0.0209 0.094 SCS 25 yr 24 hr 0.073 8.0058 0.0249 0.094 SCS 100 yr 24 hr 0.0841 8.0058 0.0288 0.094 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-490I Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.094 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.094 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 75 of 744 Appended on: Friday, September 14, 2018 9:05:36 AM 27I-490K Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0485 8.0058 0.0162 0.109 SCS 10 yr 24 hr 0.0718 8.0058 0.0243 0.109 SCS 25 yr 24 hr 0.0846 8.0058 0.0288 0.109 SCS 100 yr 24 hr 0.0975 8.0058 0.0334 0.109 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-490K Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.109 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.109 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 76 of 744 Appended on: Friday, September 14, 2018 9:05:49 AM 27I-493B Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0307 8.0058 0.0102 0.069 SCS 10 yr 24 hr 0.0454 8.0058 0.0154 0.069 SCS 25 yr 24 hr 0.0536 8.0058 0.0182 0.069 SCS 100 yr 24 hr 0.0617 8.0058 0.0211 0.069 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-493B Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.069 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.069 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 77 of 744 Appended on: Friday, September 14, 2018 9:06:12 AM 27I-495 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0391 8.0058 0.013 0.088 SCS 10 yr 24 hr 0.058 8.0058 0.0196 0.088 SCS 25 yr 24 hr 0.0683 8.0058 0.0233 0.088 SCS 100 yr 24 hr 0.0787 8.0058 0.0269 0.088 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-495 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.088 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.088 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 78 of 744 Appended on: Friday, September 14, 2018 9:06:23 AM 27I-497 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0956 8.0058 0.0319 0.215 SCS 10 yr 24 hr 0.1416 8.0058 0.0479 0.215 SCS 25 yr 24 hr 0.167 8.0058 0.0569 0.215 SCS 100 yr 24 hr 0.1922 8.0058 0.0658 0.215 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-497 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.215 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.215 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 79 of 744 Appended on: Friday, September 14, 2018 9:06:38 AM 27I-498 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0769 8.0058 0.0256 0.173 SCS 10 yr 24 hr 0.1139 8.0058 0.0386 0.173 SCS 25 yr 24 hr 0.1343 8.0058 0.0457 0.173 SCS 100 yr 24 hr 0.1547 8.0058 0.053 0.173 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-498 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.173 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.173 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 80 of 744 Appended on: Friday, September 14, 2018 9:06:57 AM 27I-499 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0965 8.0058 0.0322 0.217 SCS 10 yr 24 hr 0.1429 8.0058 0.0484 0.217 SCS 25 yr 24 hr 0.1685 8.0058 0.0574 0.217 SCS 100 yr 24 hr 0.194 8.0058 0.0664 0.217 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-499 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.217 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.217 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 81 of 744 Appended on: Friday, September 14, 2018 9:07:15 AM 27I-500 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.1232 8.0058 0.041 0.277 SCS 10 yr 24 hr 0.1824 8.0058 0.0617 0.277 SCS 25 yr 24 hr 0.2151 8.0058 0.0732 0.277 SCS 100 yr 24 hr 0.2477 8.0058 0.0848 0.277 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-500 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.277 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.277 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 82 of 744 OUTFALL 004A TAILWATER SET AT SPRING/FALL LAKE SURFACE ELEVATION ± 14.98 LAKE WASHINGTON 4-81 4-20 4-21 4-17 4-90 4-89 4-04 OWS 064 (BASIN 58) SEPARATE CALCULATIONS AND MAP FOR CONVEYANCE SYSTEM UPSTREAM OF BYPASS PROVIDED ON PAGE 103 OF 731 LOGAN AVE 27F-509A 9,528 SF 0.219 AC 27F-507B 9,655 SF 0.222 AC27F-507D 11,577 SF 0.266 AC 27F-504 58,562 SF 1.344 AC 27F-505 7,607 SF 0.175 AC 27F-508 9,041 SF 0.208 AC 58B-492A 259,780 SF 5.964 AC 30A 190,196 SF 4.366 AC 29A 99,292 SF 2.279 AC 27E 232,131 SF 5.329 AC LEGEND AREA TRIBUTARY TO OUTFALL 004A CATCHMENT AREA SUB-BASIN 27E BOUNDARY 83 of 744 83 of 731 103 OF 744 25 YEAR 100 YEAR PROFILE VIEW: 27F-507B TO T-501 PROFILE VIEW: 27F-507B TO T-501 10.00 15.00 20.00 25.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 Station (ft) B-508(1) Rim: 20.38 ft Invert In (1): 16.46 ft B-508 Rim: 20.50 ft Invert In (1): 16.66 ft 27F-508 Rim: 20.12 ft 27F-504 Rim: 19.68 ft Invert In (1): 16.13 ft 27E-501 Rim: 19.39 ft Invert In (1): 15.99 ft Invert In (2): 15.89 ft 97.8 ft 18.0 in 0.000 ft/ft41.1 ft 8.0 in 0.008 ft/ft 24.5 ft 8.0 in 0.008 ft/ft 117.7 ft 8.0 in 0.008 ft/ft 10.00 15.00 20.00 25.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 Station (ft) B-508(1) Rim: 20.38 ft Invert In (1): 16.46 ft B-508 Rim: 20.50 ft Invert In (1): 16.66 ft 27F-508 Rim: 20.12 ft 27F-504 Rim: 19.68 ft Invert In (1): 16.13 ft 27E-501 Rim: 19.39 ft Invert In (1): 15.99 ft Invert In (2): 15.89 ft 97.8 ft 18.0 in 0.000 ft/ft41.1 ft 8.0 in 0.008 ft/ft 24.5 ft 8.0 in 0.008 ft/ft 117.7 ft 8.0 in 0.008 ft/ft 25 YEAR 100 YEAR PROFILE VIEW: 27F-508 TO 27E-501 PROFILE VIEW: 27F-508 TO 27E-501 84 of 744 Invert Out: 17.60 ft Invert Out: 16.66 ft Invert Out: 16.46 ft Invert Out: 16.03 ft Invert Out: 15.90 ft Invert Out: 17.60 ft Invert Out: 16.66 ft Invert Out: 16.46 ft Invert Out: 16.03 ft Invert Out: 15.90 ft RIM ELEV. HGL LEGEND Storm Event: 25 & 100 Year EXISTING_OF_004A 25 YEAR 100 YEAR PROFILE VIEW: 27F-509A TO 1081A-18 PROFILE VIEW: 27F-509A TO 1081A-18 85 of 744 10.00 15.00 20.00 25.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 Station (ft) N-486G-14 Rim: 20.22 ft Invert: 12.03 ft N-486C-14 Rim: 19.30 ft Invert: 11.99 ft 1081A-18 (APRON R) Rim: 18.58 ft Invert: 11.73 ft 1091-18 (APRON R) Rim: 18.02 ft Invert: 11.94 ft N-486E-14 Rim: 18.92 ft Invert: 12.01 ft N-486F-14 Rim: 18.93 ft Invert: 12.02 ftT-509A Rim: 19.50 ft Invert: 16.28 ft N-486D-14 Rim: 19.65 ft Invert: 12.00 ftT-501 Rim: 19.72 ft Invert: 12.87 ft 27F-509A Rim: 18.83 ft Invert: 14.28 ft 27F-4868 Rim: 19.22 ft Invert: 11.96 ft P-509A : 12.0 ft @ 0.000 ft/ft P-509A (1) : 411.1 ft @ 0.003 ft/ft P-486E-14 : 32.7 ft @ 0.000 ft/ft P-486D-14 : 96.4 ft @ 0.000 ft/ft P-509A (2): 250.2 ft @ 0.003 ft/ft P-486B-14 : 129.7 ft @ 0.000 ft/ft P-486G: 43.2 ft @ 0.000 ft/ft P-486F-14: 50.0 ft @ 0.000 ft/ft P-1091 : 106.4 ft @ 0.002 ft/ftP-486C-14 : 161.5 ft @ 0.000 ft/ft 10.00 15.00 20.00 25.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 Station (ft) N-486G-14 Rim: 20.22 ft Invert: 12.03 ft N-486C-14 Rim: 19.30 ft Invert: 11.99 ft 1081A-18 (APRON R) Rim: 18.58 ft Invert: 11.73 ft 1091-18 (APRON R) Rim: 18.02 ft Invert: 11.94 ft N-486E-14 Rim: 18.92 ft Invert: 12.01 ft N-486F-14 Rim: 18.93 ft Invert: 12.02 ftT-509A Rim: 19.50 ft Invert: 16.28 ft N-486D-14 Rim: 19.65 ft Invert: 12.00 ftT-501 Rim: 19.72 ft Invert: 12.87 ft 27F-509A Rim: 18.83 ft Invert: 14.28 ft 27F-4868 Rim: 19.22 ft Invert: 11.96 ft P-509A : 12.0 ft @ 0.000 ft/ft P-509A (1) : 411.1 ft @ 0.003 ft/ft P-486E-14 : 32.7 ft @ 0.000 ft/ft P-486D-14 : 96.4 ft @ 0.000 ft/ft P-509A (2): 250.2 ft @ 0.003 ft/ft P-486B-14 : 129.7 ft @ 0.000 ft/ft P-486G: 43.2 ft @ 0.000 ft/ft P-486F-14: 50.0 ft @ 0.000 ft/ft P-1091 : 106.4 ft @ 0.002 ft/ftP-486C-14 : 161.5 ft @ 0.000 ft/ft RIM ELEV. HGL LEGEND Storm Event: 25 & 100 Year EXISTING_OF_004A 86 of 744 25 YEAR 100 YEAR PROFILE VIEW: 29A TO OF-004A PROFILE VIEW: 29A TO OF-004A 0.00 5.00 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 Station (ft) 1079-18 Rim: 19.21 ft Invert: 15.20 ft 1082A Rim: 18.47 ft Invert: 13.40 ft 1083A Rim: 18.19 ft Invert: 11.89 ft EX 488A Rim: 16.58 ft Invert: 7.29 ft 1084-18 (APRON R) Rim: 18.17 ft Invert: 10.25 ft 1085-18 (APRON R) Rim: 18.94 ft Invert: 10.00 ft 1083-18 Rim: 18.17 ft Invert: 11.41 ft 1079A-18 Rim: 19.35 ft Invert: 16.65 ft 1082-18 (APRON R) Rim: 18.40 ft Invert: 12.37 ft 1080-18 Rim: 18.47 ft Invert: 13.90 ft 29A Rim: 19.30 ft Invert: 16.75 ft Outfall 004A Rim: 15.20 ft Invert: 4.40 ft P-1082: 80.0 ft @ 0.006 ft/ft P-1084 : 76.4 ft @ 0.002 ft/ft P-29A: 9.6 ft @ 0.010 ft/ft P-488 : 55.3 ft @ 0.088 ft/ft P-1079A: 11.8 ft @ 0.123 ft/ft P-1079 : 84.9 ft @ 0.015 ft/ft P-1080: 249.4 ft @ 0.002 ft/ft P-1083 : 68.0 ft @ 0.006 ft/ft P-1085: 17.2 ft @ 0.002 ft/ft P-1082A: 53.3 ft @ 0.005 ft/ft P-1083A: 80.0 ft @ 0.006 ft/ft 0.00 5.00 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 Station (ft) 1079-18 Rim: 19.21 ft Invert: 15.20 ft 1082A Rim: 18.47 ft Invert: 13.40 ft 1083A Rim: 18.19 ft Invert: 11.89 ft EX 488A Rim: 16.58 ft Invert: 7.29 ft 1084-18 (APRON R) Rim: 18.17 ft Invert: 10.25 ft 1085-18 (APRON R) Rim: 18.94 ft Invert: 10.00 ft 1083-18 Rim: 18.17 ft Invert: 11.41 ft 1079A-18 Rim: 19.35 ft Invert: 16.65 ft 1082-18 (APRON R) Rim: 18.40 ft Invert: 12.37 ft 1080-18 Rim: 18.47 ft Invert: 13.90 ft 29A Rim: 19.30 ft Invert: 16.75 ft Outfall 004A Rim: 15.20 ft Invert: 4.40 ft P-1082: 80.0 ft @ 0.006 ft/ft P-1084 : 76.4 ft @ 0.002 ft/ft P-29A: 9.6 ft @ 0.010 ft/ft P-488 : 55.3 ft @ 0.088 ft/ft P-1079A: 11.8 ft @ 0.123 ft/ft P-1079 : 84.9 ft @ 0.015 ft/ft P-1080: 249.4 ft @ 0.002 ft/ft P-1083 : 68.0 ft @ 0.006 ft/ft P-1085: 17.2 ft @ 0.002 ft/ft P-1082A: 53.3 ft @ 0.005 ft/ft P-1083A: 80.0 ft @ 0.006 ft/ft RIM ELEV. HGL LEGEND Storm Event: 25 & 100 Year EXISTING_OF_004A 25 YEAR 100 YEARElevation (ft)PROFILE VIEW: 30A TO 1080-18 Elevation (ft)PROFILE VIEW: 30A TO 1080-18 4 4 25 YEAR 100 YEAR ofile - OWS-064 (New Basin 58.stsw) 5.00 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 Station (ft) 1096-18 (Hangar_Storm) Rim: 18.44 ft Invert In (1): 14.32 ft EX 488A (Hangar_Storm) Rim: 16.58 ft Invert In (1): 11.59 ft Invert In (2): 13.09 ft 53.6 ft 18.0 in 0.023 ft/ft 56.8 ft 18.0 in 0.030 ft/ft PROFILE VIEW: OWS-064 TO EX 488A 5.00 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 Station (ft) 1096-18 (Hangar_Storm) Rim: 18.44 ft Invert In (1): 14.32 ft EX 488A (Hangar_Storm) Rim: 16.58 ft Invert In (1): 11.59 ft Invert In (2): 13.09 ft 53.6 ft 18.0 in 0.023 ft/ft 56.8 ft 18.0 in 0.030 ft/ft PROFILE VIEW: OWS-064 TO EX 488A 2 2 PROFILE VIEW: 58B-492A TO 1082-18 PROFILE VIEW: 58B-492A TO 1082-18 87 of 744 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 Station (ft) 1081-18 (APRON R) Rim: 18.94 ft 1081A-18 (APRON R) Rim: 18.58 ft 1082-18 (APRON R) Rim: 18.40 ft Invert In: 14.73 ft Invert Out: 14.68 ft Invert In: 13.78 ft Invert Out: 13.73 ft Invert In: 13.14 ft Invert Out: 12.37 ft EX492A Rim: 19.02 ft Invert In: (N/A) ft Invert Out: 14.77 ft 57.4 ft 18.0 in 21.5 ft 24.0 in11.7 ft 18.0 in OWS-064 Rim: 18.65 ft Invert Out: 16.02 ft Invert Out: 14.32 ft Invert Out: 9.29 ft OWS-064 Rim: 18.65 ft Invert Out: 16.02 ft Invert Out: 14.32 ft Invert Out: 9.29 ft 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 Station (ft) 1081-18 (APRON R) Rim: 18.94 ft 1081A-18 (APRON R) Rim: 18.58 ft 1082-18 (APRON R) Rim: 18.40 ft Invert In: 14.73 ft Invert Out: 14.68 ft Invert In: 13.78 ft Invert Out: 13.73 ft Invert In: 13.14 ft Invert Out: 12.37 ft EX492A Rim: 19.02 ft Invert In: (N/A) ft Invert Out: 14.77 ft 57.4 ft 18.0 in 21.5 ft 24.0 in11.7 ft 18.0 in 25 YEAR 100 YEAR RIM ELEV. HGL LEGEND Storm Event: 25 & 100 Year EXISTING_OF_004A Boeing Renton - Apron RBackwater Analysis3/3/2020Sub-basin Existing_OF_004A.xlsx SCS Peak FlowsBasinIDEventPeak Q (cfs)Peak T (hrs)Peak Vol (ac-cf)Area (ac)Method/LossRaintype27E-50125 yr 24 hr4.13828.011.40925.329SCSTYPE1A.RAC27F-486825 yr 24 hr0.10488.010.03570.135SCSTYPE1A.RAC27F-50425 yr 24 hr1.04378.010.35541.344SCSTYPE1A.RAC27F-50525 yr 24 hr0.13598.010.04630.175SCSTYPE1A.RAC27F-507B25 yr 24 hr0.17248.010.05870.222SCSTYPE1A.RAC27F-507D25 yr 24 hr0.20668.010.07030.266SCSTYPE1A.RAC27F-50825 yr 24 hr0.16158.010.0550.208SCSTYPE1A.RAC27F-509A25 yr 24 hr0.17018.010.05790.219SCSTYPE1A.RAC29A25 yr 24 hr1.76978.01 0.6027 2.279 SCS TYPE1A.RAC30A25 yr 24 hr3.39048.01 1.1545 4.366 SCS TYPE1A.RAC58B-492A25 yr 24 hr4.63138.01 1.5771 5.964 SCS TYPE1A.RACOWS-06425 yr 24 hr2.10758.01 0.7177 2.714 SCS TYPE1A.RACBasinIDEventPeak Q (cfs)Peak T (hrs)Peak Vol (ac-cf)Area (ac)Method/LossRaintype27E-501100 yr 24 hr4.7658.011.63115.329SCSTYPE1A.RAC27F-4868100 yr 24 hr0.12078.010.04130.135SCSTYPE1A.RAC27F-504100 yr 24 hr1.20178.010.41141.344SCSTYPE1A.RAC27F-505100 yr 24 hr0.15658.010.05360.175SCSTYPE1A.RAC27F-507B100 yr 24 hr0.19858.010.06790.222SCSTYPE1A.RAC27F-507D100 yr 24 hr0.23788.010.08140.266SCSTYPE1A.RAC27F-508100 yr 24 hr0.1868.010.06370.208SCSTYPE1A.RAC27F-509A100 yr 24 hr0.19588.010.0670.219SCSTYPE1A.RAC29A100 yr 24 hr2.03788.01 0.6975 2.279 SCS TYPE1A.RAC30A100 yr 24 hr3.90398.01 1.3363 4.366 SCS TYPE1A.RAC58B-492A100 yr 24 hr5.33288.01 1.8254 5.964 SCS TYPE1A.RACOWS-064100 yr 24 hr2.42678.01 0.8307 2.714 SCS TYPE1A.RAC*Peak flows (Q) are generated by StormShed 3G using the SCS method with Type1A.RAC rainfall.Page 1 of 388 of 744 Boeing Renton - Apron RBackwater Analysis1/27/2021Sub-basin Existing_OF_004A.xlsx 25-YEAR EVENTPipe Length (ft) Slope (ft/ft) Diameter (In) Description Manning's nFull Flow Capacity (cfs)Flow (cfs) Velocity (ft/s) Start Node Start Invert (ft)Hydraulic Grade Line (In) (ft)Start Rim (ft) Stop Node Stop Invert (ft)Hydraulic Grade Line (Out) (ft)Stop Rim (ft)P-29A10.70.018EX CI0.0121.341.775.0729A16.7517.4619.31079A-1816.6517.2619.35P-30A10.40.01410EX CI0.0122.853.396.2230A16.8517.7219.31077A-18 16.717.4819.31P-064 56.70.0318HDPE0.01219.71.897.04OWS-06416.0216.54191096-18 (APRON R)14.3215.1718.65P-486B-14 129.7024EX HDPE0.0122.866.131.9527F-486813.9615.8619.221091-18 (APRON R)13.9415.7818.02P-486C-14 161.5024EX HDPE0.0123.346.031.92N-486C-14 13.9915.9519.327F-486813.9615.8719.22P-486D-14 96.4024HDPE0.0122.56.031.92N-486D-14 1416.0219.65N-486C-14 13.9915.9619.3P-486E-14 32.7024HDPE0.0124.286.031.92N-486E-1414.0116.0818.92N-486D-14 1416.0619.65P-486F-1450024HDPE0.0123.476.031.92N-486F-1414.0216.1618.93N-486E-1414.0116.1318.92P-486G43.2024UNKNOWN0.0123.736.031.92N-486G-14 14.0316.2320.22N-486F-1414.0216.2118.93P-488 55.10.08836HDPE0.012214.8717.812.52EX 488A9.2915.0116.58Outfall 004A4.414.9815.2P-492A14.10.00318HDPE (APRON R)0.0126.234.633.86EX492A14.7715.6719.021081-18 (APRON R)14.7315.5618.94P-501 31.70.03318CONC0.01218.965.8610.0227E-50115.916.9619.39T-50114.8717.0119.72P-504 98018CMP0.0121.151.211.3227F-50416.0317.3719.6827E-50115.9917.3619.39P-505 5.50.2046DI0.0122.750.147.2727F-50517.6117.7919.42T-50516.4617.3619.52P-506 30.80.00312CONC0.0121.980.380.48N-50616.317.3619.73T-50516.217.3619.52P-506 (1) 101.60.00312CONC0.0121.980.510.66T-50516.217.3519.5227E-50115.8917.3419.39P-507A 82.406PVC0.0120.110.170.88N-507A 17.1817.6519.5527F-507D17.1617.5919.22P-507B 39.70.0166CPP0.0120.70.173.1327F-507B17.818.0120.17N-507A 17.1817.6519.55P-507D 56.80.0036DI0.0120.320.381.9327F-507D17.0617.5219.22N-50616.917.2819.73P-508 117.80.0088CONC0.0121.080.162.3627F-50817.617.7820.12B-50816.6617.3920.5P-508 (1) 24.50.0088CONC0.0121.080.160.46B-50816.6517.3920.5B-508 (1)16.4617.3920.37P-508 (2) 41.10.0088CONC0.0121.080.160.46B-508 (1)16.4617.3820.3727F-50416.1317.3819.68P-509A 1204PVC0.01200.171.9527F-509A16.2817.1218.83T-509A 16.2817.0419.5P-509A (1) 411.10.00318VC0.0126.150.171.61T-509A 16.2817.119.5T-50114.8717.119.72P-509A (2)250.20.00318UNKNOWN0.0126.086.033.41T-50114.8716.8619.72N-486G-14 14.0316.1520.22P-1077 80.60.00918HDPE0.01210.613.391.921077-18 15.116.6319.171078-1814.416.5618.47P-1077A17.70.00818HDPE0.01210.483.395.291077A-18 15.2516.6519.311077-18 15.116.6419.17P-1078 254.50.00218HDPE0.0125.043.391.921078-1814.416.5418.471080-18 13.916.3218.47P-1079 84.90.01518HDPE0.01214.081.775.451079-1815.216.3819.211080-18 13.916.3618.47P-1079A11.80.12318UNKNOWN0.01239.881.7711.351079A-1816.6517.1519.351079-1815.216.3819.21P-1080245.70.00218HDPE (APRON R)0.0125.095.162.921080-18 13.916.2318.471082A13.415.7218.47P-108157.30.01618HDPE (APRON R)0.01214.284.637.221081-18 (APRON R)14.6815.5118.941081A-18 (APRON R) 13.7815.6218.58P-1081A 30.50.02824HDPE (APRON R)0.01240.710.7610.941081A-18 (APRON R) 13.7315.4518.581082-18 (APRON R) 13.1415.4518.4P-108275.80.00630HDPE (APRON R)0.01234.4115.923.241082-18 (APRON R) 12.3715.4618.41083A11.8915.3618.19P-1082A52.20.00518HDPE (APRON R)0.0128.015.162.921082A13.415.6318.471082-18 (APRON R) 13.1415.5218.4P-1083 71.20.00630HDPE (APRON R)0.01234.4215.923.241083-18 11.4115.2418.171084-18 (APRON R)1115.1518.17P-1083A75.80.00630HDPE (APRON R)0.01234.4815.923.241083A11.8915.3618.191083-18 11.4115.2518.17P-1084 70.80.00236HDPE (APRON R)0.01232.3215.922.251084-18 (APRON R)10.515.2118.171085-18 (APRON R)10.3515.1818.94P-108517.20.00236HDPE (APRON R)0.01232.3115.922.251085-18 (APRON R)11.6215.118.94EX 488A11.5915.0916.58P-1091 106.40.00224HDPE (APRON R)0.01210.966.133.591091-18 (APRON R)13.9415.7318.021081A-18 (APRON R) 13.7315.6818.58P-109653.20.02318HDPE (APRON R)0.01217.321.896.431096-18 (APRON R)14.3215.1618.65EX 488A13.0915.1816.58Page 1 of 389 of 744 Boeing Renton - Apron RBackwater Analysis1/27/2021Sub-basin Existing_OF_004A.xlsx 100-Year EventPipe Length (ft) Slope (ft/ft) Diameter (In) Description Manning's nFull Flow Capacity (cfs)Flow (cfs) Velocity (ft/s) Start Node Start Invert (ft)Hydraulic Grade Line (In) (ft)Start Rim (ft) Stop Node Stop Invert (ft)Hydraulic Grade Line (Out) (ft)Stop Rim (ft)P-29A10.70.018EX CI0.0121.342.045.8429A16.7517.5319.31079A-1816.6517.2819.35P-30A10.40.01410EX CI0.0122.853.97.1630A16.8517.819.31077A-18 16.717.519.31P-064 56.70.0318HDPE0.01219.72.187.34OWS-06416.0216.58191096-18 (APRON R)14.3215.2418.65P-486B-14 129.7024EX HDPE0.0122.867.062.2527F-486813.9616.1619.221091-18 (APRON R)13.9416.0618.02P-486C-14 161.5024EX HDPE0.0123.346.942.21N-486C-14 13.9916.3119.327F-486813.9616.1819.22P-486D-14 96.4024HDPE0.0122.56.942.21N-486D-14 1416.3919.65N-486C-14 13.9916.3119.3P-486E-14 32.7024HDPE0.0124.286.942.21N-486E-1414.0116.4818.92N-486D-14 1416.4619.65P-486F-1450024HDPE0.0123.476.942.21N-486F-1414.0216.5918.93N-486E-1414.0116.5518.92P-486G43.2024UNKNOWN0.0123.736.942.21N-486G-14 14.0316.720.22N-486F-1414.0216.6618.93P-488 55.10.08836HDPE0.012214.8720.522.9EX 488A9.2915.0216.58Outfall 004A4.414.9815.2P-492A14.10.00318HDPE (APRON R)0.0126.235.333.96EX492A14.7715.9419.021081-18 (APRON R)14.7315.9118.94P-501 31.70.03318CONC0.01218.966.753.8227E-50115.917.8819.39T-50114.8717.7719.72P-504 98018CMP0.0121.151.390.7927F-50416.0318.2219.6827E-50115.9918.2119.39P-505 5.50.2046DI0.0122.750.160.827F-50517.6118.2419.42T-50516.4618.2419.52P-506 30.80.00312CONC0.0121.980.440.56N-50616.318.2219.73T-50516.218.2219.52P-506 (1) 101.60.00312CONC0.0121.980.590.75T-50516.218.2119.5227E-50115.8918.1819.39P-507A 82.406PVC0.0120.110.21.01N-486E-1417.1818.6518.9227F-507D17.1618.5619.22P-507B 39.70.0166CPP0.0120.70.21.0127F-507B17.818.720.17N-507A 17.1818.6619.55P-507D 56.80.0036DI0.0120.320.442.2227F-507D17.0618.4519.22N-50616.918.1619.73P-508 117.80.0088CONC0.0121.080.190.5327F-50817.618.2920.12B-50816.6618.2620.5P-508 (1) 24.50.0088CONC0.0121.080.190.53B-50816.6518.2620.5B-508 (1)16.4618.2520.37P-508 (2) 41.10.0088CONC0.0121.080.190.53B-508 (1)16.4618.2520.3727F-50416.1318.2419.68P-509A 1204PVC0.01200.22.2427F-509A16.2817.918.83T-509A 16.2817.7919.5P-509A (1) 411.10.00318VC0.0126.150.20.11T-509A 16.2817.8619.5T-50114.8717.8619.72P-509A (2)250.20.00318UNKNOWN0.0126.086.943.93T-50114.8717.5319.72N-486G-14 14.0316.620.22P-1077 80.60.00918HDPE0.01210.613.92.211077-18 15.117.1919.171078-1814.417.118.47P-1077A17.70.00818HDPE0.01210.483.92.211077A-18 15.2517.2319.311077-18 15.117.2119.17P-1078 254.50.00218HDPE0.0125.043.92.211078-1814.417.0618.471080-18 13.916.7618.47P-1079 84.90.01518HDPE0.01214.082.041.151079-1815.216.8519.211080-18 13.916.8318.47P-1079A11.80.12318UNKNOWN0.01239.882.0411.841079A-1816.6517.1919.351079-1815.216.8619.21P-1080245.70.00218HDPE (APRON R)0.0125.095.943.361080-18 13.916.6518.471082A13.415.9718.47P-108157.30.01618HDPE (APRON R)0.01214.285.337.491081-18 (APRON R)14.6815.9118.941081A-18 (APRON R) 13.7815.8318.58P-1081A 30.50.02824HDPE (APRON R)0.01240.712.3911.381081A-18 (APRON R) 13.7315.6518.581082-18 (APRON R) 13.1415.618.4P-108275.80.00630HDPE (APRON R)0.01234.4118.343.741082-18 (APRON R) 12.3715.6218.41083A11.8915.4818.19P-1082A52.20.00518HDPE (APRON R)0.0128.015.943.361082A13.415.8518.471082-18 (APRON R) 13.1415.718.4P-1083 71.20.00630HDPE (APRON R)0.01234.4218.343.741083-18 11.4115.3318.171084-18 (APRON R)1115.2118.17P-1083A75.80.00630HDPE (APRON R)0.01234.4818.343.741083A11.8915.4818.191083-18 11.4115.3418.17P-1084 70.80.00236HDPE (APRON R)0.01232.3218.342.591084-18 (APRON R)10.515.2918.171085-18 (APRON R)10.3515.2418.94P-108517.20.00236HDPE (APRON R)0.01232.3118.342.591085-18 (APRON R)11.6215.1418.94EX 488A11.5915.1316.58P-1091 106.40.00224HDPE (APRON R)0.01210.967.062.251091-18 (APRON R)13.9415.9918.021081A-18 (APRON R) 13.7315.918.58P-109653.20.02318HDPE (APRON R)0.01217.322.186.71096-18 (APRON R)14.3215.2318.65EX 488A13.0915.2516.58Page 1 of 390 of 744 Appended on: Friday, September 14, 2018 9:11:16 AM 27E-501 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 2.37 8.0058 0.7896 5.329 SCS 10 year 3.5095 8.0058 1.1876 5.329 SCS 25 year 4.1382 8.0058 1.4092 5.329 SCS 100 year 4.765 8.0058 1.6311 5.329 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27E-501 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 5.329 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 5.329 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 91 of 744 Appended on: Friday, September 14, 2018 9:11:27 AM 27F-4868 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.06 8.0058 0.02 0.135 SCS 10 year 0.0889 8.0058 0.0301 0.135 SCS 25 year 0.1048 8.0058 0.0357 0.135 SCS 100 year 0.1207 8.0058 0.0413 0.135 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27F-4868 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.135 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.135 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 92 of 744 Appended on: Friday, September 14, 2018 9:11:37 AM 27F-504 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.5977 8.0058 0.1991 1.344 SCS 10 year 0.8851 8.0058 0.2995 1.344 SCS 25 year 1.0437 8.0058 0.3554 1.344 SCS 100 year 1.2017 8.0058 0.4114 1.344 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27F-504 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 1.344 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 1.344 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 93 of 744 Appended on: Friday, September 14, 2018 9:11:46 AM 27F-505 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0778 8.0058 0.0259 0.175 SCS 10 year 0.1152 8.0058 0.039 0.175 SCS 25 year 0.1359 8.0058 0.0463 0.175 SCS 100 year 0.1565 8.0058 0.0536 0.175 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27F-505 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.175 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.175 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 94 of 744 Appended on: Friday, September 14, 2018 9:11:57 AM 27F-507B Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0987 8.0058 0.0329 0.222 SCS 10 year 0.1462 8.0058 0.0495 0.222 SCS 25 year 0.1724 8.0058 0.0587 0.222 SCS 100 year 0.1985 8.0058 0.0679 0.222 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27F-507B Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.222 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.222 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 95 of 744 Appended on: Friday, September 14, 2018 9:12:07 AM 27F-507D Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.1183 8.0058 0.0394 0.266 SCS 10 year 0.1752 8.0058 0.0593 0.266 SCS 25 year 0.2066 8.0058 0.0703 0.266 SCS 100 year 0.2378 8.0058 0.0814 0.266 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27F-507D Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.266 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.266 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 96 of 744 Appended on: Friday, September 14, 2018 9:12:18 AM 27F-508 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0925 8.0058 0.0308 0.208 SCS 10 year 0.137 8.0058 0.0464 0.208 SCS 25 year 0.1615 8.0058 0.055 0.208 SCS 100 year 0.186 8.0058 0.0637 0.208 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27F-508 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.208 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.208 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 97 of 744 Appended on: Friday, September 14, 2018 9:12:26 AM Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0974 8.0058 0.0324 0.219 SCS 10 year 0.1442 8.0058 0.0488 0.219 SCS 25 year 0.1701 8.0058 0.0579 0.219 SCS 100 year 0.1958 8.0058 0.067 0.219 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27F-509 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.219 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.219 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 98 of 744 27F-509 A Appended on: Friday, September 14, 2018 9:12:40 AM 29A Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 1.0136 8.0058 0.3377 2.279 SCS 10 year 1.5009 8.0058 0.5079 2.279 SCS 25 year 1.7697 8.0058 0.6027 2.279 SCS 100 year 2.0378 8.0058 0.6975 2.279 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 29A Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 2.279 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn ROOF 2.279 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 99 of 744 Appended on: Friday, September 14, 2018 9:12:49 AM 30A Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 1.9417 8.0058 0.6469 4.366 SCS 10 year 2.8753 8.0058 0.973 4.366 SCS 25 year 3.3904 8.0058 1.1545 4.366 SCS 100 year 3.9039 8.0058 1.3363 4.366 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 30A Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 4.366 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn ROOF 4.366 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 100 of 744 Appended on: Friday, September 14, 2018 9:15:37 AM 58B-492A Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 2.6524 8.0058 0.8837 5.964 SCS 10 year 3.9277 8.0058 1.3291 5.964 SCS 25 year 4.6313 8.0058 1.5771 5.964 SCS 100 year 5.3328 8.0058 1.8254 5.964 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 58B-492A Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 5.964 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn ROOF 5.964 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 101 of 744 Appended on: Friday, September 14, 2018 9:15:48 AM OWS-064 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 1.207 8.0058 0.4021 2.714 SCS 10 year 1.7874 8.0058 0.6048 2.714 SCS 25 year 2.1075 8.0058 0.7177 2.714 SCS 100 year 2.4267 8.0058 0.8307 2.714 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: OWS-064 Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 2.714 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 2.714 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 102 of 744 LAKE WASHINGTON 4-20 4-21 4-17 4-90 4-89 4-04OWS 064 (BASIN 58) TAILWATER SET AT BYPASS STRUCTURE ELEVATION 16.93 LOGAN AVE 58A-1095C 34,207 SF 0.785 AC 58A-1095B 54,327 SF 1.247 AC58A-1095A 9,044 SF 0.208 AC AREA TRIBUTARY TO OUTFALL 004A CATCHMENT AREA LEGEND OUTFALL 004A TAILWATER SET AT SPRING/FALL LAKE SURFACE ELEVATION ± 14.98 103 of 744 PROFILE VIEW: 1095B-18 TO 1095-18 (APRON R) 25 YEAR 100 YEAR PROFILE VIEW: 1095C-18 TO 1095-18 (APRON R) 25 YEAR 100 YEAR PROFILE VIEW: 1095C-18 TO 1095-18 (APRON R)PROFILE VIEW: 1095B-18 TO 1095-18 (APRON R) 104 of 744 RIM ELEV. HGL LEGEND Storm Event: 25 & 100 Year EXISTING_OF_064 105 of 744 25 YEAR 100 YEAR PROFILE VIEW: 1064-18 TO OWS-064 PROFILE VIEW: 1064-18 TO OWS-064 RIM ELEV. HGL LEGEND Storm Event: 25 & 100 Year EXISTING_OF_064 Boeing Renton - Apron RBackwater Analysis3/3/2020Basin Existing_OWS_064.xlsx SCS Peak FlowsAppended on: Thursday, April 12, 2018 2:04:39 PMBasinID Event Peak Q (cfs) Peak T (hrs) Peak Vol (ac-cf) Area (ac) Method/Loss Raintype58A-1095A 25 year0.16158.01 0.055 0.208 SCS TYPE1A.RAC58A-1095B 25 year0.96848.01 0.3298 1.247 SCS TYPE1A.RAC58A-1095C 25 year0.60968.01 0.2076 0.785 SCS TYPE1A.RACAppended on: Thursday, April 12, 2018 2:05:19 PMBasinID Event Peak Q (cfs) Peak T (hrs) Peak Vol (ac-cf) Area (ac) Method/Loss Raintype58A-1095A 100 year0.1868.01 0.0637 0.208 SCS TYPE1A.RAC58A-1095B 100 year1.1158.01 0.3817 1.247 SCS TYPE1A.RAC58A-1095C 100 year0.70198.01 0.2403 0.785 SCS TYPE1A.RAC*Peak flows (Q) are generated by StormShed 3G using the SCS method with Type1A.RAC rainfall.Page 1 of 3106 of 744 Boeing Renton - Apron RBackwater Analysis1/27/2021Basin Existing_OWS_064.xlsx 25-Year EventPipe ID Length (ft) Slope (ft/ft) Diameter (In) Description Manning's nFull Flow Capacity (cfs)Flow (cfs) Velocity (ft/s) Start Node Start Invert (ft)Hydraulic Grade Line (In) (ft)Start Rim (ft) Stop Node Stop Invert (ft)Hydraulic Grade Line (Out) (ft)Stop Rim (ft)P-1064 134.30.00218HDPE0.0125.06001064-18 13.9716.9718.681095-18 (APRON R) 13.716.9717.96P-1095 44.30.00218HDPE0.0125.091.891.071095-18 (APRON R) 13.716.9417.96OWS-06413.6216.9318.65SD-1095A 48.9015SLOT DRAIN (APRON R)0.0120.071.090.891095A15.516.9817.961095-18 (APRON R) 15.516.9717.96SD-1095B 147.5015SLOT DRAIN (APRON R)0.0120.070.930.751095B15.517.02181095A15.516.9917.96SD-1095C 233.1015SLOT DRAIN (APRON R)0.0120.070.80.651095C15.517181095-18 (APRON R) 15.516.9717.96Page 1 of 3107 of 744 Boeing Renton - Apron RBackwater Analysis1/27/2021Basin Existing_OWS_064.xlsx 100-Year EventPipe ID Length (ft) Slope (ft/ft) Diameter (In) Description Manning's nFull Flow Capacity (cfs)Flow (cfs) Velocity (ft/s) Start Node Start Invert (ft)Hydraulic Grade Line (In) (ft)Start Rim (ft) Stop Node Stop Invert (ft)Hydraulic Grade Line (Out) (ft)Stop Rim (ft)P-1064 134.30.00218HDPE0.0125.06001064-18 13.9716.9918.681095-18 (APRON R) 13.716.9917.96P-1095 44.30.00218HDPE0.0125.092.181.231095-18 (APRON R) 13.716.9517.96OWS-06413.6216.9318.65SD-1095A 48.9015SLOT DRAIN (APRON R)0.0120.071.251.021095A15.516.9917.961095-18 (APRON R) 15.516.9817.96SD-1095B 147.5015SLOT DRAIN (APRON R)0.0120.071.070.871095B15.517.04181095A15.517.0117.96SD-1095C 233.1015SLOT DRAIN (APRON R)0.0120.070.920.751095C15.517.02181095-18 (APRON R) 15.516.9817.96Page 1 of 3108 of 744 Appended on: Friday, September 14, 2018 4:49:03 PM 58A-1095A Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0925 8.0058 0.0308 0.208 SCS 10 year 0.137 8.0058 0.0464 0.208 SCS 25 year 0.1615 8.0058 0.055 0.208 SCS 100 year 0.186 8.0058 0.0637 0.208 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 58A-1095A Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.208 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.208 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 109 of 744 Appended on: Friday, September 14, 2018 4:49:23 PM 58A-1095B Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.5546 8.0058 0.1848 1.247 SCS 10 year 0.8212 8.0058 0.2779 1.247 SCS 25 year 0.9684 8.0058 0.3298 1.247 SCS 100 year 1.115 8.0058 0.3817 1.247 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 58A-1095B Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 1.247 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 1.247 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 110 of 744 Appended on: Friday, September 14, 2018 4:50:07 PM 58A-1095C Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.3491 8.0058 0.1163 0.785 SCS 10 year 0.517 8.0058 0.1749 0.785 SCS 25 year 0.6096 8.0058 0.2076 0.785 SCS 100 year 0.7019 8.0058 0.2403 0.785 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 58A-1095C Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.86 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.785 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 111 of 744 Technical Information Report Boeing Apron R - Central Project Renton, Washington Water Quality 112 of 744 LAKE WASHINGTON 4-81 4-20 EXISTING OIL CONTROL AND WATER QUALITY TREATMENT BASIN MAP WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South LAKE WASHINGTON 4-81 4-20 4-90 4-89 4-21 4-04 4-17 DEVELOPED OIL CONTROL AND ENHANCED WATER QUALITY TREATMENT BASIN MAP WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South 115 of 744 OWS-064 AND OWS-067 WATER QUALITY CALCS OIL WATER SEPARATOR CALCS FLOW SPLITTER CALCS ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.49 Program License Number: 200410008 Project Simulation Performed on: 09/16/2019 2:12 PM Report Generation Date: 09/16/2019 2:13 PM ————————————————————————————————— Input File Name: WQ Analysis.fld Project Name: Boeing Renton Analysis Title: WQ Sizing Comments: ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 14 Full Period of Record Available used for Routing Precipitation Station : 96003605 Puget East 36 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961036 Puget East 36 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 10.236 10.236 Area of Links that Include Precip/Evap (acres) 0.000 0.000 Total (acres) 10.236 10.236 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Untreated Apron R Area (total) ---------- -------Area (Acres) -------- Impervious 10.236 ---------------------------------------------- Subbasin Total 10.236 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 2 MGS FLOOD CALCULATION CALCULATIONS TO OBTAIN OFF-LINE WATER QUALITY FLOWS FOR TREATMENT FACILITIES 064 AND 067. ---------- Subbasin : 064 ---------- -------Area (Acres) -------- Impervious 4.719 ---------------------------------------------- Subbasin Total 4.719 ---------- Subbasin : 067 ---------- -------Area (Acres) -------- Impervious 5.517 ---------------------------------------------- Subbasin Total 5.517 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 2 ------------------------------------------ Link Name: WQ-064 Link Type: Copy Downstream Link: None ------------------------------------------ Link Name: WQ-067 Link Type: Copy Downstream Link: None **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 2 Number of Links: 2 ***********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: Untreated Apron R Ar 0.000 _____________________________________ Total: 0.000 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: 064 0.000 Subbasin: 067 0.000 Link: WQ-064 Not Applicable Link: WQ-067 0.000 _____________________________________ Total: 0.000 Total Predevelopment Recharge Equals Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.000 ac-ft/year, Post Developed: 0.000 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 2 ********** Link: WQ-064 ********** 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.63 cfs Off-line Design Discharge Rate (91% Exceedance): 0.35 cfs ********** Link: WQ-067 ********** 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91% Exceedance): 0.74 cfs Off-line Design Discharge Rate (91% Exceedance): 0.41 cfs Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 2175.17 Inflow Volume Including PPT-Evap (ac-ft): 2175.17 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): 2175.17 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 0.00% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Untreated Apron R Area (total) Scenario Postdeveloped Compliance Link: WQ-067 *** 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 3.624 2-Year 1.953 5-Year 4.824 5-Year 2.600 10-Year 5.698 10-Year 3.071 25-Year 6.834 25-Year 3.683 50-Year 8.769 50-Year 4.726 100-Year 10.448 100-Year 5.631 200-Year 11.230 200-Year 6.053 500-Year 12.271 500-Year 6.614 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals 1/27/2021 Structure Name Tributary Area PEAK CFS PEAK GPM sf cfs cfs GPM 64 205,516 3.533 Off-line 0.35 Off-line 1.23644 555 1.410 633 67 240,320 3.533 Off-line 0.41 Off-line 1.4484 650 1.623 728 * Per Table 6.2.1.A of the 2016 KCSWDM (Eq. 6-2) 2-year ,24-hr Precip= 2 inches k = 2.4777 (0.72*2-yr)-0.0352 k= 3.532688 Structure Name 64 1.236 cfs 2008 sf 2840 sf 4017 sf 67 1.448 cfs 2353 sf 3327 sf 4705 sf Boeing - Apron R Oil/Water Separator Sizing K factor* 15 minute discharge Per MGSFlood Oil/Water Separator Flow Rate (min) Plate Pack Sizing Collective Projected Surface Area (60 D)Design Flowrate Require Effective Plate Surface Area Collective Projected Surface Area (45 D) R:\USFDW100\Project\2017\A17.0102\01\Engineering\Civil\Drainage\Final TIR Central\WQ + Conveyance Calculations\WQ Calculations\Central_Oil Water Separators.xlsx OIL WATER SEPARATOR SIZING SEE THE MGSFLOOD CALCULATION ABOVE 1/27/2021 PLATE PACK SIZING OWS-064 Number @ 45 D 84 Ea Width 6 feet Length 2 feet Spacing 0.5 inches Estimated Projected Plate Area per Pack= 1008 sf Number of Packs 2 EA Total Plate Area 2016 sf OK Assumed Plate Pack Dimensions used for Oil Separation Cell Sizing R:\USFDW100\Project\2017\A17.0102\01\Engineering\Civil\Drainage\Final TIR Central\WQ + Conveyance Calculations\WQ Calculations\Central_Oil Water Separators.xlsx 1/27/2021 PLATE PACK SIZING OWS-067 Number @ 45 D 84 Ea Width 6 feet Length 2 feet Spacing 0.5 inches Estimated Projected Plate Area per Pack= 1008 sf Number of Packs 3 EA Total Plate Area 3024 sf OK Assumed Plate Pack Dimensions used for Oil R:\USFDW100\Project\2017\A17.0102\01\Engineering\Civil\Drainage\Final TIR Central\WQ + Conveyance Calculations\WQ Calculations\Central_Oil Water Separators.xlsx Boeing Renton - Apron RBackwater Analysis12/3/2019Basins _OWS_064.xlsx SCS Peak FlowBasinIDEventPeak Q (cfs)Peak T (hrs)Peak Vol (ac-cf)Area (ac)Method/LossRaintype58A-106025 yr 24 hr0.17248.01 0.0587 0.222 SCS TYPE1A.RAC58A-106125 yr 24 hr0.16468.01 0.0561 0.212 SCS TYPE1A.RAC58A-106225 yr 24 hr0.18338.01 0.0624 0.236 SCS TYPE1A.RAC58A-1095A25 yr 24 hr0.16158.01 0.055 0.208 SCS TYPE1A.RAC58A-1095B25 yr 24 hr0.92568.01 0.3152 1.192 SCS TYPE1A.RAC58A-1095C25 yr 24 hr0.80228.01 0.2732 1.033 SCS TYPE1A.RAC58A-72725 yr 24 hr0.37828.01 0.1288 0.487 SCS TYPE1A.RAC58A-72825 yr 24 hr0.4698.01 0.1597 0.604 SCS TYPE1A.RAC58A-72925 yr 24 hr0.40618.01 0.1383 0.523 SCS TYPE1A.RACBasinIDEventPeak Q (cfs)Peak T (hrs)Peak Vol (ac-cf)Area (ac)Method/LossRaintype58A-1060100 yr 24 hr0.19858.01 0.0679 0.222 SCS TYPE1A.RAC58A-1061100 yr 24 hr0.18968.01 0.0649 0.212 SCS TYPE1A.RAC58A-1062100 yr 24 hr0.2118.01 0.0722 0.236 SCS TYPE1A.RAC58A-1095A100 yr 24 hr0.1868.01 0.0637 0.208 SCS TYPE1A.RAC58A-1095B100 yr 24 hr1.06588.01 0.3648 1.192 SCS TYPE1A.RAC58A-1095C100 yr 24 hr0.92378.01 0.3162 1.033 SCS TYPE1A.RAC58A-727100 yr 24 hr0.43558.01 0.1491 0.487 SCS TYPE1A.RAC58A-728100 yr 24 hr0.54018.01 0.1849 0.604 SCS TYPE1A.RAC58A-729100 yr 24 hr0.46768.01 0.1601 0.523 SCS TYPE1A.RAC25-YR PEAK FLOW3.6629100-YR PEAK FLOW4.2178*Peak flows (Q) are generated by StormShed 3G using the SCS method with Type1A.RAC rainfall.Page 1 of 1OWS-064 100-YR PEAK FLOW Flowsplitter Analysis Prepared by: Jourden Makinen, PE Date:1/27/20213:09 PM Bypass 064.xlsx BASIN 58A STRCT ROWS-064 Rim Elev 18.59 Inlet Elev 13.61 WQ Surface Elev 16.35 WQ Outlet Dia (in)8 WQ Orifice Dia (in)7.825 Bypass Outlet Elev 14.4 Bypass Outlet Dia (in)18 Backwater Elev 16.9 Weir Elev 16.9 Weir Height (ft)0.55 Weir Length (ft)12.5664 (above Inlet) (dia or width of Structure) WQ Area:0.333961 Bypass Area:1.76714587 Min WQ Flow:1.236 Peak Bypass Flow:4.2178 10% Max Increase:YES At Elev:16.71 At Elev:17.04 Orifice Coefficient:0.62 Dual Access Req:YES 16.35 0.000 0.00 0.000 9.628 0.000 0.000 16.36 0.166 0.00 0.000 9.668 0.000 0.166 16.37 0.235 0.00 0.000 9.708 0.000 0.235 16.38 0.288 0.00 0.000 9.747 0.000 0.288 16.39 0.332 0.00 0.000 9.787 0.000 0.332 16.40 0.372 0.00 0.000 9.826 0.000 0.372 16.41 0.407 0.00 0.000 9.865 0.000 0.407 16.42 0.440 0.00 0.000 9.905 0.000 0.440 16.43 0.470 0.00 0.000 9.943 0.000 0.470 16.44 0.498 0.00 0.000 9.982 0.000 0.498 16.45 0.525 0.00 0.000 10.021 0.000 0.525 16.46 0.551 0.00 0.000 10.059 0.000 0.551 16.47 0.576 0.00 0.000 10.098 0.000 0.576 16.48 0.599 0.00 0.000 10.136 0.000 0.599 16.49 0.622 0.00 0.000 10.174 0.000 0.622 16.50 0.644 0.00 0.000 10.212 0.000 0.644 16.51 0.665 0.00 0.000 10.249 0.000 0.665 16.52 0.685 0.00 0.000 10.287 0.000 0.685 16.53 0.705 0.00 0.000 10.325 0.000 0.705 16.54 0.724 0.00 0.000 10.362 0.000 0.724 16.55 0.743 0.00 0.000 10.399 0.000 0.743 16.56 0.761 0.00 0.000 10.436 0.000 0.761 16.57 0.779 0.00 0.000 10.473 0.000 0.779 16.58 0.797 0.00 0.000 10.510 0.000 0.797 16.59 0.814 0.00 0.000 10.547 0.000 0.814 16.60 0.831 0.00 0.000 10.583 0.000 0.831 16.61 0.847 0.00 0.000 10.620 0.000 0.847 16.62 0.863 0.00 0.000 10.656 0.000 0.863 16.63 0.879 0.00 0.000 10.692 0.000 0.879 16.64 0.895 0.00 0.000 10.728 0.000 0.895 16.65 0.910 0.00 0.000 10.764 0.000 0.910 Potential Bypass Outlet (cfs) Actual Bypass Outlet (cfs) Total Outlet (cfs) Water Surface Elev (ft) WQ Outlet (cfs) Head at Weir (ft) Flow over Weir (cfs) 1 of 3 Prepared by: Jourden Makinen, EIT Date:1/27/20213:09 PM Bypass 064.xlsx Potential Bypass Outlet (cfs) Actual Bypass Outlet (cfs) Total Outlet (cfs) Water Surface Elev (ft) WQ Outlet (cfs) Head at Weir (ft) Flow over Weir (cfs) 16.66 0.925 0.00 0.000 10.800 0.000 0.925 16.67 0.940 0.00 0.000 10.836 0.000 0.940 16.68 0.955 0.00 0.000 10.871 0.000 0.955 16.69 0.969 0.00 0.000 10.907 0.000 0.969 16.70 0.983 0.00 0.000 10.942 0.000 0.983 16.71 0.997 0.00 0.000 10.977 0.000 0.997 16.72 1.011 0.00 0.000 11.012 0.000 1.011 16.73 1.024 0.00 0.000 11.047 0.000 1.024 16.74 1.038 0.00 0.000 11.082 0.000 1.038 16.75 1.051 0.00 0.000 11.117 0.000 1.051 16.76 1.064 0.00 0.000 11.152 0.000 1.064 16.77 1.077 0.00 0.000 11.186 0.000 1.077 16.78 1.090 0.00 0.000 11.221 0.000 1.090 16.79 1.102 0.00 0.000 11.255 0.000 1.102 16.80 1.115 0.00 0.00 11.29 0.00 1.11 16.81 1.127 0.00 0.000 11.324 0.000 1.127 16.82 1.139 0.00 0.00 11.36 0.00 1.14 16.83 1.151 0.000 0.000 11.392 0.000 1.151 16.84 1.163 0.000 0.000 11.425 0.000 1.163 16.85 1.175 0.000 0.000 11.459 0.000 1.175 16.86 1.187 0.000 0.000 11.493 0.000 1.187 16.87 1.198 0.000 0.000 11.526 0.000 1.198 16.88 1.210 0.000 0.000 11.560 0.000 1.210 16.89 1.22 0.00 0.00 11.59 0.00 1.22 16.90 1.232 0.000 0.000 11.627 0.000 1.232 16.91 1.243 0.010 0.042 11.660 0.042 1.285 16.92 1.254 0.02 0.118 11.693 0.118 1.373 16.93 1.265 0.030 0.217 11.73 0.22 1.483 16.94 1.276 0.040 0.335 11.759 0.335 1.611 16.95 1.287 0.050 0.468 11.791 0.468 1.755 16.96 1.298 0.060 0.615 11.824 0.615 1.913 16.97 1.308 0.070 0.775 11.857 0.775 2.083 16.98 1.32 0.08 0.95 11.89 0.95 2.27 16.99 1.329 0.090 1.130 11.922 1.130 2.459 17.00 1.340 0.100 1.323 11.954 1.323 2.663 17.01 1.350 0.110 1.527 11.986 1.527 2.877 17.02 1.360 0.12 1.740 12.019 1.740 3.100 17.03 1.370 0.13 1.961 d 1.961 3.332 17.04 1.380 0.140 2.192 12.083 2.192 3.572 17.05 1.390 0.15 2.431 12.115 2.431 3.821 17.06 1.400 0.160 2.678 12.146 2.678 4.078 17.07 1.410 0.170 2.933 12.18 2.93 4.343 17.08 1.420 0.18 3.196 12.210 3.196 4.615 17.09 1.429 0.19 3.466 12.241 3.466 4.895 Prepared by: Jourden Makinen, EIT Date:1/27/20213:09 PM Bypass 064.xlsx Potential Bypass Outlet (cfs) Actual Bypass Outlet (cfs) Total Outlet (cfs) Water Surface Elev (ft) WQ Outlet (cfs) Head at Weir (ft) Flow over Weir (cfs) 17.10 1.439 0.20 3.743 12.273 3.743 5.182 17.11 1.449 0.21 4.027 12.304 4.027 5.476 17.12 1.458 0.22 4.318 12.336 4.318 5.776 17.13 1.467 0.23 4.616 12.367 4.616 6.083 17.14 1.477 0.24 4.920 12.398 4.920 6.397 17.15 1.486 0.25 5.231 12.429 5.231 6.717 17.16 1.495 0.26 5.548 12.460 5.548 7.043 17.17 1.505 0.27 5.871 12.491 5.871 7.376 17.18 1.514 0.28 6.200 12.522 6.200 7.714 17.19 1.523 0.29 6.535 12.553 6.535 8.058 17.20 1.532 0.30 6.876 12.584 6.876 8.408 17.21 1.541 0.31 7.223 12.614 7.223 8.764 17.22 1.550 0.32 7.575 12.645 7.575 9.125 17.23 1.559 0.33 7.933 12.675 7.933 9.492 17.24 1.568 0.34 8.296 12.706 8.296 9.864 17.25 1.576 0.35 8.665 12.736 8.665 10.241 17.26 1.585 0.36 9.039 12.767 9.039 10.624 17.27 1.594 0.37 9.418 12.797 9.418 11.012 17.28 1.602 0.38 9.802 12.827 9.802 11.405 17.29 1.611 0.39 10.192 12.857 10.192 11.803 17.30 1.620 0.40 10.586 12.887 10.586 12.206 17.31 1.628 0.41 10.986 12.917 10.986 12.614 17.32 1.637 0.42 11.390 12.947 11.390 13.027 17.33 1.645 0.43 11.799 12.977 11.799 13.444 17.34 1.653 0.44 12.213 13.006 12.213 13.867 17.35 1.662 0.45 12.632 13.036 12.632 14.294 17.36 1.670 0.46 13.055 13.066 13.055 14.725 17.37 1.678 0.47 13.483 13.095 13.095 14.773 17.38 1.686 0.48 13.916 13.125 13.125 14.811 17.39 1.695 0.49 14.353 13.154 13.154 14.848 17.40 1.703 0.50 14.795 13.183 13.183 14.886 17.41 1.711 0.51 15.241 13.213 13.213 14.923 17.42 1.719 0.52 15.691 13.242 13.242 14.961 17.43 1.727 0.53 16.146 13.271 13.271 14.998 17.44 1.735 0.54 16.605 13.300 13.300 15.035 17.45 1.743 0.55 17.069 13.329 13.329 15.072 Boeing Renton - Apron RBackwater Analysis12/3/2019Basins _OWS_067.xlsx SCS Peak FlowBasinID Event Peak Q (cfs) Peak T (hrs) Peak Vol (ac-cf) Area (ac) Method/Loss Raintype27B-1129 25 yr 24 hr0.20118.01 0.0685 0.259 SCS TYPE1A.RAC27B-462 25 yr 24 hr0.48078.01 0.1637 0.619 SCS TYPE1A.RAC27B-463 25 yr 24 hr0.66018.01 0.2248 0.85 SCS TYPE1A.RAC27H-469 25 yr 24 hr0.23688.01 0.0807 0.305 SCS TYPE1A.RAC27H-472 25 yr 24 hr0.22688.01 0.0772 0.292 SCS TYPE1A.RAC27H-473 25 yr 24 hr0.20668.01 0.0703 0.266 SCS TYPE1A.RAC27H-474 25 yr 24 hr0.13438.01 0.0457 0.173 SCS TYPE1A.RAC27H-475 25 yr 24 hr0.19498.01 0.0664 0.251 SCS TYPE1A.RAC27H-476 25 yr 24 hr0.1678.01 0.0569 0.215 SCS TYPE1A.RAC27H-478 25 yr 24 hr0.22918.01 0.078 0.295 SCS TYPE1A.RAC27H-730 25 yr 24 hr0.24858.01 0.0846 0.32 SCS TYPE1A.RAC27I-490C 25 yr 24 hr0.04128.01 0.014 0.053 SCS TYPE1A.RAC27I-490E 25 yr 24 hr0.04278.01 0.0145 0.055 SCS TYPE1A.RAC27I-490F 25 yr 24 hr0.03498.01 0.0119 0.045 SCS TYPE1A.RAC27I-490G 25 yr 24 hr0.07228.01 0.0246 0.093 SCS TYPE1A.RAC27I-490H 25 yr 24 hr0.14918.01 0.0508 0.192 SCS TYPE1A.RAC27I-490I 25 yr 24 hr0.0738.01 0.0249 0.094 SCS TYPE1A.RAC27I-490K 25 yr 24 hr0.08468.01 0.0288 0.109 SCS TYPE1A.RAC27I-493B 25 yr 24 hr0.04748.01 0.0161 0.061 SCS TYPE1A.RAC27I-495 25 yr 24 hr0.06838.01 0.0233 0.088 SCS TYPE1A.RAC27I-497 25 yr 24 hr0.1678.01 0.0569 0.215 SCS TYPE1A.RAC27I-498 25 yr 24 hr0.13438.01 0.0457 0.173 SCS TYPE1A.RAC27I-499 25 yr 24 hr0.16858.01 0.0574 0.217 SCS TYPE1A.RAC27I-500 25 yr 24 hr0.21518.01 0.0732 0.277 SCS TYPE1A.RACAppended on: Saturday, June 09, 2018 4:15:28 PMBasinID Event Peak Q (cfs) Peak T (hrs) Peak Vol (ac-cf) Area (ac) Method/Loss Raintype27B-1129 100 yr 24 hr0.23168.01 0.0793 0.259 SCS TYPE1A.RAC27B-462 100 yr 24 hr0.55358.01 0.1895 0.619 SCS TYPE1A.RAC27B-463 100 yr 24 hr0.768.01 0.2602 0.85 SCS TYPE1A.RAC27H-469 100 yr 24 hr0.27278.01 0.0934 0.305 SCS TYPE1A.RAC27H-472 100 yr 24 hr0.26118.01 0.0894 0.292 SCS TYPE1A.RACPage 1 of 2OWS-067 100-YR PEAK FLOW Boeing Renton - Apron RBackwater Analysis12/3/2019Basins _OWS_067.xlsx SCS Peak Flow27H-473 100 yr 24 hr0.23788.01 0.0814 0.266 SCS TYPE1A.RAC27H-474 100 yr 24 hr0.15478.01 0.053 0.173 SCS TYPE1A.RAC27H-475 100 yr 24 hr0.22448.01 0.0768 0.251 SCS TYPE1A.RAC27H-476 100 yr 24 hr0.19228.01 0.0658 0.215 SCS TYPE1A.RAC27H-478 100 yr 24 hr0.26388.01 0.0903 0.295 SCS TYPE1A.RAC27H-730 100 yr 24 hr0.28618.01 0.0979 0.32 SCS TYPE1A.RAC27I-490C 100 yr 24 hr0.04748.01 0.0162 0.053 SCS TYPE1A.RAC27I-490E 100 yr 24 hr0.04928.01 0.0168 0.055 SCS TYPE1A.RAC27I-490F 100 yr 24 hr0.04028.01 0.0138 0.045 SCS TYPE1A.RAC27I-490G 100 yr 24 hr0.08328.01 0.0285 0.093 SCS TYPE1A.RAC27I-490H 100 yr 24 hr0.17178.01 0.0588 0.192 SCS TYPE1A.RAC27I-490I 100 yr 24 hr0.08418.01 0.0288 0.094 SCS TYPE1A.RAC27I-490K 100 yr 24 hr0.09758.01 0.0334 0.109 SCS TYPE1A.RAC27I-493B 100 yr 24 hr0.05458.01 0.0187 0.061 SCS TYPE1A.RAC27I-495 100 yr 24 hr0.07878.01 0.0269 0.088 SCS TYPE1A.RAC27I-497 100 yr 24 hr0.19228.01 0.0658 0.215 SCS TYPE1A.RAC27I-498 100 yr 24 hr0.15478.01 0.053 0.173 SCS TYPE1A.RAC27I-499 100 yr 24 hr0.1948.01 0.0664 0.217 SCS TYPE1A.RAC27I-500 100 yr 24 hr0.24778.01 0.0848 0.277 SCS TYPE1A.RAC25-YR PEAK FLOW4.2842100-YR PEAK FLOW4.933*Peak flows (Q) are generated by StormShed 3G using the SCS method with Type1A.RAC rainfall.Page 2 of 2 Prepared by: Jourden Makinen, EIT Date:1/27/20213:08 PM Bypass 067.xlsx Potential Bypass Outlet (cfs) Actual Bypass Outlet (cfs) Total Outlet (cfs) Water Surface Elev (ft) WQ Outlet (cfs) Head at Weir (ft) Flow over Weir (cfs) 17.42 0.937 0.000 0.000 15.32 0.00 0.937 17.43 0.952 0.00 0.000 15.349 0.000 0.952 17.44 0.967 0.00 0.000 15.374 0.000 0.967 17.45 0.981 0.00 0.000 15.399 0.000 0.981 17.46 0.996 0.00 0.000 15.424 0.000 0.996 17.47 1.010 0.00 0.000 15.449 0.000 1.010 17.48 1.024 0.00 0.000 15.474 0.000 1.024 17.49 1.037 0.00 0.000 15.499 0.000 1.037 17.50 1.051 0.00 0.000 15.524 0.000 1.051 17.51 1.064 0.00 0.000 15.549 0.000 1.064 17.52 1.078 0.00 0.000 15.574 0.000 1.078 17.53 1.091 0.00 0.000 15.599 0.000 1.091 17.54 1.104 0.00 0.000 15.623 0.000 1.104 17.55 1.116 0.00 0.000 15.648 0.000 1.116 17.56 1.129 0.00 0.00 15.67 0.00 1.13 17.57 1.141 0.00 0.000 15.697 0.000 1.141 17.58 1.154 0.00 0.00 15.72 0.00 1.154 17.59 1.166 0.000 0.000 15.747 0.000 1.166 17.60 1.178 0.000 0.000 15.771 0.000 1.178 17.61 1.190 0.000 0.000 15.795 0.000 1.190 17.62 1.202 0.000 0.000 15.820 0.000 1.202 17.63 1.214 0.000 0.000 15.844 0.000 1.214 17.64 1.225 0.000 0.000 15.869 0.000 1.225 17.65 1.24 0.00 0.00 15.89 0.00 1.24 17.66 1.248 0.000 0.000 15.92 0.00 1.248 17.67 1.259 0.000 0.000 15.942 0.000 1.259 17.68 1.271 0.000 0.000 15.966 0.000 1.271 17.69 1.282 0.000 0.000 15.990 0.000 1.282 17.70 1.293 0.000 0.000 16.014 0.000 1.293 17.71 1.304 0.000 0.000 16.038 0.000 1.304 17.72 1.314 0.000 0.000 16.062 0.000 1.314 17.73 1.325 0.000 0.000 16.086 0.000 1.325 17.74 1.34 0.00 0.00 16.11 0.00 1.34 17.75 1.346 0.000 0.000 16.134 0.000 1.346 17.76 1.357 0.000 0.000 16.158 0.000 1.357 17.77 1.367 0.000 0.000 16.182 0.000 1.367 17.78 1.378 0.00 0.000 16.206 0.000 1.378 17.79 1.388 0.00 0.000 16.230 0.000 1.388 17.80 1.398 0.00 0.000 16.253 0.000 1.398 17.81 1.408 0.00 0.000 16.277 0.000 1.408 17.82 1.418 0.00 0.000 16.301 0.000 1.418 17.83 1.428 0.00 0.000 16.325 0.000 1.428 17.84 1.438 0.00 0.000 16.348 0.000 1.438 17.85 1.448 0.00 0.000 16.372 0.000 1.448 Prepared by: Jourden Makinen, EIT Date:1/27/20213:08 PM Bypass 067.xlsx Potential Bypass Outlet (cfs) Actual Bypass Outlet (cfs) Total Outlet (cfs) Water Surface Elev (ft) WQ Outlet (cfs) Head at Weir (ft) Flow over Weir (cfs) 17.86 1.457 0.01 0.042 16.395 0.042 1.499 17.87 1.467 0.02 0.118 16.419 0.118 1.585 17.88 1.477 0.03 0.217 16.442 0.217 1.694 17.89 1.486 0.04 0.335 16.466 0.335 1.821 17.90 1.496 0.05 0.468 16.489 0.468 1.964 17.91 1.505 0.06 0.615 16.513 0.615 2.120 17.92 1.515 0.07 0.775 16.536 0.775 2.290 17.93 1.524 0.08 0.947 16.559 0.947 2.471 17.94 1.533 0.09 1.130 16.583 1.130 2.663 17.95 1.542 0.10 1.323 16.606 1.323 2.866 17.96 1.552 0.11 1.527 16.629 1.527 3.078 17.97 1.561 0.12 1.740 16.652 1.740 3.300 17.98 1.570 0.13 1.961 16.676 1.961 3.531 17.99 1.579 0.14 2.192 16.699 2.192 3.771 18.00 1.588 0.150 2.431 16.72 2.43 4.019 18.01 1.597 0.16 2.678 16.745 2.678 4.275 18.02 1.605 0.17 2.933 16.768 2.933 4.539 18.03 1.614 0.18 3.196 16.791 3.196 4.810 18.04 1.623 0.19 3.466 16.814 3.466 5.089 18.05 1.632 0.20 3.743 16.837 3.743 5.374 18.06 1.640 0.21 4.027 16.860 4.027 5.667 18.07 1.649 0.22 4.318 16.883 4.318 5.967 18.08 1.657 0.23 4.616 16.906 4.616 6.273 18.09 1.666 0.24 4.920 16.929 4.920 6.586 18.10 1.674 0.25 5.231 16.951 5.231 6.905 18.11 1.683 0.26 5.548 16.974 5.548 7.231 18.12 1.691 0.27 5.871 16.997 5.871 7.562 18.13 1.700 0.28 6.200 17.020 6.200 7.900 18.14 1.708 0.29 6.535 17.042 6.535 8.243 18.15 1.716 0.30 6.876 17.065 6.876 8.592 18.16 1.724 0.31 7.223 17.087 7.223 8.947 18.17 1.733 0.32 7.575 17.110 7.575 9.308 18.18 1.741 0.33 7.933 17.133 7.933 9.674 18.19 1.749 0.34 8.296 17.155 8.296 10.045 18.20 1.757 0.35 8.665 17.178 8.665 10.422 18.21 1.765 0.36 9.039 17.200 9.039 10.804 398 Via El Centro, Oceanside, CA 92058 (469) 458-7973 • Fax (760) 433-3176 www.biocleanenvironmental.com Date: 09/23/19 Subject: 4851 – South Shore of Lake WA, Renton, Wa To Whom It May Concern, The MWS Linear will be sized in accordance with the TAPE GULD approval for the Modular Wetland System. The system is sized at a loading rate of (less than or equal to) 1.0 gpm/ sq ft, where the pre-filter cartridges are sized at a loading rate of less than 2.1 gpm/ sq ft. Design, sizing, and loading have been reviewed and approved by a Modular Wetland Representative and is ready for final approval. Shown below are the calculations for this Project: MWS-L-8-24-V-UG – RTU-11  Required Treatment Flow Rate = 0.202 cfs  MWS-Linear-8-24 Treatment Capacity Provided = 0.202 cfs or 90.65 gpm at 1.0’ HGL  Pre-filter Cartridge = 4 full size cartridges  Surface Area per Cartridge = 25.6 sq ft  4 pre-filter cartridges having a total surface area = 102.4 sq ft  Fraction of cartridges exposed to WQ flow = 0.83/1.84 = 0.45  Loading rate (Pre-Filter Cartridge) = 90.65 / (0.45 * 102.4) = 2.0 gpm / sq ft  MWS Wetland Surface Area = 88.8 sf  Loading Rate (Wetland Media) = 1.0 gpm/sf MWS-L-8-24-V-UG – RTU-12  Required Treatment Flow Rate = 0.20 cfs  MWS-Linear-8-24 Treatment Capacity Provided = 0.20 cfs or 89.76 gpm at 1.0’ HGL  Pre-filter Cartridge = 4 full size cartridges  Surface Area per Cartridge = 25.6 sq ft  4 pre-filter cartridges having a total surface area = 102.4 sq ft  Fraction of cartridges exposed to WQ flow = 0.83/1.84 = 0.45  Loading rate (Pre-Filter Cartridge) = 89.76 / (0.45 * 102.4) = 1.9 gpm / sq ft  MWS Wetland Surface Area = 88.8 sf  Loading Rate (Wetland Media) = 1.0 gpm/sf MWS-L-8-24-V-UG – RTU-13  Required Treatment Flow Rate = 0.183 cfs  MWS-Linear-8-24 Treatment Capacity Provided = 0.183 cfs or 82.13 gpm at 0.9’ HGL  Pre-filter Cartridge = 4 full size cartridges  Surface Area per Cartridge = 25.6 sq ft WQ UNITS DISCUSSED IN THE APRON R PROJECT TIR. APRON R CENTRAL WQ UNITS DISCUSSED IN THIS REPORT. 398 Via El Centro, Oceanside, CA 92058 (469) 458-7973 • Fax (760) 433-3176 www.biocleanenvironmental.com  4 pre-filter cartridges having a total surface area = 102.4 sq ft  Fraction of cartridges exposed to WQ flow = 0.73/1.84 = 0.39  Loading rate (Pre-Filter Cartridge) = 82.13 / (0.39 * 102.4) = 2.0 gpm / sq ft  MWS Wetland Surface Area = 88.8 sf  Loading Rate (Wetland Media) = 1.0 gpm/sf  MWS-L-8-24-V-UG – RTU-14  Required Treatment Flow Rate = 0.183 cfs  MWS-Linear-8-24 Treatment Capacity Provided = 0.183 cfs or 82.13 gpm at 0.9’ HGL  Pre-filter Cartridge = 4 full size cartridges  Surface Area per Cartridge = 25.6 sq ft  4 pre-filter cartridges having a total surface area = 102.4 sq ft  Fraction of cartridges exposed to WQ flow = 0.73/1.84 = 0.39  Loading rate (Pre-Filter Cartridge) = 82.13 / (0.39 * 102.4) = 2.0 gpm / sq ft  MWS Wetland Surface Area = 88.8 sf  Loading Rate (Wetland Media) = 1.0 gpm/sf MWS-L-8-24-V-UG – RTU-15  Required Treatment Flow Rate = 0.183 cfs  MWS-Linear-8-24 Treatment Capacity Provided = 0.183 cfs or 82.13 gpm at 0.9’ HGL  Pre-filter Cartridge = 4 full size cartridges  Surface Area per Cartridge = 25.6 sq ft  4 pre-filter cartridges having a total surface area = 102.4 sq ft  Fraction of cartridges exposed to WQ flow = 0.73/1.84 = 0.39  Loading rate (Pre-Filter Cartridge) = 82.13 / (0.39 * 102.4) = 2.0 gpm / sq ft  MWS Wetland Surface Area = 88.8 sf  Loading Rate (Wetland Media) = 1.0 gpm/sf MWS-L-8-24-V-UG – RTU-16  Required Treatment Flow Rate = 0.181 cfs  MWS-Linear-8-24 Treatment Capacity Provided = 0.181 cfs or 81.23 gpm at 0.9’ HGL  Pre-filter Cartridge = 4 full size cartridges  Surface Area per Cartridge = 25.6 sq ft  4 pre-filter cartridges having a total surface area = 102.4 sq ft  Fraction of cartridges exposed to WQ flow = 0.73/1.84 = 0.39  Loading rate (Pre-Filter Cartridge) = 81.23 / (0.39 * 102.4) = 2.0 gpm / sq ft  MWS Wetland Surface Area = 88.8 sf  Loading Rate (Wetland Media) = 1.0 gpm/sf WQ UNITS DISCUSSED IN THE APRON R PROJECT TIR. APRON R CENTRAL WQ UNITS DISCUSSED IN THIS REPORT. MODULAR WETLAND SIZING - FROM VENDOR SEE THE MGSFLOOD CALCULATION ABOVE FOR WATER QUALITY FLOWS 0.183 CFS PER UNIT FOR 0.366 CFS TOTAL TREATMENT. 398 Via El Centro, Oceanside, CA 92058 (469) 458-7973 • Fax (760) 433-3176 www.biocleanenvironmental.com MWS-L-8-24-V-UG – RTU-17  Required Treatment Flow Rate = 0.409 cfs  MWS-Linear-8-24 Treatment Capacity Provided = 0.205 cfs or 92.00 gpm at 1.0’ HGL  Pre-filter Cartridge = 4 full size shallow cartridges  Surface Area per Cartridge = 10.54 sq ft  4 pre-filter cartridges having a total surface area = 52.7 sq ft  Loading rate (Pre-Filter Cartridge) = 92.00 / 52.7 = 1.7 gpm / sq ft  MWS Wetland Surface Area = 88.8 sf  Loading Rate (Wetland Media) = 1.0 gpm/sf MWS-L-8-24-V-UG – RTU-18  Required Treatment Flow Rate = 0.409 cfs  MWS-Linear-8-24 Treatment Capacity Provided = 0.205 cfs or 92.00 gpm at 1.0’ HGL  Pre-filter Cartridge = 4 full size shallow cartridges  Surface Area per Cartridge = 10.54 sq ft  4 pre-filter cartridges having a total surface area = 52.7 sq ft  Loading rate (Pre-Filter Cartridge) = 92.00 / 52.7 = 1.7 gpm / sq ft  MWS Wetland Surface Area = 88.8 sf  Loading Rate (Wetland Media) = 1.0 gpm/sf If you have any questions please feel free to contact us at your convenience. Sincerely, Anthony J. Spolar, E.I.T. Stormwater Engineer Modular Wetland System, Inc. APRON R CENTRAL WQ UNITS DISCUSSED IN THIS REPORT. 0.205 CFS PER UNIT FOR 0.409 CFS TOTAL TREATMENT. Last Saved by: USJS675533 on: Jan 14, 2021 1:42 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\07_RTN-YD-C501-5A.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South PARKING GARAGEABOVE CINEMA ABOVE HOTEL ABOVEHOTEL ABOVE 11K 6K 16K 4K 33.5K25K 6K PARKING GARAGE 9.5K 30K 8K 10K 17.5K 10K LOADING LOADING LOADING 55K21K18K11.5K 42.5K 14K 10-80 HUB 23.5K 26K 14K C103ANCHOR125KRETAILC101ANCHORJUNIORC102 RETAILC100 ANCHORJUNIORB101 FITNESSB100 RETAILB103 ANCHORJUNIORB104 ANCHORJUNIORB105 GROCERB106 RETAILB109 RETAILB110 RETAILB108 RETAILB107 RETAILA100 RETAIL A101 RETAILA102 RETAILA107 RETAILA105 LOBBYCINEMA RETAILA104 RETAILB102 RETAILB111 ABOVEOFFICES ABOVEOFFICES LANELANEC33C501-5A PAVING AND GRADING PLAN RENTON SITE R-401436 Last Saved by: USJS675533 on: Jan 11, 2021 1:51 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\07_RTN-YD-C501-5B.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South PARKING GARAGEABOVE CINEMA ABOVE HOTEL ABOVEHOTEL ABOVE 11K 6K 16K 4K 33.5K25K 6K PARKING GARAGE 9.5K 30K 8K 10K 17.5K 10K LOADING LOADING LOADING 55K21K18K11.5K 42.5K 14K 10-80 HUB 23.5K 26K 14K C103ANCHOR125KRETAILC101ANCHORJUNIORC102 RETAILC100 ANCHORJUNIORB101 FITNESSB100 RETAILB103 ANCHORJUNIORB104 ANCHORJUNIORB105 GROCERB106 RETAILB109 RETAILB110 RETAILB108 RETAILB107 RETAILA100 RETAIL A101 RETAILA102 RETAILA107 RETAILA105 LOBBYCINEMA RETAILA104 RETAILB102 RETAILB111 ABOVEOFFICES ABOVEOFFICES LANELANEC34C501-5B PAVING AND GRADING PLAN RENTON SITE R-401437 Last Saved by: USJS675533 on: Jan 11, 2021 1:52 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\07_RTN-YD-C501-5C.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South PARKING GARAGEABOVE CINEMA ABOVE HOTEL ABOVEHOTEL ABOVE 11K 6K 16K 4K 33.5K25K 6K PARKING GARAGE 9.5K 30K 8K 10K 17.5K 10K LOADING LOADING LOADING 55K21K18K11.5K 42.5K 14K 10-80 HUB 23.5K 26K 14K C103ANCHOR125KRETAILC101ANCHORJUNIORC102 RETAILC100 ANCHORJUNIORB101 FITNESSB100 RETAILB103 ANCHORJUNIORB104 ANCHORJUNIORB105 GROCERB106 RETAILB109 RETAILB110 RETAILB108 RETAILB107 RETAILA100 RETAIL A101 RETAILA102 RETAILA107 RETAILA105 LOBBYCINEMA RETAILA104 RETAILB102 RETAILB111 ABOVEOFFICES ABOVEOFFICES LANELANEC35C501-5C PAVING AND GRADING PLAN RENTON SITE R-401438 PARKING GARAGEABOVE CINEMA ABOVE HOTEL ABOVEHOTEL ABOVE 11K 6K 16K 4K 33.5K25K 6K PARKING GARAGE 9.5K 30K 8K 10K 17.5K 10K LOADING LOADING LOADING 55K21K18K11.5K 42.5K 14K 10-80 HUB 23.5K 26K 14K C103ANCHOR125KRETAILC101ANCHORJUNIORC102 RETAILC100 ANCHORJUNIORB101 FITNESSB100 RETAILB103 ANCHORJUNIORB104 ANCHORJUNIORB105 GROCERB106 RETAILB109 RETAILB110 RETAILB108 RETAILB107 RETAILA100 RETAIL A101 RETAILA102 RETAILA107 RETAILA105 LOBBYCINEMA RETAILA104 RETAILB102 RETAILB111 ABOVEOFFICES ABOVEOFFICES LANELANELast Saved by: USJS675533 on: Jan 15, 2021 10:35 AM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\08_RTN-YD-C501-6A.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South C37C501-6A STORM DETAILS RENTON SITE R-401440 PARKING GARAGEABOVE CINEMA ABOVE HOTEL ABOVEHOTEL ABOVE 11K 6K 16K 4K 33.5K25K 6K PARKING GARAGE 9.5K 30K 8K 10K 17.5K 10K LOADING LOADING LOADING 55K21K18K11.5K 42.5K 14K 10-80 HUB 23.5K 26K 14K C103ANCHOR125KRETAILC101ANCHORJUNIORC102 RETAILC100 ANCHORJUNIORB101 FITNESSB100 RETAILB103 ANCHORJUNIORB104 ANCHORJUNIORB105 GROCERB106 RETAILB109 RETAILB110 RETAILB108 RETAILB107 RETAILA100 RETAIL A101 RETAILA102 RETAILA107 RETAILA105 LOBBYCINEMA RETAILA104 RETAILB102 RETAILB111 ABOVEOFFICES ABOVEOFFICES LANELANELast Saved by: USJS675533 on: Jan 14, 2021 2:06 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\08_RTN-YD-C501-6B.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South C38C501-6B STORM DETAILS RENTON SITE R-401441 PARKING GARAGEABOVE CINEMA ABOVE HOTEL ABOVEHOTEL ABOVE 11K 6K 16K 4K 33.5K25K 6K PARKING GARAGE 9.5K 30K 8K 10K 17.5K 10K LOADING LOADING LOADING 55K21K18K11.5K 42.5K 14K 10-80 HUB 23.5K 26K 14K C103ANCHOR125KRETAILC101ANCHORJUNIORC102 RETAILC100 ANCHORJUNIORB101 FITNESSB100 RETAILB103 ANCHORJUNIORB104 ANCHORJUNIORB105 GROCERB106 RETAILB109 RETAILB110 RETAILB108 RETAILB107 RETAILA100 RETAIL A101 RETAILA102 RETAILA107 RETAILA105 LOBBYCINEMA RETAILA104 RETAILB102 RETAILB111 ABOVEOFFICES ABOVEOFFICES LANELANELast Saved by: USJS675533 on: Jan 14, 2021 2:06 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\08_RTN-YD-C501-6C.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South C39C501-6C STORM DETAILS RENTON SITE R-401442 Last Saved by: USJS675533 on: Jan 11, 2021 1:59 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\08_RTN-YD-C501-6Q.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South C51C501-6Q STORM DETAILS RENTON SITE R-401454 Last Saved by: USJS675533 on: Jan 11, 2021 1:59 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\08_RTN-YD-C501-6R.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South C52C501-6R STORM DETAILS RENTON SITE R-401455 Last Saved by: USJM675458 on: Jan 27, 2021 3:47 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\08_RTN-YD-C501-6S.dwgCALL 48 HOURS BEFORE YOU DIG 1-800-424-5555 STEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERIN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South CIVIL PERMIT C53C501-6S STORM DETAILS RENTON SITE R-401456 SPINE ROAD 10H12H10HPARKING GARAGEABOVE CINEMA ABOVE HOTEL ABOVEHOTEL ABOVE 11K 6K 16K 4K 33.5K25K 6K PARKING GARAGE 9.5K 30K 8K 10K 17.5K 10K LOADING LOADING LOADING 55K21K18K11.5K 42.5K 14K 10-80 HUB 23.5K 26K 14K C103ANCHOR125KRETAILC101ANCHORJUNIORC102 RETAILC100 ANCHORJUNIORB101 FITNESSB100 RETAILB103 ANCHORJUNIORB104 ANCHORJUNIORB105 GROCERB106 RETAILB109 RETAILB110 RETAILB108 RETAILB107 RETAILA100 RETAIL A101 RETAILA102 RETAILA107 RETAILA105 LOBBYCINEMA RETAILA104 RETAILB102 RETAILB111 ABOVEOFFICES ABOVEOFFICES LANELANELast Saved by: USJS675533 on: Jan 11, 2021 1:43 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\03_RTN-YD-C501-2C.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South C21C501-2C TEMPORARY EROSION AND SEDIMENT CONTROL PLAN RENTON SITE R-401424 Last Saved by: USJS675533 on: Jan 11, 2021 1:43 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\03_RTN-YD-C501-2D.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South C22C501-2D TEMPORARY EROSION AND SEDIMENT CONTROL DETAILS RENTON SITE R-401425 151 of 744 LOT 6 BIORETENTION CELLS WATER QUALITY CALCS REFERENCE DATA PIPE CONVEYANCE CALCS LAKE WASHINGTON 4-81 4-20 4-90 4-89 4-21 4-04 4-17 LOT S6 WATER QUALITY TREATMENT TRADE TARGET SURFACE COVER MAP33301 9th Avenue South, Suite 300 Federal Way, Washington 98003-2600 (206) 431-2300 Fax: (206) 431-2250 152 of 744 N 8TH STSPINE ROAD S5S6LOT S6 BIORETENTION CELL AND OVERFLOW CONVEYANCE SIZING MAP33301 9th Avenue South, Suite 300 Federal Way, Washington 98003-2600 (206) 431-2300 Fax: (206) 431-2250 153 of 744 Bioretention Cell Summary 675ATotal Contibuting Area 4524 sf 0.104 acresTributary PGIS 4385 sf 0.101 acresInfiltration Footprint 73.875 sfSideSlopes 3 H:1VTop of Freeboard 23.4Top of Ponding 22.9Surface Area 90Top of BSM 22.65(Bioretention Soil Mix)Surface Area 57.75 sfBottom of BSM 21.15Underdrain dia 6Underdrain IE 20.15Bottom of Gravel 19.15Filtration Rate Used 6 inches per hourWWHM Water Quality Volume 0.0127 ac‐ft 553 cubic feetDraw‐down Time 14.98 hours154 of 744BIORETENTION CELL CALCULATION SUMMARY SHEETThe calculations within the following pages follow the City of Renton SWDM Section 5.2.1, specifically under the heading "DesignInfiltration Rate - Bioretention and Permeable Pavement" as well as City of Renton SWDM Section 6.8 "Bioretention Facility Designs". Bioretention Cell Summary 675BTotal Contibuting Area 6003 sf 0.138 acresTributary PGIS 4856 sf 0.111 acresInfiltration Footprint 73.875 sfSideSlopes 3 H:1VTop of Freeboard 24Top of Ponding 23.5Surface Area 90Top of BSM 23.25(Bioretention Soil Mix)Surface Area 57.75 sfBottom of BSM 21.75Underdrain dia 6 inchUnderdrain IE 20.75Bottom of Gravel 19.75Filtration Rate Used 6 inches per hourWWHM Water Quality Volume 0.0169 ac‐ft 736.164 cfDraw‐down Time 19.93 hours155 of 744 Bioretention Cell Summary 674ATotal Contibuting Area 4474 sf0.103 acresTributary PGIS 4334 sf0.099 acresInfiltration Footprint 56.625 sfSideSlopes 3 H:1VTop of Freeboard 22.58Top of Ponding 22.08Surface Area 72Top of BSM 21.83(Bioretention Soil Mix)Surface Area 41.25 sfBottom of BSM 20.33Underdrain dia 6 inchElevated Underdrain IE 19.83Bottom of Gravel 18.33Filtration Rate Used 6 inches per hourWWHM Water Quality Volume 0.0126 ac‐ft 548.856 cfDraw‐down Time 19.39 hours156 of 744 Bioretention Cell Summary 674BTotal Contibuting Area 5037 sf0.116 acresTributary PGIS 4897 sf0.112 acresInfiltration Footprint 73.875 sfSideSlopes 3 H:1VTop of Freeboard 23.24Top of Ponding 22.74Surface Area 90Top of BSM 22.49(Bioretention Soil Mix)Surface Area 57.75 sfBottom of BSM 20.99Underdrain dia 6 inchUnderdrain IE 19.99Bottom of Gravel 18.99Filtration Rate Used 6 inches per hourWWHM Water Quality Volume 0.0142 ac‐ft 618.552 cfDraw‐down Time 16.75 hours157 of 744 Bioretention Cell Summary 674CTotal Contibuting Area 5644 sf0.130 acresTributary PGIS 4469 sf0.103 acresInfiltration Footprint 73.875 sfSideSlopes 3 H:1VTop of Freeboard 23.24Top of Ponding 22.74Surface Area 90Top of BSM 22.49(Bioretention Soil Mix)Surface Area 57.75 sfBottom of BSM 20.99Underdrain dia 6 inchUnderdrain IE 19.99Bottom of Gravel 18.99Filtration Rate Used 6 inches per hourWWHM Water Quality Volume 0.0159 ac‐ft 692.604 cfDraw‐down Time 18.75 hours158 of 744 Bioretention Cell Summary 673ATotal Contibuting Area 4960 sf0.114 acresTributary PGIS 4819 sf0.111 acresInfiltration Footprint 56.625 sfSideSlopes 3 H:1VTop of Freeboard 22.91Top of Ponding 22.41Surface Area 72Top of BSM 22.16(Bioretention Soil Mix)Surface Area 41.25 sfBottom of BSM 20.66Underdrain dia 6 inchElevated Underdrain IE 19.91Bottom of Gravel 18.66Filtration Rate Used 6 inches per hourWWHM Water Quality Volume 0.014 ac‐ft 609.84 cfDraw‐down Time 21.54 hours159 of 744 Bioretention Cell Summary 673BTotal Contibuting Area 8684 sf0.199 acresTributary PGIS 7316 sf0.168 acresInfiltration Footprint 151.605 sfSideSlopes 3 H:1VTop of Freeboard 23.57Top of Ponding 23.07Surface Area 171.96Top of BSM 22.82(Bioretention Soil Mix)Surface Area 131.25 sfBottom of BSM 21.32Underdrain dia 6 inchUnderdrain IE 20.32Bottom of Gravel 19.32Filtration Rate Used 3 inches per hourWWHM Water Quality Volume 0.0244 ac‐ft 1062.864 cfDraw‐down Time 28.04 hours160 of 744Calculated draw-down exceeds 24-hour maximum because the facility design includes a presettling cell and includes a filtration rate correction factor of 0.25. Section 5.2.1 allows for a correction factor of only 0.5 if pre-settling is provided Bioretention Cell Summary 672ATotal Contibuting Area 2684 sf0.062 acresTributary PGIS 2485 sf0.057 acresInfiltration Footprint 92 sfSideSlopes 3 H:1VTop of Freeboard 22.85Top of Ponding 22.35Surface Area 108Top of BSM 22.1(Bioretention Soil Mix)Surface Area 76 sfBottom of BSM 20.6Underdrain dia 6 inchElevated Underdrain IE 19.85Bottom of Gravel 18.6Filtration Rate Used 6 inches per hourWWHM Water Quality Volume 0.0076 ac‐ft 331.056 cfDraw‐down Time 7.20 hours161 of 744 Bioretention Cell Summary 672BTotal Contibuting Area 4928 sf0.113 acresTributary PGIS 4788 sf0.110 acresInfiltration Footprint 73.875 sfSideSlopes 3 H:1VTop of Freeboard 23.28Top of Ponding 22.78Surface Area 90Top of BSM 22.53(Bioretention Soil Mix)Surface Area 57.75 sfBottom of BSM 21.03Underdrain dia 6 inchUnderdrain IE 20.03Bottom of Gravel 19.03Filtration Rate Used 6 inches per hourWWHM Water Quality Volume 0.0138 ac‐ft 601.128 cfDraw‐down Time 16.27 hours162 of 744 Bioretention Cell Summary 672CTotal Contibuting Area 6109 sf0.140 acresTributary PGIS 4963 sf0.114 acresInfiltration Footprint 73.875 sfSideSlopes 3 H:1VTop of Freeboard 23.76Top of Ponding 23.26Surface Area 90Top of BSM 23.01(Bioretention Soil Mix)Surface Area 57.75 sfBottom of BSM 21.51Underdrain dia 6 inchUnderdrain IE 20.51Bottom of Gravel 19.51Filtration Rate Used 6 inches per hourWWHM Water Quality Volume 0.0172 ac‐ft 749.232 cfDraw‐down Time 20.28 hours163 of 744 Bioretention Cell Summary 671ATotal Contibuting Area 2022 sf0.046 acresTributary PGIS 1856 sf0.043 acresInfiltration Footprint 67.25 sfSideSlopes 3 H:1VTop of Freeboard 22.94Top of Ponding 22.44Surface Area 87Top of BSM 22.19(Bioretention Soil Mix)Surface Area 47.5 sfBottom of BSM 20.69Underdrain dia 6 inchUnderdrain IE 19.69Bottom of Gravel 18.69Filtration Rate Used 6 inches per hourWWHM Water Quality Volume 0.0056 ac‐ft 243.936 cfDraw‐down Time 7.25 hours164 of 744 Bioretention Cell Summary 671BTotal Contibuting Area 5002 sf0.115 acresTributary PGIS 4862 sf0.112 acresInfiltration Footprint 73.875 sfSideSlopes 3 H:1VTop of Freeboard 23.2Top of Ponding 22.7Surface Area 90Top of BSM 22.45(Bioretention Soil Mix)Surface Area 57.75 sfBottom of BSM 20.95Underdrain dia 6 inchUnderdrain IE 19.95Bottom of Gravel 18.95Filtration Rate Used 6 inches per hourWWHM Water Quality Volume 0.0141 ac‐ft 614.196 cfDraw‐down Time 16.63 hours165 of 744 Bioretention Cell Summary 671CTotal Contibuting Area 6174 sf0.142 acresTributary PGIS 4959 sf0.114 acresInfiltration Footprint 73.875 sfSideSlopes 3 H:1VTop of Freeboard 23.95Top of Ponding 23.45Surface Area 90Top of BSM 23.2(Bioretention Soil Mix)Surface Area 57.75 sfBottom of BSM 21.7Underdrain dia 6 inchUnderdrain IE 20.7Bottom of Gravel 19.7Filtration Rate Used 6 inches per hourWWHM Water Quality Volume 0.0174 ac‐ft 757.944 cfDraw‐down Time 20.52 hours166 of 744 Bioretention Cell Summary 670ATotal Contibuting Area 8257 sf0.190 acresTributary PGIS 7760 sf0.178 acresInfiltration Footprint 169.5 sfSideSlopes 3 H:1VTop of Freeboard 23.07Top of Ponding 22.57Surface Area 188Top of BSM 22.32(Bioretention Soil Mix)Surface Area 151 sfBottom of BSM 20.82Underdrain dia 6 inchUnderdrain IE 19.82Bottom of Gravel 18.82Filtration Rate Used 3 inches per hourWWHM Water Quality Volume 0.0233 ac‐ft 1014.948 cfDraw‐down Time 23.95 hours167 of 744 Bioretention Cell Summary 670BTotal Contibuting Area 12170 sf0.279 acresPervious 1465 sf0.034 acresTributary PGIS 9729 sf0.223 acresInfiltration Footprint 328.3125 sf18.25 17.98973SideSlopes 3 H:1VTop of Freeboard 23.5Top of Ponding 23Surface Area 355.5Top of BSM 22.75(Bioretention Soil Mix)Surface Area 301.125 sfBottom of BSM 21.25Underdrain dia 6 inchUnderdrain IE 20.25Bottom of Gravel 19.25Filtration Rate Used 3 inches per hourWWHM Water Quality Volume 0.0343 ac‐ft 1494.108 cfDraw‐down Time 18.20 hours168 of 744 WWHM2012 PROJECT REPORT 169 of 744 WWHM RAW DATA PRINT OUTS FOR REFERENCE 670 9/14/2018 8:10:33 AM Page 2 General Model Information Project Name:670 Site Name:Boeing Renton Site Address: City: Report Date:9/14/2018 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2018/03/02 Version:4.2.14 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year Low Flow Threshold for POC2:50 Percent of the 2 Year High Flow Threshold for POC2:50 Year 170 of 744 670 9/14/2018 8:10:33 AM Page 3 Landuse Basin Data Predeveloped Land Use 670A Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.19 Impervious Total 0.19 Basin Total 0.19 Element Flows To: Surface Interflow Groundwater 171 of 744 670 9/14/2018 8:10:33 AM Page 4 670B Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.279 Impervious Total 0.279 Basin Total 0.279 Element Flows To: Surface Interflow Groundwater 172 of 744 670 9/14/2018 8:10:33 AM Page 5 Mitigated Land Use 670A Bypass:No GroundWater:No Pervious Land Use acre C, Pasture, Flat 0.0031 Pervious Total 0.0031 Impervious Land Use acre ROADS FLAT 0.19 Impervious Total 0.19 Basin Total 0.1931 Element Flows To: Surface Interflow Groundwater Cell 670A Cell 670A 173 of 744 670 9/14/2018 8:10:33 AM Page 6 670B Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.279 Impervious Total 0.279 Basin Total 0.279 Element Flows To: Surface Interflow Groundwater Cell 670B Cell 670B 174 of 744 670 9/14/2018 8:10:33 AM Page 7 Routing Elements Predeveloped Routing 175 of 744 670 9/14/2018 8:10:33 AM Page 8 Mitigated Routing Cell 670A Bottom Length:11.25 ft. Bottom Width:15.00 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:1.5 Pour Space of material for first layer:0.4 Material thickness of second layer:0.25 Pour Space of material for second layer:1 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:12 Infiltration safety factor:0.25 Total Volume Infiltrated (ac-ft.):28.013 Total Volume Through Riser (ac-ft.):1.815 Total Volume Through Facility (ac-ft.):29.827 Percent Infiltrated:93.92 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:1.75 ft. Riser Diameter:8 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.003 0.000 0.000 0.000 0.0250 0.003 0.000 0.000 0.011 0.0500 0.003 0.000 0.000 0.011 0.0750 0.003 0.000 0.000 0.011 0.1000 0.003 0.000 0.000 0.011 0.1250 0.003 0.000 0.000 0.011 0.1500 0.003 0.000 0.000 0.011 0.1750 0.003 0.000 0.000 0.011 0.2000 0.003 0.000 0.000 0.011 0.2250 0.003 0.000 0.000 0.011 0.2500 0.003 0.000 0.000 0.011 0.2750 0.003 0.000 0.000 0.011 0.3000 0.003 0.000 0.000 0.011 0.3250 0.003 0.000 0.000 0.011 0.3500 0.003 0.000 0.000 0.011 0.3750 0.003 0.000 0.000 0.011 0.4000 0.003 0.000 0.000 0.011 0.4250 0.003 0.000 0.000 0.011 0.4500 0.003 0.000 0.000 0.011 0.4750 0.003 0.000 0.000 0.011 0.5000 0.003 0.000 0.000 0.011 0.5250 0.003 0.000 0.000 0.011 0.5500 0.003 0.000 0.000 0.011 0.5750 0.003 0.000 0.000 0.011 176 of 744 670 9/14/2018 8:10:33 AM Page 9 0.6000 0.003 0.000 0.000 0.011 0.6250 0.003 0.001 0.000 0.011 0.6500 0.003 0.001 0.000 0.011 0.6750 0.003 0.001 0.000 0.011 0.7000 0.003 0.001 0.000 0.011 0.7250 0.003 0.001 0.000 0.011 0.7500 0.003 0.001 0.000 0.011 0.7750 0.003 0.001 0.000 0.011 0.8000 0.003 0.001 0.000 0.011 0.8250 0.003 0.001 0.000 0.011 0.8500 0.003 0.001 0.000 0.011 0.8750 0.003 0.001 0.000 0.011 0.9000 0.003 0.001 0.000 0.011 0.9250 0.003 0.001 0.000 0.011 0.9500 0.003 0.001 0.000 0.011 0.9750 0.003 0.001 0.000 0.011 1.0000 0.003 0.001 0.000 0.011 1.0250 0.003 0.001 0.000 0.011 1.0500 0.003 0.001 0.000 0.011 1.0750 0.003 0.001 0.000 0.011 1.1000 0.003 0.001 0.000 0.011 1.1250 0.003 0.001 0.000 0.011 1.1500 0.003 0.001 0.000 0.011 1.1750 0.003 0.001 0.000 0.011 1.2000 0.003 0.001 0.000 0.011 1.2250 0.003 0.001 0.000 0.011 1.2500 0.003 0.001 0.000 0.011 1.2750 0.003 0.002 0.000 0.011 1.3000 0.003 0.002 0.000 0.011 1.3250 0.003 0.002 0.000 0.011 1.3500 0.003 0.002 0.000 0.011 1.3750 0.003 0.002 0.000 0.011 1.4000 0.003 0.002 0.000 0.011 1.4250 0.003 0.002 0.000 0.011 1.4500 0.003 0.002 0.000 0.011 1.4750 0.003 0.002 0.000 0.011 1.5000 0.003 0.002 0.000 0.011 1.5250 0.003 0.002 0.000 0.011 1.5500 0.003 0.002 0.000 0.011 1.5750 0.003 0.002 0.000 0.011 1.6000 0.003 0.002 0.000 0.011 1.6250 0.003 0.002 0.000 0.011 1.6500 0.003 0.002 0.000 0.011 1.6750 0.003 0.003 0.000 0.011 1.7000 0.003 0.003 0.000 0.011 1.7250 0.003 0.003 0.000 0.011 1.7500 0.003 0.003 0.000 0.011 1.7750 0.003 0.003 0.027 0.011 1.8000 0.003 0.003 0.078 0.011 1.8250 0.003 0.003 0.144 0.011 1.8500 0.003 0.003 0.219 0.011 1.8750 0.003 0.003 0.301 0.011 1.9000 0.003 0.003 0.385 0.011 1.9250 0.003 0.004 0.469 0.011 1.9500 0.003 0.004 0.547 0.011 1.9750 0.003 0.004 0.618 0.011 2.0000 0.003 0.004 0.678 0.011 2.0250 0.003 0.004 0.725 0.011 177 of 744 670 9/14/2018 8:10:33 AM Page 10 2.0500 0.003 0.004 0.762 0.011 2.0750 0.003 0.004 0.791 0.011 2.1000 0.003 0.004 0.828 0.011 2.1250 0.003 0.004 0.857 0.011 2.1500 0.003 0.004 0.885 0.011 2.1750 0.003 0.004 0.912 0.011 2.2000 0.003 0.005 0.939 0.011 2.2250 0.003 0.005 0.964 0.011 2.2500 0.003 0.005 0.989 0.011 178 of 744 670 9/14/2018 8:10:33 AM Page 11 Cell 670B Bottom Length:18.25 ft. Bottom Width:18.00 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:1.5 Pour Space of material for first layer:0.4 Material thickness of second layer:0.25 Pour Space of material for second layer:1 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:12 Infiltration safety factor:0.25 Total Volume Infiltrated (ac-ft.):42.444 Total Volume Through Riser (ac-ft.):1.231 Total Volume Through Facility (ac-ft.):43.675 Percent Infiltrated:97.18 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:1.75 ft. Riser Diameter:8 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.007 0.000 0.000 0.000 0.0250 0.007 0.000 0.000 0.022 0.0500 0.007 0.000 0.000 0.022 0.0750 0.007 0.000 0.000 0.022 0.1000 0.007 0.000 0.000 0.022 0.1250 0.007 0.000 0.000 0.022 0.1500 0.007 0.000 0.000 0.022 0.1750 0.007 0.000 0.000 0.022 0.2000 0.007 0.000 0.000 0.022 0.2250 0.007 0.000 0.000 0.022 0.2500 0.007 0.000 0.000 0.022 0.2750 0.007 0.000 0.000 0.022 0.3000 0.007 0.000 0.000 0.022 0.3250 0.007 0.001 0.000 0.022 0.3500 0.007 0.001 0.000 0.022 0.3750 0.007 0.001 0.000 0.022 0.4000 0.007 0.001 0.000 0.022 0.4250 0.007 0.001 0.000 0.022 0.4500 0.007 0.001 0.000 0.022 0.4750 0.007 0.001 0.000 0.022 0.5000 0.007 0.001 0.000 0.022 0.5250 0.007 0.001 0.000 0.022 0.5500 0.007 0.001 0.000 0.022 0.5750 0.007 0.001 0.000 0.022 0.6000 0.007 0.001 0.000 0.022 0.6250 0.007 0.001 0.000 0.022 179 of 744 670 9/14/2018 8:10:33 AM Page 12 0.6500 0.007 0.002 0.000 0.022 0.6750 0.007 0.002 0.000 0.022 0.7000 0.007 0.002 0.000 0.022 0.7250 0.007 0.002 0.000 0.022 0.7500 0.007 0.002 0.000 0.022 0.7750 0.007 0.002 0.000 0.022 0.8000 0.007 0.002 0.000 0.022 0.8250 0.007 0.002 0.000 0.022 0.8500 0.007 0.002 0.000 0.022 0.8750 0.007 0.002 0.000 0.022 0.9000 0.007 0.002 0.000 0.022 0.9250 0.007 0.002 0.000 0.022 0.9500 0.007 0.002 0.000 0.022 0.9750 0.007 0.002 0.000 0.022 1.0000 0.007 0.003 0.000 0.022 1.0250 0.007 0.003 0.000 0.022 1.0500 0.007 0.003 0.000 0.022 1.0750 0.007 0.003 0.000 0.022 1.1000 0.007 0.003 0.000 0.022 1.1250 0.007 0.003 0.000 0.022 1.1500 0.007 0.003 0.000 0.022 1.1750 0.007 0.003 0.000 0.022 1.2000 0.007 0.003 0.000 0.022 1.2250 0.007 0.003 0.000 0.022 1.2500 0.007 0.003 0.000 0.022 1.2750 0.007 0.003 0.000 0.022 1.3000 0.007 0.003 0.000 0.022 1.3250 0.007 0.004 0.000 0.022 1.3500 0.007 0.004 0.000 0.022 1.3750 0.007 0.004 0.000 0.022 1.4000 0.007 0.004 0.000 0.022 1.4250 0.007 0.004 0.000 0.022 1.4500 0.007 0.004 0.000 0.022 1.4750 0.007 0.004 0.000 0.022 1.5000 0.007 0.004 0.000 0.022 1.5250 0.007 0.004 0.000 0.022 1.5500 0.007 0.004 0.000 0.022 1.5750 0.007 0.005 0.000 0.022 1.6000 0.007 0.005 0.000 0.022 1.6250 0.007 0.005 0.000 0.022 1.6500 0.007 0.005 0.000 0.022 1.6750 0.007 0.005 0.000 0.022 1.7000 0.007 0.006 0.000 0.022 1.7250 0.007 0.006 0.000 0.022 1.7500 0.007 0.006 0.000 0.022 1.7750 0.007 0.006 0.027 0.022 1.8000 0.007 0.006 0.078 0.022 1.8250 0.007 0.007 0.144 0.022 1.8500 0.007 0.007 0.219 0.022 1.8750 0.007 0.007 0.301 0.022 1.9000 0.007 0.007 0.385 0.022 1.9250 0.007 0.007 0.469 0.022 1.9500 0.007 0.007 0.547 0.022 1.9750 0.007 0.008 0.618 0.022 2.0000 0.007 0.008 0.678 0.022 2.0250 0.007 0.008 0.725 0.022 2.0500 0.007 0.008 0.762 0.022 2.0750 0.007 0.008 0.791 0.022 180 of 744 670 9/14/2018 8:10:33 AM Page 13 2.1000 0.007 0.009 0.828 0.022 2.1250 0.007 0.009 0.857 0.022 2.1500 0.007 0.009 0.885 0.022 2.1750 0.007 0.009 0.912 0.022 2.2000 0.007 0.009 0.939 0.022 2.2250 0.007 0.010 0.964 0.022 2.2500 0.007 0.010 0.989 0.022 181 of 744 670 9/14/2018 8:10:33 AM Page 14 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.19 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.0031 Total Impervious Area:0.19 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.07244 5 year 0.091501 10 year 0.104451 25 year 0.121249 50 year 0.134106 100 year 0.147275 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.05002 5 year 0.071965 10 year 0.087036 25 year 0.1066 50 year 0.121518 100 year 0.136713 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.094 0.073 1950 0.101 0.091 1951 0.059 0.046 1952 0.052 0.041 1953 0.056 0.044 1954 0.059 0.031 1955 0.067 0.057 1956 0.066 0.048 1957 0.075 0.063 1958 0.060 0.029 182 of 744 670 9/14/2018 8:11:00 AM Page 15 1959 0.061 0.030 1960 0.060 0.048 1961 0.064 0.055 1962 0.055 0.026 1963 0.062 0.028 1964 0.060 0.039 1965 0.077 0.044 1966 0.051 0.040 1967 0.088 0.076 1968 0.101 0.068 1969 0.070 0.056 1970 0.067 0.053 1971 0.080 0.048 1972 0.083 0.066 1973 0.050 0.034 1974 0.073 0.034 1975 0.085 0.062 1976 0.057 0.043 1977 0.062 0.039 1978 0.075 0.062 1979 0.103 0.044 1980 0.093 0.054 1981 0.076 0.064 1982 0.107 0.094 1983 0.087 0.075 1984 0.055 0.031 1985 0.076 0.064 1986 0.065 0.047 1987 0.101 0.054 1988 0.061 0.037 1989 0.077 0.021 1990 0.129 0.121 1991 0.103 0.088 1992 0.054 0.042 1993 0.047 0.025 1994 0.051 0.017 1995 0.067 0.044 1996 0.071 0.064 1997 0.069 0.054 1998 0.070 0.041 1999 0.144 0.126 2000 0.072 0.048 2001 0.079 0.048 2002 0.092 0.082 2003 0.071 0.025 2004 0.135 0.123 2005 0.062 0.050 2006 0.054 0.042 2007 0.126 0.108 2008 0.101 0.085 2009 0.094 0.057 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1438 0.1263 2 0.1346 0.1231 3 0.1291 0.1206 183 of 744 670 9/14/2018 8:11:00 AM Page 16 4 0.1258 0.1075 5 0.1067 0.0944 6 0.1032 0.0905 7 0.1031 0.0881 8 0.1014 0.0852 9 0.1013 0.0817 10 0.1010 0.0758 11 0.1006 0.0750 12 0.0938 0.0725 13 0.0936 0.0675 14 0.0925 0.0665 15 0.0918 0.0640 16 0.0885 0.0638 17 0.0869 0.0638 18 0.0846 0.0628 19 0.0831 0.0618 20 0.0805 0.0617 21 0.0787 0.0568 22 0.0768 0.0566 23 0.0766 0.0556 24 0.0757 0.0551 25 0.0755 0.0543 26 0.0754 0.0541 27 0.0746 0.0538 28 0.0734 0.0531 29 0.0716 0.0502 30 0.0714 0.0485 31 0.0713 0.0483 32 0.0703 0.0480 33 0.0699 0.0477 34 0.0694 0.0475 35 0.0675 0.0467 36 0.0671 0.0461 37 0.0668 0.0443 38 0.0657 0.0441 39 0.0655 0.0439 40 0.0637 0.0436 41 0.0617 0.0426 42 0.0616 0.0420 43 0.0615 0.0418 44 0.0614 0.0411 45 0.0613 0.0407 46 0.0605 0.0396 47 0.0602 0.0393 48 0.0602 0.0389 49 0.0589 0.0371 50 0.0586 0.0340 51 0.0569 0.0337 52 0.0563 0.0311 53 0.0555 0.0306 54 0.0548 0.0302 55 0.0543 0.0293 56 0.0543 0.0279 57 0.0521 0.0258 58 0.0514 0.0252 59 0.0511 0.0246 60 0.0503 0.0213 61 0.0470 0.0165 184 of 744 670 9/14/2018 8:11:00 AM Page 17185 of 744 670 9/14/2018 8:11:00 AM Page 18 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0362 1800 417 23 Pass 0.0372 1637 389 23 Pass 0.0382 1474 354 24 Pass 0.0392 1343 333 24 Pass 0.0402 1226 312 25 Pass 0.0412 1102 289 26 Pass 0.0422 1002 270 26 Pass 0.0431 920 246 26 Pass 0.0441 853 230 26 Pass 0.0451 790 213 26 Pass 0.0461 726 188 25 Pass 0.0471 665 177 26 Pass 0.0481 610 167 27 Pass 0.0491 571 159 27 Pass 0.0501 532 155 29 Pass 0.0511 488 146 29 Pass 0.0520 451 140 31 Pass 0.0530 420 132 31 Pass 0.0540 389 121 31 Pass 0.0550 364 115 31 Pass 0.0560 338 108 31 Pass 0.0570 316 105 33 Pass 0.0580 295 95 32 Pass 0.0590 271 90 33 Pass 0.0599 256 85 33 Pass 0.0609 238 83 34 Pass 0.0619 221 75 33 Pass 0.0629 206 73 35 Pass 0.0639 193 69 35 Pass 0.0649 181 64 35 Pass 0.0659 171 61 35 Pass 0.0669 161 57 35 Pass 0.0679 148 53 35 Pass 0.0688 139 50 35 Pass 0.0698 135 49 36 Pass 0.0708 122 49 40 Pass 0.0718 113 47 41 Pass 0.0728 107 42 39 Pass 0.0738 105 42 40 Pass 0.0748 100 39 39 Pass 0.0758 92 37 40 Pass 0.0768 87 35 40 Pass 0.0777 84 33 39 Pass 0.0787 73 30 41 Pass 0.0797 71 28 39 Pass 0.0807 65 27 41 Pass 0.0817 63 25 39 Pass 0.0827 62 22 35 Pass 0.0837 58 19 32 Pass 0.0847 54 18 33 Pass 0.0857 54 15 27 Pass 0.0866 52 15 28 Pass 0.0876 50 14 28 Pass 186 of 744 670 9/14/2018 8:11:00 AM Page 19 0.0886 46 12 26 Pass 0.0896 45 11 24 Pass 0.0906 40 9 22 Pass 0.0916 38 8 21 Pass 0.0926 33 8 24 Pass 0.0936 32 8 25 Pass 0.0946 29 7 24 Pass 0.0955 28 7 25 Pass 0.0965 25 7 28 Pass 0.0975 22 7 31 Pass 0.0985 21 7 33 Pass 0.0995 20 7 35 Pass 0.1005 17 7 41 Pass 0.1015 13 7 53 Pass 0.1025 12 7 58 Pass 0.1035 9 7 77 Pass 0.1044 9 7 77 Pass 0.1054 9 7 77 Pass 0.1064 9 7 77 Pass 0.1074 8 6 75 Pass 0.1084 8 5 62 Pass 0.1094 8 5 62 Pass 0.1104 8 5 62 Pass 0.1114 8 5 62 Pass 0.1124 8 5 62 Pass 0.1133 8 5 62 Pass 0.1143 7 5 71 Pass 0.1153 7 4 57 Pass 0.1163 7 4 57 Pass 0.1173 7 4 57 Pass 0.1183 7 4 57 Pass 0.1193 7 4 57 Pass 0.1203 6 4 66 Pass 0.1213 6 3 50 Pass 0.1222 6 3 50 Pass 0.1232 6 2 33 Pass 0.1242 6 2 33 Pass 0.1252 6 1 16 Pass 0.1262 5 1 20 Pass 0.1272 5 0 0 Pass 0.1282 4 0 0 Pass 0.1292 3 0 0 Pass 0.1302 3 0 0 Pass 0.1311 2 0 0 Pass 0.1321 2 0 0 Pass 0.1331 2 0 0 Pass 0.1341 2 0 0 Pass 187 of 744 670 9/14/2018 8:11:00 AM Page 20 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.0233 acre-feet On-line facility target flow:0.0308 cfs. Adjusted for 15 min:0.0308 cfs. Off-line facility target flow:0.0174 cfs. Adjusted for 15 min:0.0174 cfs. 188 of 744 670 9/14/2018 8:11:00 AM Page 21 LID Report 189 of 744 670 9/14/2018 8:11:38 AM Page 22 POC 2 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #2 Total Pervious Area:0 Total Impervious Area:0.279 Mitigated Landuse Totals for POC #2 Total Pervious Area:0 Total Impervious Area:0.279 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #2 Return Period Flow(cfs) 2 year 0.106373 5 year 0.134361 10 year 0.153378 25 year 0.178044 50 year 0.196924 100 year 0.216261 Flow Frequency Return Periods for Mitigated. POC #2 Return Period Flow(cfs) 2 year 0.079825 5 year 0.124764 10 year 0.150149 25 year 0.176992 50 year 0.193579 100 year 0.207676 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #2 Year Predeveloped Mitigated 1949 0.138 0.053 1950 0.149 0.084 1951 0.086 0.060 1952 0.077 0.031 1953 0.083 0.026 1954 0.087 0.023 1955 0.098 0.058 1956 0.097 0.048 1957 0.109 0.086 1958 0.088 0.037 1959 0.090 0.033 190 of 744 670 9/14/2018 8:12:04 AM Page 23 1960 0.088 0.064 1961 0.094 0.025 1962 0.081 0.000 1963 0.091 0.000 1964 0.089 0.054 1965 0.113 0.021 1966 0.075 0.027 1967 0.130 0.097 1968 0.148 0.057 1969 0.103 0.060 1970 0.099 0.034 1971 0.118 0.025 1972 0.122 0.090 1973 0.074 0.029 1974 0.108 0.000 1975 0.124 0.083 1976 0.084 0.020 1977 0.090 0.015 1978 0.111 0.083 1979 0.151 0.044 1980 0.136 0.074 1981 0.111 0.076 1982 0.157 0.126 1983 0.128 0.103 1984 0.080 0.028 1985 0.111 0.076 1986 0.096 0.060 1987 0.148 0.073 1988 0.090 0.016 1989 0.113 0.000 1990 0.190 0.168 1991 0.151 0.120 1992 0.080 0.049 1993 0.069 0.000 1994 0.075 0.000 1995 0.099 0.047 1996 0.105 0.089 1997 0.102 0.053 1998 0.103 0.056 1999 0.211 0.180 2000 0.105 0.065 2001 0.116 0.019 2002 0.135 0.114 2003 0.105 0.028 2004 0.198 0.177 2005 0.090 0.066 2006 0.080 0.051 2007 0.185 0.145 2008 0.149 0.118 2009 0.137 0.076 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #2 Rank Predeveloped Mitigated 1 0.2112 0.1796 2 0.1976 0.1774 3 0.1896 0.1684 4 0.1847 0.1445 191 of 744 670 9/14/2018 8:12:04 AM Page 24 5 0.1567 0.1256 6 0.1515 0.1200 7 0.1514 0.1177 8 0.1489 0.1139 9 0.1488 0.1034 10 0.1483 0.0972 11 0.1477 0.0897 12 0.1378 0.0895 13 0.1375 0.0857 14 0.1359 0.0836 15 0.1348 0.0832 16 0.1299 0.0830 17 0.1276 0.0761 18 0.1242 0.0761 19 0.1220 0.0758 20 0.1182 0.0742 21 0.1155 0.0729 22 0.1128 0.0660 23 0.1125 0.0654 24 0.1112 0.0640 25 0.1109 0.0604 26 0.1106 0.0603 27 0.1095 0.0601 28 0.1078 0.0577 29 0.1051 0.0569 30 0.1049 0.0560 31 0.1047 0.0537 32 0.1032 0.0534 33 0.1027 0.0525 34 0.1019 0.0514 35 0.0991 0.0489 36 0.0986 0.0483 37 0.0981 0.0465 38 0.0965 0.0442 39 0.0961 0.0370 40 0.0935 0.0342 41 0.0905 0.0330 42 0.0905 0.0310 43 0.0903 0.0287 44 0.0901 0.0281 45 0.0900 0.0281 46 0.0888 0.0269 47 0.0884 0.0257 48 0.0883 0.0253 49 0.0865 0.0246 50 0.0861 0.0233 51 0.0835 0.0208 52 0.0827 0.0195 53 0.0815 0.0194 54 0.0805 0.0163 55 0.0798 0.0151 56 0.0797 0.0000 57 0.0766 0.0000 58 0.0754 0.0000 59 0.0751 0.0000 60 0.0739 0.0000 61 0.0690 0.0000 192 of 744 670 9/14/2018 8:12:04 AM Page 25193 of 744 670 9/14/2018 8:12:04 AM Page 26 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0532 1802 228 12 Pass 0.0546 1636 217 13 Pass 0.0561 1472 196 13 Pass 0.0575 1342 185 13 Pass 0.0590 1226 173 14 Pass 0.0604 1102 163 14 Pass 0.0619 1002 151 15 Pass 0.0633 920 141 15 Pass 0.0648 852 125 14 Pass 0.0663 789 117 14 Pass 0.0677 725 115 15 Pass 0.0692 665 111 16 Pass 0.0706 610 108 17 Pass 0.0721 571 102 17 Pass 0.0735 532 95 17 Pass 0.0750 488 93 19 Pass 0.0764 451 87 19 Pass 0.0779 420 83 19 Pass 0.0793 389 80 20 Pass 0.0808 364 79 21 Pass 0.0822 338 78 23 Pass 0.0837 316 71 22 Pass 0.0851 295 68 23 Pass 0.0866 271 64 23 Pass 0.0880 256 62 24 Pass 0.0895 238 56 23 Pass 0.0909 221 54 24 Pass 0.0924 206 52 25 Pass 0.0938 193 50 25 Pass 0.0953 181 47 25 Pass 0.0967 171 47 27 Pass 0.0982 161 45 27 Pass 0.0996 148 42 28 Pass 0.1011 139 38 27 Pass 0.1026 135 35 25 Pass 0.1040 122 30 24 Pass 0.1055 113 29 25 Pass 0.1069 107 29 27 Pass 0.1084 105 29 27 Pass 0.1098 100 25 25 Pass 0.1113 92 21 22 Pass 0.1127 87 20 22 Pass 0.1142 84 18 21 Pass 0.1156 73 17 23 Pass 0.1171 71 16 22 Pass 0.1185 65 15 23 Pass 0.1200 64 15 23 Pass 0.1214 62 14 22 Pass 0.1229 58 12 20 Pass 0.1243 54 10 18 Pass 0.1258 54 7 12 Pass 0.1272 52 7 13 Pass 0.1287 50 6 12 Pass 194 of 744 670 9/14/2018 8:12:04 AM Page 27 0.1301 46 6 13 Pass 0.1316 45 6 13 Pass 0.1330 40 6 15 Pass 0.1345 39 6 15 Pass 0.1359 33 6 18 Pass 0.1374 32 6 18 Pass 0.1388 29 6 20 Pass 0.1403 28 6 21 Pass 0.1418 25 6 24 Pass 0.1432 22 6 27 Pass 0.1447 21 5 23 Pass 0.1461 20 5 25 Pass 0.1476 17 5 29 Pass 0.1490 13 5 38 Pass 0.1505 12 4 33 Pass 0.1519 9 4 44 Pass 0.1534 9 4 44 Pass 0.1548 9 4 44 Pass 0.1563 9 4 44 Pass 0.1577 8 3 37 Pass 0.1592 8 3 37 Pass 0.1606 8 3 37 Pass 0.1621 8 3 37 Pass 0.1635 8 3 37 Pass 0.1650 8 3 37 Pass 0.1664 8 3 37 Pass 0.1679 7 3 42 Pass 0.1693 7 2 28 Pass 0.1708 7 2 28 Pass 0.1722 7 2 28 Pass 0.1737 7 2 28 Pass 0.1751 7 2 28 Pass 0.1766 6 2 33 Pass 0.1780 6 1 16 Pass 0.1795 6 1 16 Pass 0.1810 6 0 0 Pass 0.1824 6 0 0 Pass 0.1839 6 0 0 Pass 0.1853 5 0 0 Pass 0.1868 5 0 0 Pass 0.1882 4 0 0 Pass 0.1897 3 0 0 Pass 0.1911 3 0 0 Pass 0.1926 2 0 0 Pass 0.1940 2 0 0 Pass 0.1955 2 0 0 Pass 0.1969 2 0 0 Pass 195 of 744 670 9/14/2018 8:12:04 AM Page 28 Water Quality Water Quality BMP Flow and Volume for POC #2 On-line facility volume:0.0343 acre-feet On-line facility target flow:0.0453 cfs. Adjusted for 15 min:0.0453 cfs. Off-line facility target flow:0.0256 cfs. Adjusted for 15 min:0.0256 cfs. 196 of 744 670 9/14/2018 8:12:04 AM Page 29 LID Report 197 of 744 670 9/14/2018 8:12:04 AM Page 30 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. 198 of 744 670 9/14/2018 8:12:04 AM Page 31 Appendix Predeveloped Schematic 199 of 744 670 9/14/2018 8:12:06 AM Page 32 Mitigated Schematic 200 of 744 670 9/14/2018 8:12:07 AM Page 33 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 670.wdm MESSU 25 Pre670.MES 27 Pre670.L61 28 Pre670.L62 30 POC6701.dat 31 POC6702.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 1 COPY 501 COPY 502 DISPLY 1 DISPLY 2 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 670A MAX 1 2 30 9 2 673B MAX 1 2 31 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 502 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 201 of 744 670 9/14/2018 8:12:07 AM Page 34 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation 202 of 744 670 9/14/2018 8:12:07 AM Page 35 # - # *** RETS SURS 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** 670A*** IMPLND 1 0.19 COPY 501 15 673B*** IMPLND 1 0.279 COPY 502 15 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 COPY 502 OUTPUT MEAN 1 1 48.4 DISPLY 2 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES 203 of 744 670 9/14/2018 8:12:07 AM Page 36 EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL COPY 502 OUTPUT MEAN 1 1 48.4 WDM 502 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN 204 of 744 670 9/14/2018 8:12:07 AM Page 37 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 670.wdm MESSU 25 Mit670.MES 27 Mit670.L61 28 Mit670.L62 30 POC6701.dat 31 POC6702.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 13 IMPLND 1 RCHRES 1 RCHRES 2 COPY 1 COPY 501 COPY 2 COPY 502 DISPLY 1 DISPLY 2 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Cell 670A MAX 1 2 30 9 2 Cell 670B MAX 1 2 31 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 2 1 1 502 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 13 C, Pasture, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY 205 of 744 670 9/14/2018 8:12:07 AM Page 38 <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 13 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 13 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 13 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 13 0 4.5 0.06 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 13 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 13 0.15 0.4 0.3 6 0.5 0.4 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 13 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 END IWAT-PARM1 206 of 744 670 9/14/2018 8:12:07 AM Page 39 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** 670A*** PERLND 13 0.0031 RCHRES 1 2 PERLND 13 0.0031 RCHRES 1 3 IMPLND 1 0.19 RCHRES 1 5 670B*** IMPLND 1 0.279 RCHRES 2 5 ******Routing****** PERLND 13 0.0031 COPY 1 12 IMPLND 1 0.19 COPY 1 15 PERLND 13 0.0031 COPY 1 13 IMPLND 1 0.279 COPY 2 15 RCHRES 1 1 COPY 501 17 RCHRES 2 1 COPY 502 17 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 COPY 502 OUTPUT MEAN 1 1 48.4 DISPLY 2 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 Cell 670A 2 1 1 1 28 0 1 2 Cell 670B 2 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR 207 of 744 670 9/14/2018 8:12:07 AM Page 40 # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 2 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 0.0 0.5 0.0 2 2 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.003874 0.000000 0.000000 0.000000 0.025000 0.003874 0.000039 0.000000 0.011719 0.050000 0.003874 0.000077 0.000000 0.011719 0.075000 0.003874 0.000116 0.000000 0.011719 0.100000 0.003874 0.000155 0.000000 0.011719 0.125000 0.003874 0.000194 0.000000 0.011719 0.150000 0.003874 0.000232 0.000000 0.011719 0.175000 0.003874 0.000271 0.000000 0.011719 0.200000 0.003874 0.000310 0.000000 0.011719 0.225000 0.003874 0.000349 0.000000 0.011719 0.250000 0.003874 0.000387 0.000000 0.011719 0.275000 0.003874 0.000426 0.000000 0.011719 0.300000 0.003874 0.000465 0.000000 0.011719 0.325000 0.003874 0.000504 0.000000 0.011719 0.350000 0.003874 0.000542 0.000000 0.011719 0.375000 0.003874 0.000581 0.000000 0.011719 0.400000 0.003874 0.000620 0.000000 0.011719 0.425000 0.003874 0.000659 0.000000 0.011719 0.450000 0.003874 0.000697 0.000000 0.011719 0.475000 0.003874 0.000736 0.000000 0.011719 0.500000 0.003874 0.000775 0.000000 0.011719 0.525000 0.003874 0.000814 0.000000 0.011719 0.550000 0.003874 0.000852 0.000000 0.011719 0.575000 0.003874 0.000891 0.000000 0.011719 0.600000 0.003874 0.000930 0.000000 0.011719 0.625000 0.003874 0.000968 0.000000 0.011719 0.650000 0.003874 0.001007 0.000000 0.011719 0.675000 0.003874 0.001046 0.000000 0.011719 0.700000 0.003874 0.001085 0.000000 0.011719 0.725000 0.003874 0.001123 0.000000 0.011719 0.750000 0.003874 0.001162 0.000000 0.011719 0.775000 0.003874 0.001201 0.000000 0.011719 0.800000 0.003874 0.001240 0.000000 0.011719 208 of 744 670 9/14/2018 8:12:07 AM Page 41 0.825000 0.003874 0.001278 0.000000 0.011719 0.850000 0.003874 0.001317 0.000000 0.011719 0.875000 0.003874 0.001356 0.000000 0.011719 0.900000 0.003874 0.001395 0.000000 0.011719 0.925000 0.003874 0.001433 0.000000 0.011719 0.950000 0.003874 0.001472 0.000000 0.011719 0.975000 0.003874 0.001511 0.000000 0.011719 1.000000 0.003874 0.001550 0.000000 0.011719 1.025000 0.003874 0.001588 0.000000 0.011719 1.050000 0.003874 0.001627 0.000000 0.011719 1.075000 0.003874 0.001666 0.000000 0.011719 1.100000 0.003874 0.001705 0.000000 0.011719 1.125000 0.003874 0.001743 0.000000 0.011719 1.150000 0.003874 0.001782 0.000000 0.011719 1.175000 0.003874 0.001821 0.000000 0.011719 1.200000 0.003874 0.001860 0.000000 0.011719 1.225000 0.003874 0.001898 0.000000 0.011719 1.250000 0.003874 0.001937 0.000000 0.011719 1.275000 0.003874 0.001976 0.000000 0.011719 1.300000 0.003874 0.002014 0.000000 0.011719 1.325000 0.003874 0.002053 0.000000 0.011719 1.350000 0.003874 0.002092 0.000000 0.011719 1.375000 0.003874 0.002131 0.000000 0.011719 1.400000 0.003874 0.002169 0.000000 0.011719 1.425000 0.003874 0.002208 0.000000 0.011719 1.450000 0.003874 0.002247 0.000000 0.011719 1.475000 0.003874 0.002286 0.000000 0.011719 1.500000 0.003874 0.002324 0.000000 0.011719 1.525000 0.003874 0.002421 0.000000 0.011719 1.550000 0.003874 0.002518 0.000000 0.011719 1.575000 0.003874 0.002615 0.000000 0.011719 1.600000 0.003874 0.002712 0.000000 0.011719 1.625000 0.003874 0.002809 0.000000 0.011719 1.650000 0.003874 0.002905 0.000000 0.011719 1.675000 0.003874 0.003002 0.000000 0.011719 1.700000 0.003874 0.003099 0.000000 0.011719 1.725000 0.003874 0.003196 0.000000 0.011719 1.750000 0.003874 0.003293 0.000000 0.011719 1.775000 0.003874 0.003390 0.027942 0.011719 1.800000 0.003874 0.003487 0.078856 0.011719 1.825000 0.003874 0.003583 0.144088 0.011719 1.850000 0.003874 0.003680 0.219469 0.011719 1.875000 0.003874 0.003777 0.301313 0.011719 1.900000 0.003874 0.003874 0.385862 0.011719 1.925000 0.003874 0.003971 0.469280 0.011719 1.950000 0.003874 0.004068 0.547841 0.011719 1.975000 0.003874 0.004165 0.618242 0.011719 2.000000 0.003874 0.004261 0.678003 0.011719 2.025000 0.003874 0.004358 0.725924 0.011719 2.050000 0.003874 0.004455 0.762603 0.011719 2.075000 0.003874 0.004552 0.791006 0.011719 2.100000 0.003874 0.004649 0.828154 0.011719 2.125000 0.003874 0.004746 0.857221 0.011719 2.150000 0.003874 0.004842 0.885334 0.011719 2.175000 0.003874 0.004939 0.912581 0.011719 2.200000 0.003874 0.005036 0.939038 0.011719 2.225000 0.003874 0.005133 0.964770 0.011719 2.250000 0.003874 0.005230 0.989833 0.011719 2.275000 0.003874 0.005327 1.014277 0.011719 END FTABLE 1 FTABLE 2 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.007541 0.000000 0.000000 0.000000 0.025000 0.007541 0.000075 0.000000 0.022813 0.050000 0.007541 0.000151 0.000000 0.022813 0.075000 0.007541 0.000226 0.000000 0.022813 0.100000 0.007541 0.000302 0.000000 0.022813 0.125000 0.007541 0.000377 0.000000 0.022813 209 of 744 670 9/14/2018 8:12:07 AM Page 42 0.150000 0.007541 0.000452 0.000000 0.022813 0.175000 0.007541 0.000528 0.000000 0.022813 0.200000 0.007541 0.000603 0.000000 0.022813 0.225000 0.007541 0.000679 0.000000 0.022813 0.250000 0.007541 0.000754 0.000000 0.022813 0.275000 0.007541 0.000830 0.000000 0.022813 0.300000 0.007541 0.000905 0.000000 0.022813 0.325000 0.007541 0.000980 0.000000 0.022813 0.350000 0.007541 0.001056 0.000000 0.022813 0.375000 0.007541 0.001131 0.000000 0.022813 0.400000 0.007541 0.001207 0.000000 0.022813 0.425000 0.007541 0.001282 0.000000 0.022813 0.450000 0.007541 0.001357 0.000000 0.022813 0.475000 0.007541 0.001433 0.000000 0.022813 0.500000 0.007541 0.001508 0.000000 0.022813 0.525000 0.007541 0.001584 0.000000 0.022813 0.550000 0.007541 0.001659 0.000000 0.022813 0.575000 0.007541 0.001735 0.000000 0.022813 0.600000 0.007541 0.001810 0.000000 0.022813 0.625000 0.007541 0.001885 0.000000 0.022813 0.650000 0.007541 0.001961 0.000000 0.022813 0.675000 0.007541 0.002036 0.000000 0.022813 0.700000 0.007541 0.002112 0.000000 0.022813 0.725000 0.007541 0.002187 0.000000 0.022813 0.750000 0.007541 0.002262 0.000000 0.022813 0.775000 0.007541 0.002338 0.000000 0.022813 0.800000 0.007541 0.002413 0.000000 0.022813 0.825000 0.007541 0.002489 0.000000 0.022813 0.850000 0.007541 0.002564 0.000000 0.022813 0.875000 0.007541 0.002639 0.000000 0.022813 0.900000 0.007541 0.002715 0.000000 0.022813 0.925000 0.007541 0.002790 0.000000 0.022813 0.950000 0.007541 0.002866 0.000000 0.022813 0.975000 0.007541 0.002941 0.000000 0.022813 1.000000 0.007541 0.003017 0.000000 0.022813 1.025000 0.007541 0.003092 0.000000 0.022813 1.050000 0.007541 0.003167 0.000000 0.022813 1.075000 0.007541 0.003243 0.000000 0.022813 1.100000 0.007541 0.003318 0.000000 0.022813 1.125000 0.007541 0.003394 0.000000 0.022813 1.150000 0.007541 0.003469 0.000000 0.022813 1.175000 0.007541 0.003544 0.000000 0.022813 1.200000 0.007541 0.003620 0.000000 0.022813 1.225000 0.007541 0.003695 0.000000 0.022813 1.250000 0.007541 0.003771 0.000000 0.022813 1.275000 0.007541 0.003846 0.000000 0.022813 1.300000 0.007541 0.003921 0.000000 0.022813 1.325000 0.007541 0.003997 0.000000 0.022813 1.350000 0.007541 0.004072 0.000000 0.022813 1.375000 0.007541 0.004148 0.000000 0.022813 1.400000 0.007541 0.004223 0.000000 0.022813 1.425000 0.007541 0.004299 0.000000 0.022813 1.450000 0.007541 0.004374 0.000000 0.022813 1.475000 0.007541 0.004449 0.000000 0.022813 1.500000 0.007541 0.004525 0.000000 0.022813 1.525000 0.007541 0.004713 0.000000 0.022813 1.550000 0.007541 0.004902 0.000000 0.022813 1.575000 0.007541 0.005090 0.000000 0.022813 1.600000 0.007541 0.005279 0.000000 0.022813 1.625000 0.007541 0.005467 0.000000 0.022813 1.650000 0.007541 0.005656 0.000000 0.022813 1.675000 0.007541 0.005845 0.000000 0.022813 1.700000 0.007541 0.006033 0.000000 0.022813 1.725000 0.007541 0.006222 0.000000 0.022813 1.750000 0.007541 0.006410 0.000000 0.022813 1.775000 0.007541 0.006599 0.027942 0.022813 1.800000 0.007541 0.006787 0.078856 0.022813 1.825000 0.007541 0.006976 0.144088 0.022813 1.850000 0.007541 0.007164 0.219469 0.022813 1.875000 0.007541 0.007353 0.301313 0.022813 210 of 744 670 9/14/2018 8:12:07 AM Page 43 1.900000 0.007541 0.007541 0.385862 0.022813 1.925000 0.007541 0.007730 0.469280 0.022813 1.950000 0.007541 0.007918 0.547841 0.022813 1.975000 0.007541 0.008107 0.618242 0.022813 2.000000 0.007541 0.008295 0.678003 0.022813 2.025000 0.007541 0.008484 0.725924 0.022813 2.050000 0.007541 0.008673 0.762603 0.022813 2.075000 0.007541 0.008861 0.791006 0.022813 2.100000 0.007541 0.009050 0.828154 0.022813 2.125000 0.007541 0.009238 0.857221 0.022813 2.150000 0.007541 0.009427 0.885334 0.022813 2.175000 0.007541 0.009615 0.912581 0.022813 2.200000 0.007541 0.009804 0.939038 0.022813 2.225000 0.007541 0.009992 0.964770 0.022813 2.250000 0.007541 0.010181 0.989833 0.022813 2.275000 0.007541 0.010369 1.014277 0.022813 END FTABLE 2 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 1 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1001 FLOW ENGL REPL RCHRES 1 HYDR O 2 1 1 WDM 1002 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1003 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL RCHRES 2 HYDR RO 1 1 1 WDM 1004 FLOW ENGL REPL RCHRES 2 HYDR O 1 1 1 WDM 1005 FLOW ENGL REPL RCHRES 2 HYDR O 2 1 1 WDM 1006 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1007 STAG ENGL REPL COPY 2 OUTPUT MEAN 1 1 48.4 WDM 702 FLOW ENGL REPL COPY 502 OUTPUT MEAN 1 1 48.4 WDM 802 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 211 of 744 670 9/14/2018 8:12:07 AM Page 44 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN 212 of 744 670 9/14/2018 8:12:07 AM Page 45 Predeveloped HSPF Message File 213 of 744 670 9/14/2018 8:12:07 AM Page 46 Mitigated HSPF Message File 214 of 744 670 9/14/2018 8:12:07 AM Page 47 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com 215 of 744 WWHM2012 PROJECT REPORT 216 of 744 671 9/14/2018 8:20:30 AM Page 2 General Model Information Project Name:671 Site Name:Boeing Renton Site Address: City: Report Date:9/14/2018 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2018/03/02 Version:4.2.14 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year Low Flow Threshold for POC2:50 Percent of the 2 Year High Flow Threshold for POC2:50 Year Low Flow Threshold for POC3:50 Percent of the 2 Year High Flow Threshold for POC3:50 Year 217 of 744 671 9/14/2018 8:20:30 AM Page 3 Landuse Basin Data Predeveloped Land Use 671A Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.046 Impervious Total 0.046 Basin Total 0.046 Element Flows To: Surface Interflow Groundwater 218 of 744 671 9/14/2018 8:20:30 AM Page 4 671B Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.115 Impervious Total 0.115 Basin Total 0.115 Element Flows To: Surface Interflow Groundwater 219 of 744 671 9/14/2018 8:20:30 AM Page 5 671C Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.142 Impervious Total 0.142 Basin Total 0.142 Element Flows To: Surface Interflow Groundwater 220 of 744 671 9/14/2018 8:20:30 AM Page 6 Mitigated Land Use 671A Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.046 Impervious Total 0.046 Basin Total 0.046 Element Flows To: Surface Interflow Groundwater Cell 671A Cell 671A 221 of 744 671 9/14/2018 8:20:30 AM Page 7 671B Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.115 Impervious Total 0.115 Basin Total 0.115 Element Flows To: Surface Interflow Groundwater Cell 671B Cell 671B 222 of 744 671 9/14/2018 8:20:30 AM Page 8 671C Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.142 Impervious Total 0.142 Basin Total 0.142 Element Flows To: Surface Interflow Groundwater Cell 671C Cell 671C 223 of 744 671 9/14/2018 8:20:30 AM Page 9 Routing Elements Predeveloped Routing 224 of 744 671 9/14/2018 8:20:30 AM Page 10 Mitigated Routing Cell 671A Bottom Length:17.25 ft. Bottom Width:4.00 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:1.5 Pour Space of material for first layer:0.4 Material thickness of second layer:0.25 Pour Space of material for second layer:1 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:12 Infiltration safety factor:0.5 Total Volume Infiltrated (ac-ft.):6.956 Total Volume Through Riser (ac-ft.):0.013 Total Volume Through Facility (ac-ft.):6.969 Percent Infiltrated:99.81 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:1.75 ft. Riser Diameter:8 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.001584 0.000000 0.000 0.000 0.0250 0.001584 0.000016 0.000 0.009 0.0500 0.001584 0.000032 0.000 0.009 0.0750 0.001584 0.000048 0.000 0.009 0.1000 0.001584 0.000063 0.000 0.009 0.1250 0.001584 0.000079 0.000 0.009 0.1500 0.001584 0.000095 0.000 0.009 0.1750 0.001584 0.000111 0.000 0.009 0.2000 0.001584 0.000127 0.000 0.009 0.2250 0.001584 0.000143 0.000 0.009 0.2500 0.001584 0.000158 0.000 0.009 0.2750 0.001584 0.000174 0.000 0.009 0.3000 0.001584 0.000190 0.000 0.009 0.3250 0.001584 0.000206 0.000 0.009 0.3500 0.001584 0.000222 0.000 0.009 0.3750 0.001584 0.000238 0.000 0.009 0.4000 0.001584 0.000253 0.000 0.009 0.4250 0.001584 0.000269 0.000 0.009 0.4500 0.001584 0.000285 0.000 0.009 0.4750 0.001584 0.000301 0.000 0.009 0.5000 0.001584 0.000317 0.000 0.009 0.5250 0.001584 0.000333 0.000 0.009 0.5500 0.001584 0.000348 0.000 0.009 0.5750 0.001584 0.000364 0.000 0.009 225 of 744 671 9/14/2018 8:20:30 AM Page 11 0.6000 0.001584 0.000380 0.000 0.009 0.6250 0.001584 0.000396 0.000 0.009 0.6500 0.001584 0.000412 0.000 0.009 0.6750 0.001584 0.000428 0.000 0.009 0.7000 0.001584 0.000444 0.000 0.009 0.7250 0.001584 0.000459 0.000 0.009 0.7500 0.001584 0.000475 0.000 0.009 0.7750 0.001584 0.000491 0.000 0.009 0.8000 0.001584 0.000507 0.000 0.009 0.8250 0.001584 0.000523 0.000 0.009 0.8500 0.001584 0.000539 0.000 0.009 0.8750 0.001584 0.000554 0.000 0.009 0.9000 0.001584 0.000570 0.000 0.009 0.9250 0.001584 0.000586 0.000 0.009 0.9500 0.001584 0.000602 0.000 0.009 0.9750 0.001584 0.000618 0.000 0.009 1.0000 0.001584 0.000634 0.000 0.009 1.0250 0.001584 0.000649 0.000 0.009 1.0500 0.001584 0.000665 0.000 0.009 1.0750 0.001584 0.000681 0.000 0.009 1.1000 0.001584 0.000697 0.000 0.009 1.1250 0.001584 0.000713 0.000 0.009 1.1500 0.001584 0.000729 0.000 0.009 1.1750 0.001584 0.000744 0.000 0.009 1.2000 0.001584 0.000760 0.000 0.009 1.2250 0.001584 0.000776 0.000 0.009 1.2500 0.001584 0.000792 0.000 0.009 1.2750 0.001584 0.000808 0.000 0.009 1.3000 0.001584 0.000824 0.000 0.009 1.3250 0.001584 0.000840 0.000 0.009 1.3500 0.001584 0.000855 0.000 0.009 1.3750 0.001584 0.000871 0.000 0.009 1.4000 0.001584 0.000887 0.000 0.009 1.4250 0.001584 0.000903 0.000 0.009 1.4500 0.001584 0.000919 0.000 0.009 1.4750 0.001584 0.000935 0.000 0.009 1.5000 0.001584 0.000950 0.000 0.009 1.5250 0.001584 0.000990 0.000 0.009 1.5500 0.001584 0.001030 0.000 0.009 1.5750 0.001584 0.001069 0.000 0.009 1.6000 0.001584 0.001109 0.000 0.009 1.6250 0.001584 0.001148 0.000 0.009 1.6500 0.001584 0.001188 0.000 0.009 1.6750 0.001584 0.001228 0.000 0.009 1.7000 0.001584 0.001267 0.000 0.009 1.7250 0.001584 0.001307 0.000 0.009 1.7500 0.001584 0.001346 0.000 0.009 1.7750 0.001584 0.001386 0.027 0.009 1.8000 0.001584 0.001426 0.078 0.009 1.8250 0.001584 0.001465 0.144 0.009 1.8500 0.001584 0.001505 0.219 0.009 1.8750 0.001584 0.001544 0.301 0.009 1.9000 0.001584 0.001584 0.385 0.009 1.9250 0.001584 0.001624 0.469 0.009 1.9500 0.001584 0.001663 0.547 0.009 1.9750 0.001584 0.001703 0.618 0.009 2.0000 0.001584 0.001742 0.678 0.009 2.0250 0.001584 0.001782 0.725 0.009 226 of 744 671 9/14/2018 8:20:30 AM Page 12 2.0500 0.001584 0.001822 0.762 0.009 2.0750 0.001584 0.001861 0.791 0.009 2.1000 0.001584 0.001901 0.828 0.009 2.1250 0.001584 0.001940 0.857 0.009 2.1500 0.001584 0.001980 0.885 0.009 2.1750 0.001584 0.002020 0.912 0.009 2.2000 0.001584 0.002059 0.939 0.009 2.2250 0.001584 0.002099 0.964 0.009 2.2500 0.001584 0.002138 0.989 0.009 227 of 744 671 9/14/2018 8:20:30 AM Page 13 Cell 671B Bottom Length:17.25 ft. Bottom Width:4.25 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:1.5 Pour Space of material for first layer:0.4 Material thickness of second layer:0.25 Pour Space of material for second layer:1 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:12 Infiltration safety factor:0.5 Total Volume Infiltrated (ac-ft.):17.109 Total Volume Through Riser (ac-ft.):0.68 Total Volume Through Facility (ac-ft.):17.788 Percent Infiltrated:96.18 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:1.75 ft. Riser Diameter:8 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.001683 0.000000 0.000 0.000 0.0250 0.001683 0.000017 0.000 0.010 0.0500 0.001683 0.000034 0.000 0.010 0.0750 0.001683 0.000050 0.000 0.010 0.1000 0.001683 0.000067 0.000 0.010 0.1250 0.001683 0.000084 0.000 0.010 0.1500 0.001683 0.000101 0.000 0.010 0.1750 0.001683 0.000118 0.000 0.010 0.2000 0.001683 0.000135 0.000 0.010 0.2250 0.001683 0.000151 0.000 0.010 0.2500 0.001683 0.000168 0.000 0.010 0.2750 0.001683 0.000185 0.000 0.010 0.3000 0.001683 0.000202 0.000 0.010 0.3250 0.001683 0.000219 0.000 0.010 0.3500 0.001683 0.000236 0.000 0.010 0.3750 0.001683 0.000252 0.000 0.010 0.4000 0.001683 0.000269 0.000 0.010 0.4250 0.001683 0.000286 0.000 0.010 0.4500 0.001683 0.000303 0.000 0.010 0.4750 0.001683 0.000320 0.000 0.010 0.5000 0.001683 0.000337 0.000 0.010 0.5250 0.001683 0.000353 0.000 0.010 0.5500 0.001683 0.000370 0.000 0.010 0.5750 0.001683 0.000387 0.000 0.010 0.6000 0.001683 0.000404 0.000 0.010 0.6250 0.001683 0.000421 0.000 0.010 228 of 744 671 9/14/2018 8:20:30 AM Page 14 0.6500 0.001683 0.000438 0.000 0.010 0.6750 0.001683 0.000454 0.000 0.010 0.7000 0.001683 0.000471 0.000 0.010 0.7250 0.001683 0.000488 0.000 0.010 0.7500 0.001683 0.000505 0.000 0.010 0.7750 0.001683 0.000522 0.000 0.010 0.8000 0.001683 0.000539 0.000 0.010 0.8250 0.001683 0.000555 0.000 0.010 0.8500 0.001683 0.000572 0.000 0.010 0.8750 0.001683 0.000589 0.000 0.010 0.9000 0.001683 0.000606 0.000 0.010 0.9250 0.001683 0.000623 0.000 0.010 0.9500 0.001683 0.000640 0.000 0.010 0.9750 0.001683 0.000656 0.000 0.010 1.0000 0.001683 0.000673 0.000 0.010 1.0250 0.001683 0.000690 0.000 0.010 1.0500 0.001683 0.000707 0.000 0.010 1.0750 0.001683 0.000724 0.000 0.010 1.1000 0.001683 0.000741 0.000 0.010 1.1250 0.001683 0.000757 0.000 0.010 1.1500 0.001683 0.000774 0.000 0.010 1.1750 0.001683 0.000791 0.000 0.010 1.2000 0.001683 0.000808 0.000 0.010 1.2250 0.001683 0.000825 0.000 0.010 1.2500 0.001683 0.000842 0.000 0.010 1.2750 0.001683 0.000858 0.000 0.010 1.3000 0.001683 0.000875 0.000 0.010 1.3250 0.001683 0.000892 0.000 0.010 1.3500 0.001683 0.000909 0.000 0.010 1.3750 0.001683 0.000926 0.000 0.010 1.4000 0.001683 0.000942 0.000 0.010 1.4250 0.001683 0.000959 0.000 0.010 1.4500 0.001683 0.000976 0.000 0.010 1.4750 0.001683 0.000993 0.000 0.010 1.5000 0.001683 0.001010 0.000 0.010 1.5250 0.001683 0.001052 0.000 0.010 1.5500 0.001683 0.001094 0.000 0.010 1.5750 0.001683 0.001136 0.000 0.010 1.6000 0.001683 0.001178 0.000 0.010 1.6250 0.001683 0.001220 0.000 0.010 1.6500 0.001683 0.001262 0.000 0.010 1.6750 0.001683 0.001304 0.000 0.010 1.7000 0.001683 0.001346 0.000 0.010 1.7250 0.001683 0.001388 0.000 0.010 1.7500 0.001683 0.001431 0.000 0.010 1.7750 0.001683 0.001473 0.027 0.010 1.8000 0.001683 0.001515 0.078 0.010 1.8250 0.001683 0.001557 0.144 0.010 1.8500 0.001683 0.001599 0.219 0.010 1.8750 0.001683 0.001641 0.301 0.010 1.9000 0.001683 0.001683 0.385 0.010 1.9250 0.001683 0.001725 0.469 0.010 1.9500 0.001683 0.001767 0.547 0.010 1.9750 0.001683 0.001809 0.618 0.010 2.0000 0.001683 0.001851 0.678 0.010 2.0250 0.001683 0.001893 0.725 0.010 2.0500 0.001683 0.001935 0.762 0.010 2.0750 0.001683 0.001978 0.791 0.010 229 of 744 671 9/14/2018 8:20:30 AM Page 15 2.1000 0.001683 0.002020 0.828 0.010 2.1250 0.001683 0.002062 0.857 0.010 2.1500 0.001683 0.002104 0.885 0.010 2.1750 0.001683 0.002146 0.912 0.010 2.2000 0.001683 0.002188 0.939 0.010 2.2250 0.001683 0.002230 0.964 0.010 2.2500 0.001683 0.002272 0.989 0.010 230 of 744 671 9/14/2018 8:20:30 AM Page 16 Cell 671C Bottom Length:17.25 ft. Bottom Width:4.25 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:1.5 Pour Space of material for first layer:0.4 Material thickness of second layer:0.25 Pour Space of material for second layer:1 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:12 Infiltration safety factor:0.5 Total Volume Infiltrated (ac-ft.):20.576 Total Volume Through Riser (ac-ft.):1.449 Total Volume Through Facility (ac-ft.):22.025 Percent Infiltrated:93.42 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:1.75 ft. Riser Diameter:8 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.001683 0.000000 0.000 0.000 0.0250 0.001683 0.000017 0.000 0.010 0.0500 0.001683 0.000034 0.000 0.010 0.0750 0.001683 0.000050 0.000 0.010 0.1000 0.001683 0.000067 0.000 0.010 0.1250 0.001683 0.000084 0.000 0.010 0.1500 0.001683 0.000101 0.000 0.010 0.1750 0.001683 0.000118 0.000 0.010 0.2000 0.001683 0.000135 0.000 0.010 0.2250 0.001683 0.000151 0.000 0.010 0.2500 0.001683 0.000168 0.000 0.010 0.2750 0.001683 0.000185 0.000 0.010 0.3000 0.001683 0.000202 0.000 0.010 0.3250 0.001683 0.000219 0.000 0.010 0.3500 0.001683 0.000236 0.000 0.010 0.3750 0.001683 0.000252 0.000 0.010 0.4000 0.001683 0.000269 0.000 0.010 0.4250 0.001683 0.000286 0.000 0.010 0.4500 0.001683 0.000303 0.000 0.010 0.4750 0.001683 0.000320 0.000 0.010 0.5000 0.001683 0.000337 0.000 0.010 0.5250 0.001683 0.000353 0.000 0.010 0.5500 0.001683 0.000370 0.000 0.010 0.5750 0.001683 0.000387 0.000 0.010 0.6000 0.001683 0.000404 0.000 0.010 0.6250 0.001683 0.000421 0.000 0.010 231 of 744 671 9/14/2018 8:20:30 AM Page 17 0.6500 0.001683 0.000438 0.000 0.010 0.6750 0.001683 0.000454 0.000 0.010 0.7000 0.001683 0.000471 0.000 0.010 0.7250 0.001683 0.000488 0.000 0.010 0.7500 0.001683 0.000505 0.000 0.010 0.7750 0.001683 0.000522 0.000 0.010 0.8000 0.001683 0.000539 0.000 0.010 0.8250 0.001683 0.000555 0.000 0.010 0.8500 0.001683 0.000572 0.000 0.010 0.8750 0.001683 0.000589 0.000 0.010 0.9000 0.001683 0.000606 0.000 0.010 0.9250 0.001683 0.000623 0.000 0.010 0.9500 0.001683 0.000640 0.000 0.010 0.9750 0.001683 0.000656 0.000 0.010 1.0000 0.001683 0.000673 0.000 0.010 1.0250 0.001683 0.000690 0.000 0.010 1.0500 0.001683 0.000707 0.000 0.010 1.0750 0.001683 0.000724 0.000 0.010 1.1000 0.001683 0.000741 0.000 0.010 1.1250 0.001683 0.000757 0.000 0.010 1.1500 0.001683 0.000774 0.000 0.010 1.1750 0.001683 0.000791 0.000 0.010 1.2000 0.001683 0.000808 0.000 0.010 1.2250 0.001683 0.000825 0.000 0.010 1.2500 0.001683 0.000842 0.000 0.010 1.2750 0.001683 0.000858 0.000 0.010 1.3000 0.001683 0.000875 0.000 0.010 1.3250 0.001683 0.000892 0.000 0.010 1.3500 0.001683 0.000909 0.000 0.010 1.3750 0.001683 0.000926 0.000 0.010 1.4000 0.001683 0.000942 0.000 0.010 1.4250 0.001683 0.000959 0.000 0.010 1.4500 0.001683 0.000976 0.000 0.010 1.4750 0.001683 0.000993 0.000 0.010 1.5000 0.001683 0.001010 0.000 0.010 1.5250 0.001683 0.001052 0.000 0.010 1.5500 0.001683 0.001094 0.000 0.010 1.5750 0.001683 0.001136 0.000 0.010 1.6000 0.001683 0.001178 0.000 0.010 1.6250 0.001683 0.001220 0.000 0.010 1.6500 0.001683 0.001262 0.000 0.010 1.6750 0.001683 0.001304 0.000 0.010 1.7000 0.001683 0.001346 0.000 0.010 1.7250 0.001683 0.001388 0.000 0.010 1.7500 0.001683 0.001431 0.000 0.010 1.7750 0.001683 0.001473 0.027 0.010 1.8000 0.001683 0.001515 0.078 0.010 1.8250 0.001683 0.001557 0.144 0.010 1.8500 0.001683 0.001599 0.219 0.010 1.8750 0.001683 0.001641 0.301 0.010 1.9000 0.001683 0.001683 0.385 0.010 1.9250 0.001683 0.001725 0.469 0.010 1.9500 0.001683 0.001767 0.547 0.010 1.9750 0.001683 0.001809 0.618 0.010 2.0000 0.001683 0.001851 0.678 0.010 2.0250 0.001683 0.001893 0.725 0.010 2.0500 0.001683 0.001935 0.762 0.010 2.0750 0.001683 0.001978 0.791 0.010 232 of 744 671 9/14/2018 8:20:30 AM Page 18 2.1000 0.001683 0.002020 0.828 0.010 2.1250 0.001683 0.002062 0.857 0.010 2.1500 0.001683 0.002104 0.885 0.010 2.1750 0.001683 0.002146 0.912 0.010 2.2000 0.001683 0.002188 0.939 0.010 2.2250 0.001683 0.002230 0.964 0.010 2.2500 0.001683 0.002272 0.989 0.010 233 of 744 671 9/14/2018 8:20:30 AM Page 19 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.046 Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.046 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.017538 5 year 0.022153 10 year 0.025288 25 year 0.029355 50 year 0.032468 100 year 0.035656 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.023 0.000 1950 0.025 0.000 1951 0.014 0.000 1952 0.013 0.000 1953 0.014 0.000 1954 0.014 0.000 1955 0.016 0.000 1956 0.016 0.000 1957 0.018 0.000 1958 0.015 0.000 234 of 744 671 9/14/2018 8:24:37 AM Page 20 1959 0.015 0.000 1960 0.015 0.000 1961 0.015 0.000 1962 0.013 0.000 1963 0.015 0.000 1964 0.015 0.000 1965 0.019 0.000 1966 0.012 0.000 1967 0.021 0.000 1968 0.024 0.000 1969 0.017 0.000 1970 0.016 0.000 1971 0.019 0.000 1972 0.020 0.000 1973 0.012 0.000 1974 0.018 0.000 1975 0.020 0.000 1976 0.014 0.000 1977 0.015 0.000 1978 0.018 0.000 1979 0.025 0.000 1980 0.022 0.000 1981 0.018 0.000 1982 0.026 0.003 1983 0.021 0.000 1984 0.013 0.000 1985 0.018 0.000 1986 0.016 0.000 1987 0.024 0.000 1988 0.015 0.000 1989 0.019 0.000 1990 0.031 0.012 1991 0.025 0.005 1992 0.013 0.000 1993 0.011 0.000 1994 0.012 0.000 1995 0.016 0.000 1996 0.017 0.000 1997 0.017 0.000 1998 0.017 0.000 1999 0.035 0.004 2000 0.017 0.000 2001 0.019 0.000 2002 0.022 0.000 2003 0.017 0.000 2004 0.033 0.019 2005 0.015 0.000 2006 0.013 0.000 2007 0.030 0.011 2008 0.025 0.014 2009 0.023 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0348 0.0185 2 0.0326 0.0140 3 0.0313 0.0119 235 of 744 671 9/14/2018 8:24:37 AM Page 21 4 0.0305 0.0114 5 0.0258 0.0054 6 0.0250 0.0040 7 0.0250 0.0032 8 0.0245 0.0000 9 0.0245 0.0000 10 0.0245 0.0000 11 0.0244 0.0000 12 0.0227 0.0000 13 0.0227 0.0000 14 0.0224 0.0000 15 0.0222 0.0000 16 0.0214 0.0000 17 0.0210 0.0000 18 0.0205 0.0000 19 0.0201 0.0000 20 0.0195 0.0000 21 0.0190 0.0000 22 0.0186 0.0000 23 0.0186 0.0000 24 0.0183 0.0000 25 0.0183 0.0000 26 0.0182 0.0000 27 0.0181 0.0000 28 0.0178 0.0000 29 0.0173 0.0000 30 0.0173 0.0000 31 0.0173 0.0000 32 0.0170 0.0000 33 0.0169 0.0000 34 0.0168 0.0000 35 0.0163 0.0000 36 0.0163 0.0000 37 0.0162 0.0000 38 0.0159 0.0000 39 0.0158 0.0000 40 0.0154 0.0000 41 0.0149 0.0000 42 0.0149 0.0000 43 0.0149 0.0000 44 0.0149 0.0000 45 0.0148 0.0000 46 0.0146 0.0000 47 0.0146 0.0000 48 0.0146 0.0000 49 0.0143 0.0000 50 0.0142 0.0000 51 0.0138 0.0000 52 0.0136 0.0000 53 0.0134 0.0000 54 0.0133 0.0000 55 0.0132 0.0000 56 0.0131 0.0000 57 0.0126 0.0000 58 0.0124 0.0000 59 0.0124 0.0000 60 0.0122 0.0000 61 0.0114 0.0000 236 of 744 671 9/14/2018 8:24:37 AM Page 22237 of 744 671 9/14/2018 8:24:37 AM Page 23 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0088 1800 29 1 Pass 0.0090 1636 29 1 Pass 0.0092 1472 28 1 Pass 0.0095 1342 25 1 Pass 0.0097 1226 24 1 Pass 0.0100 1102 24 2 Pass 0.0102 1004 23 2 Pass 0.0104 921 22 2 Pass 0.0107 853 18 2 Pass 0.0109 791 18 2 Pass 0.0112 726 16 2 Pass 0.0114 665 15 2 Pass 0.0116 610 15 2 Pass 0.0119 571 14 2 Pass 0.0121 532 11 2 Pass 0.0124 490 8 1 Pass 0.0126 451 8 1 Pass 0.0128 420 5 1 Pass 0.0131 389 5 1 Pass 0.0133 364 4 1 Pass 0.0136 339 4 1 Pass 0.0138 316 4 1 Pass 0.0140 296 2 0 Pass 0.0143 272 2 0 Pass 0.0145 256 2 0 Pass 0.0148 238 2 0 Pass 0.0150 221 2 0 Pass 0.0152 206 2 0 Pass 0.0155 193 2 1 Pass 0.0157 181 2 1 Pass 0.0160 171 2 1 Pass 0.0162 161 2 1 Pass 0.0164 148 2 1 Pass 0.0167 139 2 1 Pass 0.0169 135 2 1 Pass 0.0171 122 2 1 Pass 0.0174 113 2 1 Pass 0.0176 108 2 1 Pass 0.0179 105 2 1 Pass 0.0181 100 2 2 Pass 0.0183 92 2 2 Pass 0.0186 87 0 0 Pass 0.0188 84 0 0 Pass 0.0191 73 0 0 Pass 0.0193 71 0 0 Pass 0.0195 65 0 0 Pass 0.0198 63 0 0 Pass 0.0200 62 0 0 Pass 0.0203 58 0 0 Pass 0.0205 54 0 0 Pass 0.0207 54 0 0 Pass 0.0210 52 0 0 Pass 0.0212 50 0 0 Pass 238 of 744 671 9/14/2018 8:24:37 AM Page 24 0.0215 46 0 0 Pass 0.0217 45 0 0 Pass 0.0219 40 0 0 Pass 0.0222 39 0 0 Pass 0.0224 33 0 0 Pass 0.0227 32 0 0 Pass 0.0229 29 0 0 Pass 0.0231 28 0 0 Pass 0.0234 25 0 0 Pass 0.0236 22 0 0 Pass 0.0239 21 0 0 Pass 0.0241 20 0 0 Pass 0.0243 17 0 0 Pass 0.0246 13 0 0 Pass 0.0248 12 0 0 Pass 0.0250 9 0 0 Pass 0.0253 9 0 0 Pass 0.0255 9 0 0 Pass 0.0258 9 0 0 Pass 0.0260 8 0 0 Pass 0.0262 8 0 0 Pass 0.0265 8 0 0 Pass 0.0267 8 0 0 Pass 0.0270 8 0 0 Pass 0.0272 8 0 0 Pass 0.0274 8 0 0 Pass 0.0277 7 0 0 Pass 0.0279 7 0 0 Pass 0.0282 7 0 0 Pass 0.0284 7 0 0 Pass 0.0286 7 0 0 Pass 0.0289 7 0 0 Pass 0.0291 6 0 0 Pass 0.0294 6 0 0 Pass 0.0296 6 0 0 Pass 0.0298 6 0 0 Pass 0.0301 6 0 0 Pass 0.0303 6 0 0 Pass 0.0306 5 0 0 Pass 0.0308 5 0 0 Pass 0.0310 4 0 0 Pass 0.0313 3 0 0 Pass 0.0315 3 0 0 Pass 0.0317 2 0 0 Pass 0.0320 2 0 0 Pass 0.0322 2 0 0 Pass 0.0325 2 0 0 Pass 239 of 744 671 9/14/2018 8:24:37 AM Page 25 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.0056 acre-feet On-line facility target flow:0.0074 cfs. Adjusted for 15 min:0.0074 cfs. Off-line facility target flow:0.0042 cfs. Adjusted for 15 min:0.0042 cfs. 240 of 744 671 9/14/2018 8:24:37 AM Page 26 LID Report 241 of 744 671 9/14/2018 8:25:32 AM Page 27 POC 2 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #2 Total Pervious Area:0 Total Impervious Area:0.115 Mitigated Landuse Totals for POC #2 Total Pervious Area:0 Total Impervious Area:0.115 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #2 Return Period Flow(cfs) 2 year 0.043845 5 year 0.055382 10 year 0.06322 25 year 0.073387 50 year 0.081169 100 year 0.08914 Flow Frequency Return Periods for Mitigated. POC #2 Return Period Flow(cfs) 2 year 0.027603 5 year 0.041853 10 year 0.050534 25 year 0.060511 50 year 0.067243 100 year 0.073419 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #2 Year Predeveloped Mitigated 1949 0.057 0.042 1950 0.061 0.051 1951 0.035 0.025 1952 0.032 0.021 1953 0.034 0.023 1954 0.036 0.015 1955 0.040 0.031 1956 0.040 0.027 1957 0.045 0.035 1958 0.036 0.017 1959 0.037 0.016 242 of 744 671 9/14/2018 8:26:00 AM Page 28 1960 0.036 0.026 1961 0.039 0.030 1962 0.034 0.012 1963 0.037 0.016 1964 0.037 0.021 1965 0.046 0.023 1966 0.031 0.022 1967 0.054 0.042 1968 0.061 0.038 1969 0.042 0.025 1970 0.041 0.015 1971 0.049 0.028 1972 0.050 0.037 1973 0.030 0.017 1974 0.044 0.014 1975 0.051 0.035 1976 0.034 0.018 1977 0.037 0.020 1978 0.046 0.035 1979 0.062 0.031 1980 0.056 0.029 1981 0.046 0.035 1982 0.065 0.053 1983 0.053 0.043 1984 0.033 0.013 1985 0.046 0.036 1986 0.040 0.025 1987 0.061 0.030 1988 0.037 0.019 1989 0.046 0.014 1990 0.078 0.069 1991 0.062 0.051 1992 0.033 0.023 1993 0.028 0.006 1994 0.031 0.004 1995 0.041 0.024 1996 0.043 0.035 1997 0.042 0.029 1998 0.043 0.021 1999 0.087 0.076 2000 0.043 0.029 2001 0.048 0.022 2002 0.056 0.046 2003 0.043 0.012 2004 0.081 0.070 2005 0.037 0.028 2006 0.033 0.021 2007 0.076 0.064 2008 0.061 0.049 2009 0.057 0.039 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #2 Rank Predeveloped Mitigated 1 0.0871 0.0760 2 0.0815 0.0701 3 0.0781 0.0692 4 0.0761 0.0640 243 of 744 671 9/14/2018 8:26:00 AM Page 29 5 0.0646 0.0530 6 0.0624 0.0513 7 0.0624 0.0510 8 0.0614 0.0491 9 0.0613 0.0460 10 0.0611 0.0428 11 0.0609 0.0424 12 0.0568 0.0419 13 0.0567 0.0388 14 0.0560 0.0376 15 0.0555 0.0373 16 0.0536 0.0357 17 0.0526 0.0354 18 0.0512 0.0352 19 0.0503 0.0350 20 0.0487 0.0345 21 0.0476 0.0345 22 0.0465 0.0315 23 0.0464 0.0307 24 0.0458 0.0304 25 0.0457 0.0296 26 0.0456 0.0292 27 0.0451 0.0292 28 0.0444 0.0291 29 0.0433 0.0278 30 0.0432 0.0276 31 0.0432 0.0271 32 0.0426 0.0260 33 0.0423 0.0255 34 0.0420 0.0249 35 0.0408 0.0248 36 0.0406 0.0237 37 0.0404 0.0233 38 0.0398 0.0233 39 0.0396 0.0227 40 0.0386 0.0221 41 0.0373 0.0220 42 0.0373 0.0213 43 0.0372 0.0213 44 0.0371 0.0211 45 0.0371 0.0209 46 0.0366 0.0202 47 0.0364 0.0193 48 0.0364 0.0176 49 0.0357 0.0174 50 0.0355 0.0170 51 0.0344 0.0156 52 0.0341 0.0155 53 0.0336 0.0155 54 0.0332 0.0154 55 0.0329 0.0136 56 0.0329 0.0136 57 0.0316 0.0128 58 0.0311 0.0123 59 0.0310 0.0118 60 0.0305 0.0061 61 0.0285 0.0039 244 of 744 671 9/14/2018 8:26:00 AM Page 30245 of 744 671 9/14/2018 8:26:00 AM Page 31 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0219 1802 283 15 Pass 0.0225 1636 259 15 Pass 0.0231 1475 242 16 Pass 0.0237 1344 225 16 Pass 0.0243 1227 212 17 Pass 0.0249 1102 194 17 Pass 0.0255 1002 187 18 Pass 0.0261 920 177 19 Pass 0.0267 852 171 20 Pass 0.0273 791 160 20 Pass 0.0279 726 147 20 Pass 0.0285 665 140 21 Pass 0.0291 610 130 21 Pass 0.0297 571 122 21 Pass 0.0303 532 116 21 Pass 0.0309 488 110 22 Pass 0.0315 451 107 23 Pass 0.0321 420 98 23 Pass 0.0327 389 94 24 Pass 0.0333 364 90 24 Pass 0.0339 338 83 24 Pass 0.0345 316 81 25 Pass 0.0351 296 77 26 Pass 0.0357 271 73 26 Pass 0.0363 256 70 27 Pass 0.0369 238 67 28 Pass 0.0375 221 62 28 Pass 0.0381 206 60 29 Pass 0.0387 193 56 29 Pass 0.0393 181 52 28 Pass 0.0399 171 50 29 Pass 0.0405 161 48 29 Pass 0.0411 148 47 31 Pass 0.0417 139 47 33 Pass 0.0423 135 46 34 Pass 0.0429 122 42 34 Pass 0.0435 113 39 34 Pass 0.0441 108 34 31 Pass 0.0447 105 32 30 Pass 0.0453 100 29 29 Pass 0.0459 92 27 29 Pass 0.0465 87 24 27 Pass 0.0471 84 22 26 Pass 0.0477 73 19 26 Pass 0.0483 71 17 23 Pass 0.0489 65 16 24 Pass 0.0495 63 15 23 Pass 0.0500 62 13 20 Pass 0.0506 58 12 20 Pass 0.0512 54 11 20 Pass 0.0518 54 9 16 Pass 0.0524 52 9 17 Pass 0.0530 50 8 16 Pass 246 of 744 671 9/14/2018 8:26:00 AM Page 32 0.0536 46 8 17 Pass 0.0542 45 8 17 Pass 0.0548 40 8 20 Pass 0.0554 38 8 21 Pass 0.0560 33 7 21 Pass 0.0566 32 7 21 Pass 0.0572 29 7 24 Pass 0.0578 28 7 25 Pass 0.0584 25 7 28 Pass 0.0590 22 7 31 Pass 0.0596 21 7 33 Pass 0.0602 20 7 35 Pass 0.0608 17 7 41 Pass 0.0614 13 7 53 Pass 0.0620 12 7 58 Pass 0.0626 9 6 66 Pass 0.0632 9 6 66 Pass 0.0638 9 6 66 Pass 0.0644 9 5 55 Pass 0.0650 8 5 62 Pass 0.0656 8 5 62 Pass 0.0662 8 5 62 Pass 0.0668 8 5 62 Pass 0.0674 8 5 62 Pass 0.0680 8 5 62 Pass 0.0686 8 4 50 Pass 0.0692 7 4 57 Pass 0.0698 7 3 42 Pass 0.0704 7 2 28 Pass 0.0710 7 1 14 Pass 0.0716 7 1 14 Pass 0.0722 7 1 14 Pass 0.0728 6 1 16 Pass 0.0734 6 1 16 Pass 0.0740 6 1 16 Pass 0.0746 6 1 16 Pass 0.0752 6 1 16 Pass 0.0758 6 1 16 Pass 0.0764 5 0 0 Pass 0.0770 5 0 0 Pass 0.0776 4 0 0 Pass 0.0782 3 0 0 Pass 0.0788 3 0 0 Pass 0.0794 2 0 0 Pass 0.0800 2 0 0 Pass 0.0806 2 0 0 Pass 0.0812 2 0 0 Pass 247 of 744 671 9/14/2018 8:26:00 AM Page 33 Water Quality Water Quality BMP Flow and Volume for POC #2 On-line facility volume:0.0141 acre-feet On-line facility target flow:0.0186 cfs. Adjusted for 15 min:0.0186 cfs. Off-line facility target flow:0.0105 cfs. Adjusted for 15 min:0.0105 cfs. 248 of 744 671 9/14/2018 8:26:00 AM Page 34 LID Report 249 of 744 671 9/14/2018 8:26:00 AM Page 35 POC 3 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #3 Total Pervious Area:0 Total Impervious Area:0.142 Mitigated Landuse Totals for POC #3 Total Pervious Area:0 Total Impervious Area:0.142 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #3 Return Period Flow(cfs) 2 year 0.05414 5 year 0.068385 10 year 0.078063 25 year 0.090617 50 year 0.100226 100 year 0.110068 Flow Frequency Return Periods for Mitigated. POC #3 Return Period Flow(cfs) 2 year 0.039846 5 year 0.055195 10 year 0.065682 25 year 0.079288 50 year 0.089678 100 year 0.100285 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #3 Year Predeveloped Mitigated 1949 0.070 0.057 1950 0.076 0.065 1951 0.044 0.033 1952 0.039 0.029 1953 0.042 0.032 1954 0.044 0.031 1955 0.050 0.040 1956 0.049 0.038 1957 0.056 0.046 1958 0.045 0.024 1959 0.046 0.025 250 of 744 671 9/14/2018 8:26:28 AM Page 36 1960 0.045 0.034 1961 0.048 0.038 1962 0.041 0.023 1963 0.046 0.030 1964 0.045 0.034 1965 0.057 0.046 1966 0.038 0.028 1967 0.066 0.056 1968 0.075 0.046 1969 0.052 0.043 1970 0.050 0.040 1971 0.060 0.047 1972 0.062 0.048 1973 0.038 0.025 1974 0.055 0.028 1975 0.063 0.048 1976 0.043 0.032 1977 0.046 0.028 1978 0.056 0.045 1979 0.077 0.044 1980 0.069 0.045 1981 0.057 0.046 1982 0.080 0.070 1983 0.065 0.056 1984 0.041 0.022 1985 0.056 0.047 1986 0.049 0.036 1987 0.075 0.053 1988 0.046 0.037 1989 0.057 0.024 1990 0.096 0.088 1991 0.077 0.066 1992 0.041 0.030 1993 0.035 0.017 1994 0.038 0.018 1995 0.050 0.040 1996 0.053 0.045 1997 0.052 0.042 1998 0.053 0.039 1999 0.108 0.096 2000 0.054 0.044 2001 0.059 0.047 2002 0.069 0.059 2003 0.053 0.025 2004 0.101 0.089 2005 0.046 0.036 2006 0.041 0.030 2007 0.094 0.082 2008 0.076 0.063 2009 0.070 0.058 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #3 Rank Predeveloped Mitigated 1 0.1075 0.0963 2 0.1006 0.0889 3 0.0965 0.0878 4 0.0940 0.0816 251 of 744 671 9/14/2018 8:26:28 AM Page 37 5 0.0798 0.0697 6 0.0771 0.0657 7 0.0771 0.0652 8 0.0758 0.0632 9 0.0757 0.0592 10 0.0755 0.0576 11 0.0752 0.0572 12 0.0701 0.0557 13 0.0700 0.0557 14 0.0692 0.0528 15 0.0686 0.0484 16 0.0661 0.0476 17 0.0649 0.0472 18 0.0632 0.0469 19 0.0621 0.0466 20 0.0602 0.0463 21 0.0588 0.0458 22 0.0574 0.0456 23 0.0573 0.0456 24 0.0566 0.0452 25 0.0564 0.0451 26 0.0563 0.0451 27 0.0557 0.0442 28 0.0549 0.0440 29 0.0535 0.0427 30 0.0534 0.0417 31 0.0533 0.0404 32 0.0525 0.0401 33 0.0523 0.0398 34 0.0518 0.0388 35 0.0504 0.0378 36 0.0502 0.0377 37 0.0499 0.0369 38 0.0491 0.0363 39 0.0489 0.0362 40 0.0476 0.0342 41 0.0461 0.0338 42 0.0460 0.0333 43 0.0460 0.0317 44 0.0459 0.0317 45 0.0458 0.0312 46 0.0452 0.0303 47 0.0450 0.0298 48 0.0450 0.0296 49 0.0440 0.0287 50 0.0438 0.0278 51 0.0425 0.0277 52 0.0421 0.0276 53 0.0415 0.0255 54 0.0410 0.0254 55 0.0406 0.0251 56 0.0406 0.0241 57 0.0390 0.0239 58 0.0384 0.0226 59 0.0382 0.0221 60 0.0376 0.0180 61 0.0351 0.0173 252 of 744 671 9/14/2018 8:26:28 AM Page 38253 of 744 671 9/14/2018 8:26:28 AM Page 39 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0271 1800 415 23 Pass 0.0278 1637 383 23 Pass 0.0285 1474 366 24 Pass 0.0293 1343 339 25 Pass 0.0300 1226 315 25 Pass 0.0308 1102 299 27 Pass 0.0315 1002 274 27 Pass 0.0322 920 255 27 Pass 0.0330 852 242 28 Pass 0.0337 789 223 28 Pass 0.0345 726 208 28 Pass 0.0352 665 198 29 Pass 0.0359 610 191 31 Pass 0.0367 571 180 31 Pass 0.0374 532 169 31 Pass 0.0382 488 159 32 Pass 0.0389 451 149 33 Pass 0.0396 419 146 34 Pass 0.0404 389 135 34 Pass 0.0411 364 129 35 Pass 0.0418 339 123 36 Pass 0.0426 316 114 36 Pass 0.0433 295 105 35 Pass 0.0441 271 99 36 Pass 0.0448 256 93 36 Pass 0.0455 238 85 35 Pass 0.0463 221 81 36 Pass 0.0470 206 72 34 Pass 0.0478 193 64 33 Pass 0.0485 181 62 34 Pass 0.0492 171 60 35 Pass 0.0500 161 58 36 Pass 0.0507 148 53 35 Pass 0.0515 139 51 36 Pass 0.0522 135 49 36 Pass 0.0529 122 46 37 Pass 0.0537 113 46 40 Pass 0.0544 107 46 42 Pass 0.0552 105 44 41 Pass 0.0559 100 40 40 Pass 0.0566 92 37 40 Pass 0.0574 87 33 37 Pass 0.0581 84 29 34 Pass 0.0588 73 27 36 Pass 0.0596 71 25 35 Pass 0.0603 65 24 36 Pass 0.0611 63 23 36 Pass 0.0618 62 18 29 Pass 0.0625 58 18 31 Pass 0.0633 54 16 29 Pass 0.0640 54 14 25 Pass 0.0648 52 14 26 Pass 0.0655 50 13 26 Pass 254 of 744 671 9/14/2018 8:26:28 AM Page 40 0.0662 46 9 19 Pass 0.0670 45 9 20 Pass 0.0677 40 9 22 Pass 0.0685 38 9 23 Pass 0.0692 33 9 27 Pass 0.0699 32 8 25 Pass 0.0707 29 8 27 Pass 0.0714 28 8 28 Pass 0.0721 25 8 32 Pass 0.0729 22 8 36 Pass 0.0736 21 8 38 Pass 0.0744 20 7 35 Pass 0.0751 17 7 41 Pass 0.0758 13 7 53 Pass 0.0766 12 7 58 Pass 0.0773 9 7 77 Pass 0.0781 9 7 77 Pass 0.0788 9 7 77 Pass 0.0795 9 6 66 Pass 0.0803 8 6 75 Pass 0.0810 8 6 75 Pass 0.0818 8 5 62 Pass 0.0825 8 5 62 Pass 0.0832 8 5 62 Pass 0.0840 8 5 62 Pass 0.0847 8 5 62 Pass 0.0854 7 5 71 Pass 0.0862 7 5 71 Pass 0.0869 7 4 57 Pass 0.0877 7 4 57 Pass 0.0884 7 3 42 Pass 0.0891 7 2 28 Pass 0.0899 6 1 16 Pass 0.0906 6 1 16 Pass 0.0914 6 1 16 Pass 0.0921 6 1 16 Pass 0.0928 6 1 16 Pass 0.0936 6 1 16 Pass 0.0943 5 1 20 Pass 0.0951 5 1 20 Pass 0.0958 4 1 25 Pass 0.0965 3 0 0 Pass 0.0973 3 0 0 Pass 0.0980 2 0 0 Pass 0.0987 2 0 0 Pass 0.0995 2 0 0 Pass 0.1002 2 0 0 Pass 255 of 744 671 9/14/2018 8:26:28 AM Page 41 Water Quality Water Quality BMP Flow and Volume for POC #3 On-line facility volume:0.0174 acre-feet On-line facility target flow:0.023 cfs. Adjusted for 15 min:0.023 cfs. Off-line facility target flow:0.013 cfs. Adjusted for 15 min:0.013 cfs. 256 of 744 671 9/14/2018 8:26:28 AM Page 42 LID Report 257 of 744 671 9/14/2018 8:26:28 AM Page 43 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. 258 of 744 671 9/14/2018 8:26:28 AM Page 44 Appendix Predeveloped Schematic 259 of 744 671 9/14/2018 8:26:30 AM Page 45 Mitigated Schematic 260 of 744 671 9/14/2018 8:26:31 AM Page 46 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 671.wdm MESSU 25 Pre671.MES 27 Pre671.L61 28 Pre671.L62 30 POC6711.dat 31 POC6712.dat 32 POC6713.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 1 COPY 501 COPY 502 COPY 503 DISPLY 1 DISPLY 2 DISPLY 3 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 671A MAX 1 2 30 9 2 671B MAX 1 2 31 9 3 671C MAX 1 2 32 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 502 1 1 503 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 261 of 744 671 9/14/2018 8:26:31 AM Page 47 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 262 of 744 671 9/14/2018 8:26:31 AM Page 48 1 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** 671A*** IMPLND 1 0.046 COPY 501 15 671B*** IMPLND 1 0.115 COPY 502 15 671C*** IMPLND 1 0.142 COPY 503 15 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 COPY 502 OUTPUT MEAN 1 1 48.4 DISPLY 2 INPUT TIMSER 1 COPY 503 OUTPUT MEAN 1 1 48.4 DISPLY 3 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit 263 of 744 671 9/14/2018 8:26:31 AM Page 49 <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL COPY 502 OUTPUT MEAN 1 1 48.4 WDM 502 FLOW ENGL REPL COPY 503 OUTPUT MEAN 1 1 48.4 WDM 503 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN 264 of 744 671 9/14/2018 8:26:31 AM Page 50 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 671.wdm MESSU 25 Mit671.MES 27 Mit671.L61 28 Mit671.L62 30 POC6711.dat 31 POC6712.dat 32 POC6713.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 1 RCHRES 1 RCHRES 2 RCHRES 3 COPY 1 COPY 501 COPY 2 COPY 502 COPY 3 COPY 503 DISPLY 1 DISPLY 2 DISPLY 3 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Cell 671A MAX 1 2 30 9 2 Cell 671B MAX 1 2 31 9 3 Cell 671C MAX 1 2 32 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 2 1 1 502 1 1 3 1 1 503 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** 265 of 744 671 9/14/2018 8:26:31 AM Page 51 # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 266 of 744 671 9/14/2018 8:26:31 AM Page 52 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** 671A*** IMPLND 1 0.046 RCHRES 1 5 671B*** IMPLND 1 0.115 RCHRES 2 5 671C*** IMPLND 1 0.142 RCHRES 3 5 ******Routing****** IMPLND 1 0.046 COPY 1 15 IMPLND 1 0.115 COPY 2 15 IMPLND 1 0.142 COPY 3 15 RCHRES 1 1 COPY 501 17 RCHRES 2 1 COPY 502 17 RCHRES 3 1 COPY 503 17 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 COPY 502 OUTPUT MEAN 1 1 48.4 DISPLY 2 INPUT TIMSER 1 COPY 503 OUTPUT MEAN 1 1 48.4 DISPLY 3 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 Cell 671A 2 1 1 1 28 0 1 2 Cell 671B 2 1 1 1 28 0 1 3 Cell 671C 2 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 3 1 0 0 0 0 0 0 0 0 0 END ACTIVITY 267 of 744 671 9/14/2018 8:26:31 AM Page 53 PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 3 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 2 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 3 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 0.0 0.5 0.0 2 2 0.01 0.0 0.0 0.5 0.0 3 3 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.001584 0.000000 0.000000 0.000000 0.025000 0.001584 0.000016 0.000000 0.009583 0.050000 0.001584 0.000032 0.000000 0.009583 0.075000 0.001584 0.000048 0.000000 0.009583 0.100000 0.001584 0.000063 0.000000 0.009583 0.125000 0.001584 0.000079 0.000000 0.009583 0.150000 0.001584 0.000095 0.000000 0.009583 0.175000 0.001584 0.000111 0.000000 0.009583 0.200000 0.001584 0.000127 0.000000 0.009583 0.225000 0.001584 0.000143 0.000000 0.009583 0.250000 0.001584 0.000158 0.000000 0.009583 0.275000 0.001584 0.000174 0.000000 0.009583 0.300000 0.001584 0.000190 0.000000 0.009583 0.325000 0.001584 0.000206 0.000000 0.009583 0.350000 0.001584 0.000222 0.000000 0.009583 0.375000 0.001584 0.000238 0.000000 0.009583 0.400000 0.001584 0.000253 0.000000 0.009583 0.425000 0.001584 0.000269 0.000000 0.009583 0.450000 0.001584 0.000285 0.000000 0.009583 0.475000 0.001584 0.000301 0.000000 0.009583 0.500000 0.001584 0.000317 0.000000 0.009583 0.525000 0.001584 0.000333 0.000000 0.009583 0.550000 0.001584 0.000348 0.000000 0.009583 0.575000 0.001584 0.000364 0.000000 0.009583 0.600000 0.001584 0.000380 0.000000 0.009583 0.625000 0.001584 0.000396 0.000000 0.009583 0.650000 0.001584 0.000412 0.000000 0.009583 268 of 744 671 9/14/2018 8:26:31 AM Page 54 0.675000 0.001584 0.000428 0.000000 0.009583 0.700000 0.001584 0.000444 0.000000 0.009583 0.725000 0.001584 0.000459 0.000000 0.009583 0.750000 0.001584 0.000475 0.000000 0.009583 0.775000 0.001584 0.000491 0.000000 0.009583 0.800000 0.001584 0.000507 0.000000 0.009583 0.825000 0.001584 0.000523 0.000000 0.009583 0.850000 0.001584 0.000539 0.000000 0.009583 0.875000 0.001584 0.000554 0.000000 0.009583 0.900000 0.001584 0.000570 0.000000 0.009583 0.925000 0.001584 0.000586 0.000000 0.009583 0.950000 0.001584 0.000602 0.000000 0.009583 0.975000 0.001584 0.000618 0.000000 0.009583 1.000000 0.001584 0.000634 0.000000 0.009583 1.025000 0.001584 0.000649 0.000000 0.009583 1.050000 0.001584 0.000665 0.000000 0.009583 1.075000 0.001584 0.000681 0.000000 0.009583 1.100000 0.001584 0.000697 0.000000 0.009583 1.125000 0.001584 0.000713 0.000000 0.009583 1.150000 0.001584 0.000729 0.000000 0.009583 1.175000 0.001584 0.000744 0.000000 0.009583 1.200000 0.001584 0.000760 0.000000 0.009583 1.225000 0.001584 0.000776 0.000000 0.009583 1.250000 0.001584 0.000792 0.000000 0.009583 1.275000 0.001584 0.000808 0.000000 0.009583 1.300000 0.001584 0.000824 0.000000 0.009583 1.325000 0.001584 0.000840 0.000000 0.009583 1.350000 0.001584 0.000855 0.000000 0.009583 1.375000 0.001584 0.000871 0.000000 0.009583 1.400000 0.001584 0.000887 0.000000 0.009583 1.425000 0.001584 0.000903 0.000000 0.009583 1.450000 0.001584 0.000919 0.000000 0.009583 1.475000 0.001584 0.000935 0.000000 0.009583 1.500000 0.001584 0.000950 0.000000 0.009583 1.525000 0.001584 0.000990 0.000000 0.009583 1.550000 0.001584 0.001030 0.000000 0.009583 1.575000 0.001584 0.001069 0.000000 0.009583 1.600000 0.001584 0.001109 0.000000 0.009583 1.625000 0.001584 0.001148 0.000000 0.009583 1.650000 0.001584 0.001188 0.000000 0.009583 1.675000 0.001584 0.001228 0.000000 0.009583 1.700000 0.001584 0.001267 0.000000 0.009583 1.725000 0.001584 0.001307 0.000000 0.009583 1.750000 0.001584 0.001346 0.000000 0.009583 1.775000 0.001584 0.001386 0.027942 0.009583 1.800000 0.001584 0.001426 0.078856 0.009583 1.825000 0.001584 0.001465 0.144088 0.009583 1.850000 0.001584 0.001505 0.219469 0.009583 1.875000 0.001584 0.001544 0.301313 0.009583 1.900000 0.001584 0.001584 0.385862 0.009583 1.925000 0.001584 0.001624 0.469280 0.009583 1.950000 0.001584 0.001663 0.547841 0.009583 1.975000 0.001584 0.001703 0.618242 0.009583 2.000000 0.001584 0.001742 0.678003 0.009583 2.025000 0.001584 0.001782 0.725924 0.009583 2.050000 0.001584 0.001822 0.762603 0.009583 2.075000 0.001584 0.001861 0.791006 0.009583 2.100000 0.001584 0.001901 0.828154 0.009583 2.125000 0.001584 0.001940 0.857221 0.009583 2.150000 0.001584 0.001980 0.885334 0.009583 2.175000 0.001584 0.002020 0.912581 0.009583 2.200000 0.001584 0.002059 0.939038 0.009583 2.225000 0.001584 0.002099 0.964770 0.009583 2.250000 0.001584 0.002138 0.989833 0.009583 2.275000 0.001584 0.002178 1.014277 0.009583 END FTABLE 1 FTABLE 2 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 269 of 744 671 9/14/2018 8:26:31 AM Page 55 0.000000 0.001683 0.000000 0.000000 0.000000 0.025000 0.001683 0.000017 0.000000 0.010182 0.050000 0.001683 0.000034 0.000000 0.010182 0.075000 0.001683 0.000050 0.000000 0.010182 0.100000 0.001683 0.000067 0.000000 0.010182 0.125000 0.001683 0.000084 0.000000 0.010182 0.150000 0.001683 0.000101 0.000000 0.010182 0.175000 0.001683 0.000118 0.000000 0.010182 0.200000 0.001683 0.000135 0.000000 0.010182 0.225000 0.001683 0.000151 0.000000 0.010182 0.250000 0.001683 0.000168 0.000000 0.010182 0.275000 0.001683 0.000185 0.000000 0.010182 0.300000 0.001683 0.000202 0.000000 0.010182 0.325000 0.001683 0.000219 0.000000 0.010182 0.350000 0.001683 0.000236 0.000000 0.010182 0.375000 0.001683 0.000252 0.000000 0.010182 0.400000 0.001683 0.000269 0.000000 0.010182 0.425000 0.001683 0.000286 0.000000 0.010182 0.450000 0.001683 0.000303 0.000000 0.010182 0.475000 0.001683 0.000320 0.000000 0.010182 0.500000 0.001683 0.000337 0.000000 0.010182 0.525000 0.001683 0.000353 0.000000 0.010182 0.550000 0.001683 0.000370 0.000000 0.010182 0.575000 0.001683 0.000387 0.000000 0.010182 0.600000 0.001683 0.000404 0.000000 0.010182 0.625000 0.001683 0.000421 0.000000 0.010182 0.650000 0.001683 0.000438 0.000000 0.010182 0.675000 0.001683 0.000454 0.000000 0.010182 0.700000 0.001683 0.000471 0.000000 0.010182 0.725000 0.001683 0.000488 0.000000 0.010182 0.750000 0.001683 0.000505 0.000000 0.010182 0.775000 0.001683 0.000522 0.000000 0.010182 0.800000 0.001683 0.000539 0.000000 0.010182 0.825000 0.001683 0.000555 0.000000 0.010182 0.850000 0.001683 0.000572 0.000000 0.010182 0.875000 0.001683 0.000589 0.000000 0.010182 0.900000 0.001683 0.000606 0.000000 0.010182 0.925000 0.001683 0.000623 0.000000 0.010182 0.950000 0.001683 0.000640 0.000000 0.010182 0.975000 0.001683 0.000656 0.000000 0.010182 1.000000 0.001683 0.000673 0.000000 0.010182 1.025000 0.001683 0.000690 0.000000 0.010182 1.050000 0.001683 0.000707 0.000000 0.010182 1.075000 0.001683 0.000724 0.000000 0.010182 1.100000 0.001683 0.000741 0.000000 0.010182 1.125000 0.001683 0.000757 0.000000 0.010182 1.150000 0.001683 0.000774 0.000000 0.010182 1.175000 0.001683 0.000791 0.000000 0.010182 1.200000 0.001683 0.000808 0.000000 0.010182 1.225000 0.001683 0.000825 0.000000 0.010182 1.250000 0.001683 0.000842 0.000000 0.010182 1.275000 0.001683 0.000858 0.000000 0.010182 1.300000 0.001683 0.000875 0.000000 0.010182 1.325000 0.001683 0.000892 0.000000 0.010182 1.350000 0.001683 0.000909 0.000000 0.010182 1.375000 0.001683 0.000926 0.000000 0.010182 1.400000 0.001683 0.000942 0.000000 0.010182 1.425000 0.001683 0.000959 0.000000 0.010182 1.450000 0.001683 0.000976 0.000000 0.010182 1.475000 0.001683 0.000993 0.000000 0.010182 1.500000 0.001683 0.001010 0.000000 0.010182 1.525000 0.001683 0.001052 0.000000 0.010182 1.550000 0.001683 0.001094 0.000000 0.010182 1.575000 0.001683 0.001136 0.000000 0.010182 1.600000 0.001683 0.001178 0.000000 0.010182 1.625000 0.001683 0.001220 0.000000 0.010182 1.650000 0.001683 0.001262 0.000000 0.010182 1.675000 0.001683 0.001304 0.000000 0.010182 1.700000 0.001683 0.001346 0.000000 0.010182 1.725000 0.001683 0.001388 0.000000 0.010182 270 of 744 671 9/14/2018 8:26:31 AM Page 56 1.750000 0.001683 0.001431 0.000000 0.010182 1.775000 0.001683 0.001473 0.027942 0.010182 1.800000 0.001683 0.001515 0.078856 0.010182 1.825000 0.001683 0.001557 0.144088 0.010182 1.850000 0.001683 0.001599 0.219469 0.010182 1.875000 0.001683 0.001641 0.301313 0.010182 1.900000 0.001683 0.001683 0.385862 0.010182 1.925000 0.001683 0.001725 0.469280 0.010182 1.950000 0.001683 0.001767 0.547841 0.010182 1.975000 0.001683 0.001809 0.618242 0.010182 2.000000 0.001683 0.001851 0.678003 0.010182 2.025000 0.001683 0.001893 0.725924 0.010182 2.050000 0.001683 0.001935 0.762603 0.010182 2.075000 0.001683 0.001978 0.791006 0.010182 2.100000 0.001683 0.002020 0.828154 0.010182 2.125000 0.001683 0.002062 0.857221 0.010182 2.150000 0.001683 0.002104 0.885334 0.010182 2.175000 0.001683 0.002146 0.912581 0.010182 2.200000 0.001683 0.002188 0.939038 0.010182 2.225000 0.001683 0.002230 0.964770 0.010182 2.250000 0.001683 0.002272 0.989833 0.010182 2.275000 0.001683 0.002314 1.014277 0.010182 END FTABLE 2 FTABLE 3 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.001683 0.000000 0.000000 0.000000 0.025000 0.001683 0.000017 0.000000 0.010182 0.050000 0.001683 0.000034 0.000000 0.010182 0.075000 0.001683 0.000050 0.000000 0.010182 0.100000 0.001683 0.000067 0.000000 0.010182 0.125000 0.001683 0.000084 0.000000 0.010182 0.150000 0.001683 0.000101 0.000000 0.010182 0.175000 0.001683 0.000118 0.000000 0.010182 0.200000 0.001683 0.000135 0.000000 0.010182 0.225000 0.001683 0.000151 0.000000 0.010182 0.250000 0.001683 0.000168 0.000000 0.010182 0.275000 0.001683 0.000185 0.000000 0.010182 0.300000 0.001683 0.000202 0.000000 0.010182 0.325000 0.001683 0.000219 0.000000 0.010182 0.350000 0.001683 0.000236 0.000000 0.010182 0.375000 0.001683 0.000252 0.000000 0.010182 0.400000 0.001683 0.000269 0.000000 0.010182 0.425000 0.001683 0.000286 0.000000 0.010182 0.450000 0.001683 0.000303 0.000000 0.010182 0.475000 0.001683 0.000320 0.000000 0.010182 0.500000 0.001683 0.000337 0.000000 0.010182 0.525000 0.001683 0.000353 0.000000 0.010182 0.550000 0.001683 0.000370 0.000000 0.010182 0.575000 0.001683 0.000387 0.000000 0.010182 0.600000 0.001683 0.000404 0.000000 0.010182 0.625000 0.001683 0.000421 0.000000 0.010182 0.650000 0.001683 0.000438 0.000000 0.010182 0.675000 0.001683 0.000454 0.000000 0.010182 0.700000 0.001683 0.000471 0.000000 0.010182 0.725000 0.001683 0.000488 0.000000 0.010182 0.750000 0.001683 0.000505 0.000000 0.010182 0.775000 0.001683 0.000522 0.000000 0.010182 0.800000 0.001683 0.000539 0.000000 0.010182 0.825000 0.001683 0.000555 0.000000 0.010182 0.850000 0.001683 0.000572 0.000000 0.010182 0.875000 0.001683 0.000589 0.000000 0.010182 0.900000 0.001683 0.000606 0.000000 0.010182 0.925000 0.001683 0.000623 0.000000 0.010182 0.950000 0.001683 0.000640 0.000000 0.010182 0.975000 0.001683 0.000656 0.000000 0.010182 1.000000 0.001683 0.000673 0.000000 0.010182 1.025000 0.001683 0.000690 0.000000 0.010182 1.050000 0.001683 0.000707 0.000000 0.010182 271 of 744 671 9/14/2018 8:26:31 AM Page 57 1.075000 0.001683 0.000724 0.000000 0.010182 1.100000 0.001683 0.000741 0.000000 0.010182 1.125000 0.001683 0.000757 0.000000 0.010182 1.150000 0.001683 0.000774 0.000000 0.010182 1.175000 0.001683 0.000791 0.000000 0.010182 1.200000 0.001683 0.000808 0.000000 0.010182 1.225000 0.001683 0.000825 0.000000 0.010182 1.250000 0.001683 0.000842 0.000000 0.010182 1.275000 0.001683 0.000858 0.000000 0.010182 1.300000 0.001683 0.000875 0.000000 0.010182 1.325000 0.001683 0.000892 0.000000 0.010182 1.350000 0.001683 0.000909 0.000000 0.010182 1.375000 0.001683 0.000926 0.000000 0.010182 1.400000 0.001683 0.000942 0.000000 0.010182 1.425000 0.001683 0.000959 0.000000 0.010182 1.450000 0.001683 0.000976 0.000000 0.010182 1.475000 0.001683 0.000993 0.000000 0.010182 1.500000 0.001683 0.001010 0.000000 0.010182 1.525000 0.001683 0.001052 0.000000 0.010182 1.550000 0.001683 0.001094 0.000000 0.010182 1.575000 0.001683 0.001136 0.000000 0.010182 1.600000 0.001683 0.001178 0.000000 0.010182 1.625000 0.001683 0.001220 0.000000 0.010182 1.650000 0.001683 0.001262 0.000000 0.010182 1.675000 0.001683 0.001304 0.000000 0.010182 1.700000 0.001683 0.001346 0.000000 0.010182 1.725000 0.001683 0.001388 0.000000 0.010182 1.750000 0.001683 0.001431 0.000000 0.010182 1.775000 0.001683 0.001473 0.027942 0.010182 1.800000 0.001683 0.001515 0.078856 0.010182 1.825000 0.001683 0.001557 0.144088 0.010182 1.850000 0.001683 0.001599 0.219469 0.010182 1.875000 0.001683 0.001641 0.301313 0.010182 1.900000 0.001683 0.001683 0.385862 0.010182 1.925000 0.001683 0.001725 0.469280 0.010182 1.950000 0.001683 0.001767 0.547841 0.010182 1.975000 0.001683 0.001809 0.618242 0.010182 2.000000 0.001683 0.001851 0.678003 0.010182 2.025000 0.001683 0.001893 0.725924 0.010182 2.050000 0.001683 0.001935 0.762603 0.010182 2.075000 0.001683 0.001978 0.791006 0.010182 2.100000 0.001683 0.002020 0.828154 0.010182 2.125000 0.001683 0.002062 0.857221 0.010182 2.150000 0.001683 0.002104 0.885334 0.010182 2.175000 0.001683 0.002146 0.912581 0.010182 2.200000 0.001683 0.002188 0.939038 0.010182 2.225000 0.001683 0.002230 0.964770 0.010182 2.250000 0.001683 0.002272 0.989833 0.010182 2.275000 0.001683 0.002314 1.014277 0.010182 END FTABLE 3 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 1 HYDR RO 1 1 1 WDM 1008 FLOW ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1009 FLOW ENGL REPL RCHRES 1 HYDR O 2 1 1 WDM 1010 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1011 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL 272 of 744 671 9/14/2018 8:26:31 AM Page 58 COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL RCHRES 2 HYDR RO 1 1 1 WDM 1012 FLOW ENGL REPL RCHRES 2 HYDR O 1 1 1 WDM 1013 FLOW ENGL REPL RCHRES 2 HYDR O 2 1 1 WDM 1014 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1015 STAG ENGL REPL COPY 2 OUTPUT MEAN 1 1 48.4 WDM 702 FLOW ENGL REPL COPY 502 OUTPUT MEAN 1 1 48.4 WDM 802 FLOW ENGL REPL RCHRES 3 HYDR RO 1 1 1 WDM 1016 FLOW ENGL REPL RCHRES 3 HYDR O 1 1 1 WDM 1017 FLOW ENGL REPL RCHRES 3 HYDR O 2 1 1 WDM 1018 FLOW ENGL REPL RCHRES 3 HYDR STAGE 1 1 1 WDM 1019 STAG ENGL REPL COPY 3 OUTPUT MEAN 1 1 48.4 WDM 703 FLOW ENGL REPL COPY 503 OUTPUT MEAN 1 1 48.4 WDM 803 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN 273 of 744 671 9/14/2018 8:26:31 AM Page 59 Predeveloped HSPF Message File 274 of 744 671 9/14/2018 8:26:31 AM Page 60 Mitigated HSPF Message File 275 of 744 671 9/14/2018 8:26:31 AM Page 61 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com 276 of 744 WWHM2012 PROJECT REPORT 277 of 744 672 9/14/2018 8:31:05 AM Page 2 General Model Information Project Name:672 Site Name:Boeing Renton Site Address: City: Report Date:9/14/2018 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2018/03/02 Version:4.2.14 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year Low Flow Threshold for POC2:50 Percent of the 2 Year High Flow Threshold for POC2:50 Year Low Flow Threshold for POC3:50 Percent of the 2 Year High Flow Threshold for POC3:50 Year 278 of 744 672 9/14/2018 8:31:05 AM Page 3 Landuse Basin Data Predeveloped Land Use 672A Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.062 Impervious Total 0.062 Basin Total 0.062 Element Flows To: Surface Interflow Groundwater 279 of 744 672 9/14/2018 8:31:05 AM Page 4 672B Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.113 Impervious Total 0.113 Basin Total 0.113 Element Flows To: Surface Interflow Groundwater 280 of 744 672 9/14/2018 8:31:05 AM Page 5 672C Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.14 Impervious Total 0.14 Basin Total 0.14 Element Flows To: Surface Interflow Groundwater 281 of 744 672 9/14/2018 8:31:05 AM Page 6 Mitigated Land Use 672A Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.062 Impervious Total 0.062 Basin Total 0.062 Element Flows To: Surface Interflow Groundwater Cell 672A Cell 672A 282 of 744 672 9/14/2018 8:31:05 AM Page 7 672B Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.113 Impervious Total 0.113 Basin Total 0.113 Element Flows To: Surface Interflow Groundwater Cell 672B Cell 672B 283 of 744 672 9/14/2018 8:31:05 AM Page 8 672C Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.14 Impervious Total 0.14 Basin Total 0.14 Element Flows To: Surface Interflow Groundwater Cell 672C Cell 672C 284 of 744 672 9/14/2018 8:31:05 AM Page 9 Routing Elements Predeveloped Routing 285 of 744 672 9/14/2018 8:31:05 AM Page 10 Mitigated Routing Cell 672A Bottom Length:17.25 ft. Bottom Width:5.33 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:1.5 Pour Space of material for first layer:0.4 Material thickness of second layer:0.25 Pour Space of material for second layer:1 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:12 Infiltration safety factor:0.5 Total Volume Infiltrated (ac-ft.):9.454 Total Volume Through Riser (ac-ft.):0.018 Total Volume Through Facility (ac-ft.):9.472 Percent Infiltrated:99.81 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:1.75 ft. Riser Diameter:8 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.002111 0.000000 0.000 0.000 0.0250 0.002111 0.000021 0.000 0.012 0.0500 0.002111 0.000042 0.000 0.012 0.0750 0.002111 0.000063 0.000 0.012 0.1000 0.002111 0.000084 0.000 0.012 0.1250 0.002111 0.000106 0.000 0.012 0.1500 0.002111 0.000127 0.000 0.012 0.1750 0.002111 0.000148 0.000 0.012 0.2000 0.002111 0.000169 0.000 0.012 0.2250 0.002111 0.000190 0.000 0.012 0.2500 0.002111 0.000211 0.000 0.012 0.2750 0.002111 0.000232 0.000 0.012 0.3000 0.002111 0.000253 0.000 0.012 0.3250 0.002111 0.000274 0.000 0.012 0.3500 0.002111 0.000295 0.000 0.012 0.3750 0.002111 0.000317 0.000 0.012 0.4000 0.002111 0.000338 0.000 0.012 0.4250 0.002111 0.000359 0.000 0.012 0.4500 0.002111 0.000380 0.000 0.012 0.4750 0.002111 0.000401 0.000 0.012 0.5000 0.002111 0.000422 0.000 0.012 0.5250 0.002111 0.000443 0.000 0.012 0.5500 0.002111 0.000464 0.000 0.012 0.5750 0.002111 0.000485 0.000 0.012 286 of 744 672 9/14/2018 8:31:05 AM Page 11 0.6000 0.002111 0.000507 0.000 0.012 0.6250 0.002111 0.000528 0.000 0.012 0.6500 0.002111 0.000549 0.000 0.012 0.6750 0.002111 0.000570 0.000 0.012 0.7000 0.002111 0.000591 0.000 0.012 0.7250 0.002111 0.000612 0.000 0.012 0.7500 0.002111 0.000633 0.000 0.012 0.7750 0.002111 0.000654 0.000 0.012 0.8000 0.002111 0.000675 0.000 0.012 0.8250 0.002111 0.000697 0.000 0.012 0.8500 0.002111 0.000718 0.000 0.012 0.8750 0.002111 0.000739 0.000 0.012 0.9000 0.002111 0.000760 0.000 0.012 0.9250 0.002111 0.000781 0.000 0.012 0.9500 0.002111 0.000802 0.000 0.012 0.9750 0.002111 0.000823 0.000 0.012 1.0000 0.002111 0.000844 0.000 0.012 1.0250 0.002111 0.000865 0.000 0.012 1.0500 0.002111 0.000886 0.000 0.012 1.0750 0.002111 0.000908 0.000 0.012 1.1000 0.002111 0.000929 0.000 0.012 1.1250 0.002111 0.000950 0.000 0.012 1.1500 0.002111 0.000971 0.000 0.012 1.1750 0.002111 0.000992 0.000 0.012 1.2000 0.002111 0.001013 0.000 0.012 1.2250 0.002111 0.001034 0.000 0.012 1.2500 0.002111 0.001055 0.000 0.012 1.2750 0.002111 0.001076 0.000 0.012 1.3000 0.002111 0.001098 0.000 0.012 1.3250 0.002111 0.001119 0.000 0.012 1.3500 0.002111 0.001140 0.000 0.012 1.3750 0.002111 0.001161 0.000 0.012 1.4000 0.002111 0.001182 0.000 0.012 1.4250 0.002111 0.001203 0.000 0.012 1.4500 0.002111 0.001224 0.000 0.012 1.4750 0.002111 0.001245 0.000 0.012 1.5000 0.002111 0.001266 0.000 0.012 1.5250 0.002111 0.001319 0.000 0.012 1.5500 0.002111 0.001372 0.000 0.012 1.5750 0.002111 0.001425 0.000 0.012 1.6000 0.002111 0.001477 0.000 0.012 1.6250 0.002111 0.001530 0.000 0.012 1.6500 0.002111 0.001583 0.000 0.012 1.6750 0.002111 0.001636 0.000 0.012 1.7000 0.002111 0.001689 0.000 0.012 1.7250 0.002111 0.001741 0.000 0.012 1.7500 0.002111 0.001794 0.000 0.012 1.7750 0.002111 0.001847 0.027 0.012 1.8000 0.002111 0.001900 0.078 0.012 1.8250 0.002111 0.001952 0.144 0.012 1.8500 0.002111 0.002005 0.219 0.012 1.8750 0.002111 0.002058 0.301 0.012 1.9000 0.002111 0.002111 0.385 0.012 1.9250 0.002111 0.002163 0.469 0.012 1.9500 0.002111 0.002216 0.547 0.012 1.9750 0.002111 0.002269 0.618 0.012 2.0000 0.002111 0.002322 0.678 0.012 2.0250 0.002111 0.002375 0.725 0.012 287 of 744 672 9/14/2018 8:31:05 AM Page 12 2.0500 0.002111 0.002427 0.762 0.012 2.0750 0.002111 0.002480 0.791 0.012 2.1000 0.002111 0.002533 0.828 0.012 2.1250 0.002111 0.002586 0.857 0.012 2.1500 0.002111 0.002638 0.885 0.012 2.1750 0.002111 0.002691 0.912 0.012 2.2000 0.002111 0.002744 0.939 0.012 2.2250 0.002111 0.002797 0.964 0.012 2.2500 0.002111 0.002849 0.989 0.012 288 of 744 672 9/14/2018 8:31:05 AM Page 13 Cell 672B Bottom Length:17.25 ft. Bottom Width:4.25 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:1.5 Pour Space of material for first layer:0.4 Material thickness of second layer:0.25 Pour Space of material for second layer:1 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:12 Infiltration safety factor:0.5 Total Volume Infiltrated (ac-ft.):16.84 Total Volume Through Riser (ac-ft.):0.634 Total Volume Through Facility (ac-ft.):17.474 Percent Infiltrated:96.37 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:1.75 ft. Riser Diameter:8 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.001683 0.000000 0.000 0.000 0.0250 0.001683 0.000017 0.000 0.010 0.0500 0.001683 0.000034 0.000 0.010 0.0750 0.001683 0.000050 0.000 0.010 0.1000 0.001683 0.000067 0.000 0.010 0.1250 0.001683 0.000084 0.000 0.010 0.1500 0.001683 0.000101 0.000 0.010 0.1750 0.001683 0.000118 0.000 0.010 0.2000 0.001683 0.000135 0.000 0.010 0.2250 0.001683 0.000151 0.000 0.010 0.2500 0.001683 0.000168 0.000 0.010 0.2750 0.001683 0.000185 0.000 0.010 0.3000 0.001683 0.000202 0.000 0.010 0.3250 0.001683 0.000219 0.000 0.010 0.3500 0.001683 0.000236 0.000 0.010 0.3750 0.001683 0.000252 0.000 0.010 0.4000 0.001683 0.000269 0.000 0.010 0.4250 0.001683 0.000286 0.000 0.010 0.4500 0.001683 0.000303 0.000 0.010 0.4750 0.001683 0.000320 0.000 0.010 0.5000 0.001683 0.000337 0.000 0.010 0.5250 0.001683 0.000353 0.000 0.010 0.5500 0.001683 0.000370 0.000 0.010 0.5750 0.001683 0.000387 0.000 0.010 0.6000 0.001683 0.000404 0.000 0.010 0.6250 0.001683 0.000421 0.000 0.010 289 of 744 672 9/14/2018 8:31:05 AM Page 14 0.6500 0.001683 0.000438 0.000 0.010 0.6750 0.001683 0.000454 0.000 0.010 0.7000 0.001683 0.000471 0.000 0.010 0.7250 0.001683 0.000488 0.000 0.010 0.7500 0.001683 0.000505 0.000 0.010 0.7750 0.001683 0.000522 0.000 0.010 0.8000 0.001683 0.000539 0.000 0.010 0.8250 0.001683 0.000555 0.000 0.010 0.8500 0.001683 0.000572 0.000 0.010 0.8750 0.001683 0.000589 0.000 0.010 0.9000 0.001683 0.000606 0.000 0.010 0.9250 0.001683 0.000623 0.000 0.010 0.9500 0.001683 0.000640 0.000 0.010 0.9750 0.001683 0.000656 0.000 0.010 1.0000 0.001683 0.000673 0.000 0.010 1.0250 0.001683 0.000690 0.000 0.010 1.0500 0.001683 0.000707 0.000 0.010 1.0750 0.001683 0.000724 0.000 0.010 1.1000 0.001683 0.000741 0.000 0.010 1.1250 0.001683 0.000757 0.000 0.010 1.1500 0.001683 0.000774 0.000 0.010 1.1750 0.001683 0.000791 0.000 0.010 1.2000 0.001683 0.000808 0.000 0.010 1.2250 0.001683 0.000825 0.000 0.010 1.2500 0.001683 0.000842 0.000 0.010 1.2750 0.001683 0.000858 0.000 0.010 1.3000 0.001683 0.000875 0.000 0.010 1.3250 0.001683 0.000892 0.000 0.010 1.3500 0.001683 0.000909 0.000 0.010 1.3750 0.001683 0.000926 0.000 0.010 1.4000 0.001683 0.000942 0.000 0.010 1.4250 0.001683 0.000959 0.000 0.010 1.4500 0.001683 0.000976 0.000 0.010 1.4750 0.001683 0.000993 0.000 0.010 1.5000 0.001683 0.001010 0.000 0.010 1.5250 0.001683 0.001052 0.000 0.010 1.5500 0.001683 0.001094 0.000 0.010 1.5750 0.001683 0.001136 0.000 0.010 1.6000 0.001683 0.001178 0.000 0.010 1.6250 0.001683 0.001220 0.000 0.010 1.6500 0.001683 0.001262 0.000 0.010 1.6750 0.001683 0.001304 0.000 0.010 1.7000 0.001683 0.001346 0.000 0.010 1.7250 0.001683 0.001388 0.000 0.010 1.7500 0.001683 0.001431 0.000 0.010 1.7750 0.001683 0.001473 0.027 0.010 1.8000 0.001683 0.001515 0.078 0.010 1.8250 0.001683 0.001557 0.144 0.010 1.8500 0.001683 0.001599 0.219 0.010 1.8750 0.001683 0.001641 0.301 0.010 1.9000 0.001683 0.001683 0.385 0.010 1.9250 0.001683 0.001725 0.469 0.010 1.9500 0.001683 0.001767 0.547 0.010 1.9750 0.001683 0.001809 0.618 0.010 2.0000 0.001683 0.001851 0.678 0.010 2.0250 0.001683 0.001893 0.725 0.010 2.0500 0.001683 0.001935 0.762 0.010 2.0750 0.001683 0.001978 0.791 0.010 290 of 744 672 9/14/2018 8:31:05 AM Page 15 2.1000 0.001683 0.002020 0.828 0.010 2.1250 0.001683 0.002062 0.857 0.010 2.1500 0.001683 0.002104 0.885 0.010 2.1750 0.001683 0.002146 0.912 0.010 2.2000 0.001683 0.002188 0.939 0.010 2.2250 0.001683 0.002230 0.964 0.010 2.2500 0.001683 0.002272 0.989 0.010 291 of 744 672 9/14/2018 8:31:05 AM Page 16 Cell 672C Bottom Length:17.25 ft. Bottom Width:4.25 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:1.5 Pour Space of material for first layer:0.4 Material thickness of second layer:0.25 Pour Space of material for second layer:1 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:12 Infiltration safety factor:0.5 Total Volume Infiltrated (ac-ft.):20.331 Total Volume Through Riser (ac-ft.):1.381 Total Volume Through Facility (ac-ft.):21.712 Percent Infiltrated:93.64 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:1.75 ft. Riser Diameter:8 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.001683 0.000000 0.000 0.000 0.0250 0.001683 0.000017 0.000 0.010 0.0500 0.001683 0.000034 0.000 0.010 0.0750 0.001683 0.000050 0.000 0.010 0.1000 0.001683 0.000067 0.000 0.010 0.1250 0.001683 0.000084 0.000 0.010 0.1500 0.001683 0.000101 0.000 0.010 0.1750 0.001683 0.000118 0.000 0.010 0.2000 0.001683 0.000135 0.000 0.010 0.2250 0.001683 0.000151 0.000 0.010 0.2500 0.001683 0.000168 0.000 0.010 0.2750 0.001683 0.000185 0.000 0.010 0.3000 0.001683 0.000202 0.000 0.010 0.3250 0.001683 0.000219 0.000 0.010 0.3500 0.001683 0.000236 0.000 0.010 0.3750 0.001683 0.000252 0.000 0.010 0.4000 0.001683 0.000269 0.000 0.010 0.4250 0.001683 0.000286 0.000 0.010 0.4500 0.001683 0.000303 0.000 0.010 0.4750 0.001683 0.000320 0.000 0.010 0.5000 0.001683 0.000337 0.000 0.010 0.5250 0.001683 0.000353 0.000 0.010 0.5500 0.001683 0.000370 0.000 0.010 0.5750 0.001683 0.000387 0.000 0.010 0.6000 0.001683 0.000404 0.000 0.010 0.6250 0.001683 0.000421 0.000 0.010 292 of 744 672 9/14/2018 8:31:05 AM Page 17 0.6500 0.001683 0.000438 0.000 0.010 0.6750 0.001683 0.000454 0.000 0.010 0.7000 0.001683 0.000471 0.000 0.010 0.7250 0.001683 0.000488 0.000 0.010 0.7500 0.001683 0.000505 0.000 0.010 0.7750 0.001683 0.000522 0.000 0.010 0.8000 0.001683 0.000539 0.000 0.010 0.8250 0.001683 0.000555 0.000 0.010 0.8500 0.001683 0.000572 0.000 0.010 0.8750 0.001683 0.000589 0.000 0.010 0.9000 0.001683 0.000606 0.000 0.010 0.9250 0.001683 0.000623 0.000 0.010 0.9500 0.001683 0.000640 0.000 0.010 0.9750 0.001683 0.000656 0.000 0.010 1.0000 0.001683 0.000673 0.000 0.010 1.0250 0.001683 0.000690 0.000 0.010 1.0500 0.001683 0.000707 0.000 0.010 1.0750 0.001683 0.000724 0.000 0.010 1.1000 0.001683 0.000741 0.000 0.010 1.1250 0.001683 0.000757 0.000 0.010 1.1500 0.001683 0.000774 0.000 0.010 1.1750 0.001683 0.000791 0.000 0.010 1.2000 0.001683 0.000808 0.000 0.010 1.2250 0.001683 0.000825 0.000 0.010 1.2500 0.001683 0.000842 0.000 0.010 1.2750 0.001683 0.000858 0.000 0.010 1.3000 0.001683 0.000875 0.000 0.010 1.3250 0.001683 0.000892 0.000 0.010 1.3500 0.001683 0.000909 0.000 0.010 1.3750 0.001683 0.000926 0.000 0.010 1.4000 0.001683 0.000942 0.000 0.010 1.4250 0.001683 0.000959 0.000 0.010 1.4500 0.001683 0.000976 0.000 0.010 1.4750 0.001683 0.000993 0.000 0.010 1.5000 0.001683 0.001010 0.000 0.010 1.5250 0.001683 0.001052 0.000 0.010 1.5500 0.001683 0.001094 0.000 0.010 1.5750 0.001683 0.001136 0.000 0.010 1.6000 0.001683 0.001178 0.000 0.010 1.6250 0.001683 0.001220 0.000 0.010 1.6500 0.001683 0.001262 0.000 0.010 1.6750 0.001683 0.001304 0.000 0.010 1.7000 0.001683 0.001346 0.000 0.010 1.7250 0.001683 0.001388 0.000 0.010 1.7500 0.001683 0.001431 0.000 0.010 1.7750 0.001683 0.001473 0.027 0.010 1.8000 0.001683 0.001515 0.078 0.010 1.8250 0.001683 0.001557 0.144 0.010 1.8500 0.001683 0.001599 0.219 0.010 1.8750 0.001683 0.001641 0.301 0.010 1.9000 0.001683 0.001683 0.385 0.010 1.9250 0.001683 0.001725 0.469 0.010 1.9500 0.001683 0.001767 0.547 0.010 1.9750 0.001683 0.001809 0.618 0.010 2.0000 0.001683 0.001851 0.678 0.010 2.0250 0.001683 0.001893 0.725 0.010 2.0500 0.001683 0.001935 0.762 0.010 2.0750 0.001683 0.001978 0.791 0.010 293 of 744 672 9/14/2018 8:31:05 AM Page 18 2.1000 0.001683 0.002020 0.828 0.010 2.1250 0.001683 0.002062 0.857 0.010 2.1500 0.001683 0.002104 0.885 0.010 2.1750 0.001683 0.002146 0.912 0.010 2.2000 0.001683 0.002188 0.939 0.010 2.2250 0.001683 0.002230 0.964 0.010 2.2500 0.001683 0.002272 0.989 0.010 294 of 744 672 9/14/2018 8:31:05 AM Page 19 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.062 Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.062 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.023638 5 year 0.029858 10 year 0.034084 25 year 0.039565 50 year 0.043761 100 year 0.048058 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.031 0.000 1950 0.033 0.000 1951 0.019 0.000 1952 0.017 0.000 1953 0.018 0.000 1954 0.019 0.000 1955 0.022 0.000 1956 0.021 0.000 1957 0.024 0.000 1958 0.020 0.000 295 of 744 672 9/14/2018 8:31:58 AM Page 20 1959 0.020 0.000 1960 0.020 0.000 1961 0.021 0.000 1962 0.018 0.000 1963 0.020 0.000 1964 0.020 0.000 1965 0.025 0.000 1966 0.017 0.000 1967 0.029 0.000 1968 0.033 0.000 1969 0.023 0.000 1970 0.022 0.000 1971 0.026 0.000 1972 0.027 0.000 1973 0.016 0.000 1974 0.024 0.000 1975 0.028 0.000 1976 0.019 0.000 1977 0.020 0.000 1978 0.025 0.000 1979 0.034 0.000 1980 0.030 0.000 1981 0.025 0.000 1982 0.035 0.005 1983 0.028 0.000 1984 0.018 0.000 1985 0.025 0.000 1986 0.021 0.000 1987 0.033 0.000 1988 0.020 0.000 1989 0.025 0.000 1990 0.042 0.016 1991 0.034 0.008 1992 0.018 0.000 1993 0.015 0.000 1994 0.017 0.000 1995 0.022 0.000 1996 0.023 0.000 1997 0.023 0.000 1998 0.023 0.000 1999 0.047 0.007 2000 0.023 0.000 2001 0.026 0.000 2002 0.030 0.000 2003 0.023 0.000 2004 0.044 0.025 2005 0.020 0.000 2006 0.018 0.000 2007 0.041 0.016 2008 0.033 0.019 2009 0.031 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0469 0.0255 2 0.0439 0.0189 3 0.0421 0.0164 296 of 744 672 9/14/2018 8:31:58 AM Page 21 4 0.0410 0.0163 5 0.0348 0.0078 6 0.0337 0.0069 7 0.0337 0.0051 8 0.0331 0.0000 9 0.0331 0.0000 10 0.0330 0.0000 11 0.0328 0.0000 12 0.0306 0.0000 13 0.0306 0.0000 14 0.0302 0.0000 15 0.0299 0.0000 16 0.0289 0.0000 17 0.0284 0.0000 18 0.0276 0.0000 19 0.0271 0.0000 20 0.0263 0.0000 21 0.0257 0.0000 22 0.0251 0.0000 23 0.0250 0.0000 24 0.0247 0.0000 25 0.0246 0.0000 26 0.0246 0.0000 27 0.0243 0.0000 28 0.0240 0.0000 29 0.0234 0.0000 30 0.0233 0.0000 31 0.0233 0.0000 32 0.0229 0.0000 33 0.0228 0.0000 34 0.0226 0.0000 35 0.0220 0.0000 36 0.0219 0.0000 37 0.0218 0.0000 38 0.0214 0.0000 39 0.0214 0.0000 40 0.0208 0.0000 41 0.0201 0.0000 42 0.0201 0.0000 43 0.0201 0.0000 44 0.0200 0.0000 45 0.0200 0.0000 46 0.0197 0.0000 47 0.0196 0.0000 48 0.0196 0.0000 49 0.0192 0.0000 50 0.0191 0.0000 51 0.0186 0.0000 52 0.0184 0.0000 53 0.0181 0.0000 54 0.0179 0.0000 55 0.0177 0.0000 56 0.0177 0.0000 57 0.0170 0.0000 58 0.0168 0.0000 59 0.0167 0.0000 60 0.0164 0.0000 61 0.0153 0.0000 297 of 744 672 9/14/2018 8:31:58 AM Page 22298 of 744 672 9/14/2018 8:31:58 AM Page 23 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0118 1806 30 1 Pass 0.0121 1636 30 1 Pass 0.0125 1475 30 2 Pass 0.0128 1345 28 2 Pass 0.0131 1229 27 2 Pass 0.0134 1102 26 2 Pass 0.0138 1003 26 2 Pass 0.0141 922 25 2 Pass 0.0144 852 19 2 Pass 0.0147 790 19 2 Pass 0.0150 726 17 2 Pass 0.0154 666 16 2 Pass 0.0157 610 16 2 Pass 0.0160 571 16 2 Pass 0.0163 533 13 2 Pass 0.0167 489 9 1 Pass 0.0170 451 8 1 Pass 0.0173 420 7 1 Pass 0.0176 389 4 1 Pass 0.0179 364 4 1 Pass 0.0183 338 4 1 Pass 0.0186 316 4 1 Pass 0.0189 296 3 1 Pass 0.0192 272 3 1 Pass 0.0196 256 2 0 Pass 0.0199 238 2 0 Pass 0.0202 221 2 0 Pass 0.0205 206 2 0 Pass 0.0209 193 2 1 Pass 0.0212 181 2 1 Pass 0.0215 171 2 1 Pass 0.0218 161 2 1 Pass 0.0221 148 2 1 Pass 0.0225 139 2 1 Pass 0.0228 135 2 1 Pass 0.0231 122 2 1 Pass 0.0234 113 2 1 Pass 0.0238 108 2 1 Pass 0.0241 105 2 1 Pass 0.0244 100 2 2 Pass 0.0247 92 2 2 Pass 0.0250 87 1 1 Pass 0.0254 84 1 1 Pass 0.0257 73 0 0 Pass 0.0260 71 0 0 Pass 0.0263 66 0 0 Pass 0.0267 63 0 0 Pass 0.0270 62 0 0 Pass 0.0273 58 0 0 Pass 0.0276 54 0 0 Pass 0.0280 54 0 0 Pass 0.0283 52 0 0 Pass 0.0286 50 0 0 Pass 299 of 744 672 9/14/2018 8:31:58 AM Page 24 0.0289 46 0 0 Pass 0.0292 45 0 0 Pass 0.0296 40 0 0 Pass 0.0299 39 0 0 Pass 0.0302 33 0 0 Pass 0.0305 32 0 0 Pass 0.0309 29 0 0 Pass 0.0312 28 0 0 Pass 0.0315 25 0 0 Pass 0.0318 22 0 0 Pass 0.0321 21 0 0 Pass 0.0325 20 0 0 Pass 0.0328 17 0 0 Pass 0.0331 13 0 0 Pass 0.0334 12 0 0 Pass 0.0338 9 0 0 Pass 0.0341 9 0 0 Pass 0.0344 9 0 0 Pass 0.0347 9 0 0 Pass 0.0350 8 0 0 Pass 0.0354 8 0 0 Pass 0.0357 8 0 0 Pass 0.0360 8 0 0 Pass 0.0363 8 0 0 Pass 0.0367 8 0 0 Pass 0.0370 8 0 0 Pass 0.0373 7 0 0 Pass 0.0376 7 0 0 Pass 0.0380 7 0 0 Pass 0.0383 7 0 0 Pass 0.0386 7 0 0 Pass 0.0389 7 0 0 Pass 0.0392 6 0 0 Pass 0.0396 6 0 0 Pass 0.0399 6 0 0 Pass 0.0402 6 0 0 Pass 0.0405 6 0 0 Pass 0.0409 6 0 0 Pass 0.0412 5 0 0 Pass 0.0415 5 0 0 Pass 0.0418 4 0 0 Pass 0.0421 3 0 0 Pass 0.0425 3 0 0 Pass 0.0428 2 0 0 Pass 0.0431 2 0 0 Pass 0.0434 2 0 0 Pass 0.0438 2 0 0 Pass 300 of 744 672 9/14/2018 8:31:58 AM Page 25 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.0076 acre-feet On-line facility target flow:0.01 cfs. Adjusted for 15 min:0.01 cfs. Off-line facility target flow:0.0056 cfs. Adjusted for 15 min:0.0056 cfs. 301 of 744 672 9/14/2018 8:31:58 AM Page 26 LID Report 302 of 744 672 9/14/2018 8:32:56 AM Page 27 POC 2 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #2 Total Pervious Area:0 Total Impervious Area:0.113 Mitigated Landuse Totals for POC #2 Total Pervious Area:0 Total Impervious Area:0.113 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #2 Return Period Flow(cfs) 2 year 0.043083 5 year 0.054419 10 year 0.062121 25 year 0.072111 50 year 0.079758 100 year 0.08759 Flow Frequency Return Periods for Mitigated. POC #2 Return Period Flow(cfs) 2 year 0.027432 5 year 0.041435 10 year 0.048894 25 year 0.056404 50 year 0.060833 100 year 0.064458 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #2 Year Predeveloped Mitigated 1949 0.056 0.041 1950 0.060 0.049 1951 0.035 0.024 1952 0.031 0.021 1953 0.033 0.023 1954 0.035 0.015 1955 0.040 0.031 1956 0.039 0.026 1957 0.044 0.034 1958 0.036 0.016 1959 0.036 0.015 303 of 744 672 9/14/2018 8:33:25 AM Page 28 1960 0.036 0.025 1961 0.038 0.028 1962 0.033 0.011 1963 0.037 0.015 1964 0.036 0.020 1965 0.046 0.022 1966 0.031 0.020 1967 0.053 0.041 1968 0.060 0.037 1969 0.042 0.024 1970 0.040 0.014 1971 0.048 0.027 1972 0.049 0.037 1973 0.030 0.017 1974 0.044 0.013 1975 0.050 0.034 1976 0.034 0.018 1977 0.037 0.020 1978 0.045 0.034 1979 0.061 0.029 1980 0.055 0.028 1981 0.045 0.035 1982 0.063 0.052 1983 0.052 0.042 1984 0.033 0.012 1985 0.045 0.035 1986 0.039 0.025 1987 0.060 0.030 1988 0.036 0.017 1989 0.046 0.012 1990 0.077 0.068 1991 0.061 0.050 1992 0.032 0.022 1993 0.028 0.005 1994 0.030 0.002 1995 0.040 0.023 1996 0.042 0.034 1997 0.041 0.028 1998 0.042 0.020 1999 0.086 0.074 2000 0.043 0.026 2001 0.047 0.021 2002 0.055 0.045 2003 0.042 0.012 2004 0.080 0.069 2005 0.037 0.027 2006 0.032 0.020 2007 0.075 0.063 2008 0.060 0.048 2009 0.056 0.036 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #2 Rank Predeveloped Mitigated 1 0.0856 0.0744 2 0.0800 0.0687 3 0.0768 0.0677 4 0.0748 0.0627 304 of 744 672 9/14/2018 8:33:25 AM Page 29 5 0.0635 0.0515 6 0.0613 0.0502 7 0.0613 0.0494 8 0.0603 0.0480 9 0.0603 0.0450 10 0.0601 0.0416 11 0.0598 0.0406 12 0.0558 0.0405 13 0.0557 0.0369 14 0.0550 0.0365 15 0.0546 0.0364 16 0.0526 0.0348 17 0.0517 0.0345 18 0.0503 0.0342 19 0.0494 0.0342 20 0.0479 0.0337 21 0.0468 0.0337 22 0.0457 0.0312 23 0.0456 0.0296 24 0.0450 0.0292 25 0.0449 0.0285 26 0.0448 0.0284 27 0.0443 0.0278 28 0.0437 0.0269 29 0.0426 0.0267 30 0.0425 0.0263 31 0.0424 0.0260 32 0.0418 0.0254 33 0.0416 0.0248 34 0.0413 0.0243 35 0.0401 0.0243 36 0.0399 0.0231 37 0.0397 0.0228 38 0.0391 0.0222 39 0.0389 0.0222 40 0.0379 0.0211 41 0.0367 0.0206 42 0.0366 0.0205 43 0.0366 0.0204 44 0.0365 0.0204 45 0.0364 0.0201 46 0.0360 0.0200 47 0.0358 0.0175 48 0.0358 0.0171 49 0.0350 0.0165 50 0.0349 0.0161 51 0.0338 0.0152 52 0.0335 0.0152 53 0.0330 0.0147 54 0.0326 0.0143 55 0.0323 0.0128 56 0.0323 0.0120 57 0.0310 0.0116 58 0.0305 0.0116 59 0.0304 0.0109 60 0.0299 0.0052 61 0.0280 0.0022 305 of 744 672 9/14/2018 8:33:25 AM Page 30306 of 744 672 9/14/2018 8:33:25 AM Page 31 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0215 1801 270 14 Pass 0.0221 1637 252 15 Pass 0.0227 1475 230 15 Pass 0.0233 1343 218 16 Pass 0.0239 1226 206 16 Pass 0.0245 1101 193 17 Pass 0.0251 1003 179 17 Pass 0.0257 920 173 18 Pass 0.0262 853 167 19 Pass 0.0268 790 154 19 Pass 0.0274 725 142 19 Pass 0.0280 665 132 19 Pass 0.0286 610 124 20 Pass 0.0292 571 119 20 Pass 0.0298 532 115 21 Pass 0.0304 488 111 22 Pass 0.0310 450 105 23 Pass 0.0315 420 97 23 Pass 0.0321 389 91 23 Pass 0.0327 364 89 24 Pass 0.0333 338 83 24 Pass 0.0339 316 78 24 Pass 0.0345 296 74 25 Pass 0.0351 271 71 26 Pass 0.0357 256 67 26 Pass 0.0362 238 66 27 Pass 0.0368 221 60 27 Pass 0.0374 206 56 27 Pass 0.0380 193 53 27 Pass 0.0386 181 52 28 Pass 0.0392 171 50 29 Pass 0.0398 161 48 29 Pass 0.0404 148 47 31 Pass 0.0409 139 45 32 Pass 0.0415 135 41 30 Pass 0.0421 122 40 32 Pass 0.0427 113 38 33 Pass 0.0433 108 34 31 Pass 0.0439 105 33 31 Pass 0.0445 100 30 30 Pass 0.0451 92 25 27 Pass 0.0457 87 24 27 Pass 0.0462 84 22 26 Pass 0.0468 73 20 27 Pass 0.0474 71 17 23 Pass 0.0480 65 16 24 Pass 0.0486 63 14 22 Pass 0.0492 62 13 20 Pass 0.0498 58 11 18 Pass 0.0504 54 9 16 Pass 0.0509 54 9 16 Pass 0.0515 52 9 17 Pass 0.0521 50 8 16 Pass 307 of 744 672 9/14/2018 8:33:25 AM Page 32 0.0527 46 8 17 Pass 0.0533 45 8 17 Pass 0.0539 40 8 20 Pass 0.0545 38 7 18 Pass 0.0551 33 7 21 Pass 0.0556 32 7 21 Pass 0.0562 29 7 24 Pass 0.0568 28 7 25 Pass 0.0574 25 7 28 Pass 0.0580 22 7 31 Pass 0.0586 21 7 33 Pass 0.0592 20 7 35 Pass 0.0598 17 7 41 Pass 0.0604 13 7 53 Pass 0.0609 12 6 50 Pass 0.0615 9 6 66 Pass 0.0621 9 6 66 Pass 0.0627 9 5 55 Pass 0.0633 9 5 55 Pass 0.0639 8 5 62 Pass 0.0645 8 5 62 Pass 0.0651 8 5 62 Pass 0.0656 8 5 62 Pass 0.0662 8 5 62 Pass 0.0668 8 5 62 Pass 0.0674 8 4 50 Pass 0.0680 7 3 42 Pass 0.0686 7 3 42 Pass 0.0692 7 1 14 Pass 0.0698 7 1 14 Pass 0.0703 7 1 14 Pass 0.0709 7 1 14 Pass 0.0715 6 1 16 Pass 0.0721 6 1 16 Pass 0.0727 6 1 16 Pass 0.0733 6 1 16 Pass 0.0739 6 1 16 Pass 0.0745 6 0 0 Pass 0.0751 5 0 0 Pass 0.0756 5 0 0 Pass 0.0762 4 0 0 Pass 0.0768 3 0 0 Pass 0.0774 3 0 0 Pass 0.0780 2 0 0 Pass 0.0786 2 0 0 Pass 0.0792 2 0 0 Pass 0.0798 2 0 0 Pass 308 of 744 672 9/14/2018 8:33:25 AM Page 33 Water Quality Water Quality BMP Flow and Volume for POC #2 On-line facility volume:0.0138 acre-feet On-line facility target flow:0.0183 cfs. Adjusted for 15 min:0.0183 cfs. Off-line facility target flow:0.0103 cfs. Adjusted for 15 min:0.0103 cfs. 309 of 744 672 9/14/2018 8:33:25 AM Page 34 LID Report 310 of 744 672 9/14/2018 8:33:25 AM Page 35 POC 3 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #3 Total Pervious Area:0 Total Impervious Area:0.14 Mitigated Landuse Totals for POC #3 Total Pervious Area:0 Total Impervious Area:0.14 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #3 Return Period Flow(cfs) 2 year 0.053377 5 year 0.067421 10 year 0.076964 25 year 0.089341 50 year 0.098815 100 year 0.108518 Flow Frequency Return Periods for Mitigated. POC #3 Return Period Flow(cfs) 2 year 0.038912 5 year 0.054062 10 year 0.064437 25 year 0.077919 50 year 0.088229 100 year 0.098766 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #3 Year Predeveloped Mitigated 1949 0.069 0.056 1950 0.075 0.064 1951 0.043 0.033 1952 0.038 0.028 1953 0.041 0.031 1954 0.043 0.030 1955 0.049 0.040 1956 0.048 0.037 1957 0.055 0.045 1958 0.044 0.024 1959 0.045 0.025 311 of 744 672 9/14/2018 8:33:54 AM Page 36 1960 0.044 0.034 1961 0.047 0.037 1962 0.041 0.022 1963 0.045 0.029 1964 0.045 0.033 1965 0.057 0.045 1966 0.038 0.027 1967 0.065 0.055 1968 0.074 0.044 1969 0.052 0.042 1970 0.050 0.039 1971 0.059 0.046 1972 0.061 0.048 1973 0.037 0.024 1974 0.054 0.028 1975 0.062 0.045 1976 0.042 0.031 1977 0.045 0.026 1978 0.056 0.044 1979 0.076 0.043 1980 0.068 0.043 1981 0.056 0.045 1982 0.079 0.068 1983 0.064 0.055 1984 0.040 0.021 1985 0.056 0.046 1986 0.048 0.035 1987 0.074 0.051 1988 0.045 0.036 1989 0.056 0.023 1990 0.095 0.086 1991 0.076 0.065 1992 0.040 0.030 1993 0.035 0.017 1994 0.038 0.017 1995 0.049 0.039 1996 0.053 0.044 1997 0.051 0.041 1998 0.052 0.038 1999 0.106 0.095 2000 0.053 0.043 2001 0.058 0.046 2002 0.068 0.058 2003 0.053 0.024 2004 0.099 0.088 2005 0.045 0.036 2006 0.040 0.029 2007 0.093 0.080 2008 0.075 0.062 2009 0.069 0.056 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #3 Rank Predeveloped Mitigated 1 0.1060 0.0949 2 0.0992 0.0875 3 0.0951 0.0864 4 0.0927 0.0803 312 of 744 672 9/14/2018 8:33:54 AM Page 37 5 0.0787 0.0684 6 0.0760 0.0646 7 0.0760 0.0643 8 0.0747 0.0621 9 0.0747 0.0582 10 0.0744 0.0565 11 0.0741 0.0559 12 0.0691 0.0547 13 0.0690 0.0547 14 0.0682 0.0505 15 0.0676 0.0476 16 0.0652 0.0459 17 0.0640 0.0458 18 0.0623 0.0457 19 0.0612 0.0454 20 0.0593 0.0452 21 0.0580 0.0448 22 0.0566 0.0446 23 0.0565 0.0445 24 0.0558 0.0444 25 0.0557 0.0444 26 0.0555 0.0432 27 0.0549 0.0431 28 0.0541 0.0431 29 0.0528 0.0417 30 0.0526 0.0412 31 0.0525 0.0396 32 0.0518 0.0395 33 0.0515 0.0387 34 0.0511 0.0378 35 0.0497 0.0372 36 0.0495 0.0370 37 0.0492 0.0360 38 0.0484 0.0356 39 0.0482 0.0353 40 0.0469 0.0336 41 0.0454 0.0330 42 0.0454 0.0327 43 0.0453 0.0311 44 0.0452 0.0309 45 0.0452 0.0303 46 0.0445 0.0296 47 0.0444 0.0291 48 0.0443 0.0288 49 0.0434 0.0284 50 0.0432 0.0277 51 0.0419 0.0272 52 0.0415 0.0263 53 0.0409 0.0252 54 0.0404 0.0242 55 0.0400 0.0237 56 0.0400 0.0236 57 0.0384 0.0234 58 0.0378 0.0218 59 0.0377 0.0213 60 0.0371 0.0174 61 0.0346 0.0170 313 of 744 672 9/14/2018 8:33:54 AM Page 38314 of 744 672 9/14/2018 8:33:54 AM Page 39 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0267 1804 405 22 Pass 0.0274 1637 382 23 Pass 0.0281 1474 361 24 Pass 0.0289 1343 331 24 Pass 0.0296 1226 314 25 Pass 0.0303 1101 288 26 Pass 0.0311 1003 271 27 Pass 0.0318 920 254 27 Pass 0.0325 853 237 27 Pass 0.0332 790 219 27 Pass 0.0340 725 205 28 Pass 0.0347 665 194 29 Pass 0.0354 610 186 30 Pass 0.0362 571 177 30 Pass 0.0369 533 165 30 Pass 0.0376 488 157 32 Pass 0.0383 451 147 32 Pass 0.0391 420 143 34 Pass 0.0398 389 133 34 Pass 0.0405 364 130 35 Pass 0.0413 339 121 35 Pass 0.0420 316 114 36 Pass 0.0427 295 108 36 Pass 0.0434 271 96 35 Pass 0.0442 256 89 34 Pass 0.0449 238 82 34 Pass 0.0456 221 77 34 Pass 0.0464 206 67 32 Pass 0.0471 193 64 33 Pass 0.0478 181 61 33 Pass 0.0485 171 59 34 Pass 0.0493 161 57 35 Pass 0.0500 148 53 35 Pass 0.0507 139 49 35 Pass 0.0515 135 47 34 Pass 0.0522 122 46 37 Pass 0.0529 113 46 40 Pass 0.0536 107 46 42 Pass 0.0544 105 44 41 Pass 0.0551 100 40 40 Pass 0.0558 92 36 39 Pass 0.0566 87 32 36 Pass 0.0573 84 29 34 Pass 0.0580 73 27 36 Pass 0.0587 71 25 35 Pass 0.0595 65 23 35 Pass 0.0602 63 21 33 Pass 0.0609 62 18 29 Pass 0.0617 58 18 31 Pass 0.0624 54 16 29 Pass 0.0631 54 14 25 Pass 0.0638 52 14 26 Pass 0.0646 50 12 24 Pass 315 of 744 672 9/14/2018 8:33:54 AM Page 40 0.0653 46 9 19 Pass 0.0660 45 9 20 Pass 0.0668 40 9 22 Pass 0.0675 38 9 23 Pass 0.0682 33 9 27 Pass 0.0689 32 8 25 Pass 0.0697 29 8 27 Pass 0.0704 28 8 28 Pass 0.0711 25 8 32 Pass 0.0719 22 8 36 Pass 0.0726 21 8 38 Pass 0.0733 20 7 35 Pass 0.0740 17 7 41 Pass 0.0748 13 7 53 Pass 0.0755 12 7 58 Pass 0.0762 9 7 77 Pass 0.0770 9 7 77 Pass 0.0777 9 7 77 Pass 0.0784 9 6 66 Pass 0.0791 8 6 75 Pass 0.0799 8 6 75 Pass 0.0806 8 5 62 Pass 0.0813 8 5 62 Pass 0.0821 8 5 62 Pass 0.0828 8 5 62 Pass 0.0835 8 5 62 Pass 0.0842 7 5 71 Pass 0.0850 7 5 71 Pass 0.0857 7 4 57 Pass 0.0864 7 4 57 Pass 0.0872 7 3 42 Pass 0.0879 7 1 14 Pass 0.0886 6 1 16 Pass 0.0893 6 1 16 Pass 0.0901 6 1 16 Pass 0.0908 6 1 16 Pass 0.0915 6 1 16 Pass 0.0923 6 1 16 Pass 0.0930 5 1 20 Pass 0.0937 5 1 20 Pass 0.0944 4 1 25 Pass 0.0952 3 0 0 Pass 0.0959 3 0 0 Pass 0.0966 2 0 0 Pass 0.0974 2 0 0 Pass 0.0981 2 0 0 Pass 0.0988 2 0 0 Pass 316 of 744 672 9/14/2018 8:33:54 AM Page 41 Water Quality Water Quality BMP Flow and Volume for POC #3 On-line facility volume:0.0172 acre-feet On-line facility target flow:0.0227 cfs. Adjusted for 15 min:0.0227 cfs. Off-line facility target flow:0.0128 cfs. Adjusted for 15 min:0.0128 cfs. 317 of 744 672 9/14/2018 8:33:54 AM Page 42 LID Report 318 of 744 672 9/14/2018 8:33:54 AM Page 43 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. 319 of 744 672 9/14/2018 8:33:54 AM Page 44 Appendix Predeveloped Schematic 320 of 744 672 9/14/2018 8:33:55 AM Page 45 Mitigated Schematic 321 of 744 672 9/14/2018 8:33:57 AM Page 46 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 672.wdm MESSU 25 Pre672.MES 27 Pre672.L61 28 Pre672.L62 30 POC6721.dat 31 POC6722.dat 32 POC6723.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 1 COPY 501 COPY 502 COPY 503 DISPLY 1 DISPLY 2 DISPLY 3 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 672A MAX 1 2 30 9 2 672B MAX 1 2 31 9 3 672C MAX 1 2 32 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 502 1 1 503 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 322 of 744 672 9/14/2018 8:33:57 AM Page 47 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 323 of 744 672 9/14/2018 8:33:57 AM Page 48 1 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** 672A*** IMPLND 1 0.062 COPY 501 15 672B*** IMPLND 1 0.113 COPY 502 15 672C*** IMPLND 1 0.14 COPY 503 15 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 COPY 502 OUTPUT MEAN 1 1 48.4 DISPLY 2 INPUT TIMSER 1 COPY 503 OUTPUT MEAN 1 1 48.4 DISPLY 3 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit 324 of 744 672 9/14/2018 8:33:57 AM Page 49 <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL COPY 502 OUTPUT MEAN 1 1 48.4 WDM 502 FLOW ENGL REPL COPY 503 OUTPUT MEAN 1 1 48.4 WDM 503 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN 325 of 744 672 9/14/2018 8:33:57 AM Page 50 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 672.wdm MESSU 25 Mit672.MES 27 Mit672.L61 28 Mit672.L62 30 POC6721.dat 31 POC6722.dat 32 POC6723.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 1 RCHRES 1 RCHRES 2 RCHRES 3 COPY 1 COPY 501 COPY 2 COPY 502 COPY 3 COPY 503 DISPLY 1 DISPLY 2 DISPLY 3 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Cell 672A MAX 1 2 30 9 2 Cell 672B MAX 1 2 31 9 3 Cell 672C MAX 1 2 32 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 2 1 1 502 1 1 3 1 1 503 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** 326 of 744 672 9/14/2018 8:33:57 AM Page 51 # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 327 of 744 672 9/14/2018 8:33:57 AM Page 52 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** 672A*** IMPLND 1 0.062 RCHRES 1 5 672B*** IMPLND 1 0.113 RCHRES 2 5 672C*** IMPLND 1 0.14 RCHRES 3 5 ******Routing****** IMPLND 1 0.062 COPY 1 15 IMPLND 1 0.113 COPY 2 15 IMPLND 1 0.14 COPY 3 15 RCHRES 1 1 COPY 501 17 RCHRES 2 1 COPY 502 17 RCHRES 3 1 COPY 503 17 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 COPY 502 OUTPUT MEAN 1 1 48.4 DISPLY 2 INPUT TIMSER 1 COPY 503 OUTPUT MEAN 1 1 48.4 DISPLY 3 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 Cell 672A 2 1 1 1 28 0 1 2 Cell 672B 2 1 1 1 28 0 1 3 Cell 672C 2 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 3 1 0 0 0 0 0 0 0 0 0 END ACTIVITY 328 of 744 672 9/14/2018 8:33:57 AM Page 53 PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 3 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 2 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 3 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 0.0 0.5 0.0 2 2 0.01 0.0 0.0 0.5 0.0 3 3 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.002111 0.000000 0.000000 0.000000 0.025000 0.002111 0.000021 0.000000 0.012770 0.050000 0.002111 0.000042 0.000000 0.012770 0.075000 0.002111 0.000063 0.000000 0.012770 0.100000 0.002111 0.000084 0.000000 0.012770 0.125000 0.002111 0.000106 0.000000 0.012770 0.150000 0.002111 0.000127 0.000000 0.012770 0.175000 0.002111 0.000148 0.000000 0.012770 0.200000 0.002111 0.000169 0.000000 0.012770 0.225000 0.002111 0.000190 0.000000 0.012770 0.250000 0.002111 0.000211 0.000000 0.012770 0.275000 0.002111 0.000232 0.000000 0.012770 0.300000 0.002111 0.000253 0.000000 0.012770 0.325000 0.002111 0.000274 0.000000 0.012770 0.350000 0.002111 0.000295 0.000000 0.012770 0.375000 0.002111 0.000317 0.000000 0.012770 0.400000 0.002111 0.000338 0.000000 0.012770 0.425000 0.002111 0.000359 0.000000 0.012770 0.450000 0.002111 0.000380 0.000000 0.012770 0.475000 0.002111 0.000401 0.000000 0.012770 0.500000 0.002111 0.000422 0.000000 0.012770 0.525000 0.002111 0.000443 0.000000 0.012770 0.550000 0.002111 0.000464 0.000000 0.012770 0.575000 0.002111 0.000485 0.000000 0.012770 0.600000 0.002111 0.000507 0.000000 0.012770 0.625000 0.002111 0.000528 0.000000 0.012770 0.650000 0.002111 0.000549 0.000000 0.012770 329 of 744 672 9/14/2018 8:33:57 AM Page 54 0.675000 0.002111 0.000570 0.000000 0.012770 0.700000 0.002111 0.000591 0.000000 0.012770 0.725000 0.002111 0.000612 0.000000 0.012770 0.750000 0.002111 0.000633 0.000000 0.012770 0.775000 0.002111 0.000654 0.000000 0.012770 0.800000 0.002111 0.000675 0.000000 0.012770 0.825000 0.002111 0.000697 0.000000 0.012770 0.850000 0.002111 0.000718 0.000000 0.012770 0.875000 0.002111 0.000739 0.000000 0.012770 0.900000 0.002111 0.000760 0.000000 0.012770 0.925000 0.002111 0.000781 0.000000 0.012770 0.950000 0.002111 0.000802 0.000000 0.012770 0.975000 0.002111 0.000823 0.000000 0.012770 1.000000 0.002111 0.000844 0.000000 0.012770 1.025000 0.002111 0.000865 0.000000 0.012770 1.050000 0.002111 0.000886 0.000000 0.012770 1.075000 0.002111 0.000908 0.000000 0.012770 1.100000 0.002111 0.000929 0.000000 0.012770 1.125000 0.002111 0.000950 0.000000 0.012770 1.150000 0.002111 0.000971 0.000000 0.012770 1.175000 0.002111 0.000992 0.000000 0.012770 1.200000 0.002111 0.001013 0.000000 0.012770 1.225000 0.002111 0.001034 0.000000 0.012770 1.250000 0.002111 0.001055 0.000000 0.012770 1.275000 0.002111 0.001076 0.000000 0.012770 1.300000 0.002111 0.001098 0.000000 0.012770 1.325000 0.002111 0.001119 0.000000 0.012770 1.350000 0.002111 0.001140 0.000000 0.012770 1.375000 0.002111 0.001161 0.000000 0.012770 1.400000 0.002111 0.001182 0.000000 0.012770 1.425000 0.002111 0.001203 0.000000 0.012770 1.450000 0.002111 0.001224 0.000000 0.012770 1.475000 0.002111 0.001245 0.000000 0.012770 1.500000 0.002111 0.001266 0.000000 0.012770 1.525000 0.002111 0.001319 0.000000 0.012770 1.550000 0.002111 0.001372 0.000000 0.012770 1.575000 0.002111 0.001425 0.000000 0.012770 1.600000 0.002111 0.001477 0.000000 0.012770 1.625000 0.002111 0.001530 0.000000 0.012770 1.650000 0.002111 0.001583 0.000000 0.012770 1.675000 0.002111 0.001636 0.000000 0.012770 1.700000 0.002111 0.001689 0.000000 0.012770 1.725000 0.002111 0.001741 0.000000 0.012770 1.750000 0.002111 0.001794 0.000000 0.012770 1.775000 0.002111 0.001847 0.027942 0.012770 1.800000 0.002111 0.001900 0.078856 0.012770 1.825000 0.002111 0.001952 0.144088 0.012770 1.850000 0.002111 0.002005 0.219469 0.012770 1.875000 0.002111 0.002058 0.301313 0.012770 1.900000 0.002111 0.002111 0.385862 0.012770 1.925000 0.002111 0.002163 0.469280 0.012770 1.950000 0.002111 0.002216 0.547841 0.012770 1.975000 0.002111 0.002269 0.618242 0.012770 2.000000 0.002111 0.002322 0.678003 0.012770 2.025000 0.002111 0.002375 0.725924 0.012770 2.050000 0.002111 0.002427 0.762603 0.012770 2.075000 0.002111 0.002480 0.791006 0.012770 2.100000 0.002111 0.002533 0.828154 0.012770 2.125000 0.002111 0.002586 0.857221 0.012770 2.150000 0.002111 0.002638 0.885334 0.012770 2.175000 0.002111 0.002691 0.912581 0.012770 2.200000 0.002111 0.002744 0.939038 0.012770 2.225000 0.002111 0.002797 0.964770 0.012770 2.250000 0.002111 0.002849 0.989833 0.012770 2.275000 0.002111 0.002902 1.014277 0.012770 END FTABLE 1 FTABLE 2 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 330 of 744 672 9/14/2018 8:33:57 AM Page 55 0.000000 0.001683 0.000000 0.000000 0.000000 0.025000 0.001683 0.000017 0.000000 0.010182 0.050000 0.001683 0.000034 0.000000 0.010182 0.075000 0.001683 0.000050 0.000000 0.010182 0.100000 0.001683 0.000067 0.000000 0.010182 0.125000 0.001683 0.000084 0.000000 0.010182 0.150000 0.001683 0.000101 0.000000 0.010182 0.175000 0.001683 0.000118 0.000000 0.010182 0.200000 0.001683 0.000135 0.000000 0.010182 0.225000 0.001683 0.000151 0.000000 0.010182 0.250000 0.001683 0.000168 0.000000 0.010182 0.275000 0.001683 0.000185 0.000000 0.010182 0.300000 0.001683 0.000202 0.000000 0.010182 0.325000 0.001683 0.000219 0.000000 0.010182 0.350000 0.001683 0.000236 0.000000 0.010182 0.375000 0.001683 0.000252 0.000000 0.010182 0.400000 0.001683 0.000269 0.000000 0.010182 0.425000 0.001683 0.000286 0.000000 0.010182 0.450000 0.001683 0.000303 0.000000 0.010182 0.475000 0.001683 0.000320 0.000000 0.010182 0.500000 0.001683 0.000337 0.000000 0.010182 0.525000 0.001683 0.000353 0.000000 0.010182 0.550000 0.001683 0.000370 0.000000 0.010182 0.575000 0.001683 0.000387 0.000000 0.010182 0.600000 0.001683 0.000404 0.000000 0.010182 0.625000 0.001683 0.000421 0.000000 0.010182 0.650000 0.001683 0.000438 0.000000 0.010182 0.675000 0.001683 0.000454 0.000000 0.010182 0.700000 0.001683 0.000471 0.000000 0.010182 0.725000 0.001683 0.000488 0.000000 0.010182 0.750000 0.001683 0.000505 0.000000 0.010182 0.775000 0.001683 0.000522 0.000000 0.010182 0.800000 0.001683 0.000539 0.000000 0.010182 0.825000 0.001683 0.000555 0.000000 0.010182 0.850000 0.001683 0.000572 0.000000 0.010182 0.875000 0.001683 0.000589 0.000000 0.010182 0.900000 0.001683 0.000606 0.000000 0.010182 0.925000 0.001683 0.000623 0.000000 0.010182 0.950000 0.001683 0.000640 0.000000 0.010182 0.975000 0.001683 0.000656 0.000000 0.010182 1.000000 0.001683 0.000673 0.000000 0.010182 1.025000 0.001683 0.000690 0.000000 0.010182 1.050000 0.001683 0.000707 0.000000 0.010182 1.075000 0.001683 0.000724 0.000000 0.010182 1.100000 0.001683 0.000741 0.000000 0.010182 1.125000 0.001683 0.000757 0.000000 0.010182 1.150000 0.001683 0.000774 0.000000 0.010182 1.175000 0.001683 0.000791 0.000000 0.010182 1.200000 0.001683 0.000808 0.000000 0.010182 1.225000 0.001683 0.000825 0.000000 0.010182 1.250000 0.001683 0.000842 0.000000 0.010182 1.275000 0.001683 0.000858 0.000000 0.010182 1.300000 0.001683 0.000875 0.000000 0.010182 1.325000 0.001683 0.000892 0.000000 0.010182 1.350000 0.001683 0.000909 0.000000 0.010182 1.375000 0.001683 0.000926 0.000000 0.010182 1.400000 0.001683 0.000942 0.000000 0.010182 1.425000 0.001683 0.000959 0.000000 0.010182 1.450000 0.001683 0.000976 0.000000 0.010182 1.475000 0.001683 0.000993 0.000000 0.010182 1.500000 0.001683 0.001010 0.000000 0.010182 1.525000 0.001683 0.001052 0.000000 0.010182 1.550000 0.001683 0.001094 0.000000 0.010182 1.575000 0.001683 0.001136 0.000000 0.010182 1.600000 0.001683 0.001178 0.000000 0.010182 1.625000 0.001683 0.001220 0.000000 0.010182 1.650000 0.001683 0.001262 0.000000 0.010182 1.675000 0.001683 0.001304 0.000000 0.010182 1.700000 0.001683 0.001346 0.000000 0.010182 1.725000 0.001683 0.001388 0.000000 0.010182 331 of 744 672 9/14/2018 8:33:57 AM Page 56 1.750000 0.001683 0.001431 0.000000 0.010182 1.775000 0.001683 0.001473 0.027942 0.010182 1.800000 0.001683 0.001515 0.078856 0.010182 1.825000 0.001683 0.001557 0.144088 0.010182 1.850000 0.001683 0.001599 0.219469 0.010182 1.875000 0.001683 0.001641 0.301313 0.010182 1.900000 0.001683 0.001683 0.385862 0.010182 1.925000 0.001683 0.001725 0.469280 0.010182 1.950000 0.001683 0.001767 0.547841 0.010182 1.975000 0.001683 0.001809 0.618242 0.010182 2.000000 0.001683 0.001851 0.678003 0.010182 2.025000 0.001683 0.001893 0.725924 0.010182 2.050000 0.001683 0.001935 0.762603 0.010182 2.075000 0.001683 0.001978 0.791006 0.010182 2.100000 0.001683 0.002020 0.828154 0.010182 2.125000 0.001683 0.002062 0.857221 0.010182 2.150000 0.001683 0.002104 0.885334 0.010182 2.175000 0.001683 0.002146 0.912581 0.010182 2.200000 0.001683 0.002188 0.939038 0.010182 2.225000 0.001683 0.002230 0.964770 0.010182 2.250000 0.001683 0.002272 0.989833 0.010182 2.275000 0.001683 0.002314 1.014277 0.010182 END FTABLE 2 FTABLE 3 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.001683 0.000000 0.000000 0.000000 0.025000 0.001683 0.000017 0.000000 0.010182 0.050000 0.001683 0.000034 0.000000 0.010182 0.075000 0.001683 0.000050 0.000000 0.010182 0.100000 0.001683 0.000067 0.000000 0.010182 0.125000 0.001683 0.000084 0.000000 0.010182 0.150000 0.001683 0.000101 0.000000 0.010182 0.175000 0.001683 0.000118 0.000000 0.010182 0.200000 0.001683 0.000135 0.000000 0.010182 0.225000 0.001683 0.000151 0.000000 0.010182 0.250000 0.001683 0.000168 0.000000 0.010182 0.275000 0.001683 0.000185 0.000000 0.010182 0.300000 0.001683 0.000202 0.000000 0.010182 0.325000 0.001683 0.000219 0.000000 0.010182 0.350000 0.001683 0.000236 0.000000 0.010182 0.375000 0.001683 0.000252 0.000000 0.010182 0.400000 0.001683 0.000269 0.000000 0.010182 0.425000 0.001683 0.000286 0.000000 0.010182 0.450000 0.001683 0.000303 0.000000 0.010182 0.475000 0.001683 0.000320 0.000000 0.010182 0.500000 0.001683 0.000337 0.000000 0.010182 0.525000 0.001683 0.000353 0.000000 0.010182 0.550000 0.001683 0.000370 0.000000 0.010182 0.575000 0.001683 0.000387 0.000000 0.010182 0.600000 0.001683 0.000404 0.000000 0.010182 0.625000 0.001683 0.000421 0.000000 0.010182 0.650000 0.001683 0.000438 0.000000 0.010182 0.675000 0.001683 0.000454 0.000000 0.010182 0.700000 0.001683 0.000471 0.000000 0.010182 0.725000 0.001683 0.000488 0.000000 0.010182 0.750000 0.001683 0.000505 0.000000 0.010182 0.775000 0.001683 0.000522 0.000000 0.010182 0.800000 0.001683 0.000539 0.000000 0.010182 0.825000 0.001683 0.000555 0.000000 0.010182 0.850000 0.001683 0.000572 0.000000 0.010182 0.875000 0.001683 0.000589 0.000000 0.010182 0.900000 0.001683 0.000606 0.000000 0.010182 0.925000 0.001683 0.000623 0.000000 0.010182 0.950000 0.001683 0.000640 0.000000 0.010182 0.975000 0.001683 0.000656 0.000000 0.010182 1.000000 0.001683 0.000673 0.000000 0.010182 1.025000 0.001683 0.000690 0.000000 0.010182 1.050000 0.001683 0.000707 0.000000 0.010182 332 of 744 672 9/14/2018 8:33:57 AM Page 57 1.075000 0.001683 0.000724 0.000000 0.010182 1.100000 0.001683 0.000741 0.000000 0.010182 1.125000 0.001683 0.000757 0.000000 0.010182 1.150000 0.001683 0.000774 0.000000 0.010182 1.175000 0.001683 0.000791 0.000000 0.010182 1.200000 0.001683 0.000808 0.000000 0.010182 1.225000 0.001683 0.000825 0.000000 0.010182 1.250000 0.001683 0.000842 0.000000 0.010182 1.275000 0.001683 0.000858 0.000000 0.010182 1.300000 0.001683 0.000875 0.000000 0.010182 1.325000 0.001683 0.000892 0.000000 0.010182 1.350000 0.001683 0.000909 0.000000 0.010182 1.375000 0.001683 0.000926 0.000000 0.010182 1.400000 0.001683 0.000942 0.000000 0.010182 1.425000 0.001683 0.000959 0.000000 0.010182 1.450000 0.001683 0.000976 0.000000 0.010182 1.475000 0.001683 0.000993 0.000000 0.010182 1.500000 0.001683 0.001010 0.000000 0.010182 1.525000 0.001683 0.001052 0.000000 0.010182 1.550000 0.001683 0.001094 0.000000 0.010182 1.575000 0.001683 0.001136 0.000000 0.010182 1.600000 0.001683 0.001178 0.000000 0.010182 1.625000 0.001683 0.001220 0.000000 0.010182 1.650000 0.001683 0.001262 0.000000 0.010182 1.675000 0.001683 0.001304 0.000000 0.010182 1.700000 0.001683 0.001346 0.000000 0.010182 1.725000 0.001683 0.001388 0.000000 0.010182 1.750000 0.001683 0.001431 0.000000 0.010182 1.775000 0.001683 0.001473 0.027942 0.010182 1.800000 0.001683 0.001515 0.078856 0.010182 1.825000 0.001683 0.001557 0.144088 0.010182 1.850000 0.001683 0.001599 0.219469 0.010182 1.875000 0.001683 0.001641 0.301313 0.010182 1.900000 0.001683 0.001683 0.385862 0.010182 1.925000 0.001683 0.001725 0.469280 0.010182 1.950000 0.001683 0.001767 0.547841 0.010182 1.975000 0.001683 0.001809 0.618242 0.010182 2.000000 0.001683 0.001851 0.678003 0.010182 2.025000 0.001683 0.001893 0.725924 0.010182 2.050000 0.001683 0.001935 0.762603 0.010182 2.075000 0.001683 0.001978 0.791006 0.010182 2.100000 0.001683 0.002020 0.828154 0.010182 2.125000 0.001683 0.002062 0.857221 0.010182 2.150000 0.001683 0.002104 0.885334 0.010182 2.175000 0.001683 0.002146 0.912581 0.010182 2.200000 0.001683 0.002188 0.939038 0.010182 2.225000 0.001683 0.002230 0.964770 0.010182 2.250000 0.001683 0.002272 0.989833 0.010182 2.275000 0.001683 0.002314 1.014277 0.010182 END FTABLE 3 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 1 HYDR RO 1 1 1 WDM 1008 FLOW ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1009 FLOW ENGL REPL RCHRES 1 HYDR O 2 1 1 WDM 1010 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1011 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL 333 of 744 672 9/14/2018 8:33:57 AM Page 58 COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL RCHRES 2 HYDR RO 1 1 1 WDM 1012 FLOW ENGL REPL RCHRES 2 HYDR O 1 1 1 WDM 1013 FLOW ENGL REPL RCHRES 2 HYDR O 2 1 1 WDM 1014 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1015 STAG ENGL REPL COPY 2 OUTPUT MEAN 1 1 48.4 WDM 702 FLOW ENGL REPL COPY 502 OUTPUT MEAN 1 1 48.4 WDM 802 FLOW ENGL REPL RCHRES 3 HYDR RO 1 1 1 WDM 1016 FLOW ENGL REPL RCHRES 3 HYDR O 1 1 1 WDM 1017 FLOW ENGL REPL RCHRES 3 HYDR O 2 1 1 WDM 1018 FLOW ENGL REPL RCHRES 3 HYDR STAGE 1 1 1 WDM 1019 STAG ENGL REPL COPY 3 OUTPUT MEAN 1 1 48.4 WDM 703 FLOW ENGL REPL COPY 503 OUTPUT MEAN 1 1 48.4 WDM 803 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN 334 of 744 672 9/14/2018 8:33:57 AM Page 59 Predeveloped HSPF Message File 335 of 744 672 9/14/2018 8:33:57 AM Page 60 Mitigated HSPF Message File 336 of 744 672 9/14/2018 8:33:57 AM Page 61 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com 337 of 744 WWHM2012 PROJECT REPORT 338 of 744 673 9/14/2018 8:38:23 AM Page 2 General Model Information Project Name:673 Site Name:Boeing Renton Site Address: City: Report Date:9/14/2018 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2018/03/02 Version:4.2.14 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year Low Flow Threshold for POC2:50 Percent of the 2 Year High Flow Threshold for POC2:50 Year 339 of 744 673 9/14/2018 8:38:23 AM Page 3 Landuse Basin Data Predeveloped Land Use 673A Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.114 Impervious Total 0.114 Basin Total 0.114 Element Flows To: Surface Interflow Groundwater 340 of 744 673 9/14/2018 8:38:23 AM Page 4 673B Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.199 Impervious Total 0.199 Basin Total 0.199 Element Flows To: Surface Interflow Groundwater 341 of 744 673 9/14/2018 8:38:23 AM Page 5 Mitigated Land Use 673A Bypass:No GroundWater:No Pervious Land Use acre C, Pasture, Flat 0.0031 Pervious Total 0.0031 Impervious Land Use acre ROADS FLAT 0.114 Impervious Total 0.114 Basin Total 0.1171 Element Flows To: Surface Interflow Groundwater Cell 673A Cell 673A 342 of 744 673 9/14/2018 8:38:23 AM Page 6 673B Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.199 Impervious Total 0.199 Basin Total 0.199 Element Flows To: Surface Interflow Groundwater 673B 673B 343 of 744 673 9/14/2018 8:38:23 AM Page 7 Routing Elements Predeveloped Routing 344 of 744 673 9/14/2018 8:38:23 AM Page 8 Mitigated Routing Cell 673A Bottom Length:17.25 ft. Bottom Width:3.25 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:1.5 Pour Space of material for first layer:0.4 Material thickness of second layer:0.25 Pour Space of material for second layer:1 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:12 Infiltration safety factor:0.5 Total Volume Infiltrated (ac-ft.):16.43 Total Volume Through Riser (ac-ft.):1.315 Total Volume Through Facility (ac-ft.):17.745 Percent Infiltrated:92.59 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:1.75 ft. Riser Diameter:8 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.001287 0.000000 0.000 0.000 0.0250 0.001287 0.000013 0.000 0.007 0.0500 0.001287 0.000026 0.000 0.007 0.0750 0.001287 0.000039 0.000 0.007 0.1000 0.001287 0.000051 0.000 0.007 0.1250 0.001287 0.000064 0.000 0.007 0.1500 0.001287 0.000077 0.000 0.007 0.1750 0.001287 0.000090 0.000 0.007 0.2000 0.001287 0.000103 0.000 0.007 0.2250 0.001287 0.000116 0.000 0.007 0.2500 0.001287 0.000129 0.000 0.007 0.2750 0.001287 0.000142 0.000 0.007 0.3000 0.001287 0.000154 0.000 0.007 0.3250 0.001287 0.000167 0.000 0.007 0.3500 0.001287 0.000180 0.000 0.007 0.3750 0.001287 0.000193 0.000 0.007 0.4000 0.001287 0.000206 0.000 0.007 0.4250 0.001287 0.000219 0.000 0.007 0.4500 0.001287 0.000232 0.000 0.007 0.4750 0.001287 0.000245 0.000 0.007 0.5000 0.001287 0.000257 0.000 0.007 0.5250 0.001287 0.000270 0.000 0.007 0.5500 0.001287 0.000283 0.000 0.007 0.5750 0.001287 0.000296 0.000 0.007 345 of 744 673 9/14/2018 8:38:23 AM Page 9 0.6000 0.001287 0.000309 0.000 0.007 0.6250 0.001287 0.000322 0.000 0.007 0.6500 0.001287 0.000335 0.000 0.007 0.6750 0.001287 0.000347 0.000 0.007 0.7000 0.001287 0.000360 0.000 0.007 0.7250 0.001287 0.000373 0.000 0.007 0.7500 0.001287 0.000386 0.000 0.007 0.7750 0.001287 0.000399 0.000 0.007 0.8000 0.001287 0.000412 0.000 0.007 0.8250 0.001287 0.000425 0.000 0.007 0.8500 0.001287 0.000438 0.000 0.007 0.8750 0.001287 0.000450 0.000 0.007 0.9000 0.001287 0.000463 0.000 0.007 0.9250 0.001287 0.000476 0.000 0.007 0.9500 0.001287 0.000489 0.000 0.007 0.9750 0.001287 0.000502 0.000 0.007 1.0000 0.001287 0.000515 0.000 0.007 1.0250 0.001287 0.000528 0.000 0.007 1.0500 0.001287 0.000541 0.000 0.007 1.0750 0.001287 0.000553 0.000 0.007 1.1000 0.001287 0.000566 0.000 0.007 1.1250 0.001287 0.000579 0.000 0.007 1.1500 0.001287 0.000592 0.000 0.007 1.1750 0.001287 0.000605 0.000 0.007 1.2000 0.001287 0.000618 0.000 0.007 1.2250 0.001287 0.000631 0.000 0.007 1.2500 0.001287 0.000644 0.000 0.007 1.2750 0.001287 0.000656 0.000 0.007 1.3000 0.001287 0.000669 0.000 0.007 1.3250 0.001287 0.000682 0.000 0.007 1.3500 0.001287 0.000695 0.000 0.007 1.3750 0.001287 0.000708 0.000 0.007 1.4000 0.001287 0.000721 0.000 0.007 1.4250 0.001287 0.000734 0.000 0.007 1.4500 0.001287 0.000746 0.000 0.007 1.4750 0.001287 0.000759 0.000 0.007 1.5000 0.001287 0.000772 0.000 0.007 1.5250 0.001287 0.000804 0.000 0.007 1.5500 0.001287 0.000837 0.000 0.007 1.5750 0.001287 0.000869 0.000 0.007 1.6000 0.001287 0.000901 0.000 0.007 1.6250 0.001287 0.000933 0.000 0.007 1.6500 0.001287 0.000965 0.000 0.007 1.6750 0.001287 0.000997 0.000 0.007 1.7000 0.001287 0.001030 0.000 0.007 1.7250 0.001287 0.001062 0.000 0.007 1.7500 0.001287 0.001094 0.000 0.007 1.7750 0.001287 0.001126 0.027 0.007 1.8000 0.001287 0.001158 0.078 0.007 1.8250 0.001287 0.001190 0.144 0.007 1.8500 0.001287 0.001223 0.219 0.007 1.8750 0.001287 0.001255 0.301 0.007 1.9000 0.001287 0.001287 0.385 0.007 1.9250 0.001287 0.001319 0.469 0.007 1.9500 0.001287 0.001351 0.547 0.007 1.9750 0.001287 0.001384 0.618 0.007 2.0000 0.001287 0.001416 0.678 0.007 2.0250 0.001287 0.001448 0.725 0.007 346 of 744 673 9/14/2018 8:38:23 AM Page 10 2.0500 0.001287 0.001480 0.762 0.007 2.0750 0.001287 0.001512 0.791 0.007 2.1000 0.001287 0.001544 0.828 0.007 2.1250 0.001287 0.001577 0.857 0.007 2.1500 0.001287 0.001609 0.885 0.007 2.1750 0.001287 0.001641 0.912 0.007 2.2000 0.001287 0.001673 0.939 0.007 2.2250 0.001287 0.001705 0.964 0.007 2.2500 0.001287 0.001737 0.989 0.007 347 of 744 673 9/14/2018 8:38:23 AM Page 11 673B Bottom Length:13.50 ft. Bottom Width:11.25 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:1.5 Pour Space of material for first layer:0.4 Material thickness of second layer:0.25 Pour Space of material for second layer:1 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:12 Infiltration safety factor:0.25 Total Volume Infiltrated (ac-ft.):28.43 Total Volume Through Riser (ac-ft.):2.679 Total Volume Through Facility (ac-ft.):31.109 Percent Infiltrated:91.39 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:1.75 ft. Riser Diameter:8 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.003 0.000 0.000 0.000 0.0250 0.003 0.000 0.000 0.010 0.0500 0.003 0.000 0.000 0.010 0.0750 0.003 0.000 0.000 0.010 0.1000 0.003 0.000 0.000 0.010 0.1250 0.003 0.000 0.000 0.010 0.1500 0.003 0.000 0.000 0.010 0.1750 0.003 0.000 0.000 0.010 0.2000 0.003 0.000 0.000 0.010 0.2250 0.003 0.000 0.000 0.010 0.2500 0.003 0.000 0.000 0.010 0.2750 0.003 0.000 0.000 0.010 0.3000 0.003 0.000 0.000 0.010 0.3250 0.003 0.000 0.000 0.010 0.3500 0.003 0.000 0.000 0.010 0.3750 0.003 0.000 0.000 0.010 0.4000 0.003 0.000 0.000 0.010 0.4250 0.003 0.000 0.000 0.010 0.4500 0.003 0.000 0.000 0.010 0.4750 0.003 0.000 0.000 0.010 0.5000 0.003 0.000 0.000 0.010 0.5250 0.003 0.000 0.000 0.010 0.5500 0.003 0.000 0.000 0.010 0.5750 0.003 0.000 0.000 0.010 0.6000 0.003 0.000 0.000 0.010 0.6250 0.003 0.000 0.000 0.010 348 of 744 673 9/14/2018 8:38:23 AM Page 12 0.6500 0.003 0.000 0.000 0.010 0.6750 0.003 0.000 0.000 0.010 0.7000 0.003 0.001 0.000 0.010 0.7250 0.003 0.001 0.000 0.010 0.7500 0.003 0.001 0.000 0.010 0.7750 0.003 0.001 0.000 0.010 0.8000 0.003 0.001 0.000 0.010 0.8250 0.003 0.001 0.000 0.010 0.8500 0.003 0.001 0.000 0.010 0.8750 0.003 0.001 0.000 0.010 0.9000 0.003 0.001 0.000 0.010 0.9250 0.003 0.001 0.000 0.010 0.9500 0.003 0.001 0.000 0.010 0.9750 0.003 0.001 0.000 0.010 1.0000 0.003 0.001 0.000 0.010 1.0250 0.003 0.001 0.000 0.010 1.0500 0.003 0.001 0.000 0.010 1.0750 0.003 0.001 0.000 0.010 1.1000 0.003 0.001 0.000 0.010 1.1250 0.003 0.001 0.000 0.010 1.1500 0.003 0.001 0.000 0.010 1.1750 0.003 0.001 0.000 0.010 1.2000 0.003 0.001 0.000 0.010 1.2250 0.003 0.001 0.000 0.010 1.2500 0.003 0.001 0.000 0.010 1.2750 0.003 0.001 0.000 0.010 1.3000 0.003 0.001 0.000 0.010 1.3250 0.003 0.001 0.000 0.010 1.3500 0.003 0.001 0.000 0.010 1.3750 0.003 0.001 0.000 0.010 1.4000 0.003 0.002 0.000 0.010 1.4250 0.003 0.002 0.000 0.010 1.4500 0.003 0.002 0.000 0.010 1.4750 0.003 0.002 0.000 0.010 1.5000 0.003 0.002 0.000 0.010 1.5250 0.003 0.002 0.000 0.010 1.5500 0.003 0.002 0.000 0.010 1.5750 0.003 0.002 0.000 0.010 1.6000 0.003 0.002 0.000 0.010 1.6250 0.003 0.002 0.000 0.010 1.6500 0.003 0.002 0.000 0.010 1.6750 0.003 0.002 0.000 0.010 1.7000 0.003 0.002 0.000 0.010 1.7250 0.003 0.002 0.000 0.010 1.7500 0.003 0.003 0.000 0.010 1.7750 0.003 0.003 0.027 0.010 1.8000 0.003 0.003 0.078 0.010 1.8250 0.003 0.003 0.144 0.010 1.8500 0.003 0.003 0.219 0.010 1.8750 0.003 0.003 0.301 0.010 1.9000 0.003 0.003 0.385 0.010 1.9250 0.003 0.003 0.469 0.010 1.9500 0.003 0.003 0.547 0.010 1.9750 0.003 0.003 0.618 0.010 2.0000 0.003 0.003 0.678 0.010 2.0250 0.003 0.003 0.725 0.010 2.0500 0.003 0.004 0.762 0.010 2.0750 0.003 0.004 0.791 0.010 349 of 744 673 9/14/2018 8:38:23 AM Page 13 2.1000 0.003 0.004 0.828 0.010 2.1250 0.003 0.004 0.857 0.010 2.1500 0.003 0.004 0.885 0.010 2.1750 0.003 0.004 0.912 0.010 2.2000 0.003 0.004 0.939 0.010 2.2250 0.003 0.004 0.964 0.010 2.2500 0.003 0.004 0.989 0.010 350 of 744 673 9/14/2018 8:38:23 AM Page 14 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.114 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.0031 Total Impervious Area:0.114 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.043464 5 year 0.0549 10 year 0.06267 25 year 0.072749 50 year 0.080463 100 year 0.088365 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.033118 5 year 0.045295 10 year 0.053536 25 year 0.064152 50 year 0.07221 100 year 0.080398 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.056 0.048 1950 0.061 0.053 1951 0.035 0.027 1952 0.031 0.023 1953 0.034 0.026 1954 0.035 0.027 1955 0.040 0.033 1956 0.039 0.032 1957 0.045 0.037 1958 0.036 0.022 351 of 744 673 9/14/2018 8:38:49 AM Page 15 1959 0.037 0.020 1960 0.036 0.028 1961 0.038 0.030 1962 0.033 0.019 1963 0.037 0.024 1964 0.036 0.028 1965 0.046 0.038 1966 0.031 0.023 1967 0.053 0.045 1968 0.060 0.038 1969 0.042 0.035 1970 0.040 0.032 1971 0.048 0.039 1972 0.050 0.040 1973 0.030 0.020 1974 0.044 0.022 1975 0.051 0.040 1976 0.034 0.026 1977 0.037 0.027 1978 0.045 0.037 1979 0.062 0.037 1980 0.056 0.041 1981 0.045 0.038 1982 0.064 0.057 1983 0.052 0.045 1984 0.033 0.022 1985 0.045 0.038 1986 0.039 0.030 1987 0.061 0.047 1988 0.037 0.030 1989 0.046 0.020 1990 0.077 0.071 1991 0.062 0.054 1992 0.033 0.025 1993 0.028 0.014 1994 0.031 0.016 1995 0.040 0.033 1996 0.043 0.037 1997 0.042 0.034 1998 0.042 0.033 1999 0.086 0.078 2000 0.043 0.036 2001 0.047 0.039 2002 0.055 0.048 2003 0.043 0.025 2004 0.081 0.071 2005 0.037 0.030 2006 0.033 0.025 2007 0.075 0.066 2008 0.061 0.052 2009 0.056 0.047 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0863 0.0775 2 0.0808 0.0713 3 0.0775 0.0713 352 of 744 673 9/14/2018 8:38:49 AM Page 16 4 0.0755 0.0664 5 0.0640 0.0565 6 0.0619 0.0535 7 0.0619 0.0528 8 0.0608 0.0515 9 0.0608 0.0479 10 0.0606 0.0475 11 0.0604 0.0475 12 0.0563 0.0473 13 0.0562 0.0452 14 0.0555 0.0449 15 0.0551 0.0413 16 0.0531 0.0404 17 0.0521 0.0398 18 0.0508 0.0393 19 0.0499 0.0387 20 0.0483 0.0382 21 0.0472 0.0379 22 0.0461 0.0377 23 0.0460 0.0377 24 0.0454 0.0371 25 0.0453 0.0369 26 0.0452 0.0367 27 0.0447 0.0367 28 0.0441 0.0358 29 0.0430 0.0348 30 0.0429 0.0337 31 0.0428 0.0325 32 0.0422 0.0325 33 0.0420 0.0325 34 0.0416 0.0323 35 0.0405 0.0317 36 0.0403 0.0305 37 0.0401 0.0305 38 0.0394 0.0300 39 0.0393 0.0297 40 0.0382 0.0282 41 0.0370 0.0279 42 0.0370 0.0272 43 0.0369 0.0268 44 0.0368 0.0266 45 0.0368 0.0263 46 0.0363 0.0260 47 0.0361 0.0249 48 0.0361 0.0248 49 0.0353 0.0247 50 0.0352 0.0240 51 0.0341 0.0228 52 0.0338 0.0228 53 0.0333 0.0217 54 0.0329 0.0216 55 0.0326 0.0215 56 0.0326 0.0201 57 0.0313 0.0201 58 0.0308 0.0199 59 0.0307 0.0194 60 0.0302 0.0162 61 0.0282 0.0144 353 of 744 673 9/14/2018 8:38:49 AM Page 17354 of 744 673 9/14/2018 8:38:49 AM Page 18 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0217 4338 916 21 Pass 0.0223 3901 862 22 Pass 0.0229 3531 799 22 Pass 0.0235 3238 732 22 Pass 0.0241 2952 684 23 Pass 0.0247 2663 632 23 Pass 0.0253 2436 586 24 Pass 0.0259 2227 540 24 Pass 0.0265 2029 498 24 Pass 0.0271 1838 457 24 Pass 0.0277 1688 434 25 Pass 0.0283 1523 403 26 Pass 0.0289 1384 384 27 Pass 0.0294 1272 361 28 Pass 0.0300 1163 333 28 Pass 0.0306 1051 312 29 Pass 0.0312 969 290 29 Pass 0.0318 887 269 30 Pass 0.0324 834 251 30 Pass 0.0330 767 232 30 Pass 0.0336 717 220 30 Pass 0.0342 656 210 32 Pass 0.0348 604 200 33 Pass 0.0354 565 197 34 Pass 0.0360 530 183 34 Pass 0.0366 489 169 34 Pass 0.0372 451 161 35 Pass 0.0377 420 148 35 Pass 0.0383 396 144 36 Pass 0.0389 370 137 37 Pass 0.0395 347 130 37 Pass 0.0401 321 124 38 Pass 0.0407 302 121 40 Pass 0.0413 281 108 38 Pass 0.0419 263 103 39 Pass 0.0425 247 98 39 Pass 0.0431 232 93 40 Pass 0.0437 217 86 39 Pass 0.0443 204 80 39 Pass 0.0449 187 75 40 Pass 0.0455 180 71 39 Pass 0.0461 171 65 38 Pass 0.0466 159 61 38 Pass 0.0472 147 59 40 Pass 0.0478 139 53 38 Pass 0.0484 135 51 37 Pass 0.0490 122 51 41 Pass 0.0496 114 49 42 Pass 0.0502 108 48 44 Pass 0.0508 106 47 44 Pass 0.0514 103 45 43 Pass 0.0520 95 43 45 Pass 0.0526 90 40 44 Pass 355 of 744 673 9/14/2018 8:38:50 AM Page 19 0.0532 84 36 42 Pass 0.0538 81 35 43 Pass 0.0544 72 31 43 Pass 0.0550 68 25 36 Pass 0.0555 65 25 38 Pass 0.0561 63 24 38 Pass 0.0567 62 22 35 Pass 0.0573 58 19 32 Pass 0.0579 54 17 31 Pass 0.0585 53 15 28 Pass 0.0591 52 14 26 Pass 0.0597 50 14 28 Pass 0.0603 48 12 25 Pass 0.0609 45 9 20 Pass 0.0615 43 9 20 Pass 0.0621 39 9 23 Pass 0.0627 35 9 25 Pass 0.0633 33 9 27 Pass 0.0639 29 9 31 Pass 0.0644 28 8 28 Pass 0.0650 28 8 28 Pass 0.0656 24 8 33 Pass 0.0662 21 8 38 Pass 0.0668 21 8 38 Pass 0.0674 19 8 42 Pass 0.0680 16 8 50 Pass 0.0686 13 8 61 Pass 0.0692 12 7 58 Pass 0.0698 9 7 77 Pass 0.0704 9 7 77 Pass 0.0710 9 7 77 Pass 0.0716 9 7 77 Pass 0.0722 8 6 75 Pass 0.0728 8 6 75 Pass 0.0733 8 6 75 Pass 0.0739 8 6 75 Pass 0.0745 8 5 62 Pass 0.0751 8 5 62 Pass 0.0757 8 5 62 Pass 0.0763 8 5 62 Pass 0.0769 7 5 71 Pass 0.0775 7 5 71 Pass 0.0781 7 5 71 Pass 0.0787 7 5 71 Pass 0.0793 7 4 57 Pass 0.0799 7 2 28 Pass 0.0805 6 1 16 Pass 356 of 744 673 9/14/2018 8:38:50 AM Page 20 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.014 acre-feet On-line facility target flow:0.0185 cfs. Adjusted for 15 min:0.0185 cfs. Off-line facility target flow:0.0104 cfs. Adjusted for 15 min:0.0104 cfs. 357 of 744 673 9/14/2018 8:38:50 AM Page 21 LID Report 358 of 744 673 9/14/2018 8:39:27 AM Page 22 POC 2 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #2 Total Pervious Area:0 Total Impervious Area:0.199 Mitigated Landuse Totals for POC #2 Total Pervious Area:0 Total Impervious Area:0.199 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #2 Return Period Flow(cfs) 2 year 0.075872 5 year 0.095835 10 year 0.109398 25 year 0.126992 50 year 0.140458 100 year 0.154251 Flow Frequency Return Periods for Mitigated. POC #2 Return Period Flow(cfs) 2 year 0.057499 5 year 0.079327 10 year 0.094195 25 year 0.113442 50 year 0.128111 100 year 0.143064 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #2 Year Predeveloped Mitigated 1949 0.098 0.086 1950 0.106 0.095 1951 0.061 0.050 1952 0.055 0.044 1953 0.059 0.046 1954 0.062 0.040 1955 0.070 0.060 1956 0.069 0.060 1957 0.078 0.067 1958 0.063 0.039 1959 0.064 0.038 359 of 744 673 9/14/2018 8:39:54 AM Page 23 1960 0.063 0.052 1961 0.067 0.057 1962 0.058 0.036 1963 0.065 0.041 1964 0.063 0.046 1965 0.080 0.061 1966 0.054 0.043 1967 0.093 0.081 1968 0.105 0.069 1969 0.073 0.064 1970 0.071 0.058 1971 0.084 0.062 1972 0.087 0.071 1973 0.053 0.037 1974 0.077 0.042 1975 0.089 0.066 1976 0.060 0.047 1977 0.065 0.040 1978 0.079 0.067 1979 0.108 0.057 1980 0.097 0.074 1981 0.079 0.068 1982 0.112 0.101 1983 0.091 0.081 1984 0.057 0.034 1985 0.079 0.068 1986 0.069 0.051 1987 0.106 0.059 1988 0.064 0.055 1989 0.080 0.030 1990 0.135 0.128 1991 0.108 0.094 1992 0.057 0.046 1993 0.049 0.028 1994 0.054 0.029 1995 0.070 0.058 1996 0.075 0.068 1997 0.073 0.064 1998 0.074 0.044 1999 0.151 0.137 2000 0.075 0.065 2001 0.082 0.068 2002 0.096 0.087 2003 0.075 0.028 2004 0.141 0.130 2005 0.064 0.054 2006 0.057 0.046 2007 0.132 0.115 2008 0.106 0.091 2009 0.098 0.069 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #2 Rank Predeveloped Mitigated 1 0.1507 0.1365 2 0.1410 0.1301 3 0.1352 0.1277 4 0.1318 0.1153 360 of 744 673 9/14/2018 8:39:54 AM Page 24 5 0.1118 0.1011 6 0.1080 0.0947 7 0.1080 0.0943 8 0.1062 0.0910 9 0.1061 0.0870 10 0.1058 0.0856 11 0.1054 0.0813 12 0.0983 0.0808 13 0.0981 0.0738 14 0.0969 0.0714 15 0.0961 0.0693 16 0.0927 0.0692 17 0.0910 0.0685 18 0.0886 0.0682 19 0.0870 0.0681 20 0.0843 0.0679 21 0.0824 0.0674 22 0.0804 0.0668 23 0.0803 0.0663 24 0.0793 0.0648 25 0.0791 0.0637 26 0.0789 0.0635 27 0.0781 0.0617 28 0.0769 0.0614 29 0.0750 0.0602 30 0.0748 0.0598 31 0.0747 0.0586 32 0.0736 0.0583 33 0.0733 0.0581 34 0.0727 0.0573 35 0.0707 0.0565 36 0.0703 0.0547 37 0.0700 0.0544 38 0.0688 0.0519 39 0.0686 0.0507 40 0.0667 0.0501 41 0.0646 0.0472 42 0.0645 0.0463 43 0.0644 0.0459 44 0.0643 0.0457 45 0.0642 0.0455 46 0.0633 0.0444 47 0.0631 0.0442 48 0.0630 0.0426 49 0.0617 0.0424 50 0.0614 0.0406 51 0.0596 0.0404 52 0.0590 0.0400 53 0.0581 0.0387 54 0.0574 0.0377 55 0.0569 0.0366 56 0.0568 0.0357 57 0.0546 0.0336 58 0.0538 0.0296 59 0.0536 0.0288 60 0.0527 0.0282 61 0.0492 0.0277 361 of 744 673 9/14/2018 8:39:54 AM Page 25362 of 744 673 9/14/2018 8:39:54 AM Page 26 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0379 1802 506 28 Pass 0.0390 1636 470 28 Pass 0.0400 1474 444 30 Pass 0.0410 1343 413 30 Pass 0.0421 1227 386 31 Pass 0.0431 1102 354 32 Pass 0.0441 1003 337 33 Pass 0.0452 920 313 34 Pass 0.0462 852 289 33 Pass 0.0473 790 270 34 Pass 0.0483 725 256 35 Pass 0.0493 665 237 35 Pass 0.0504 610 222 36 Pass 0.0514 571 203 35 Pass 0.0524 532 192 36 Pass 0.0535 488 185 37 Pass 0.0545 451 173 38 Pass 0.0555 419 166 39 Pass 0.0566 389 155 39 Pass 0.0576 364 141 38 Pass 0.0586 338 129 38 Pass 0.0597 316 128 40 Pass 0.0607 295 125 42 Pass 0.0618 271 116 42 Pass 0.0628 256 107 41 Pass 0.0638 238 99 41 Pass 0.0649 221 93 42 Pass 0.0659 206 91 44 Pass 0.0669 193 85 44 Pass 0.0680 181 79 43 Pass 0.0690 171 72 42 Pass 0.0700 161 67 41 Pass 0.0711 148 63 42 Pass 0.0721 139 59 42 Pass 0.0731 135 57 42 Pass 0.0742 122 53 43 Pass 0.0752 113 51 45 Pass 0.0763 107 50 46 Pass 0.0773 105 46 43 Pass 0.0783 100 45 45 Pass 0.0794 92 45 48 Pass 0.0804 87 44 50 Pass 0.0814 84 40 47 Pass 0.0825 73 40 54 Pass 0.0835 71 36 50 Pass 0.0845 65 30 46 Pass 0.0856 63 30 47 Pass 0.0866 62 28 45 Pass 0.0876 58 26 44 Pass 0.0887 54 21 38 Pass 0.0897 54 18 33 Pass 0.0908 52 18 34 Pass 0.0918 50 17 34 Pass 363 of 744 673 9/14/2018 8:39:54 AM Page 27 0.0928 46 17 36 Pass 0.0939 45 15 33 Pass 0.0949 40 11 27 Pass 0.0959 38 11 28 Pass 0.0970 33 9 27 Pass 0.0980 32 8 25 Pass 0.0990 29 8 27 Pass 0.1001 28 8 28 Pass 0.1011 25 8 32 Pass 0.1021 22 7 31 Pass 0.1032 21 7 33 Pass 0.1042 20 7 35 Pass 0.1052 17 7 41 Pass 0.1063 13 7 53 Pass 0.1073 12 7 58 Pass 0.1084 9 7 77 Pass 0.1094 9 7 77 Pass 0.1104 9 7 77 Pass 0.1115 9 7 77 Pass 0.1125 8 7 87 Pass 0.1135 8 7 87 Pass 0.1146 8 6 75 Pass 0.1156 8 5 62 Pass 0.1166 8 5 62 Pass 0.1177 8 5 62 Pass 0.1187 8 5 62 Pass 0.1197 7 5 71 Pass 0.1208 7 5 71 Pass 0.1218 7 5 71 Pass 0.1229 7 4 57 Pass 0.1239 7 4 57 Pass 0.1249 7 4 57 Pass 0.1260 6 4 66 Pass 0.1270 6 4 66 Pass 0.1280 6 3 50 Pass 0.1291 6 3 50 Pass 0.1301 6 3 50 Pass 0.1311 6 1 16 Pass 0.1322 5 1 20 Pass 0.1332 5 1 20 Pass 0.1342 4 1 25 Pass 0.1353 4 1 25 Pass 0.1363 3 1 33 Pass 0.1374 2 0 0 Pass 0.1384 2 0 0 Pass 0.1394 2 0 0 Pass 0.1405 2 0 0 Pass 364 of 744 673 9/14/2018 8:39:54 AM Page 28 Water Quality Water Quality BMP Flow and Volume for POC #2 On-line facility volume:0.0244 acre-feet On-line facility target flow:0.0323 cfs. Adjusted for 15 min:0.0323 cfs. Off-line facility target flow:0.0182 cfs. Adjusted for 15 min:0.0182 cfs. 365 of 744 673 9/14/2018 8:39:54 AM Page 29 LID Report 366 of 744 673 9/14/2018 8:39:54 AM Page 30 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. 367 of 744 673 9/14/2018 8:39:54 AM Page 31 Appendix Predeveloped Schematic 368 of 744 673 9/14/2018 8:39:56 AM Page 32 Mitigated Schematic 369 of 744 673 9/14/2018 8:39:57 AM Page 33 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 673.wdm MESSU 25 Pre673.MES 27 Pre673.L61 28 Pre673.L62 30 POC6731.dat 31 POC6732.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 1 COPY 501 COPY 502 DISPLY 1 DISPLY 2 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 673A MAX 1 2 30 9 2 675B MAX 1 2 31 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 502 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 370 of 744 673 9/14/2018 8:39:57 AM Page 34 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation 371 of 744 673 9/14/2018 8:39:57 AM Page 35 # - # *** RETS SURS 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** 673A*** IMPLND 1 0.114 COPY 501 15 675B*** IMPLND 1 0.199 COPY 502 15 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 COPY 502 OUTPUT MEAN 1 1 48.4 DISPLY 2 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES 372 of 744 673 9/14/2018 8:39:57 AM Page 36 EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL COPY 502 OUTPUT MEAN 1 1 48.4 WDM 502 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN 373 of 744 673 9/14/2018 8:39:57 AM Page 37 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 673.wdm MESSU 25 Mit673.MES 27 Mit673.L61 28 Mit673.L62 30 POC6731.dat 31 POC6732.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 13 IMPLND 1 RCHRES 1 RCHRES 2 COPY 1 COPY 501 COPY 2 COPY 502 DISPLY 1 DISPLY 2 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Cell 673A MAX 1 2 30 9 2 673B MAX 1 2 31 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 2 1 1 502 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 13 C, Pasture, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY 374 of 744 673 9/14/2018 8:39:57 AM Page 38 <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 13 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 13 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 13 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 13 0 4.5 0.06 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 13 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 13 0.15 0.4 0.3 6 0.5 0.4 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 13 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 END IWAT-PARM1 375 of 744 673 9/14/2018 8:39:57 AM Page 39 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** 673A*** PERLND 13 0.0031 RCHRES 1 2 PERLND 13 0.0031 RCHRES 1 3 IMPLND 1 0.114 RCHRES 1 5 673B*** IMPLND 1 0.199 RCHRES 2 5 ******Routing****** PERLND 13 0.0031 COPY 1 12 IMPLND 1 0.114 COPY 1 15 PERLND 13 0.0031 COPY 1 13 IMPLND 1 0.199 COPY 2 15 RCHRES 1 1 COPY 501 17 RCHRES 2 1 COPY 502 17 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 COPY 502 OUTPUT MEAN 1 1 48.4 DISPLY 2 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 Cell 673A 2 1 1 1 28 0 1 2 673B 2 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR 376 of 744 673 9/14/2018 8:39:57 AM Page 40 # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 2 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 0.0 0.5 0.0 2 2 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.001287 0.000000 0.000000 0.000000 0.025000 0.001287 0.000013 0.000000 0.007786 0.050000 0.001287 0.000026 0.000000 0.007786 0.075000 0.001287 0.000039 0.000000 0.007786 0.100000 0.001287 0.000051 0.000000 0.007786 0.125000 0.001287 0.000064 0.000000 0.007786 0.150000 0.001287 0.000077 0.000000 0.007786 0.175000 0.001287 0.000090 0.000000 0.007786 0.200000 0.001287 0.000103 0.000000 0.007786 0.225000 0.001287 0.000116 0.000000 0.007786 0.250000 0.001287 0.000129 0.000000 0.007786 0.275000 0.001287 0.000142 0.000000 0.007786 0.300000 0.001287 0.000154 0.000000 0.007786 0.325000 0.001287 0.000167 0.000000 0.007786 0.350000 0.001287 0.000180 0.000000 0.007786 0.375000 0.001287 0.000193 0.000000 0.007786 0.400000 0.001287 0.000206 0.000000 0.007786 0.425000 0.001287 0.000219 0.000000 0.007786 0.450000 0.001287 0.000232 0.000000 0.007786 0.475000 0.001287 0.000245 0.000000 0.007786 0.500000 0.001287 0.000257 0.000000 0.007786 0.525000 0.001287 0.000270 0.000000 0.007786 0.550000 0.001287 0.000283 0.000000 0.007786 0.575000 0.001287 0.000296 0.000000 0.007786 0.600000 0.001287 0.000309 0.000000 0.007786 0.625000 0.001287 0.000322 0.000000 0.007786 0.650000 0.001287 0.000335 0.000000 0.007786 0.675000 0.001287 0.000347 0.000000 0.007786 0.700000 0.001287 0.000360 0.000000 0.007786 0.725000 0.001287 0.000373 0.000000 0.007786 0.750000 0.001287 0.000386 0.000000 0.007786 0.775000 0.001287 0.000399 0.000000 0.007786 0.800000 0.001287 0.000412 0.000000 0.007786 377 of 744 673 9/14/2018 8:39:57 AM Page 41 0.825000 0.001287 0.000425 0.000000 0.007786 0.850000 0.001287 0.000438 0.000000 0.007786 0.875000 0.001287 0.000450 0.000000 0.007786 0.900000 0.001287 0.000463 0.000000 0.007786 0.925000 0.001287 0.000476 0.000000 0.007786 0.950000 0.001287 0.000489 0.000000 0.007786 0.975000 0.001287 0.000502 0.000000 0.007786 1.000000 0.001287 0.000515 0.000000 0.007786 1.025000 0.001287 0.000528 0.000000 0.007786 1.050000 0.001287 0.000541 0.000000 0.007786 1.075000 0.001287 0.000553 0.000000 0.007786 1.100000 0.001287 0.000566 0.000000 0.007786 1.125000 0.001287 0.000579 0.000000 0.007786 1.150000 0.001287 0.000592 0.000000 0.007786 1.175000 0.001287 0.000605 0.000000 0.007786 1.200000 0.001287 0.000618 0.000000 0.007786 1.225000 0.001287 0.000631 0.000000 0.007786 1.250000 0.001287 0.000644 0.000000 0.007786 1.275000 0.001287 0.000656 0.000000 0.007786 1.300000 0.001287 0.000669 0.000000 0.007786 1.325000 0.001287 0.000682 0.000000 0.007786 1.350000 0.001287 0.000695 0.000000 0.007786 1.375000 0.001287 0.000708 0.000000 0.007786 1.400000 0.001287 0.000721 0.000000 0.007786 1.425000 0.001287 0.000734 0.000000 0.007786 1.450000 0.001287 0.000746 0.000000 0.007786 1.475000 0.001287 0.000759 0.000000 0.007786 1.500000 0.001287 0.000772 0.000000 0.007786 1.525000 0.001287 0.000804 0.000000 0.007786 1.550000 0.001287 0.000837 0.000000 0.007786 1.575000 0.001287 0.000869 0.000000 0.007786 1.600000 0.001287 0.000901 0.000000 0.007786 1.625000 0.001287 0.000933 0.000000 0.007786 1.650000 0.001287 0.000965 0.000000 0.007786 1.675000 0.001287 0.000997 0.000000 0.007786 1.700000 0.001287 0.001030 0.000000 0.007786 1.725000 0.001287 0.001062 0.000000 0.007786 1.750000 0.001287 0.001094 0.000000 0.007786 1.775000 0.001287 0.001126 0.027942 0.007786 1.800000 0.001287 0.001158 0.078856 0.007786 1.825000 0.001287 0.001190 0.144088 0.007786 1.850000 0.001287 0.001223 0.219469 0.007786 1.875000 0.001287 0.001255 0.301313 0.007786 1.900000 0.001287 0.001287 0.385862 0.007786 1.925000 0.001287 0.001319 0.469280 0.007786 1.950000 0.001287 0.001351 0.547841 0.007786 1.975000 0.001287 0.001384 0.618242 0.007786 2.000000 0.001287 0.001416 0.678003 0.007786 2.025000 0.001287 0.001448 0.725924 0.007786 2.050000 0.001287 0.001480 0.762603 0.007786 2.075000 0.001287 0.001512 0.791006 0.007786 2.100000 0.001287 0.001544 0.828154 0.007786 2.125000 0.001287 0.001577 0.857221 0.007786 2.150000 0.001287 0.001609 0.885334 0.007786 2.175000 0.001287 0.001641 0.912581 0.007786 2.200000 0.001287 0.001673 0.939038 0.007786 2.225000 0.001287 0.001705 0.964770 0.007786 2.250000 0.001287 0.001737 0.989833 0.007786 2.275000 0.001287 0.001770 1.014277 0.007786 END FTABLE 1 FTABLE 2 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.003487 0.000000 0.000000 0.000000 0.025000 0.003487 0.000035 0.000000 0.010547 0.050000 0.003487 0.000070 0.000000 0.010547 0.075000 0.003487 0.000105 0.000000 0.010547 0.100000 0.003487 0.000139 0.000000 0.010547 0.125000 0.003487 0.000174 0.000000 0.010547 378 of 744 673 9/14/2018 8:39:57 AM Page 42 0.150000 0.003487 0.000209 0.000000 0.010547 0.175000 0.003487 0.000244 0.000000 0.010547 0.200000 0.003487 0.000279 0.000000 0.010547 0.225000 0.003487 0.000314 0.000000 0.010547 0.250000 0.003487 0.000349 0.000000 0.010547 0.275000 0.003487 0.000384 0.000000 0.010547 0.300000 0.003487 0.000418 0.000000 0.010547 0.325000 0.003487 0.000453 0.000000 0.010547 0.350000 0.003487 0.000488 0.000000 0.010547 0.375000 0.003487 0.000523 0.000000 0.010547 0.400000 0.003487 0.000558 0.000000 0.010547 0.425000 0.003487 0.000593 0.000000 0.010547 0.450000 0.003487 0.000628 0.000000 0.010547 0.475000 0.003487 0.000662 0.000000 0.010547 0.500000 0.003487 0.000697 0.000000 0.010547 0.525000 0.003487 0.000732 0.000000 0.010547 0.550000 0.003487 0.000767 0.000000 0.010547 0.575000 0.003487 0.000802 0.000000 0.010547 0.600000 0.003487 0.000837 0.000000 0.010547 0.625000 0.003487 0.000872 0.000000 0.010547 0.650000 0.003487 0.000907 0.000000 0.010547 0.675000 0.003487 0.000941 0.000000 0.010547 0.700000 0.003487 0.000976 0.000000 0.010547 0.725000 0.003487 0.001011 0.000000 0.010547 0.750000 0.003487 0.001046 0.000000 0.010547 0.775000 0.003487 0.001081 0.000000 0.010547 0.800000 0.003487 0.001116 0.000000 0.010547 0.825000 0.003487 0.001151 0.000000 0.010547 0.850000 0.003487 0.001185 0.000000 0.010547 0.875000 0.003487 0.001220 0.000000 0.010547 0.900000 0.003487 0.001255 0.000000 0.010547 0.925000 0.003487 0.001290 0.000000 0.010547 0.950000 0.003487 0.001325 0.000000 0.010547 0.975000 0.003487 0.001360 0.000000 0.010547 1.000000 0.003487 0.001395 0.000000 0.010547 1.025000 0.003487 0.001429 0.000000 0.010547 1.050000 0.003487 0.001464 0.000000 0.010547 1.075000 0.003487 0.001499 0.000000 0.010547 1.100000 0.003487 0.001534 0.000000 0.010547 1.125000 0.003487 0.001569 0.000000 0.010547 1.150000 0.003487 0.001604 0.000000 0.010547 1.175000 0.003487 0.001639 0.000000 0.010547 1.200000 0.003487 0.001674 0.000000 0.010547 1.225000 0.003487 0.001708 0.000000 0.010547 1.250000 0.003487 0.001743 0.000000 0.010547 1.275000 0.003487 0.001778 0.000000 0.010547 1.300000 0.003487 0.001813 0.000000 0.010547 1.325000 0.003487 0.001848 0.000000 0.010547 1.350000 0.003487 0.001883 0.000000 0.010547 1.375000 0.003487 0.001918 0.000000 0.010547 1.400000 0.003487 0.001952 0.000000 0.010547 1.425000 0.003487 0.001987 0.000000 0.010547 1.450000 0.003487 0.002022 0.000000 0.010547 1.475000 0.003487 0.002057 0.000000 0.010547 1.500000 0.003487 0.002092 0.000000 0.010547 1.525000 0.003487 0.002179 0.000000 0.010547 1.550000 0.003487 0.002266 0.000000 0.010547 1.575000 0.003487 0.002353 0.000000 0.010547 1.600000 0.003487 0.002441 0.000000 0.010547 1.625000 0.003487 0.002528 0.000000 0.010547 1.650000 0.003487 0.002615 0.000000 0.010547 1.675000 0.003487 0.002702 0.000000 0.010547 1.700000 0.003487 0.002789 0.000000 0.010547 1.725000 0.003487 0.002876 0.000000 0.010547 1.750000 0.003487 0.002964 0.000000 0.010547 1.775000 0.003487 0.003051 0.027942 0.010547 1.800000 0.003487 0.003138 0.078856 0.010547 1.825000 0.003487 0.003225 0.144088 0.010547 1.850000 0.003487 0.003312 0.219469 0.010547 1.875000 0.003487 0.003399 0.301313 0.010547 379 of 744 673 9/14/2018 8:39:57 AM Page 43 1.900000 0.003487 0.003487 0.385862 0.010547 1.925000 0.003487 0.003574 0.469280 0.010547 1.950000 0.003487 0.003661 0.547841 0.010547 1.975000 0.003487 0.003748 0.618242 0.010547 2.000000 0.003487 0.003835 0.678003 0.010547 2.025000 0.003487 0.003922 0.725924 0.010547 2.050000 0.003487 0.004010 0.762603 0.010547 2.075000 0.003487 0.004097 0.791006 0.010547 2.100000 0.003487 0.004184 0.828154 0.010547 2.125000 0.003487 0.004271 0.857221 0.010547 2.150000 0.003487 0.004358 0.885334 0.010547 2.175000 0.003487 0.004445 0.912581 0.010547 2.200000 0.003487 0.004533 0.939038 0.010547 2.225000 0.003487 0.004620 0.964770 0.010547 2.250000 0.003487 0.004707 0.989833 0.010547 2.275000 0.003487 0.004794 1.014277 0.010547 END FTABLE 2 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 1 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1001 FLOW ENGL REPL RCHRES 1 HYDR O 2 1 1 WDM 1002 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1003 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL RCHRES 2 HYDR RO 1 1 1 WDM 1004 FLOW ENGL REPL RCHRES 2 HYDR O 1 1 1 WDM 1005 FLOW ENGL REPL RCHRES 2 HYDR O 2 1 1 WDM 1006 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1007 STAG ENGL REPL COPY 2 OUTPUT MEAN 1 1 48.4 WDM 702 FLOW ENGL REPL COPY 502 OUTPUT MEAN 1 1 48.4 WDM 802 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 380 of 744 673 9/14/2018 8:39:57 AM Page 44 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN 381 of 744 673 9/14/2018 8:39:57 AM Page 45 Predeveloped HSPF Message File 382 of 744 673 9/14/2018 8:39:57 AM Page 46 Mitigated HSPF Message File 383 of 744 673 9/14/2018 8:39:57 AM Page 47 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com 384 of 744 WWHM2012 PROJECT REPORT 385 of 744 674 9/14/2018 8:42:52 AM Page 2 General Model Information Project Name:674 Site Name:Boeing Renton Site Address: City: Report Date:9/14/2018 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2018/03/02 Version:4.2.14 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year Low Flow Threshold for POC2:50 Percent of the 2 Year High Flow Threshold for POC2:50 Year Low Flow Threshold for POC3:50 Percent of the 2 Year High Flow Threshold for POC3:50 Year 386 of 744 674 9/14/2018 8:42:52 AM Page 3 Landuse Basin Data Predeveloped Land Use 674A Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.103 Impervious Total 0.103 Basin Total 0.103 Element Flows To: Surface Interflow Groundwater 387 of 744 674 9/14/2018 8:42:52 AM Page 4 674B Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.116 Impervious Total 0.116 Basin Total 0.116 Element Flows To: Surface Interflow Groundwater 388 of 744 674 9/14/2018 8:42:52 AM Page 5 674C Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.13 Impervious Total 0.13 Basin Total 0.13 Element Flows To: Surface Interflow Groundwater 389 of 744 674 9/14/2018 8:42:52 AM Page 6 Mitigated Land Use 674A Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.103 Impervious Total 0.103 Basin Total 0.103 Element Flows To: Surface Interflow Groundwater Cell 674A Cell 674A 390 of 744 674 9/14/2018 8:42:52 AM Page 7 674B Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.116 Impervious Total 0.116 Basin Total 0.116 Element Flows To: Surface Interflow Groundwater Cell 674B Cell 674B 391 of 744 674 9/14/2018 8:42:52 AM Page 8 674C Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.13 Impervious Total 0.13 Basin Total 0.13 Element Flows To: Surface Interflow Groundwater Cell 674C Cell 674C 392 of 744 674 9/14/2018 8:42:52 AM Page 9 Routing Elements Predeveloped Routing 393 of 744 674 9/14/2018 8:42:52 AM Page 10 Mitigated Routing Cell 674A Bottom Length:17.25 ft. Bottom Width:3.25 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:1.5 Pour Space of material for first layer:0.4 Material thickness of second layer:0.25 Pour Space of material for second layer:1 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:12 Infiltration safety factor:0.5 Total Volume Infiltrated (ac-ft.):14.98 Total Volume Through Riser (ac-ft.):0.926 Total Volume Through Facility (ac-ft.):15.906 Percent Infiltrated:94.18 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:1.75 ft. Riser Diameter:8 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.001287 0.000000 0.000 0.000 0.0250 0.001287 0.000013 0.000 0.007 0.0500 0.001287 0.000026 0.000 0.007 0.0750 0.001287 0.000039 0.000 0.007 0.1000 0.001287 0.000051 0.000 0.007 0.1250 0.001287 0.000064 0.000 0.007 0.1500 0.001287 0.000077 0.000 0.007 0.1750 0.001287 0.000090 0.000 0.007 0.2000 0.001287 0.000103 0.000 0.007 0.2250 0.001287 0.000116 0.000 0.007 0.2500 0.001287 0.000129 0.000 0.007 0.2750 0.001287 0.000142 0.000 0.007 0.3000 0.001287 0.000154 0.000 0.007 0.3250 0.001287 0.000167 0.000 0.007 0.3500 0.001287 0.000180 0.000 0.007 0.3750 0.001287 0.000193 0.000 0.007 0.4000 0.001287 0.000206 0.000 0.007 0.4250 0.001287 0.000219 0.000 0.007 0.4500 0.001287 0.000232 0.000 0.007 0.4750 0.001287 0.000245 0.000 0.007 0.5000 0.001287 0.000257 0.000 0.007 0.5250 0.001287 0.000270 0.000 0.007 0.5500 0.001287 0.000283 0.000 0.007 0.5750 0.001287 0.000296 0.000 0.007 394 of 744 674 9/14/2018 8:42:52 AM Page 11 0.6000 0.001287 0.000309 0.000 0.007 0.6250 0.001287 0.000322 0.000 0.007 0.6500 0.001287 0.000335 0.000 0.007 0.6750 0.001287 0.000347 0.000 0.007 0.7000 0.001287 0.000360 0.000 0.007 0.7250 0.001287 0.000373 0.000 0.007 0.7500 0.001287 0.000386 0.000 0.007 0.7750 0.001287 0.000399 0.000 0.007 0.8000 0.001287 0.000412 0.000 0.007 0.8250 0.001287 0.000425 0.000 0.007 0.8500 0.001287 0.000438 0.000 0.007 0.8750 0.001287 0.000450 0.000 0.007 0.9000 0.001287 0.000463 0.000 0.007 0.9250 0.001287 0.000476 0.000 0.007 0.9500 0.001287 0.000489 0.000 0.007 0.9750 0.001287 0.000502 0.000 0.007 1.0000 0.001287 0.000515 0.000 0.007 1.0250 0.001287 0.000528 0.000 0.007 1.0500 0.001287 0.000541 0.000 0.007 1.0750 0.001287 0.000553 0.000 0.007 1.1000 0.001287 0.000566 0.000 0.007 1.1250 0.001287 0.000579 0.000 0.007 1.1500 0.001287 0.000592 0.000 0.007 1.1750 0.001287 0.000605 0.000 0.007 1.2000 0.001287 0.000618 0.000 0.007 1.2250 0.001287 0.000631 0.000 0.007 1.2500 0.001287 0.000644 0.000 0.007 1.2750 0.001287 0.000656 0.000 0.007 1.3000 0.001287 0.000669 0.000 0.007 1.3250 0.001287 0.000682 0.000 0.007 1.3500 0.001287 0.000695 0.000 0.007 1.3750 0.001287 0.000708 0.000 0.007 1.4000 0.001287 0.000721 0.000 0.007 1.4250 0.001287 0.000734 0.000 0.007 1.4500 0.001287 0.000746 0.000 0.007 1.4750 0.001287 0.000759 0.000 0.007 1.5000 0.001287 0.000772 0.000 0.007 1.5250 0.001287 0.000804 0.000 0.007 1.5500 0.001287 0.000837 0.000 0.007 1.5750 0.001287 0.000869 0.000 0.007 1.6000 0.001287 0.000901 0.000 0.007 1.6250 0.001287 0.000933 0.000 0.007 1.6500 0.001287 0.000965 0.000 0.007 1.6750 0.001287 0.000997 0.000 0.007 1.7000 0.001287 0.001030 0.000 0.007 1.7250 0.001287 0.001062 0.000 0.007 1.7500 0.001287 0.001094 0.000 0.007 1.7750 0.001287 0.001126 0.027 0.007 1.8000 0.001287 0.001158 0.078 0.007 1.8250 0.001287 0.001190 0.144 0.007 1.8500 0.001287 0.001223 0.219 0.007 1.8750 0.001287 0.001255 0.301 0.007 1.9000 0.001287 0.001287 0.385 0.007 1.9250 0.001287 0.001319 0.469 0.007 1.9500 0.001287 0.001351 0.547 0.007 1.9750 0.001287 0.001384 0.618 0.007 2.0000 0.001287 0.001416 0.678 0.007 2.0250 0.001287 0.001448 0.725 0.007 395 of 744 674 9/14/2018 8:42:52 AM Page 12 2.0500 0.001287 0.001480 0.762 0.007 2.0750 0.001287 0.001512 0.791 0.007 2.1000 0.001287 0.001544 0.828 0.007 2.1250 0.001287 0.001577 0.857 0.007 2.1500 0.001287 0.001609 0.885 0.007 2.1750 0.001287 0.001641 0.912 0.007 2.2000 0.001287 0.001673 0.939 0.007 2.2250 0.001287 0.001705 0.964 0.007 2.2500 0.001287 0.001737 0.989 0.007 396 of 744 674 9/14/2018 8:42:52 AM Page 13 Cell 674B Bottom Length:17.25 ft. Bottom Width:4.25 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:1.5 Pour Space of material for first layer:0.4 Material thickness of second layer:0.25 Pour Space of material for second layer:1 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:12 Infiltration safety factor:0.5 Total Volume Infiltrated (ac-ft.):17.243 Total Volume Through Riser (ac-ft.):0.703 Total Volume Through Facility (ac-ft.):17.946 Percent Infiltrated:96.08 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:1.75 ft. Riser Diameter:8 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.001683 0.000000 0.000 0.000 0.0250 0.001683 0.000017 0.000 0.010 0.0500 0.001683 0.000034 0.000 0.010 0.0750 0.001683 0.000050 0.000 0.010 0.1000 0.001683 0.000067 0.000 0.010 0.1250 0.001683 0.000084 0.000 0.010 0.1500 0.001683 0.000101 0.000 0.010 0.1750 0.001683 0.000118 0.000 0.010 0.2000 0.001683 0.000135 0.000 0.010 0.2250 0.001683 0.000151 0.000 0.010 0.2500 0.001683 0.000168 0.000 0.010 0.2750 0.001683 0.000185 0.000 0.010 0.3000 0.001683 0.000202 0.000 0.010 0.3250 0.001683 0.000219 0.000 0.010 0.3500 0.001683 0.000236 0.000 0.010 0.3750 0.001683 0.000252 0.000 0.010 0.4000 0.001683 0.000269 0.000 0.010 0.4250 0.001683 0.000286 0.000 0.010 0.4500 0.001683 0.000303 0.000 0.010 0.4750 0.001683 0.000320 0.000 0.010 0.5000 0.001683 0.000337 0.000 0.010 0.5250 0.001683 0.000353 0.000 0.010 0.5500 0.001683 0.000370 0.000 0.010 0.5750 0.001683 0.000387 0.000 0.010 0.6000 0.001683 0.000404 0.000 0.010 0.6250 0.001683 0.000421 0.000 0.010 397 of 744 674 9/14/2018 8:42:52 AM Page 14 0.6500 0.001683 0.000438 0.000 0.010 0.6750 0.001683 0.000454 0.000 0.010 0.7000 0.001683 0.000471 0.000 0.010 0.7250 0.001683 0.000488 0.000 0.010 0.7500 0.001683 0.000505 0.000 0.010 0.7750 0.001683 0.000522 0.000 0.010 0.8000 0.001683 0.000539 0.000 0.010 0.8250 0.001683 0.000555 0.000 0.010 0.8500 0.001683 0.000572 0.000 0.010 0.8750 0.001683 0.000589 0.000 0.010 0.9000 0.001683 0.000606 0.000 0.010 0.9250 0.001683 0.000623 0.000 0.010 0.9500 0.001683 0.000640 0.000 0.010 0.9750 0.001683 0.000656 0.000 0.010 1.0000 0.001683 0.000673 0.000 0.010 1.0250 0.001683 0.000690 0.000 0.010 1.0500 0.001683 0.000707 0.000 0.010 1.0750 0.001683 0.000724 0.000 0.010 1.1000 0.001683 0.000741 0.000 0.010 1.1250 0.001683 0.000757 0.000 0.010 1.1500 0.001683 0.000774 0.000 0.010 1.1750 0.001683 0.000791 0.000 0.010 1.2000 0.001683 0.000808 0.000 0.010 1.2250 0.001683 0.000825 0.000 0.010 1.2500 0.001683 0.000842 0.000 0.010 1.2750 0.001683 0.000858 0.000 0.010 1.3000 0.001683 0.000875 0.000 0.010 1.3250 0.001683 0.000892 0.000 0.010 1.3500 0.001683 0.000909 0.000 0.010 1.3750 0.001683 0.000926 0.000 0.010 1.4000 0.001683 0.000942 0.000 0.010 1.4250 0.001683 0.000959 0.000 0.010 1.4500 0.001683 0.000976 0.000 0.010 1.4750 0.001683 0.000993 0.000 0.010 1.5000 0.001683 0.001010 0.000 0.010 1.5250 0.001683 0.001052 0.000 0.010 1.5500 0.001683 0.001094 0.000 0.010 1.5750 0.001683 0.001136 0.000 0.010 1.6000 0.001683 0.001178 0.000 0.010 1.6250 0.001683 0.001220 0.000 0.010 1.6500 0.001683 0.001262 0.000 0.010 1.6750 0.001683 0.001304 0.000 0.010 1.7000 0.001683 0.001346 0.000 0.010 1.7250 0.001683 0.001388 0.000 0.010 1.7500 0.001683 0.001431 0.000 0.010 1.7750 0.001683 0.001473 0.027 0.010 1.8000 0.001683 0.001515 0.078 0.010 1.8250 0.001683 0.001557 0.144 0.010 1.8500 0.001683 0.001599 0.219 0.010 1.8750 0.001683 0.001641 0.301 0.010 1.9000 0.001683 0.001683 0.385 0.010 1.9250 0.001683 0.001725 0.469 0.010 1.9500 0.001683 0.001767 0.547 0.010 1.9750 0.001683 0.001809 0.618 0.010 2.0000 0.001683 0.001851 0.678 0.010 2.0250 0.001683 0.001893 0.725 0.010 2.0500 0.001683 0.001935 0.762 0.010 2.0750 0.001683 0.001978 0.791 0.010 398 of 744 674 9/14/2018 8:42:52 AM Page 15 2.1000 0.001683 0.002020 0.828 0.010 2.1250 0.001683 0.002062 0.857 0.010 2.1500 0.001683 0.002104 0.885 0.010 2.1750 0.001683 0.002146 0.912 0.010 2.2000 0.001683 0.002188 0.939 0.010 2.2250 0.001683 0.002230 0.964 0.010 2.2500 0.001683 0.002272 0.989 0.010 399 of 744 674 9/14/2018 8:42:52 AM Page 16 Cell 674C Bottom Length:17.25 ft. Bottom Width:4.25 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:1.5 Pour Space of material for first layer:0.4 Material thickness of second layer:0.25 Pour Space of material for second layer:1 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:12 Infiltration safety factor:0.5 Total Volume Infiltrated (ac-ft.):19.073 Total Volume Through Riser (ac-ft.):1.068 Total Volume Through Facility (ac-ft.):20.142 Percent Infiltrated:94.69 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:1.75 ft. Riser Diameter:8 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.001683 0.000000 0.000 0.000 0.0250 0.001683 0.000017 0.000 0.010 0.0500 0.001683 0.000034 0.000 0.010 0.0750 0.001683 0.000050 0.000 0.010 0.1000 0.001683 0.000067 0.000 0.010 0.1250 0.001683 0.000084 0.000 0.010 0.1500 0.001683 0.000101 0.000 0.010 0.1750 0.001683 0.000118 0.000 0.010 0.2000 0.001683 0.000135 0.000 0.010 0.2250 0.001683 0.000151 0.000 0.010 0.2500 0.001683 0.000168 0.000 0.010 0.2750 0.001683 0.000185 0.000 0.010 0.3000 0.001683 0.000202 0.000 0.010 0.3250 0.001683 0.000219 0.000 0.010 0.3500 0.001683 0.000236 0.000 0.010 0.3750 0.001683 0.000252 0.000 0.010 0.4000 0.001683 0.000269 0.000 0.010 0.4250 0.001683 0.000286 0.000 0.010 0.4500 0.001683 0.000303 0.000 0.010 0.4750 0.001683 0.000320 0.000 0.010 0.5000 0.001683 0.000337 0.000 0.010 0.5250 0.001683 0.000353 0.000 0.010 0.5500 0.001683 0.000370 0.000 0.010 0.5750 0.001683 0.000387 0.000 0.010 0.6000 0.001683 0.000404 0.000 0.010 0.6250 0.001683 0.000421 0.000 0.010 400 of 744 674 9/14/2018 8:42:53 AM Page 17 0.6500 0.001683 0.000438 0.000 0.010 0.6750 0.001683 0.000454 0.000 0.010 0.7000 0.001683 0.000471 0.000 0.010 0.7250 0.001683 0.000488 0.000 0.010 0.7500 0.001683 0.000505 0.000 0.010 0.7750 0.001683 0.000522 0.000 0.010 0.8000 0.001683 0.000539 0.000 0.010 0.8250 0.001683 0.000555 0.000 0.010 0.8500 0.001683 0.000572 0.000 0.010 0.8750 0.001683 0.000589 0.000 0.010 0.9000 0.001683 0.000606 0.000 0.010 0.9250 0.001683 0.000623 0.000 0.010 0.9500 0.001683 0.000640 0.000 0.010 0.9750 0.001683 0.000656 0.000 0.010 1.0000 0.001683 0.000673 0.000 0.010 1.0250 0.001683 0.000690 0.000 0.010 1.0500 0.001683 0.000707 0.000 0.010 1.0750 0.001683 0.000724 0.000 0.010 1.1000 0.001683 0.000741 0.000 0.010 1.1250 0.001683 0.000757 0.000 0.010 1.1500 0.001683 0.000774 0.000 0.010 1.1750 0.001683 0.000791 0.000 0.010 1.2000 0.001683 0.000808 0.000 0.010 1.2250 0.001683 0.000825 0.000 0.010 1.2500 0.001683 0.000842 0.000 0.010 1.2750 0.001683 0.000858 0.000 0.010 1.3000 0.001683 0.000875 0.000 0.010 1.3250 0.001683 0.000892 0.000 0.010 1.3500 0.001683 0.000909 0.000 0.010 1.3750 0.001683 0.000926 0.000 0.010 1.4000 0.001683 0.000942 0.000 0.010 1.4250 0.001683 0.000959 0.000 0.010 1.4500 0.001683 0.000976 0.000 0.010 1.4750 0.001683 0.000993 0.000 0.010 1.5000 0.001683 0.001010 0.000 0.010 1.5250 0.001683 0.001052 0.000 0.010 1.5500 0.001683 0.001094 0.000 0.010 1.5750 0.001683 0.001136 0.000 0.010 1.6000 0.001683 0.001178 0.000 0.010 1.6250 0.001683 0.001220 0.000 0.010 1.6500 0.001683 0.001262 0.000 0.010 1.6750 0.001683 0.001304 0.000 0.010 1.7000 0.001683 0.001346 0.000 0.010 1.7250 0.001683 0.001388 0.000 0.010 1.7500 0.001683 0.001431 0.000 0.010 1.7750 0.001683 0.001473 0.027 0.010 1.8000 0.001683 0.001515 0.078 0.010 1.8250 0.001683 0.001557 0.144 0.010 1.8500 0.001683 0.001599 0.219 0.010 1.8750 0.001683 0.001641 0.301 0.010 1.9000 0.001683 0.001683 0.385 0.010 1.9250 0.001683 0.001725 0.469 0.010 1.9500 0.001683 0.001767 0.547 0.010 1.9750 0.001683 0.001809 0.618 0.010 2.0000 0.001683 0.001851 0.678 0.010 2.0250 0.001683 0.001893 0.725 0.010 2.0500 0.001683 0.001935 0.762 0.010 2.0750 0.001683 0.001978 0.791 0.010 401 of 744 674 9/14/2018 8:42:53 AM Page 18 2.1000 0.001683 0.002020 0.828 0.010 2.1250 0.001683 0.002062 0.857 0.010 2.1500 0.001683 0.002104 0.885 0.010 2.1750 0.001683 0.002146 0.912 0.010 2.2000 0.001683 0.002188 0.939 0.010 2.2250 0.001683 0.002230 0.964 0.010 2.2500 0.001683 0.002272 0.989 0.010 402 of 744 674 9/14/2018 8:42:53 AM Page 19 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.103 Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.103 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.03927 5 year 0.049603 10 year 0.056623 25 year 0.06573 50 year 0.072699 100 year 0.079838 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.027916 5 year 0.039186 10 year 0.046963 25 year 0.057127 50 year 0.064938 100 year 0.072949 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.051 0.041 1950 0.055 0.047 1951 0.032 0.024 1952 0.028 0.021 1953 0.031 0.022 1954 0.032 0.020 1955 0.036 0.028 1956 0.036 0.027 1957 0.040 0.033 1958 0.033 0.018 403 of 744 674 9/14/2018 8:43:22 AM Page 20 1959 0.033 0.018 1960 0.033 0.025 1961 0.035 0.027 1962 0.030 0.016 1963 0.033 0.020 1964 0.033 0.023 1965 0.042 0.032 1966 0.028 0.020 1967 0.048 0.040 1968 0.055 0.032 1969 0.038 0.030 1970 0.037 0.028 1971 0.044 0.033 1972 0.045 0.035 1973 0.027 0.017 1974 0.040 0.019 1975 0.046 0.032 1976 0.031 0.022 1977 0.033 0.019 1978 0.041 0.032 1979 0.056 0.031 1980 0.050 0.030 1981 0.041 0.033 1982 0.058 0.050 1983 0.047 0.040 1984 0.030 0.014 1985 0.041 0.033 1986 0.035 0.025 1987 0.055 0.035 1988 0.033 0.026 1989 0.042 0.016 1990 0.070 0.063 1991 0.056 0.047 1992 0.029 0.022 1993 0.025 0.012 1994 0.028 0.013 1995 0.036 0.028 1996 0.039 0.032 1997 0.038 0.031 1998 0.038 0.026 1999 0.078 0.070 2000 0.039 0.031 2001 0.043 0.033 2002 0.050 0.042 2003 0.039 0.015 2004 0.073 0.064 2005 0.033 0.026 2006 0.029 0.021 2007 0.068 0.059 2008 0.055 0.045 2009 0.051 0.041 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0780 0.0697 2 0.0730 0.0636 3 0.0700 0.0630 404 of 744 674 9/14/2018 8:43:22 AM Page 21 4 0.0682 0.0591 5 0.0579 0.0499 6 0.0559 0.0475 7 0.0559 0.0471 8 0.0550 0.0455 9 0.0549 0.0424 10 0.0548 0.0411 11 0.0545 0.0406 12 0.0509 0.0400 13 0.0508 0.0398 14 0.0502 0.0348 15 0.0498 0.0345 16 0.0480 0.0332 17 0.0471 0.0332 18 0.0459 0.0329 19 0.0450 0.0328 20 0.0436 0.0327 21 0.0426 0.0325 22 0.0416 0.0324 23 0.0415 0.0323 24 0.0410 0.0323 25 0.0409 0.0321 26 0.0408 0.0311 27 0.0404 0.0310 28 0.0398 0.0305 29 0.0388 0.0299 30 0.0387 0.0297 31 0.0387 0.0284 32 0.0381 0.0282 33 0.0379 0.0275 34 0.0376 0.0273 35 0.0366 0.0269 36 0.0364 0.0261 37 0.0362 0.0257 38 0.0356 0.0256 39 0.0355 0.0255 40 0.0345 0.0246 41 0.0334 0.0237 42 0.0334 0.0235 43 0.0333 0.0224 44 0.0333 0.0220 45 0.0332 0.0216 46 0.0328 0.0211 47 0.0326 0.0210 48 0.0326 0.0203 49 0.0319 0.0200 50 0.0318 0.0198 51 0.0308 0.0190 52 0.0305 0.0188 53 0.0301 0.0180 54 0.0297 0.0176 55 0.0295 0.0169 56 0.0294 0.0164 57 0.0283 0.0158 58 0.0278 0.0149 59 0.0277 0.0138 60 0.0273 0.0129 61 0.0255 0.0121 405 of 744 674 9/14/2018 8:43:22 AM Page 22406 of 744 674 9/14/2018 8:43:22 AM Page 23 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0196 1804 384 21 Pass 0.0202 1636 363 22 Pass 0.0207 1475 341 23 Pass 0.0212 1343 314 23 Pass 0.0218 1228 294 23 Pass 0.0223 1102 273 24 Pass 0.0229 1002 256 25 Pass 0.0234 920 238 25 Pass 0.0239 853 220 25 Pass 0.0245 792 208 26 Pass 0.0250 726 200 27 Pass 0.0255 665 190 28 Pass 0.0261 610 180 29 Pass 0.0266 571 172 30 Pass 0.0271 533 159 29 Pass 0.0277 488 150 30 Pass 0.0282 450 148 32 Pass 0.0287 420 141 33 Pass 0.0293 389 129 33 Pass 0.0298 364 125 34 Pass 0.0304 339 114 33 Pass 0.0309 316 107 33 Pass 0.0314 296 99 33 Pass 0.0320 271 90 33 Pass 0.0325 256 82 32 Pass 0.0330 238 77 32 Pass 0.0336 221 66 29 Pass 0.0341 206 64 31 Pass 0.0346 193 60 31 Pass 0.0352 181 57 31 Pass 0.0357 171 55 32 Pass 0.0363 161 51 31 Pass 0.0368 148 50 33 Pass 0.0373 139 48 34 Pass 0.0379 135 46 34 Pass 0.0384 122 46 37 Pass 0.0389 113 46 40 Pass 0.0395 108 46 42 Pass 0.0400 105 43 40 Pass 0.0405 100 37 37 Pass 0.0411 92 33 35 Pass 0.0416 87 30 34 Pass 0.0421 84 27 32 Pass 0.0427 73 25 34 Pass 0.0432 71 25 35 Pass 0.0438 65 22 33 Pass 0.0443 63 19 30 Pass 0.0448 62 18 29 Pass 0.0454 58 17 29 Pass 0.0459 54 14 25 Pass 0.0464 54 14 25 Pass 0.0470 52 14 26 Pass 0.0475 50 10 20 Pass 407 of 744 674 9/14/2018 8:43:22 AM Page 24 0.0480 46 9 19 Pass 0.0486 45 9 20 Pass 0.0491 40 9 22 Pass 0.0497 38 9 23 Pass 0.0502 33 8 24 Pass 0.0507 32 8 25 Pass 0.0513 29 8 27 Pass 0.0518 28 8 28 Pass 0.0523 25 8 32 Pass 0.0529 22 8 36 Pass 0.0534 21 7 33 Pass 0.0539 20 7 35 Pass 0.0545 17 7 41 Pass 0.0550 13 7 53 Pass 0.0555 12 7 58 Pass 0.0561 9 7 77 Pass 0.0566 9 7 77 Pass 0.0572 9 6 66 Pass 0.0577 9 6 66 Pass 0.0582 8 6 75 Pass 0.0588 8 6 75 Pass 0.0593 8 5 62 Pass 0.0598 8 5 62 Pass 0.0604 8 5 62 Pass 0.0609 8 5 62 Pass 0.0614 8 5 62 Pass 0.0620 7 5 71 Pass 0.0625 7 5 71 Pass 0.0631 7 4 57 Pass 0.0636 7 3 42 Pass 0.0641 7 1 14 Pass 0.0647 7 1 14 Pass 0.0652 6 1 16 Pass 0.0657 6 1 16 Pass 0.0663 6 1 16 Pass 0.0668 6 1 16 Pass 0.0673 6 1 16 Pass 0.0679 6 1 16 Pass 0.0684 5 1 20 Pass 0.0689 5 1 20 Pass 0.0695 4 1 25 Pass 0.0700 3 0 0 Pass 0.0706 3 0 0 Pass 0.0711 2 0 0 Pass 0.0716 2 0 0 Pass 0.0722 2 0 0 Pass 0.0727 2 0 0 Pass 408 of 744 674 9/14/2018 8:43:22 AM Page 25 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.0126 acre-feet On-line facility target flow:0.0167 cfs. Adjusted for 15 min:0.0167 cfs. Off-line facility target flow:0.0094 cfs. Adjusted for 15 min:0.0094 cfs. 409 of 744 674 9/14/2018 8:43:22 AM Page 26 LID Report 410 of 744 674 9/14/2018 8:44:20 AM Page 27 POC 2 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #2 Total Pervious Area:0 Total Impervious Area:0.116 Mitigated Landuse Totals for POC #2 Total Pervious Area:0 Total Impervious Area:0.116 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #2 Return Period Flow(cfs) 2 year 0.044227 5 year 0.055863 10 year 0.06377 25 year 0.074026 50 year 0.081875 100 year 0.089915 Flow Frequency Return Periods for Mitigated. POC #2 Return Period Flow(cfs) 2 year 0.027891 5 year 0.042252 10 year 0.051253 25 year 0.06189 50 year 0.069269 100 year 0.076198 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #2 Year Predeveloped Mitigated 1949 0.057 0.043 1950 0.062 0.052 1951 0.036 0.025 1952 0.032 0.021 1953 0.034 0.023 1954 0.036 0.016 1955 0.041 0.032 1956 0.040 0.028 1957 0.046 0.035 1958 0.037 0.017 1959 0.037 0.016 411 of 744 674 9/14/2018 8:44:49 AM Page 28 1960 0.037 0.026 1961 0.039 0.030 1962 0.034 0.012 1963 0.038 0.016 1964 0.037 0.022 1965 0.047 0.024 1966 0.031 0.023 1967 0.054 0.043 1968 0.061 0.038 1969 0.043 0.025 1970 0.041 0.016 1971 0.049 0.028 1972 0.051 0.038 1973 0.031 0.018 1974 0.045 0.014 1975 0.052 0.035 1976 0.035 0.017 1977 0.038 0.020 1978 0.046 0.035 1979 0.063 0.031 1980 0.056 0.029 1981 0.046 0.036 1982 0.065 0.054 1983 0.053 0.043 1984 0.033 0.013 1985 0.046 0.036 1986 0.040 0.026 1987 0.062 0.031 1988 0.037 0.021 1989 0.047 0.014 1990 0.079 0.070 1991 0.063 0.052 1992 0.033 0.023 1993 0.029 0.007 1994 0.031 0.004 1995 0.041 0.024 1996 0.044 0.036 1997 0.042 0.030 1998 0.043 0.021 1999 0.088 0.077 2000 0.044 0.030 2001 0.048 0.023 2002 0.056 0.047 2003 0.044 0.013 2004 0.082 0.071 2005 0.038 0.028 2006 0.033 0.021 2007 0.077 0.065 2008 0.062 0.050 2009 0.057 0.040 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #2 Rank Predeveloped Mitigated 1 0.0878 0.0766 2 0.0822 0.0707 3 0.0788 0.0700 4 0.0768 0.0646 412 of 744 674 9/14/2018 8:44:49 AM Page 29 5 0.0652 0.0537 6 0.0630 0.0519 7 0.0630 0.0518 8 0.0619 0.0496 9 0.0619 0.0465 10 0.0617 0.0434 11 0.0614 0.0432 12 0.0573 0.0426 13 0.0572 0.0400 14 0.0565 0.0379 15 0.0560 0.0377 16 0.0540 0.0361 17 0.0530 0.0358 18 0.0516 0.0355 19 0.0507 0.0354 20 0.0491 0.0349 21 0.0480 0.0349 22 0.0469 0.0316 23 0.0468 0.0312 24 0.0462 0.0308 25 0.0461 0.0303 26 0.0460 0.0302 27 0.0455 0.0298 28 0.0448 0.0294 29 0.0437 0.0283 30 0.0436 0.0279 31 0.0435 0.0277 32 0.0429 0.0263 33 0.0427 0.0258 34 0.0424 0.0252 35 0.0412 0.0251 36 0.0410 0.0240 37 0.0408 0.0238 38 0.0401 0.0234 39 0.0400 0.0230 40 0.0389 0.0228 41 0.0376 0.0227 42 0.0376 0.0218 43 0.0376 0.0215 44 0.0375 0.0215 45 0.0374 0.0213 46 0.0369 0.0207 47 0.0368 0.0203 48 0.0367 0.0175 49 0.0360 0.0175 50 0.0358 0.0174 51 0.0347 0.0162 52 0.0344 0.0159 53 0.0339 0.0159 54 0.0335 0.0156 55 0.0332 0.0144 56 0.0331 0.0141 57 0.0318 0.0134 58 0.0314 0.0127 59 0.0312 0.0124 60 0.0307 0.0065 61 0.0287 0.0043 413 of 744 674 9/14/2018 8:44:49 AM Page 30414 of 744 674 9/14/2018 8:44:49 AM Page 31 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0221 1802 289 16 Pass 0.0227 1637 270 16 Pass 0.0233 1472 247 16 Pass 0.0239 1343 226 16 Pass 0.0245 1228 213 17 Pass 0.0251 1101 204 18 Pass 0.0257 1003 189 18 Pass 0.0263 920 176 19 Pass 0.0269 853 170 19 Pass 0.0275 791 162 20 Pass 0.0282 725 150 20 Pass 0.0288 665 142 21 Pass 0.0294 610 133 21 Pass 0.0300 571 123 21 Pass 0.0306 532 119 22 Pass 0.0312 488 113 23 Pass 0.0318 450 107 23 Pass 0.0324 420 98 23 Pass 0.0330 389 95 24 Pass 0.0336 364 90 24 Pass 0.0342 339 86 25 Pass 0.0348 316 82 25 Pass 0.0354 295 77 26 Pass 0.0360 271 73 26 Pass 0.0366 256 70 27 Pass 0.0372 238 67 28 Pass 0.0378 221 63 28 Pass 0.0384 206 61 29 Pass 0.0390 193 56 29 Pass 0.0396 181 54 29 Pass 0.0402 171 50 29 Pass 0.0408 161 48 29 Pass 0.0414 148 48 32 Pass 0.0420 139 47 33 Pass 0.0426 135 45 33 Pass 0.0432 122 41 33 Pass 0.0438 113 39 34 Pass 0.0444 108 36 33 Pass 0.0451 105 33 31 Pass 0.0457 100 30 30 Pass 0.0463 92 27 29 Pass 0.0469 87 24 27 Pass 0.0475 84 23 27 Pass 0.0481 73 19 26 Pass 0.0487 71 17 23 Pass 0.0493 65 17 26 Pass 0.0499 63 15 23 Pass 0.0505 62 13 20 Pass 0.0511 58 12 20 Pass 0.0517 54 12 22 Pass 0.0523 54 9 16 Pass 0.0529 52 9 17 Pass 0.0535 50 9 18 Pass 415 of 744 674 9/14/2018 8:44:49 AM Page 32 0.0541 46 8 17 Pass 0.0547 45 8 17 Pass 0.0553 40 8 20 Pass 0.0559 38 8 21 Pass 0.0565 33 7 21 Pass 0.0571 32 7 21 Pass 0.0577 29 7 24 Pass 0.0583 28 7 25 Pass 0.0589 25 7 28 Pass 0.0595 22 7 31 Pass 0.0601 21 7 33 Pass 0.0607 20 7 35 Pass 0.0614 17 7 41 Pass 0.0620 13 7 53 Pass 0.0626 12 7 58 Pass 0.0632 9 6 66 Pass 0.0638 9 6 66 Pass 0.0644 9 6 66 Pass 0.0650 9 5 55 Pass 0.0656 8 5 62 Pass 0.0662 8 5 62 Pass 0.0668 8 5 62 Pass 0.0674 8 5 62 Pass 0.0680 8 5 62 Pass 0.0686 8 5 62 Pass 0.0692 8 4 50 Pass 0.0698 7 4 57 Pass 0.0704 7 3 42 Pass 0.0710 7 2 28 Pass 0.0716 7 1 14 Pass 0.0722 7 1 14 Pass 0.0728 7 1 14 Pass 0.0734 6 1 16 Pass 0.0740 6 1 16 Pass 0.0746 6 1 16 Pass 0.0752 6 1 16 Pass 0.0758 6 1 16 Pass 0.0764 6 1 16 Pass 0.0770 5 0 0 Pass 0.0776 5 0 0 Pass 0.0783 4 0 0 Pass 0.0789 3 0 0 Pass 0.0795 3 0 0 Pass 0.0801 2 0 0 Pass 0.0807 2 0 0 Pass 0.0813 2 0 0 Pass 0.0819 2 0 0 Pass 416 of 744 674 9/14/2018 8:44:49 AM Page 33 Water Quality Water Quality BMP Flow and Volume for POC #2 On-line facility volume:0.0142 acre-feet On-line facility target flow:0.0188 cfs. Adjusted for 15 min:0.0188 cfs. Off-line facility target flow:0.0106 cfs. Adjusted for 15 min:0.0106 cfs. 417 of 744 674 9/14/2018 8:44:49 AM Page 34 LID Report 418 of 744 674 9/14/2018 8:44:49 AM Page 35 POC 3 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #3 Total Pervious Area:0 Total Impervious Area:0.13 Mitigated Landuse Totals for POC #3 Total Pervious Area:0 Total Impervious Area:0.13 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #3 Return Period Flow(cfs) 2 year 0.049564 5 year 0.062606 10 year 0.071466 25 year 0.08296 50 year 0.091756 100 year 0.100767 Flow Frequency Return Periods for Mitigated. POC #3 Return Period Flow(cfs) 2 year 0.034189 5 year 0.048467 10 year 0.058392 25 year 0.071436 50 year 0.081507 100 year 0.091873 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #3 Year Predeveloped Mitigated 1949 0.064 0.051 1950 0.069 0.059 1951 0.040 0.030 1952 0.036 0.027 1953 0.039 0.027 1954 0.040 0.022 1955 0.046 0.036 1956 0.045 0.035 1957 0.051 0.041 1958 0.041 0.022 1959 0.042 0.021 419 of 744 674 9/14/2018 8:45:18 AM Page 36 1960 0.041 0.031 1961 0.044 0.033 1962 0.038 0.020 1963 0.042 0.024 1964 0.041 0.029 1965 0.053 0.039 1966 0.035 0.025 1967 0.061 0.050 1968 0.069 0.041 1969 0.048 0.035 1970 0.046 0.033 1971 0.055 0.037 1972 0.057 0.044 1973 0.034 0.021 1974 0.050 0.022 1975 0.058 0.040 1976 0.039 0.028 1977 0.042 0.023 1978 0.052 0.040 1979 0.071 0.038 1980 0.063 0.034 1981 0.052 0.041 1982 0.073 0.063 1983 0.059 0.050 1984 0.037 0.018 1985 0.052 0.042 1986 0.045 0.030 1987 0.069 0.039 1988 0.042 0.031 1989 0.052 0.020 1990 0.088 0.079 1991 0.071 0.059 1992 0.037 0.027 1993 0.032 0.016 1994 0.035 0.015 1995 0.046 0.033 1996 0.049 0.040 1997 0.047 0.038 1998 0.048 0.028 1999 0.098 0.087 2000 0.049 0.038 2001 0.054 0.037 2002 0.063 0.053 2003 0.049 0.016 2004 0.092 0.081 2005 0.042 0.032 2006 0.037 0.026 2007 0.086 0.074 2008 0.069 0.057 2009 0.064 0.051 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #3 Rank Predeveloped Mitigated 1 0.0984 0.0872 2 0.0921 0.0805 3 0.0883 0.0795 4 0.0861 0.0739 420 of 744 674 9/14/2018 8:45:18 AM Page 37 5 0.0730 0.0634 6 0.0706 0.0593 7 0.0706 0.0589 8 0.0694 0.0569 9 0.0693 0.0533 10 0.0691 0.0512 11 0.0688 0.0506 12 0.0642 0.0504 13 0.0641 0.0499 14 0.0633 0.0436 15 0.0628 0.0417 16 0.0605 0.0414 17 0.0594 0.0413 18 0.0579 0.0409 19 0.0569 0.0405 20 0.0551 0.0404 21 0.0538 0.0404 22 0.0525 0.0391 23 0.0524 0.0387 24 0.0518 0.0383 25 0.0517 0.0383 26 0.0516 0.0381 27 0.0510 0.0375 28 0.0502 0.0371 29 0.0490 0.0359 30 0.0489 0.0352 31 0.0488 0.0351 32 0.0481 0.0342 33 0.0479 0.0335 34 0.0475 0.0333 35 0.0462 0.0331 36 0.0459 0.0324 37 0.0457 0.0311 38 0.0450 0.0305 39 0.0448 0.0303 40 0.0436 0.0296 41 0.0422 0.0286 42 0.0421 0.0284 43 0.0421 0.0283 44 0.0420 0.0270 45 0.0419 0.0268 46 0.0414 0.0268 47 0.0412 0.0258 48 0.0412 0.0247 49 0.0403 0.0242 50 0.0401 0.0229 51 0.0389 0.0224 52 0.0385 0.0222 53 0.0380 0.0221 54 0.0375 0.0213 55 0.0372 0.0210 56 0.0371 0.0202 57 0.0357 0.0198 58 0.0351 0.0175 59 0.0350 0.0163 60 0.0344 0.0157 61 0.0322 0.0147 421 of 744 674 9/14/2018 8:45:18 AM Page 38422 of 744 674 9/14/2018 8:45:18 AM Page 39 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0248 1801 371 20 Pass 0.0255 1637 350 21 Pass 0.0261 1474 322 21 Pass 0.0268 1343 297 22 Pass 0.0275 1228 278 22 Pass 0.0282 1102 261 23 Pass 0.0288 1002 239 23 Pass 0.0295 920 218 23 Pass 0.0302 853 206 24 Pass 0.0309 789 194 24 Pass 0.0315 726 185 25 Pass 0.0322 665 180 27 Pass 0.0329 610 171 28 Pass 0.0336 571 161 28 Pass 0.0343 532 149 28 Pass 0.0349 488 142 29 Pass 0.0356 451 138 30 Pass 0.0363 420 129 30 Pass 0.0370 389 125 32 Pass 0.0376 364 108 29 Pass 0.0383 338 100 29 Pass 0.0390 316 92 29 Pass 0.0397 295 86 29 Pass 0.0403 271 81 29 Pass 0.0410 256 75 29 Pass 0.0417 238 69 28 Pass 0.0424 221 66 29 Pass 0.0430 206 63 30 Pass 0.0437 193 59 30 Pass 0.0444 181 57 31 Pass 0.0451 171 54 31 Pass 0.0458 161 51 31 Pass 0.0464 148 49 33 Pass 0.0471 139 46 33 Pass 0.0478 135 46 34 Pass 0.0485 122 46 37 Pass 0.0491 113 46 40 Pass 0.0498 107 44 41 Pass 0.0505 105 40 38 Pass 0.0512 100 35 35 Pass 0.0518 92 30 32 Pass 0.0525 87 29 33 Pass 0.0532 84 26 30 Pass 0.0539 73 24 32 Pass 0.0545 71 22 30 Pass 0.0552 65 20 30 Pass 0.0559 63 18 28 Pass 0.0566 62 18 29 Pass 0.0573 58 16 27 Pass 0.0579 54 14 25 Pass 0.0586 54 13 24 Pass 0.0593 52 11 21 Pass 0.0600 50 9 18 Pass 423 of 744 674 9/14/2018 8:45:18 AM Page 40 0.0606 46 9 19 Pass 0.0613 45 9 20 Pass 0.0620 40 9 22 Pass 0.0627 38 9 23 Pass 0.0633 33 9 27 Pass 0.0640 32 8 25 Pass 0.0647 29 8 27 Pass 0.0654 28 8 28 Pass 0.0660 25 7 28 Pass 0.0667 22 7 31 Pass 0.0674 21 7 33 Pass 0.0681 20 7 35 Pass 0.0688 17 7 41 Pass 0.0694 13 7 53 Pass 0.0701 12 7 58 Pass 0.0708 9 7 77 Pass 0.0715 9 7 77 Pass 0.0721 9 6 66 Pass 0.0728 9 6 66 Pass 0.0735 8 6 75 Pass 0.0742 8 5 62 Pass 0.0748 8 5 62 Pass 0.0755 8 5 62 Pass 0.0762 8 5 62 Pass 0.0769 8 5 62 Pass 0.0775 8 5 62 Pass 0.0782 7 5 71 Pass 0.0789 7 4 57 Pass 0.0796 7 3 42 Pass 0.0803 7 3 42 Pass 0.0809 7 2 28 Pass 0.0816 7 1 14 Pass 0.0823 6 1 16 Pass 0.0830 6 1 16 Pass 0.0836 6 1 16 Pass 0.0843 6 1 16 Pass 0.0850 6 1 16 Pass 0.0857 6 1 16 Pass 0.0863 5 1 20 Pass 0.0870 5 1 20 Pass 0.0877 4 0 0 Pass 0.0884 3 0 0 Pass 0.0890 3 0 0 Pass 0.0897 2 0 0 Pass 0.0904 2 0 0 Pass 0.0911 2 0 0 Pass 0.0918 2 0 0 Pass 424 of 744 674 9/14/2018 8:45:18 AM Page 41 Water Quality Water Quality BMP Flow and Volume for POC #3 On-line facility volume:0.0159 acre-feet On-line facility target flow:0.0211 cfs. Adjusted for 15 min:0.0211 cfs. Off-line facility target flow:0.0119 cfs. Adjusted for 15 min:0.0119 cfs. 425 of 744 674 9/14/2018 8:45:18 AM Page 42 LID Report 426 of 744 674 9/14/2018 8:45:18 AM Page 43 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. 427 of 744 674 9/14/2018 8:45:18 AM Page 44 Appendix Predeveloped Schematic 428 of 744 674 9/14/2018 8:45:20 AM Page 45 Mitigated Schematic 429 of 744 674 9/14/2018 8:45:22 AM Page 46 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 674.wdm MESSU 25 Pre674.MES 27 Pre674.L61 28 Pre674.L62 30 POC6741.dat 31 POC6742.dat 32 POC6743.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 1 COPY 501 COPY 502 COPY 503 DISPLY 1 DISPLY 2 DISPLY 3 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 674A MAX 1 2 30 9 2 674B MAX 1 2 31 9 3 674C MAX 1 2 32 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 502 1 1 503 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 430 of 744 674 9/14/2018 8:45:22 AM Page 47 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 431 of 744 674 9/14/2018 8:45:22 AM Page 48 1 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** 674A*** IMPLND 1 0.103 COPY 501 15 674B*** IMPLND 1 0.116 COPY 502 15 674C*** IMPLND 1 0.13 COPY 503 15 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 COPY 502 OUTPUT MEAN 1 1 48.4 DISPLY 2 INPUT TIMSER 1 COPY 503 OUTPUT MEAN 1 1 48.4 DISPLY 3 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit 432 of 744 674 9/14/2018 8:45:22 AM Page 49 <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL COPY 502 OUTPUT MEAN 1 1 48.4 WDM 502 FLOW ENGL REPL COPY 503 OUTPUT MEAN 1 1 48.4 WDM 503 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN 433 of 744 674 9/14/2018 8:45:22 AM Page 50 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 674.wdm MESSU 25 Mit674.MES 27 Mit674.L61 28 Mit674.L62 30 POC6741.dat 31 POC6742.dat 32 POC6743.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 1 RCHRES 1 RCHRES 2 RCHRES 3 COPY 1 COPY 501 COPY 2 COPY 502 COPY 3 COPY 503 DISPLY 1 DISPLY 2 DISPLY 3 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Cell 674A MAX 1 2 30 9 2 Cell 674B MAX 1 2 31 9 3 Cell 674C MAX 1 2 32 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 2 1 1 502 1 1 3 1 1 503 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** 434 of 744 674 9/14/2018 8:45:22 AM Page 51 # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 435 of 744 674 9/14/2018 8:45:22 AM Page 52 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** 674A*** IMPLND 1 0.103 RCHRES 1 5 674B*** IMPLND 1 0.116 RCHRES 2 5 674C*** IMPLND 1 0.13 RCHRES 3 5 ******Routing****** IMPLND 1 0.103 COPY 1 15 IMPLND 1 0.116 COPY 2 15 IMPLND 1 0.13 COPY 3 15 RCHRES 1 1 COPY 501 17 RCHRES 2 1 COPY 502 17 RCHRES 3 1 COPY 503 17 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 COPY 502 OUTPUT MEAN 1 1 48.4 DISPLY 2 INPUT TIMSER 1 COPY 503 OUTPUT MEAN 1 1 48.4 DISPLY 3 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 Cell 674A 2 1 1 1 28 0 1 2 Cell 674B 2 1 1 1 28 0 1 3 Cell 674C 2 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 3 1 0 0 0 0 0 0 0 0 0 END ACTIVITY 436 of 744 674 9/14/2018 8:45:22 AM Page 53 PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 3 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 2 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 3 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 0.0 0.5 0.0 2 2 0.01 0.0 0.0 0.5 0.0 3 3 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.001287 0.000000 0.000000 0.000000 0.025000 0.001287 0.000013 0.000000 0.007786 0.050000 0.001287 0.000026 0.000000 0.007786 0.075000 0.001287 0.000039 0.000000 0.007786 0.100000 0.001287 0.000051 0.000000 0.007786 0.125000 0.001287 0.000064 0.000000 0.007786 0.150000 0.001287 0.000077 0.000000 0.007786 0.175000 0.001287 0.000090 0.000000 0.007786 0.200000 0.001287 0.000103 0.000000 0.007786 0.225000 0.001287 0.000116 0.000000 0.007786 0.250000 0.001287 0.000129 0.000000 0.007786 0.275000 0.001287 0.000142 0.000000 0.007786 0.300000 0.001287 0.000154 0.000000 0.007786 0.325000 0.001287 0.000167 0.000000 0.007786 0.350000 0.001287 0.000180 0.000000 0.007786 0.375000 0.001287 0.000193 0.000000 0.007786 0.400000 0.001287 0.000206 0.000000 0.007786 0.425000 0.001287 0.000219 0.000000 0.007786 0.450000 0.001287 0.000232 0.000000 0.007786 0.475000 0.001287 0.000245 0.000000 0.007786 0.500000 0.001287 0.000257 0.000000 0.007786 0.525000 0.001287 0.000270 0.000000 0.007786 0.550000 0.001287 0.000283 0.000000 0.007786 0.575000 0.001287 0.000296 0.000000 0.007786 0.600000 0.001287 0.000309 0.000000 0.007786 0.625000 0.001287 0.000322 0.000000 0.007786 0.650000 0.001287 0.000335 0.000000 0.007786 437 of 744 674 9/14/2018 8:45:22 AM Page 54 0.675000 0.001287 0.000347 0.000000 0.007786 0.700000 0.001287 0.000360 0.000000 0.007786 0.725000 0.001287 0.000373 0.000000 0.007786 0.750000 0.001287 0.000386 0.000000 0.007786 0.775000 0.001287 0.000399 0.000000 0.007786 0.800000 0.001287 0.000412 0.000000 0.007786 0.825000 0.001287 0.000425 0.000000 0.007786 0.850000 0.001287 0.000438 0.000000 0.007786 0.875000 0.001287 0.000450 0.000000 0.007786 0.900000 0.001287 0.000463 0.000000 0.007786 0.925000 0.001287 0.000476 0.000000 0.007786 0.950000 0.001287 0.000489 0.000000 0.007786 0.975000 0.001287 0.000502 0.000000 0.007786 1.000000 0.001287 0.000515 0.000000 0.007786 1.025000 0.001287 0.000528 0.000000 0.007786 1.050000 0.001287 0.000541 0.000000 0.007786 1.075000 0.001287 0.000553 0.000000 0.007786 1.100000 0.001287 0.000566 0.000000 0.007786 1.125000 0.001287 0.000579 0.000000 0.007786 1.150000 0.001287 0.000592 0.000000 0.007786 1.175000 0.001287 0.000605 0.000000 0.007786 1.200000 0.001287 0.000618 0.000000 0.007786 1.225000 0.001287 0.000631 0.000000 0.007786 1.250000 0.001287 0.000644 0.000000 0.007786 1.275000 0.001287 0.000656 0.000000 0.007786 1.300000 0.001287 0.000669 0.000000 0.007786 1.325000 0.001287 0.000682 0.000000 0.007786 1.350000 0.001287 0.000695 0.000000 0.007786 1.375000 0.001287 0.000708 0.000000 0.007786 1.400000 0.001287 0.000721 0.000000 0.007786 1.425000 0.001287 0.000734 0.000000 0.007786 1.450000 0.001287 0.000746 0.000000 0.007786 1.475000 0.001287 0.000759 0.000000 0.007786 1.500000 0.001287 0.000772 0.000000 0.007786 1.525000 0.001287 0.000804 0.000000 0.007786 1.550000 0.001287 0.000837 0.000000 0.007786 1.575000 0.001287 0.000869 0.000000 0.007786 1.600000 0.001287 0.000901 0.000000 0.007786 1.625000 0.001287 0.000933 0.000000 0.007786 1.650000 0.001287 0.000965 0.000000 0.007786 1.675000 0.001287 0.000997 0.000000 0.007786 1.700000 0.001287 0.001030 0.000000 0.007786 1.725000 0.001287 0.001062 0.000000 0.007786 1.750000 0.001287 0.001094 0.000000 0.007786 1.775000 0.001287 0.001126 0.027942 0.007786 1.800000 0.001287 0.001158 0.078856 0.007786 1.825000 0.001287 0.001190 0.144088 0.007786 1.850000 0.001287 0.001223 0.219469 0.007786 1.875000 0.001287 0.001255 0.301313 0.007786 1.900000 0.001287 0.001287 0.385862 0.007786 1.925000 0.001287 0.001319 0.469280 0.007786 1.950000 0.001287 0.001351 0.547841 0.007786 1.975000 0.001287 0.001384 0.618242 0.007786 2.000000 0.001287 0.001416 0.678003 0.007786 2.025000 0.001287 0.001448 0.725924 0.007786 2.050000 0.001287 0.001480 0.762603 0.007786 2.075000 0.001287 0.001512 0.791006 0.007786 2.100000 0.001287 0.001544 0.828154 0.007786 2.125000 0.001287 0.001577 0.857221 0.007786 2.150000 0.001287 0.001609 0.885334 0.007786 2.175000 0.001287 0.001641 0.912581 0.007786 2.200000 0.001287 0.001673 0.939038 0.007786 2.225000 0.001287 0.001705 0.964770 0.007786 2.250000 0.001287 0.001737 0.989833 0.007786 2.275000 0.001287 0.001770 1.014277 0.007786 END FTABLE 1 FTABLE 2 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 438 of 744 674 9/14/2018 8:45:22 AM Page 55 0.000000 0.001683 0.000000 0.000000 0.000000 0.025000 0.001683 0.000017 0.000000 0.010182 0.050000 0.001683 0.000034 0.000000 0.010182 0.075000 0.001683 0.000050 0.000000 0.010182 0.100000 0.001683 0.000067 0.000000 0.010182 0.125000 0.001683 0.000084 0.000000 0.010182 0.150000 0.001683 0.000101 0.000000 0.010182 0.175000 0.001683 0.000118 0.000000 0.010182 0.200000 0.001683 0.000135 0.000000 0.010182 0.225000 0.001683 0.000151 0.000000 0.010182 0.250000 0.001683 0.000168 0.000000 0.010182 0.275000 0.001683 0.000185 0.000000 0.010182 0.300000 0.001683 0.000202 0.000000 0.010182 0.325000 0.001683 0.000219 0.000000 0.010182 0.350000 0.001683 0.000236 0.000000 0.010182 0.375000 0.001683 0.000252 0.000000 0.010182 0.400000 0.001683 0.000269 0.000000 0.010182 0.425000 0.001683 0.000286 0.000000 0.010182 0.450000 0.001683 0.000303 0.000000 0.010182 0.475000 0.001683 0.000320 0.000000 0.010182 0.500000 0.001683 0.000337 0.000000 0.010182 0.525000 0.001683 0.000353 0.000000 0.010182 0.550000 0.001683 0.000370 0.000000 0.010182 0.575000 0.001683 0.000387 0.000000 0.010182 0.600000 0.001683 0.000404 0.000000 0.010182 0.625000 0.001683 0.000421 0.000000 0.010182 0.650000 0.001683 0.000438 0.000000 0.010182 0.675000 0.001683 0.000454 0.000000 0.010182 0.700000 0.001683 0.000471 0.000000 0.010182 0.725000 0.001683 0.000488 0.000000 0.010182 0.750000 0.001683 0.000505 0.000000 0.010182 0.775000 0.001683 0.000522 0.000000 0.010182 0.800000 0.001683 0.000539 0.000000 0.010182 0.825000 0.001683 0.000555 0.000000 0.010182 0.850000 0.001683 0.000572 0.000000 0.010182 0.875000 0.001683 0.000589 0.000000 0.010182 0.900000 0.001683 0.000606 0.000000 0.010182 0.925000 0.001683 0.000623 0.000000 0.010182 0.950000 0.001683 0.000640 0.000000 0.010182 0.975000 0.001683 0.000656 0.000000 0.010182 1.000000 0.001683 0.000673 0.000000 0.010182 1.025000 0.001683 0.000690 0.000000 0.010182 1.050000 0.001683 0.000707 0.000000 0.010182 1.075000 0.001683 0.000724 0.000000 0.010182 1.100000 0.001683 0.000741 0.000000 0.010182 1.125000 0.001683 0.000757 0.000000 0.010182 1.150000 0.001683 0.000774 0.000000 0.010182 1.175000 0.001683 0.000791 0.000000 0.010182 1.200000 0.001683 0.000808 0.000000 0.010182 1.225000 0.001683 0.000825 0.000000 0.010182 1.250000 0.001683 0.000842 0.000000 0.010182 1.275000 0.001683 0.000858 0.000000 0.010182 1.300000 0.001683 0.000875 0.000000 0.010182 1.325000 0.001683 0.000892 0.000000 0.010182 1.350000 0.001683 0.000909 0.000000 0.010182 1.375000 0.001683 0.000926 0.000000 0.010182 1.400000 0.001683 0.000942 0.000000 0.010182 1.425000 0.001683 0.000959 0.000000 0.010182 1.450000 0.001683 0.000976 0.000000 0.010182 1.475000 0.001683 0.000993 0.000000 0.010182 1.500000 0.001683 0.001010 0.000000 0.010182 1.525000 0.001683 0.001052 0.000000 0.010182 1.550000 0.001683 0.001094 0.000000 0.010182 1.575000 0.001683 0.001136 0.000000 0.010182 1.600000 0.001683 0.001178 0.000000 0.010182 1.625000 0.001683 0.001220 0.000000 0.010182 1.650000 0.001683 0.001262 0.000000 0.010182 1.675000 0.001683 0.001304 0.000000 0.010182 1.700000 0.001683 0.001346 0.000000 0.010182 1.725000 0.001683 0.001388 0.000000 0.010182 439 of 744 674 9/14/2018 8:45:22 AM Page 56 1.750000 0.001683 0.001431 0.000000 0.010182 1.775000 0.001683 0.001473 0.027942 0.010182 1.800000 0.001683 0.001515 0.078856 0.010182 1.825000 0.001683 0.001557 0.144088 0.010182 1.850000 0.001683 0.001599 0.219469 0.010182 1.875000 0.001683 0.001641 0.301313 0.010182 1.900000 0.001683 0.001683 0.385862 0.010182 1.925000 0.001683 0.001725 0.469280 0.010182 1.950000 0.001683 0.001767 0.547841 0.010182 1.975000 0.001683 0.001809 0.618242 0.010182 2.000000 0.001683 0.001851 0.678003 0.010182 2.025000 0.001683 0.001893 0.725924 0.010182 2.050000 0.001683 0.001935 0.762603 0.010182 2.075000 0.001683 0.001978 0.791006 0.010182 2.100000 0.001683 0.002020 0.828154 0.010182 2.125000 0.001683 0.002062 0.857221 0.010182 2.150000 0.001683 0.002104 0.885334 0.010182 2.175000 0.001683 0.002146 0.912581 0.010182 2.200000 0.001683 0.002188 0.939038 0.010182 2.225000 0.001683 0.002230 0.964770 0.010182 2.250000 0.001683 0.002272 0.989833 0.010182 2.275000 0.001683 0.002314 1.014277 0.010182 END FTABLE 2 FTABLE 3 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.001683 0.000000 0.000000 0.000000 0.025000 0.001683 0.000017 0.000000 0.010182 0.050000 0.001683 0.000034 0.000000 0.010182 0.075000 0.001683 0.000050 0.000000 0.010182 0.100000 0.001683 0.000067 0.000000 0.010182 0.125000 0.001683 0.000084 0.000000 0.010182 0.150000 0.001683 0.000101 0.000000 0.010182 0.175000 0.001683 0.000118 0.000000 0.010182 0.200000 0.001683 0.000135 0.000000 0.010182 0.225000 0.001683 0.000151 0.000000 0.010182 0.250000 0.001683 0.000168 0.000000 0.010182 0.275000 0.001683 0.000185 0.000000 0.010182 0.300000 0.001683 0.000202 0.000000 0.010182 0.325000 0.001683 0.000219 0.000000 0.010182 0.350000 0.001683 0.000236 0.000000 0.010182 0.375000 0.001683 0.000252 0.000000 0.010182 0.400000 0.001683 0.000269 0.000000 0.010182 0.425000 0.001683 0.000286 0.000000 0.010182 0.450000 0.001683 0.000303 0.000000 0.010182 0.475000 0.001683 0.000320 0.000000 0.010182 0.500000 0.001683 0.000337 0.000000 0.010182 0.525000 0.001683 0.000353 0.000000 0.010182 0.550000 0.001683 0.000370 0.000000 0.010182 0.575000 0.001683 0.000387 0.000000 0.010182 0.600000 0.001683 0.000404 0.000000 0.010182 0.625000 0.001683 0.000421 0.000000 0.010182 0.650000 0.001683 0.000438 0.000000 0.010182 0.675000 0.001683 0.000454 0.000000 0.010182 0.700000 0.001683 0.000471 0.000000 0.010182 0.725000 0.001683 0.000488 0.000000 0.010182 0.750000 0.001683 0.000505 0.000000 0.010182 0.775000 0.001683 0.000522 0.000000 0.010182 0.800000 0.001683 0.000539 0.000000 0.010182 0.825000 0.001683 0.000555 0.000000 0.010182 0.850000 0.001683 0.000572 0.000000 0.010182 0.875000 0.001683 0.000589 0.000000 0.010182 0.900000 0.001683 0.000606 0.000000 0.010182 0.925000 0.001683 0.000623 0.000000 0.010182 0.950000 0.001683 0.000640 0.000000 0.010182 0.975000 0.001683 0.000656 0.000000 0.010182 1.000000 0.001683 0.000673 0.000000 0.010182 1.025000 0.001683 0.000690 0.000000 0.010182 1.050000 0.001683 0.000707 0.000000 0.010182 440 of 744 674 9/14/2018 8:45:22 AM Page 57 1.075000 0.001683 0.000724 0.000000 0.010182 1.100000 0.001683 0.000741 0.000000 0.010182 1.125000 0.001683 0.000757 0.000000 0.010182 1.150000 0.001683 0.000774 0.000000 0.010182 1.175000 0.001683 0.000791 0.000000 0.010182 1.200000 0.001683 0.000808 0.000000 0.010182 1.225000 0.001683 0.000825 0.000000 0.010182 1.250000 0.001683 0.000842 0.000000 0.010182 1.275000 0.001683 0.000858 0.000000 0.010182 1.300000 0.001683 0.000875 0.000000 0.010182 1.325000 0.001683 0.000892 0.000000 0.010182 1.350000 0.001683 0.000909 0.000000 0.010182 1.375000 0.001683 0.000926 0.000000 0.010182 1.400000 0.001683 0.000942 0.000000 0.010182 1.425000 0.001683 0.000959 0.000000 0.010182 1.450000 0.001683 0.000976 0.000000 0.010182 1.475000 0.001683 0.000993 0.000000 0.010182 1.500000 0.001683 0.001010 0.000000 0.010182 1.525000 0.001683 0.001052 0.000000 0.010182 1.550000 0.001683 0.001094 0.000000 0.010182 1.575000 0.001683 0.001136 0.000000 0.010182 1.600000 0.001683 0.001178 0.000000 0.010182 1.625000 0.001683 0.001220 0.000000 0.010182 1.650000 0.001683 0.001262 0.000000 0.010182 1.675000 0.001683 0.001304 0.000000 0.010182 1.700000 0.001683 0.001346 0.000000 0.010182 1.725000 0.001683 0.001388 0.000000 0.010182 1.750000 0.001683 0.001431 0.000000 0.010182 1.775000 0.001683 0.001473 0.027942 0.010182 1.800000 0.001683 0.001515 0.078856 0.010182 1.825000 0.001683 0.001557 0.144088 0.010182 1.850000 0.001683 0.001599 0.219469 0.010182 1.875000 0.001683 0.001641 0.301313 0.010182 1.900000 0.001683 0.001683 0.385862 0.010182 1.925000 0.001683 0.001725 0.469280 0.010182 1.950000 0.001683 0.001767 0.547841 0.010182 1.975000 0.001683 0.001809 0.618242 0.010182 2.000000 0.001683 0.001851 0.678003 0.010182 2.025000 0.001683 0.001893 0.725924 0.010182 2.050000 0.001683 0.001935 0.762603 0.010182 2.075000 0.001683 0.001978 0.791006 0.010182 2.100000 0.001683 0.002020 0.828154 0.010182 2.125000 0.001683 0.002062 0.857221 0.010182 2.150000 0.001683 0.002104 0.885334 0.010182 2.175000 0.001683 0.002146 0.912581 0.010182 2.200000 0.001683 0.002188 0.939038 0.010182 2.225000 0.001683 0.002230 0.964770 0.010182 2.250000 0.001683 0.002272 0.989833 0.010182 2.275000 0.001683 0.002314 1.014277 0.010182 END FTABLE 3 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 1 HYDR RO 1 1 1 WDM 1008 FLOW ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1009 FLOW ENGL REPL RCHRES 1 HYDR O 2 1 1 WDM 1010 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1011 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL 441 of 744 674 9/14/2018 8:45:22 AM Page 58 COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL RCHRES 2 HYDR RO 1 1 1 WDM 1012 FLOW ENGL REPL RCHRES 2 HYDR O 1 1 1 WDM 1013 FLOW ENGL REPL RCHRES 2 HYDR O 2 1 1 WDM 1014 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1015 STAG ENGL REPL COPY 2 OUTPUT MEAN 1 1 48.4 WDM 702 FLOW ENGL REPL COPY 502 OUTPUT MEAN 1 1 48.4 WDM 802 FLOW ENGL REPL RCHRES 3 HYDR RO 1 1 1 WDM 1016 FLOW ENGL REPL RCHRES 3 HYDR O 1 1 1 WDM 1017 FLOW ENGL REPL RCHRES 3 HYDR O 2 1 1 WDM 1018 FLOW ENGL REPL RCHRES 3 HYDR STAGE 1 1 1 WDM 1019 STAG ENGL REPL COPY 3 OUTPUT MEAN 1 1 48.4 WDM 703 FLOW ENGL REPL COPY 503 OUTPUT MEAN 1 1 48.4 WDM 803 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN 442 of 744 674 9/14/2018 8:45:22 AM Page 59 Predeveloped HSPF Message File 443 of 744 674 9/14/2018 8:45:22 AM Page 60 Mitigated HSPF Message File 444 of 744 674 9/14/2018 8:45:22 AM Page 61 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com 445 of 744 WWHM2012 PROJECT REPORT 446 of 744 675 9/14/2018 8:46:48 AM Page 2 General Model Information Project Name:675 Site Name:Boeing Renton Site Address: City: Report Date:9/14/2018 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2018/03/02 Version:4.2.14 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year Low Flow Threshold for POC2:50 Percent of the 2 Year High Flow Threshold for POC2:50 Year 447 of 744 675 9/14/2018 8:46:48 AM Page 3 Landuse Basin Data Predeveloped Land Use 675A Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.104 Impervious Total 0.104 Basin Total 0.104 Element Flows To: Surface Interflow Groundwater 448 of 744 675 9/14/2018 8:46:48 AM Page 4 675B Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.138 Impervious Total 0.138 Basin Total 0.138 Element Flows To: Surface Interflow Groundwater 449 of 744 675 9/14/2018 8:46:48 AM Page 5 Mitigated Land Use 675A Bypass:No GroundWater:No Pervious Land Use acre C, Pasture, Flat 0.0031 Pervious Total 0.0031 Impervious Land Use acre ROADS FLAT 0.104 Impervious Total 0.104 Basin Total 0.1071 Element Flows To: Surface Interflow Groundwater Cell 675A Cell 675A 450 of 744 675 9/14/2018 8:46:48 AM Page 6 675B Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.138 Impervious Total 0.138 Basin Total 0.138 Element Flows To: Surface Interflow Groundwater 675B 675B 451 of 744 675 9/14/2018 8:46:48 AM Page 7 Routing Elements Predeveloped Routing 452 of 744 675 9/14/2018 8:46:48 AM Page 8 Mitigated Routing Cell 675A Bottom Length:17.25 ft. Bottom Width:4.25 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:1.5 Pour Space of material for first layer:0.4 Material thickness of second layer:0.25 Pour Space of material for second layer:1 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:12 Infiltration safety factor:0.5 Total Volume Infiltrated (ac-ft.):15.711 Total Volume Through Riser (ac-ft.):0.463 Total Volume Through Facility (ac-ft.):16.175 Percent Infiltrated:97.13 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:1.75 ft. Riser Diameter:8 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.001683 0.000000 0.000 0.000 0.0250 0.001683 0.000017 0.000 0.010 0.0500 0.001683 0.000034 0.000 0.010 0.0750 0.001683 0.000050 0.000 0.010 0.1000 0.001683 0.000067 0.000 0.010 0.1250 0.001683 0.000084 0.000 0.010 0.1500 0.001683 0.000101 0.000 0.010 0.1750 0.001683 0.000118 0.000 0.010 0.2000 0.001683 0.000135 0.000 0.010 0.2250 0.001683 0.000151 0.000 0.010 0.2500 0.001683 0.000168 0.000 0.010 0.2750 0.001683 0.000185 0.000 0.010 0.3000 0.001683 0.000202 0.000 0.010 0.3250 0.001683 0.000219 0.000 0.010 0.3500 0.001683 0.000236 0.000 0.010 0.3750 0.001683 0.000252 0.000 0.010 0.4000 0.001683 0.000269 0.000 0.010 0.4250 0.001683 0.000286 0.000 0.010 0.4500 0.001683 0.000303 0.000 0.010 0.4750 0.001683 0.000320 0.000 0.010 0.5000 0.001683 0.000337 0.000 0.010 0.5250 0.001683 0.000353 0.000 0.010 0.5500 0.001683 0.000370 0.000 0.010 0.5750 0.001683 0.000387 0.000 0.010 453 of 744 675 9/14/2018 8:46:48 AM Page 9 0.6000 0.001683 0.000404 0.000 0.010 0.6250 0.001683 0.000421 0.000 0.010 0.6500 0.001683 0.000438 0.000 0.010 0.6750 0.001683 0.000454 0.000 0.010 0.7000 0.001683 0.000471 0.000 0.010 0.7250 0.001683 0.000488 0.000 0.010 0.7500 0.001683 0.000505 0.000 0.010 0.7750 0.001683 0.000522 0.000 0.010 0.8000 0.001683 0.000539 0.000 0.010 0.8250 0.001683 0.000555 0.000 0.010 0.8500 0.001683 0.000572 0.000 0.010 0.8750 0.001683 0.000589 0.000 0.010 0.9000 0.001683 0.000606 0.000 0.010 0.9250 0.001683 0.000623 0.000 0.010 0.9500 0.001683 0.000640 0.000 0.010 0.9750 0.001683 0.000656 0.000 0.010 1.0000 0.001683 0.000673 0.000 0.010 1.0250 0.001683 0.000690 0.000 0.010 1.0500 0.001683 0.000707 0.000 0.010 1.0750 0.001683 0.000724 0.000 0.010 1.1000 0.001683 0.000741 0.000 0.010 1.1250 0.001683 0.000757 0.000 0.010 1.1500 0.001683 0.000774 0.000 0.010 1.1750 0.001683 0.000791 0.000 0.010 1.2000 0.001683 0.000808 0.000 0.010 1.2250 0.001683 0.000825 0.000 0.010 1.2500 0.001683 0.000842 0.000 0.010 1.2750 0.001683 0.000858 0.000 0.010 1.3000 0.001683 0.000875 0.000 0.010 1.3250 0.001683 0.000892 0.000 0.010 1.3500 0.001683 0.000909 0.000 0.010 1.3750 0.001683 0.000926 0.000 0.010 1.4000 0.001683 0.000942 0.000 0.010 1.4250 0.001683 0.000959 0.000 0.010 1.4500 0.001683 0.000976 0.000 0.010 1.4750 0.001683 0.000993 0.000 0.010 1.5000 0.001683 0.001010 0.000 0.010 1.5250 0.001683 0.001052 0.000 0.010 1.5500 0.001683 0.001094 0.000 0.010 1.5750 0.001683 0.001136 0.000 0.010 1.6000 0.001683 0.001178 0.000 0.010 1.6250 0.001683 0.001220 0.000 0.010 1.6500 0.001683 0.001262 0.000 0.010 1.6750 0.001683 0.001304 0.000 0.010 1.7000 0.001683 0.001346 0.000 0.010 1.7250 0.001683 0.001388 0.000 0.010 1.7500 0.001683 0.001431 0.000 0.010 1.7750 0.001683 0.001473 0.027 0.010 1.8000 0.001683 0.001515 0.078 0.010 1.8250 0.001683 0.001557 0.144 0.010 1.8500 0.001683 0.001599 0.219 0.010 1.8750 0.001683 0.001641 0.301 0.010 1.9000 0.001683 0.001683 0.385 0.010 1.9250 0.001683 0.001725 0.469 0.010 1.9500 0.001683 0.001767 0.547 0.010 1.9750 0.001683 0.001809 0.618 0.010 2.0000 0.001683 0.001851 0.678 0.010 2.0250 0.001683 0.001893 0.725 0.010 454 of 744 675 9/14/2018 8:46:48 AM Page 10 2.0500 0.001683 0.001935 0.762 0.010 2.0750 0.001683 0.001978 0.791 0.010 2.1000 0.001683 0.002020 0.828 0.010 2.1250 0.001683 0.002062 0.857 0.010 2.1500 0.001683 0.002104 0.885 0.010 2.1750 0.001683 0.002146 0.912 0.010 2.2000 0.001683 0.002188 0.939 0.010 2.2250 0.001683 0.002230 0.964 0.010 2.2500 0.001683 0.002272 0.989 0.010 455 of 744 675 9/14/2018 8:46:48 AM Page 11 675B Bottom Length:17.25 ft. Bottom Width:4.25 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:1.5 Pour Space of material for first layer:0.4 Material thickness of second layer:0.25 Pour Space of material for second layer:1 Material thickness of third layer:0 Pour Space of material for third layer:0 Infiltration On Infiltration rate:12 Infiltration safety factor:0.5 Total Volume Infiltrated (ac-ft.):20.081 Total Volume Through Riser (ac-ft.):1.315 Total Volume Through Facility (ac-ft.):21.396 Percent Infiltrated:93.85 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:1.75 ft. Riser Diameter:8 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.001683 0.000000 0.000 0.000 0.0250 0.001683 0.000017 0.000 0.010 0.0500 0.001683 0.000034 0.000 0.010 0.0750 0.001683 0.000050 0.000 0.010 0.1000 0.001683 0.000067 0.000 0.010 0.1250 0.001683 0.000084 0.000 0.010 0.1500 0.001683 0.000101 0.000 0.010 0.1750 0.001683 0.000118 0.000 0.010 0.2000 0.001683 0.000135 0.000 0.010 0.2250 0.001683 0.000151 0.000 0.010 0.2500 0.001683 0.000168 0.000 0.010 0.2750 0.001683 0.000185 0.000 0.010 0.3000 0.001683 0.000202 0.000 0.010 0.3250 0.001683 0.000219 0.000 0.010 0.3500 0.001683 0.000236 0.000 0.010 0.3750 0.001683 0.000252 0.000 0.010 0.4000 0.001683 0.000269 0.000 0.010 0.4250 0.001683 0.000286 0.000 0.010 0.4500 0.001683 0.000303 0.000 0.010 0.4750 0.001683 0.000320 0.000 0.010 0.5000 0.001683 0.000337 0.000 0.010 0.5250 0.001683 0.000353 0.000 0.010 0.5500 0.001683 0.000370 0.000 0.010 0.5750 0.001683 0.000387 0.000 0.010 0.6000 0.001683 0.000404 0.000 0.010 0.6250 0.001683 0.000421 0.000 0.010 456 of 744 675 9/14/2018 8:46:48 AM Page 12 0.6500 0.001683 0.000438 0.000 0.010 0.6750 0.001683 0.000454 0.000 0.010 0.7000 0.001683 0.000471 0.000 0.010 0.7250 0.001683 0.000488 0.000 0.010 0.7500 0.001683 0.000505 0.000 0.010 0.7750 0.001683 0.000522 0.000 0.010 0.8000 0.001683 0.000539 0.000 0.010 0.8250 0.001683 0.000555 0.000 0.010 0.8500 0.001683 0.000572 0.000 0.010 0.8750 0.001683 0.000589 0.000 0.010 0.9000 0.001683 0.000606 0.000 0.010 0.9250 0.001683 0.000623 0.000 0.010 0.9500 0.001683 0.000640 0.000 0.010 0.9750 0.001683 0.000656 0.000 0.010 1.0000 0.001683 0.000673 0.000 0.010 1.0250 0.001683 0.000690 0.000 0.010 1.0500 0.001683 0.000707 0.000 0.010 1.0750 0.001683 0.000724 0.000 0.010 1.1000 0.001683 0.000741 0.000 0.010 1.1250 0.001683 0.000757 0.000 0.010 1.1500 0.001683 0.000774 0.000 0.010 1.1750 0.001683 0.000791 0.000 0.010 1.2000 0.001683 0.000808 0.000 0.010 1.2250 0.001683 0.000825 0.000 0.010 1.2500 0.001683 0.000842 0.000 0.010 1.2750 0.001683 0.000858 0.000 0.010 1.3000 0.001683 0.000875 0.000 0.010 1.3250 0.001683 0.000892 0.000 0.010 1.3500 0.001683 0.000909 0.000 0.010 1.3750 0.001683 0.000926 0.000 0.010 1.4000 0.001683 0.000942 0.000 0.010 1.4250 0.001683 0.000959 0.000 0.010 1.4500 0.001683 0.000976 0.000 0.010 1.4750 0.001683 0.000993 0.000 0.010 1.5000 0.001683 0.001010 0.000 0.010 1.5250 0.001683 0.001052 0.000 0.010 1.5500 0.001683 0.001094 0.000 0.010 1.5750 0.001683 0.001136 0.000 0.010 1.6000 0.001683 0.001178 0.000 0.010 1.6250 0.001683 0.001220 0.000 0.010 1.6500 0.001683 0.001262 0.000 0.010 1.6750 0.001683 0.001304 0.000 0.010 1.7000 0.001683 0.001346 0.000 0.010 1.7250 0.001683 0.001388 0.000 0.010 1.7500 0.001683 0.001431 0.000 0.010 1.7750 0.001683 0.001473 0.027 0.010 1.8000 0.001683 0.001515 0.078 0.010 1.8250 0.001683 0.001557 0.144 0.010 1.8500 0.001683 0.001599 0.219 0.010 1.8750 0.001683 0.001641 0.301 0.010 1.9000 0.001683 0.001683 0.385 0.010 1.9250 0.001683 0.001725 0.469 0.010 1.9500 0.001683 0.001767 0.547 0.010 1.9750 0.001683 0.001809 0.618 0.010 2.0000 0.001683 0.001851 0.678 0.010 2.0250 0.001683 0.001893 0.725 0.010 2.0500 0.001683 0.001935 0.762 0.010 2.0750 0.001683 0.001978 0.791 0.010 457 of 744 675 9/14/2018 8:46:48 AM Page 13 2.1000 0.001683 0.002020 0.828 0.010 2.1250 0.001683 0.002062 0.857 0.010 2.1500 0.001683 0.002104 0.885 0.010 2.1750 0.001683 0.002146 0.912 0.010 2.2000 0.001683 0.002188 0.939 0.010 2.2250 0.001683 0.002230 0.964 0.010 2.2500 0.001683 0.002272 0.989 0.010 458 of 744 675 9/14/2018 8:46:48 AM Page 14 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.104 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.0031 Total Impervious Area:0.104 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.039575 5 year 0.049988 10 year 0.057063 25 year 0.06624 50 year 0.073264 100 year 0.080458 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.025956 5 year 0.039867 10 year 0.048417 25 year 0.058302 50 year 0.065 100 year 0.071164 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.051 0.035 1950 0.055 0.042 1951 0.032 0.022 1952 0.028 0.017 1953 0.031 0.019 1954 0.032 0.012 1955 0.036 0.026 1956 0.036 0.020 1957 0.041 0.031 1958 0.033 0.013 459 of 744 675 9/14/2018 8:47:14 AM Page 15 1959 0.034 0.013 1960 0.033 0.023 1961 0.035 0.023 1962 0.030 0.006 1963 0.034 0.008 1964 0.033 0.017 1965 0.042 0.017 1966 0.028 0.011 1967 0.048 0.034 1968 0.055 0.032 1969 0.038 0.022 1970 0.037 0.011 1971 0.044 0.022 1972 0.045 0.033 1973 0.027 0.015 1974 0.040 0.010 1975 0.046 0.030 1976 0.031 0.008 1977 0.034 0.017 1978 0.041 0.030 1979 0.056 0.025 1980 0.051 0.026 1981 0.041 0.031 1982 0.058 0.048 1983 0.047 0.036 1984 0.030 0.010 1985 0.041 0.031 1986 0.036 0.022 1987 0.055 0.026 1988 0.033 0.012 1989 0.042 0.008 1990 0.071 0.062 1991 0.056 0.046 1992 0.030 0.020 1993 0.026 0.000 1994 0.028 0.000 1995 0.037 0.021 1996 0.039 0.030 1997 0.038 0.019 1998 0.038 0.017 1999 0.079 0.066 2000 0.039 0.022 2001 0.043 0.011 2002 0.050 0.041 2003 0.039 0.010 2004 0.074 0.062 2005 0.034 0.024 2006 0.030 0.015 2007 0.069 0.057 2008 0.055 0.044 2009 0.051 0.028 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0786 0.0665 2 0.0735 0.0624 3 0.0705 0.0621 460 of 744 675 9/14/2018 8:47:14 AM Page 16 4 0.0687 0.0569 5 0.0583 0.0481 6 0.0564 0.0457 7 0.0563 0.0435 8 0.0554 0.0417 9 0.0554 0.0408 10 0.0552 0.0360 11 0.0550 0.0353 12 0.0513 0.0339 13 0.0512 0.0328 14 0.0506 0.0316 15 0.0501 0.0313 16 0.0483 0.0311 17 0.0475 0.0307 18 0.0462 0.0304 19 0.0454 0.0303 20 0.0440 0.0302 21 0.0430 0.0276 22 0.0420 0.0264 23 0.0419 0.0262 24 0.0414 0.0256 25 0.0413 0.0247 26 0.0412 0.0241 27 0.0407 0.0229 28 0.0401 0.0228 29 0.0391 0.0224 30 0.0390 0.0222 31 0.0390 0.0218 32 0.0384 0.0217 33 0.0382 0.0216 34 0.0379 0.0210 35 0.0369 0.0203 36 0.0367 0.0197 37 0.0365 0.0195 38 0.0359 0.0189 39 0.0358 0.0175 40 0.0348 0.0170 41 0.0337 0.0169 42 0.0337 0.0167 43 0.0336 0.0167 44 0.0335 0.0150 45 0.0335 0.0149 46 0.0330 0.0130 47 0.0329 0.0126 48 0.0329 0.0119 49 0.0322 0.0117 50 0.0320 0.0112 51 0.0311 0.0111 52 0.0308 0.0106 53 0.0303 0.0103 54 0.0299 0.0096 55 0.0297 0.0096 56 0.0297 0.0085 57 0.0285 0.0080 58 0.0281 0.0079 59 0.0279 0.0060 60 0.0275 0.0000 61 0.0257 0.0000 461 of 744 675 9/14/2018 8:47:14 AM Page 17462 of 744 675 9/14/2018 8:47:14 AM Page 18 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0198 6688 546 8 Pass 0.0203 5978 510 8 Pass 0.0209 5394 477 8 Pass 0.0214 4821 440 9 Pass 0.0219 4338 417 9 Pass 0.0225 3897 394 10 Pass 0.0230 3512 370 10 Pass 0.0236 3217 348 10 Pass 0.0241 2917 323 11 Pass 0.0246 2624 305 11 Pass 0.0252 2402 288 11 Pass 0.0257 2192 268 12 Pass 0.0263 1984 248 12 Pass 0.0268 1797 225 12 Pass 0.0273 1634 205 12 Pass 0.0279 1475 194 13 Pass 0.0284 1350 182 13 Pass 0.0290 1232 168 13 Pass 0.0295 1111 158 14 Pass 0.0301 1012 151 14 Pass 0.0306 938 148 15 Pass 0.0311 866 140 16 Pass 0.0317 806 134 16 Pass 0.0322 741 125 16 Pass 0.0328 687 117 17 Pass 0.0333 623 113 18 Pass 0.0338 587 110 18 Pass 0.0344 547 108 19 Pass 0.0349 505 101 20 Pass 0.0355 461 93 20 Pass 0.0360 431 88 20 Pass 0.0365 405 82 20 Pass 0.0371 376 79 21 Pass 0.0376 352 76 21 Pass 0.0382 323 69 21 Pass 0.0387 305 64 20 Pass 0.0392 283 62 21 Pass 0.0398 266 59 22 Pass 0.0403 249 54 21 Pass 0.0409 233 53 22 Pass 0.0414 218 51 23 Pass 0.0419 204 49 24 Pass 0.0425 187 48 25 Pass 0.0430 180 45 25 Pass 0.0436 171 42 24 Pass 0.0441 156 40 25 Pass 0.0446 145 39 26 Pass 0.0452 139 39 28 Pass 0.0457 135 38 28 Pass 0.0463 122 37 30 Pass 0.0468 113 32 28 Pass 0.0473 107 31 28 Pass 0.0479 105 29 27 Pass 463 of 744 675 9/14/2018 8:47:14 AM Page 19 0.0484 100 25 25 Pass 0.0490 93 23 24 Pass 0.0495 88 21 23 Pass 0.0500 84 18 21 Pass 0.0506 74 17 22 Pass 0.0511 72 15 20 Pass 0.0517 67 14 20 Pass 0.0522 65 14 21 Pass 0.0527 63 14 22 Pass 0.0533 59 12 20 Pass 0.0538 57 10 17 Pass 0.0544 54 10 18 Pass 0.0549 53 10 18 Pass 0.0554 50 9 18 Pass 0.0560 49 8 16 Pass 0.0565 45 7 15 Pass 0.0571 43 7 16 Pass 0.0576 40 7 17 Pass 0.0581 35 7 20 Pass 0.0587 33 7 21 Pass 0.0592 29 7 24 Pass 0.0598 28 7 25 Pass 0.0603 28 7 25 Pass 0.0608 24 7 29 Pass 0.0614 21 7 33 Pass 0.0619 21 7 33 Pass 0.0625 19 7 36 Pass 0.0630 16 7 43 Pass 0.0635 12 6 50 Pass 0.0641 12 6 50 Pass 0.0646 9 6 66 Pass 0.0652 9 5 55 Pass 0.0657 9 5 55 Pass 0.0662 9 5 55 Pass 0.0668 8 5 62 Pass 0.0673 8 5 62 Pass 0.0679 8 5 62 Pass 0.0684 8 5 62 Pass 0.0689 8 5 62 Pass 0.0695 8 4 50 Pass 0.0700 8 4 50 Pass 0.0706 7 3 42 Pass 0.0711 7 2 28 Pass 0.0716 7 2 28 Pass 0.0722 7 1 14 Pass 0.0727 7 1 14 Pass 0.0733 7 1 14 Pass 464 of 744 675 9/14/2018 8:47:14 AM Page 20 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.0127 acre-feet On-line facility target flow:0.0168 cfs. Adjusted for 15 min:0.0168 cfs. Off-line facility target flow:0.0095 cfs. Adjusted for 15 min:0.0095 cfs. 465 of 744 675 9/14/2018 8:47:14 AM Page 21 LID Report 466 of 744 675 9/14/2018 8:47:18 AM Page 22 POC 2 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #2 Total Pervious Area:0 Total Impervious Area:0.138 Mitigated Landuse Totals for POC #2 Total Pervious Area:0 Total Impervious Area:0.138 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #2 Return Period Flow(cfs) 2 year 0.052538 5 year 0.066362 10 year 0.075754 25 year 0.087937 50 year 0.097262 100 year 0.106813 Flow Frequency Return Periods for Mitigated. POC #2 Return Period Flow(cfs) 2 year 0.037969 5 year 0.052957 10 year 0.063251 25 year 0.076657 50 year 0.086927 100 year 0.097437 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #2 Year Predeveloped Mitigated 1949 0.068 0.055 1950 0.074 0.063 1951 0.043 0.032 1952 0.038 0.028 1953 0.041 0.030 1954 0.043 0.029 1955 0.048 0.039 1956 0.048 0.037 1957 0.054 0.044 1958 0.044 0.023 1959 0.045 0.025 467 of 744 675 9/14/2018 8:47:44 AM Page 23 1960 0.044 0.033 1961 0.046 0.037 1962 0.040 0.021 1963 0.045 0.028 1964 0.044 0.032 1965 0.056 0.043 1966 0.037 0.027 1967 0.064 0.054 1968 0.073 0.043 1969 0.051 0.041 1970 0.049 0.039 1971 0.058 0.045 1972 0.060 0.047 1973 0.036 0.023 1974 0.053 0.027 1975 0.061 0.044 1976 0.041 0.030 1977 0.045 0.026 1978 0.055 0.044 1979 0.075 0.042 1980 0.067 0.041 1981 0.055 0.045 1982 0.077 0.067 1983 0.063 0.054 1984 0.040 0.019 1985 0.055 0.045 1986 0.047 0.034 1987 0.073 0.048 1988 0.044 0.035 1989 0.056 0.023 1990 0.094 0.085 1991 0.075 0.064 1992 0.039 0.029 1993 0.034 0.017 1994 0.037 0.017 1995 0.049 0.038 1996 0.052 0.044 1997 0.050 0.041 1998 0.051 0.036 1999 0.104 0.094 2000 0.052 0.042 2001 0.057 0.045 2002 0.067 0.057 2003 0.052 0.022 2004 0.098 0.086 2005 0.045 0.035 2006 0.039 0.028 2007 0.091 0.079 2008 0.073 0.061 2009 0.068 0.055 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #2 Rank Predeveloped Mitigated 1 0.1043 0.0935 2 0.0976 0.0861 3 0.0936 0.0850 4 0.0912 0.0790 468 of 744 675 9/14/2018 8:47:44 AM Page 24 5 0.0774 0.0670 6 0.0748 0.0635 7 0.0748 0.0634 8 0.0735 0.0611 9 0.0735 0.0572 10 0.0733 0.0553 11 0.0730 0.0546 12 0.0680 0.0538 13 0.0679 0.0537 14 0.0671 0.0482 15 0.0666 0.0468 16 0.0642 0.0448 17 0.0630 0.0446 18 0.0613 0.0445 19 0.0603 0.0445 20 0.0584 0.0440 21 0.0571 0.0437 22 0.0557 0.0436 23 0.0556 0.0435 24 0.0549 0.0434 25 0.0548 0.0431 26 0.0547 0.0422 27 0.0541 0.0422 28 0.0533 0.0415 29 0.0519 0.0410 30 0.0518 0.0407 31 0.0517 0.0389 32 0.0510 0.0386 33 0.0507 0.0376 34 0.0503 0.0366 35 0.0489 0.0366 36 0.0487 0.0362 37 0.0484 0.0350 38 0.0477 0.0350 39 0.0475 0.0343 40 0.0462 0.0330 41 0.0447 0.0321 42 0.0447 0.0320 43 0.0446 0.0301 44 0.0445 0.0301 45 0.0444 0.0293 46 0.0438 0.0291 47 0.0437 0.0285 48 0.0436 0.0281 49 0.0427 0.0279 50 0.0425 0.0269 51 0.0413 0.0267 52 0.0408 0.0256 53 0.0402 0.0250 54 0.0397 0.0233 55 0.0394 0.0233 56 0.0394 0.0227 57 0.0378 0.0220 58 0.0372 0.0209 59 0.0371 0.0193 60 0.0365 0.0174 61 0.0341 0.0166 469 of 744 675 9/14/2018 8:47:44 AM Page 25470 of 744 675 9/14/2018 8:47:44 AM Page 26 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0263 5095 877 17 Pass 0.0270 4567 810 17 Pass 0.0277 4117 748 18 Pass 0.0284 3711 692 18 Pass 0.0291 3373 633 18 Pass 0.0299 3095 587 18 Pass 0.0306 2789 543 19 Pass 0.0313 2539 502 19 Pass 0.0320 2325 473 20 Pass 0.0327 2111 439 20 Pass 0.0334 1920 410 21 Pass 0.0342 1737 390 22 Pass 0.0349 1590 374 23 Pass 0.0356 1437 351 24 Pass 0.0363 1314 324 24 Pass 0.0370 1199 305 25 Pass 0.0377 1082 284 26 Pass 0.0385 995 264 26 Pass 0.0392 914 248 27 Pass 0.0399 852 225 26 Pass 0.0406 792 215 27 Pass 0.0413 728 204 28 Pass 0.0420 672 194 28 Pass 0.0428 615 188 30 Pass 0.0435 584 178 30 Pass 0.0442 544 168 30 Pass 0.0449 502 156 31 Pass 0.0456 458 150 32 Pass 0.0463 427 146 34 Pass 0.0471 402 138 34 Pass 0.0478 373 131 35 Pass 0.0485 351 127 36 Pass 0.0492 323 119 36 Pass 0.0499 305 108 35 Pass 0.0507 286 101 35 Pass 0.0514 266 93 34 Pass 0.0521 249 83 33 Pass 0.0528 235 78 33 Pass 0.0535 219 69 31 Pass 0.0542 205 66 32 Pass 0.0550 192 64 33 Pass 0.0557 181 60 33 Pass 0.0564 171 58 33 Pass 0.0571 161 54 33 Pass 0.0578 148 51 34 Pass 0.0585 139 49 35 Pass 0.0593 135 47 34 Pass 0.0600 123 46 37 Pass 0.0607 116 46 39 Pass 0.0614 108 46 42 Pass 0.0621 106 45 42 Pass 0.0628 103 41 39 Pass 0.0636 95 37 38 Pass 471 of 744 675 9/14/2018 8:47:44 AM Page 27 0.0643 90 32 35 Pass 0.0650 84 29 34 Pass 0.0657 80 28 35 Pass 0.0664 72 26 36 Pass 0.0671 68 24 35 Pass 0.0679 65 22 33 Pass 0.0686 63 18 28 Pass 0.0693 62 18 29 Pass 0.0700 57 17 29 Pass 0.0707 54 15 27 Pass 0.0714 53 14 26 Pass 0.0722 52 14 26 Pass 0.0729 50 11 22 Pass 0.0736 46 9 19 Pass 0.0743 45 9 20 Pass 0.0750 41 9 21 Pass 0.0757 39 9 23 Pass 0.0765 34 8 23 Pass 0.0772 32 8 25 Pass 0.0779 29 8 27 Pass 0.0786 28 8 28 Pass 0.0793 26 8 30 Pass 0.0801 23 8 34 Pass 0.0808 21 8 38 Pass 0.0815 20 7 35 Pass 0.0822 18 7 38 Pass 0.0829 16 7 43 Pass 0.0836 12 7 58 Pass 0.0844 12 7 58 Pass 0.0851 9 7 77 Pass 0.0858 9 7 77 Pass 0.0865 9 6 66 Pass 0.0872 9 6 66 Pass 0.0879 8 6 75 Pass 0.0887 8 6 75 Pass 0.0894 8 5 62 Pass 0.0901 8 5 62 Pass 0.0908 8 5 62 Pass 0.0915 8 5 62 Pass 0.0922 8 5 62 Pass 0.0930 7 5 71 Pass 0.0937 7 5 71 Pass 0.0944 7 4 57 Pass 0.0951 7 4 57 Pass 0.0958 7 3 42 Pass 0.0965 7 2 28 Pass 0.0973 6 1 16 Pass 472 of 744 675 9/14/2018 8:47:44 AM Page 28 Water Quality Water Quality BMP Flow and Volume for POC #2 On-line facility volume:0.0169 acre-feet On-line facility target flow:0.0223 cfs. Adjusted for 15 min:0.0223 cfs. Off-line facility target flow:0.0126 cfs. Adjusted for 15 min:0.0126 cfs. 473 of 744 675 9/14/2018 8:47:44 AM Page 29 LID Report 474 of 744 675 9/14/2018 8:47:45 AM Page 30 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. 475 of 744 675 9/14/2018 8:47:45 AM Page 31 Appendix Predeveloped Schematic 476 of 744 675 9/14/2018 8:47:47 AM Page 32 Mitigated Schematic 477 of 744 675 9/14/2018 8:47:48 AM Page 33 Predeveloped UCI File 478 of 744 675 9/14/2018 8:47:48 AM Page 34 Mitigated UCI File 479 of 744 675 9/14/2018 8:47:48 AM Page 35 Predeveloped HSPF Message File 480 of 744 675 9/14/2018 8:47:48 AM Page 36 Mitigated HSPF Message File 481 of 744 675 9/14/2018 8:47:48 AM Page 37 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com 482 of 744 Job No. 1309D S&EE S&EE GEOTECHNICAL REPORT PROPOSED ELECTRICAL DUCTBANK BOEING RENTON PLANT S&EE JOB NO. 1309D FEBRUARY 18, 2014 483 of 744 GEOTECHNICAL REPORT - SUPPLEMENT FOR BIORETENTION CELL DESIGN. 484 of 744 Job No. 1309D S&EE TABLE OF CONTENTS Section Page 1.0 INTRODUCTION ................................................................................................................................................. 1 2.0 SITE CONDITIONS ............................................................................................................................................. 2 2.1 SITE HISTORY & GEOLOGY .......................................................................................................................... 2 2.2 SURFACE CONDITIONS .................................................................................................................................. 2 2.3 SUBSURFACE SOIL CONDITIONS ................................................................................................................. 3 2.4 GROUNDWATER CONDITIONS .................................................................................................................... 4 3.0 LABORATORY TESTS ....................................................................................................................................... 4 4.0 ENGINEERING EVALUATIONS AND RECOMMENDATIONS ................................................................. 5 4.1 GENERAL .......................................................................................................................................................... 5 4.2 EXCAVATION ................................................................................................................................................... 6 4.3 BUOYANCY RESISTANCE .............................................................................................................................. 7 4.4 LATERAL EARTH PRESSURES ON UNDERGROUND WALLS ................................................................. 8 4.5 STRUCTURAL FILL ....................................................................................................................................... 10 4.6 SEISMIC CONSIDERATION AND HAZARD ............................................................................................... 10 4.7 SUBGRADE PREPARATION FOR PAVEMENT REPLACEMENT ............................................................ 10 4.8 ADDITIONAL SERVICES .............................................................................................................................. 11 5.0 CLOSURE ............................................................................................................................................................. 11 FIGURE 1: SITE LOCATION MAP FIGURE 2: /2*,67,&60$67(53/$1 FIGURE 3: %25,1*/2&$7,213/$1 FIGURE 4: SURCHARGE-INDUCED LATERAL LOADS ON SURFACE WALLS APPENDIX A: LOG OF EXPLORATIONS APPENDIX B: LOG OF PREVIOUS EXPLORATIONS APPENDIX C: LABORATORY TEST RESULTS 485 of 744 Job No. 1309D S&EE GEOTECHNICAL REPORT PROPOSED ELECTRIAL DUCTBANK BOEING RENTON PLANT For The Boeing Company 1.0 INTRODUCTION We present in this report the results of our geotechnical investigation for the proposed electrical ductbank project at Boeing’s Renton plant. A site location map is shown in Figure 1 which is included at the end of this report. The proposed ductbank is a part of the Boeing Renton Logistic projects which include other components such as truck inspection, SW marshaling yard, spine road, badge office, etc. A Logistics Master Plan is shown in Figure 2. The alignment of the proposed ductbank is shown in Figure 3. A section slated for 2013 Holiday construction was completed between December 14, 2013 and January 3, 2014. This section is about 400 lineal feet long and its location is also shown in Figure 3. The rest of the ductbank will be constructed from March 2014 to March 2015. The ductbank project will involve the construction of underground vaults and electrical ductbank. The vaults are typically 10 feet by 10 feet in plane and 10 to 15 feet in depth. The ductbank is typically 5 to 8 feet in width and 6 to 8 feet in depth. Deeper excavations for the ductbank installation are necessary at the crossing of existing utilities. Due to the presence of shallow groundwater table, construction dewatering is required. For the completed Holiday construction, the dewatering methods had included well points outside the excavation and sumps inside the excavation. The scopes of our services for the project have included the followings: 1. Exploration of the subsurface soil and groundwater conditions. 2. Performance of laboratory testing. 3. Meetings and reviews. 4. Engineering evaluations and recommendations for design and construction. 5. Preparation of this geotechnical report. 486 of 744 Job No. 1309D 2 S&EE 2.0 SITE CONDITIONS 2.1 SITE HISTORY & GEOLOGY Boeing Renton Plant is located at the south end of Lake Washington. During WW II, the plant area was leveled by about 2 to 5 feet thick of fill. The native soils immediately under the fill include alluvial deposits that are over 100 feet in thickness. These soils are typically soft and unconsolidated in the upper 50 feet and become compact thereafter. Published geologic information (Geologic Map of The Renton Quadrangle, King County, Washington by D.R. Mullineaux, 1965) indicates that the alluvial soils are underlain by Arkosic sandstone. Our recent soil test borings drilled at North Bridge site near the northwestern corner of the plant encountered glacially deposited and consolidated soil (hard silt) at a depth of about 150 feet. Boring data from our previous projects at the south side of Renton Airport show that the hard silt is underlain by sandstone. Seattle Fault Seattle Fault is the prominent active fault closest to the site. The fault is a collective term for a series of four or more east-west-trending, south-dipping fault strands underlying the Seattle area. This thrust fault zone is approximately 2 to 4 miles wide (north-south) and extends from the Kitsap Peninsula near Bremerton on the west to the Sammamish Plateau east of Lake Sammamish on the east. The four fault strands have been interpolated from over-water geophysical surveys (Johnson, et al., 1999) and, consequently, the exact locations on land have yet to be determined or verified. Recent geologic evidence suggests that movement on this fault zone occurred about 1,100 years ago, and the earthquake it produced was on the order of a magnitude 7.0. A liquefaction map (Preliminary Liquefaction Susceptibility Map of the Renton Quadrangle, Washington by Stephen Palmer) indicates that the project area has high liquefaction susceptibility. 2.2 SURFACE CONDITIONS The northeastern portion of the ductbank will connect to the existing Substation #1. From there, the ductbank runs southwesterly through Linear Park (see Figure 3). This portion of the ground surface is about 4 to 6 feet higher than the ground surface in the plant. Other than the park area, the ground surface along the ductbank alignment includes asphalt and concrete pavements. 487 of 744 Job No. 1309D 3 S&EE 2.3 SUBSURFACE SOIL CONDITIONS We have explored the subsurface groundwater and soil conditions through the drilling of 10 soil test borings, B-1-D to B-10-D. Among these borings, B-1-D to B-4-D were drilled in October 2013, and B-5- D to B-10-D were drilled in January 2014. The logs of these borings along with field exploration procedures and a soil classification chart are included in Appendix A. Our knowledge of the subsurface conditions is augmented by a few previous borings. These included B-9-2012 at the south side of Building 4-81, Boring 3 at the north side of Building 4-17, a cone penetration test HCP-1 at the east side of Building 4-21, and B-1 (CC-128) at the west side of Building 4-21. The logs of these previous explorations are included in Appendix B. The locations of all explorations are shown in Figure 3. The boring data show great variations of soil conditions in both horizontal and vertical directions. Such variation is somewhat typical of alluvial soils. In general, the alluvial, or native soils, are covered by fill. The following table shows the depth to the bottom of the fill. Note that the surface elevations at B-1-D to B-3-D and B-5-D are about 4 to 6 feet higher than the rest of the borings. Boring No. Depth to the bottom of fill (feet) B-1-D 10 B-2-D 5 B-3-D 8 B-4-D 0 B-5-D 8 B-6-D 4.5 B-7-D 2.5 B-8-D 4 B-9-D 5 B-10-D 4 B-9-2012 5 HCP-1 5 B-1 (CC128) 4 The alluvial soils below the fill consists of inter-bedded silt, silty sand, sand, and occasionally gravel layers. These soils are generally soft or loose and contains trace amount of organic matters. Locally, layers of peaty silt or peat are present. These soils along with soft silt layers have caused ground settlements up to 6 inches throughout the plant. For the majority of the ductbank route, the top of a silt layer is present at about the depths of 30 to 37 feet. The silt is a few feet thick. Due to its low hydraulic 488 of 744 Job No. 1309D 4 S&EE conductivity, it has been used as a groundwater cutoff layer for groundwater control in the past. 2.4 GROUNDWATER CONDITIONS We installed the following groundwater monitoring wells in the boreholes after the drilling is complete. We later measured the depth to groundwater table and the results are tabulated below. Boring Number Well Depth (feet) Date Installed Date Measured Groundwater Depth (feet) B-1-D 20 Oct 12, 2013 Oct 19, 2013 7’-7” B-3-D 20 Oct 12, 2013 Oct 19, 2013 9’-9” B-4-D 18 Oct 10, 2013 Oct 19, 2013 3’-1” B-5-D 30 Jan 28, 2014 Feb 5, 2014 9’-9” B-9-D 25 Jan 27, 2014 Feb 5, 2014 7’-6” GW210S* Not Available Not Available Feb 5, 2014 5’-9” *This is an existing well located about 10 feet to the northwest of Boring B-10-D 3.0 LABORATORY TESTS Disturbed soil samples were retrieved from boreholes during our field explorations. Selected samples were transported to our sub-contracted soil laboratory, AAR in Redmond, WA for sieve analyses. The test results are included in Appendix C. 489 of 744 Job No. 1309D 5 S&EE 4.0 ENGINEERING EVALUATIONS AND RECOMMENDATIONS 4.1 GENERAL 1. The subsurface conditions along the proposed ductbank include soft and loose soils and shallow groundwater table. Since the ductbank will result in essentially no increase in overburden pressure, we expect no new compression of the subsoils, and thus no new ground settlement. However, the soft excavation subgrade would require stabilization so that a stable work base can be created and re-compression of the disturbed subgrade soils can be avoided. 2. Shallow groundwater table is present at the site, necessitating the need of construction de- watering. A dewatering plan will be prepared by Mr. Scott Bender of Bender Consulting, LLC. The contractor should note that: a) Boeing Renton Plant has limited allowance for daily discharge of water from all construction activities onsite. Currently, Metro King County allows for 25,000 gallon per day discharge to the storm/sewer system. The county may suspend discharge temporarily for a day or two during heavy rainstorm events. The above restrictions may affect construction sequence; the contractor should thus plan accordingly. The person retains the discharge permit for Boeing is Ms. Doris Turner <doris.s.turner@boeing.com>; b) Pre-discharge treatment may be required for water quality control. Again, Ms. Doris Turner should be contacted for such issue. 3. With the presence of shallow groundwater and soft subsoils, installation of underground utilities requires adequate equipment, manpower and experience. Similar projects were completed successfully at the plant. We recommend that the earthwork contractor review the project information carefully and formulate a work plan prior to excavation. 4. In general, the subsoils at the plant include fill over loose and soft alluvial soils. The former is typically a mixture of sand and gravel and the latter include silt, silty sand, and sand. The typical index properties of these materials are listed below. Material In-situ Density (pcf) Porosity (%) Fill (sand and gravel): 125 – 135 20 – 40 Silt 80 – 100 30 – 50 Silty sand and sand 100 – 120 20 – 50 490 of 744 Job No. 1309D 6 S&EE 4.2 EXCAVATION Excavation Shoring: As the depth of excavation will vary throughout the ductbank alignment, the option for excavation shoring will also change. The demand in groundwater control may also affect the choice of the shoring method. For instance, groundwater contamination at section DB-(see Figure for location) will favor the deep shoring systems as they can provide groundwater cutoff and thus limit the amount of groundwater to handle. Space restraint will also play a large roll in shoring system selection. We envision a whole range of shoring systems to be employed for the project. This will include trench boxes, speedshore with steel sheets, H-beam with steel sheet, inter-locking sheet piles, or soil freeze. We recommend that the contractor review the soil conditions carefully and be flexible in the system they select. Since the soil conditions changes significantly throughout the alignment, one set of soil pressure diagrams for shoring design may not be IHDVLEOH. As a starting point, we recommend the following soil parameters for the design. We should review the design and provide recommendations for necessary adjustments. Soil’s total unit weight: 125 to 130 pcf (pounds per cubic feet) Soil’s buoyant unit weight: 55 to 70 pcf Active soil pressure: 40 pcf, equivalent fluid density, above groundwater table Active soil pressure: 20 pcf, equivalent fluid density, below groundwater table Passive soil pressure: 240 pcf, equivalent fluid density, above groundwater table (include 1.5 safety factor) Passive soil pressure: 120 pcf, equivalent fluid density, below groundwater table (include 1.5 safety factor) Imbalanced hydrostatic pressure should be added to the active side. The pressure will depend on the type of dewatering method. A 2 feet over-excavation at the passive side should be considered in the design. Open-Cut: Open cut may not be feasible due to the space restraint. However, it can be considered in the upper portion of the excavation. Benching in the upper 2 to 4 feet works well in the past it lessens the overburden pressure and facilitates backfill. The benches should have a 1:1 ratio between height and horizontal run, and the height should be limited to 3 to 4 feet. Trench boxes or speed-shore may be necessary at the bottom portion of the open cut. The contractor should be aware of possible sidewall caving when trench boxes or speed-shore are retreated. The caving will leave loose sloughing at the bottom of the excavation. This loose soil must be removed or compacted in place so that future ground settlement can be avoided. Compaction of such loose sloughing is not always feasible due to the proximity of groundwater table and possible sidewall disturbance by vibration. When cleaning by excavators and hand shovels are not possible, the contractor should be prepared to remove the loose soil 491 of 744 Job No. 1309D 7 S&EE by a vac truck. Also, backfill with CDF is necessary when compaction is not feasible, such as at the locations of utility crossing. Backfill with pea gravel should be avoided as it creates difficulties in future excavation. Subgrade Preparation: All loose soil cuttings should be removed prior to the placement of bedding materials. Wet and loose subgrades should be anticipated. The contractor should make efforts to minimize subgrade disturbance, especially during the last foot of excavation. Often time subgrade disturbance in wet and loose soil is inevitable, and subgrade stabilization is necessary in order to avoid re- compression of the disturbed zone. Depending on the degrees of subgrade disturbance, the stabilization may require a layer of quarry spalls (2 to 4 inches or 4 to 8 inches size crushed rock). Based on our experience at the plant, when compacted by a hoepac, a 12 to 18 inches thick layer of spalls would sink into the loose and soft soils, interlock and eventually form a stable subbase. A chocker stone such as 1-1/4” clean crushed rock should be installed over the quarry spalls. This stone should be at least 6 inches in thickness and should be compacted to a firm and non-yielding condition by a mechanical compactor. In the event that soft silty soils above groundwater table are encountered at subgrades, the subgrade should be over-excavated for a minimum of 6 inches. A non-woven geotextile having a minimum grab tensile strength of 200 pounds should be installed at the bottom of the over-excavation and the over-excavation backfilled with 1-1/4” minus crushed rock. The material should be compacted to a firm a non-yielding condition using a mechanical compactor. Excavated subgrade so prepared should have a bearing capacity of 1,000 to 1,500 pounds per square feet (psf) depending on the footprint and depth of the installed structure. Settlements are generally less than 1/2 to one inch, and should become mature as the backfill is placed. Backfill: Structural fill materials should be used for backfill. The material and compaction requirements are presented in Section 4.5. 4.3 BUOYANCY RESISTANCE As previously mentioned, the project site is located in an area of high liquefaction susceptibility. During strong earthquakes, the subsoils below the groundwater table may liquefy and lose the frictional resistance against the vault walls. The remaining resistances include the structural weight and the frictional resistance from soil above groundwater table. The later can be estimated using an equivalent fluid density 492 of 744 Job No. 1309D 8 S&EE of 50 pcf and a friction coefficient of 0.5. Soil anchors are typically used to mitigate the risk of uplift. Our evaluations for previous projects at Renton Plant show that the liquefaction zone may extend to a depth of 50 feet. Our evaluations also indicate that a 6-inch diameter micropile installed to a depth of 65 feet will develop a tension capacity of 45 kips. This value includes a safety factor of 1.5 and has considered the reduction of soil strength in the liquefaction zone. The pile should be installed with a minimum cased length of 30 feet. The micropile should be designed and installed by a contractor having at least 3 years of experience. 4.4 LATERAL EARTH PRESSURES ON UNDERGROUND WALLS Lateral earth pressures on permanent retaining walls, underground vaults or utility trenches/pits, and resistance to lateral loads may be estimated using the recommended soil parameters presented in the following table. Equivalent Fluid Unit Weight (PCF) Coefficient of Friction at Base Active At-rest Passive Structural fill and native soils 40 50 200 0.5 Note: Hydrostatic pressures are not included in the above lateral earth pressures. The at-rest case applies to unyielding walls, and would be appropriate for walls that are structurally restrained from lateral deflection such as basement walls, utility trenches or pits. The active case applies to walls that are permitted to rotate or translate away from the retained soil by approximately 0.002H to 0.004H, where H is the height of the wall. The passive earth pressure and coefficient of friction include a safety factor of 1.5. SURCHARGE INDUCED LATERAL LOADS Additional lateral earth pressures will result from surcharge loads from floor slabs or pavements for 493 of 744 Job No. 1309D 9 S&EE parking that are located immediately adjacent to the walls. The surcharge-induced lateral earth pressures are uniform over the depth of the wall. Surcharge-induced lateral pressures for the "active" case may be calculated by multiplying the applied vertical pressure (in psf) by the active earth pressure coefficient (Ka). The value of Ka may be taken as 0.3. The surcharge-induced lateral pressures for the "at-rest" case are similarly calculated using an at-rest earth pressure coefficient (Ko) of 0.5. For surcharge loads that are not adjacent to the wall, the induced lateral earth pressure will depend on the magnitude of the surcharge and the distance from the wall. Such induced lateral load can be estimated using the equations shown on Figure 4. The slope-induced lateral earth pressure can be accounted for by increasing the effective height of the wall by one-half the slope height. The traffic-induced lateral earth pressure can be accounted for by increasing the effective wall height by 2 feet. SEISMIC INDUCED LATERAL LOADS For imbalanced, seismic induced lateral loads, the dynamic force can be assumed to act at 0.6 H above the wall base and the magnitude can be calculated using the following equation. Pe =10H Where Pe = uniform pressure in psf H = wall height in feet BACKFILL BEHIND RETAINING WALLS Structural fill should be used for backfill behind the wall. Care must be taken when compacting backfill adjacent to retaining walls, to avoid creating excessive pressure on the wall. The density of the structural fill can be assumed to be 130 and 68 pounds per cubic feet above and below groundwater table, respectively. Backfill: Structural fill materials should be used for backfill. The material and compaction requirements are presented in Section 4.5. To avoid interference with backfill compaction near the top of the trench walls, we recommend that all re-bars be field bent after the backfill is complete. 494 of 744 Job No. 1309D 10 S&EE 4.5 STRUCTURAL FILL Structural fill materials should be used for all backfill. Structural fill materials should meet the following material and compaction requirements. Material Requirements: Structural fill should be free of organic and frozen material and should consist of hard durable particles, such as sand, gravel, or quarry-processed stone. The onsite granular fill soil is suitable for structural fill and the native soils below the fill are not. Suitable imported structural fill materials include silty sand, sand, mixture of sand and gravel (pitrun), recycled concrete and crushed rock. All structural fill material should be approved by an engineer from our office prior to use. Placement and Compaction Requirements: Structural fill should be placed in loose horizontal lifts not exceeding a thickness of 6 to 12 inches, depending on the material type, compaction equipment, and number of passes made by the equipment. Structural fill should be compacted to a firm and non-yielding condition or at least 95% of the maximum dry density as determined using the ASTM D-1557 test procedures. 4.6 SEISMIC CONSIDERATION AND HAZARD We recommend that Site Class E as defined in the 2012 IBC (or ASCE 7) be considered for the seismic design. The soft and loose subsoils below the groundwater table are prone to liquefaction during strong earthquakes. Our evaluations for previous projects in Renton plant show that liquefaction may result in 6 to 7 inches of uneven ground settlement. Since the liquefaction potential is relatively wide spread, we believe that the chance of severe differential settlement for a short distance is remote. As such, we believe that the risk of adverse impact on reinforced concrete ductbank is relatively low. 4.7 SUBGRADE PREPARATION FOR PAVEMENT REPLACEMENT Pavement subgrade may be disturbed by construction traffic. We thus recommend that the subgrade be re-compacted to a firm and non-yielding condition by a vibratory roller compactor that weighs at least 12 tons. The roller should make at least 6 passes. The subgrade soil should have adequate moisture content (within +/-2% from optimum) at the time of re-compaction. 495 of 744 Job No. 1309D 11 S&EE 4.8 ADDITIONAL SERVICES We recommend the following our additional services during the construction of the project. 1. Monitor trench excavation. 2. Monitor dewatering and shoring installation. 3. Monitor anchor installation, if needed. 4. Monitor the placement and compaction of structural fill. We will confirm the suitability of the fill materials, perform field density tests, and assist the contractor in meeting the compaction requirements. 5. Response to contractors’ RFI. 6. Attendance of construction progress meeting when necessary. 7. Other geotechnical issues deemed necessary. 5.0 CLOSURE The recommendations presented in this report are provided for design purposes and are based on soil conditions disclosed by the available geotechnical boring data. Subsurface information presented herein does not constitute a direct or implied warranty that the soil conditions between exploration locations can be directly interpolated or extrapolated or that subsurface conditions and soil variations different from those disclosed by the explorations will not be revealed. The recommendations outlined in this report are based on the assumption that the development plan is consistent with the description provided in this report. If the development plan is changed or subsurface conditions different from those disclosed by the exploration are observed during construction, we should be advised at once so that we can review these conditions, and if necessary, reconsider our design recommendations. 496 of 744 LOGAN AVEEXIT 5 900 515 900 EXIT 4 EXIT 4A 405 405 167 EXIT 4B 405 169 167 D9 D40 D35 D30 EXIT 2B From Issaquah From Bellevue 4-04 Medical Clinic Safety LK WASHINGTON BLVD N From Seattle LAKE WASHINGTON Boeing Employees Flying Association RA I N I E R A V E N 4-41 4-20 4-21 4-69 4-402 4-78 4-77 4-79 4-71 4-42 4-45 Apron D 5-27 5-403 5-288 9 7 1 16 17 15 12 13A 14 10-18 GARDEN AVE N N EVA NEDRAGEVA KRAPN 8TH ST 11 10-16 10-13 4-89 4-88Badge Office 10-20 10-80 Hub 4-17 4-90 4-75 4-81 4-82 4-83 4-86 Renton Airport From I-5 From Longacres Park From Kent and Auburn From Enumclaw Apron A Apron BRAINIER AVE N AIRPORT WAY RE N T O N A V E S S 3RD ST S 2ND ST Renton Stadium 5-09 5-02 S U N S E T B L V D W BENSON RD S M. L . K I N G J R W A Y S SW 10TH S T OAKESDALE AVE SW SW 19TH ST SW 16TH ST DNOMYAR WS EVA WS EVA DNILTALBOT RD S EVA NIAM HOUSER WAY N LOGAN AVE N CEDAR RIVER N 1 S T S T BRONSON W AY N S 4TH ST N 3RD ST N 4TH ST N NEDRAG S EVA TTENRUBLOGAN AVE S SW 7TH ST GRADY WA Y S W N EVA YROTCAFMONSTER RD 5-50 5-51 N EVA SMAILLIW7-206 Triton Tower Two 7-207 Triton Tower Three From Seattle 5-08 Washington – Renton North 8th and Park Avenue North, Renton, WA 98055 N 5TH ST N 6TH ST N 8TH ST 5-45 Revised 03-09 Boeing North Bridge Boeing South Bridge 7-244 Rivertech Corporate Center HOUSER WAY BYPASS Copyright 2009© The Boeing Company. All rights reserved.PARK AVE N WELLS AVE N POWELL AVE SW NACHES AVE 4-95Shed 4-96GuardShack Employee gates AMS Turnstile gates Fence lines Boeing property General parking Restricted parking Bus stop Helistop 51 52 53 54 55 51 52 53 54 55 A B C D E F A B D E F C D44 D41 D4 D32497 of 744 SITE FIGURE 1 - Site Location Map 498 of 744 Spine Rd. Signal Work 9-19 > 12-10 DB - 1 Holiday Shutdown 12/14 > 1/4 DB - 2 3-3 > 5-9 C-2 DB - 3 SWMY + North 5-12 > 9-12 C-1 DB-4 4-75 BLDG 10-20 > 2-6 C-1 DB - 5 Spine Rd / Badge area 8-18 > 10-3 C - 1 Badge Office & Guard Station Relocation Z - 5 3-12 > 5-20 Parking Z - 8 After last work is complete & Trailers are removed Parking Z - 4 8 - 20 > 10-14 Parking Z - 7 10-15 > 11-28 DB - 7 Lin. Park So 11-21 > 3-31 C-2 DB - 8 Lin Park N 2-19 > 5-27 C-2 DB- 9 Lin Park N > Sub 1 5-28 > 8-18 C-1 Parking Z 2 7-1 > 8 - 20 Parking Z-3 5 - 1 > 6 - 30 Parking / Spine Z- 1 4 - 1 > 5 - 30 Spine Rd N Z - 6 3-12 > 5-20 Parts Road Widening 4-8 > 7-14 Parking Z - 9 9-5 > 10-20 Parking Revision Z - 10 Sept 1 > Nov 1 SW Marshaling Yard 2- 3 > 5- 7 Truck Inspection 3 - 21 > 6 - 19 6th and Logan Revision 7th and Logan DB - 1A Building Stair to Vault's 4-7 > 6-15 DB - 4A 10-6 > 10-17 D-B 3a 2-9-15 > 4-3-15 C-1 Figure 2 Boeing Renton Site Logistics Master Plan DB - 6 Parking Z - 4 9-12 > 11-20 C-2 Existing Truck Inspection Revision 7-14 > 10-6 Ductbank Section DB - X (Typical) 33301 9th Avenue South, Suite 300 Federal Way, Washington 98003-2600 (206) 431-2300 Fax: (206) 431-2250 499 of 744 B-6-D B-7-D B-8-D B-9-D B-10-D B-1-D B-2-D B-3-D B-4-D B-5-D Previous Boring B-1 (CC128) Figure 3 - Boring Location Plan GW 210S Previous Cone Penetration Test HCP-1 Previous Boring 3 Previous Boring B-9-2012 2013 Holiday Construction Proposed Ductbank Linear ParkBLDG 4-17 500 of 744FIGURE 4 Job No. 1309-D S&EE APPENDIX A FIELD EXPLORATION AND LOGS OF BORINGS The subsurface conditions at the project sites were explored with the drilling of 10 soil test borings, B-1- D to B-10-D. Among these borings, B-1-D to B-4-D were drilled in October 2013, and B-5-D to B-10-D were drilled in January 2014. The borings were advanced using truck- and track-mounted drill rigs. A representative from S&EE was present throughout the exploration to observe the drilling operations, log subsurface soil conditions, obtain soil samples, and to prepare descriptive geologic logs of the exploration. Soil samples were taken at 2.5- and 5-foot intervals in general accordance with ASTM D- 1586, "Standard Method for Penetration Test and Split-Barrel Sampling of Soils" (1.4” I.D. sampler). The penetration test involves driving the samplers 18 inches into the ground at the bottom of the borehole with a 140 pounds hammer dropping 30 inches. The numbers of blows needed for the samplers to penetrate each 6 inches are recorded and are presented on the boring logs. The sum of the number of blows required for the second and third 6 inches of penetration is termed "standard penetration resistance" or the "N-value". In cases where 50 blows are insufficient to advance it through a 6 inches interval the penetration after 50 blows is recorded. The blow count provides an indication of the density of the subsoil, and it is used in many empirical geotechnical engineering formulae. The table below provides a general correlation of blow count with density and consistency. A chart showing the Unified Soil Classification System is included at the end of this appendix. DENSITY (GRANULAR SOILS) CONSISTENCY (FINE-GRAINED SOILS) N-value < 4 very loose N-value < 2 very soft 5-10 loose 3-4 soft 11-30 medium dense 5-8 medium stiff 31-50 dense 9-15 stiff >50 very dense 16-30 very stiff >30 hard All borings were backfilled with bentonite chips and the ground surface was patched with quick-set cement. In a few borings where groundwater monitoring wells were installed, a flash-mount monument was installed at the ground surface. 501 of 744 502 of 744 503 of 744 504 of 744 505 of 744 506 of 744 507 of 744 508 of 744 509 of 744 510 of 744 511 of 744 512 of 744 513 of 744 514 of 744 515 of 744 516 of 744 517 of 744 518 of 744 519 of 744 520 of 744 521 of 744 522 of 744 523 of 744 524 of 744 525 of 744 526 of 744 527 of 744 528 of 744 529 of 744 530 of 744 Job No. 1309D S&EE APPENDIX C LABORATORY TEST RESULTS 531 of 744 532 of 744 533 of 744 534 of 744 535 of 744 536 of 744 537 of 744 538 of 744 539 of 744 540 of 744 541 of 744 542 of 744 543 of 744 544 of 744 545 of 744 546 of 744 547 of 744 548 of 744 549 of 744 550 of 744 551 of 744 552 of 744 553 of 744 554 of 744 555 of 744 556 of 744 557 of 744 558 of 744 559 of 744 560 of 744 561 of 744 BOEING RENTON SITE - CONTAMINATED SOILS MAP N 8TH STSPINE ROAD S5S6LOT S6 BIORETENTION CELL AND OVERFLOW CONVEYANCE SIZING MAP33301 9th Avenue South, Suite 300 Federal Way, Washington 98003-2600 (206) 431-2300 Fax: (206) 431-2250 562 of 744 CULVERT SIZING812Depth (y) (ft) 0.667 1.000Culvert Radius r (ft) 0.333 0.500Flow Angle (degrees)360.0 360.0Area (A) sq.ft.0.349 0.785Slope (S) ft/ft0.0050 0.0020n 0.012 0.012R^2/30.303 0.397Q (cfs) 0.93 1.73Velocity 2.659025635 2.203670676CULVERTy2rflow angle213249.1SARnQ9/14/2018P:\_Spreadsheets\Drainage Assistant.xlsxDrainage Assistant.xlsx563 of 744See Rational Calculation for Maximum Area calculation Max capacity flow through 8-inch pipe at 0.5% is 0.93 cfs Max Capacity flow through 12-inch pipe at 0.2% is 1.73 cfsBIORETENTION CELL OVERFLOW PIPE CALCULATIONThe calculations below are provided to show the overflow pipes proposed for the bioretention cells can covey and contain the 100-YRstorm flows. To be conservative, a rational methodology was used to calculate the 100-YR storm flows for the areas tributary to thebioretention cells. Full flow pipe capacity calculations are provided to show the given pipe sizes can convey the 100-YR flows. Q ᷊ =0.928259 A = 0.315 Cc = 0.9 AVG₁ = 0 A₁ = 0 C₁ = 0.8 GRAVEL AVG₂ = 0 A₂ = C₂ = 1 WATER AVG₃ = 0.2835 A₃ = 0.315 C₃ = 0.9 PAVEMENT AND ROOF AVG₄ = 0 A₄ = C₄ = 0.2 PASTURE AVG₅ = 0 A₅ = 0 C₅ = 0.25 LAWN AVG₆ = 0 A₆ = C₆ = 0.15 FOREST Design Event = 100 I ᷊ =3.274281 P₂ =2 P₅ = - P₁₀ = 2.9 P₂₅ = 3.4 P₅₀ = - P₁₀₀ =4 i ᷊ =0.81857 a ᷊ =2.61 b ᷊ =0.63 Tc =6.3 Tt = 1.25 T₁ = 1.25 L₁ = 150 S₁ = 0.01 K₁ = 20 T₂ = L₂ = 0 S₂ = 0 K₂ = 0 T₃ = 0 L₃ = S₃ = K₃ = T₄ = 0 L₄ = S₄ = K₄ = T₅ = 0 L₅ = S₅ = K₅ = T₆ = 0 L₆ = S₆ = K₆ = 564 of 744 8-Inch @ 0.5% has capacity for run-off from a tributary area of no more than 0.315 acres (13,721 sf) Q ᷊ =1.729803 A = 0.587 Cc = 0.9 AVG₁ = 0 A₁ = 0 C₁ = 0.8 GRAVEL AVG₂ = 0 A₂ = C₂ = 1 WATER AVG₃ = 0.5283 A₃ = 0.587 C₃ = 0.9 PAVEMENT AND ROOF AVG₄ = 0 A₄ = C₄ = 0.2 PASTURE AVG₅ = 0 A₅ = 0 C₅ = 0.25 LAWN AVG₆ = 0 A₆ = C₆ = 0.15 FOREST Design Event = 100 I ᷊ =3.274281 P₂ =2 P₅ = - P₁₀ = 2.9 P₂₅ = 3.4 P₅₀ = - P₁₀₀ =4 i ᷊ =0.81857 a ᷊ =2.61 b ᷊ =0.63 Tc =6.3 Tt = 1.25 T₁ = 1.25 L₁ = 150 S₁ = 0.01 K₁ = 20 T₂ = L₂ = 0 S₂ = 0 K₂ = 0 T₃ = 0 L₃ = S₃ = K₃ = T₄ = 0 L₄ = S₄ = K₄ = T₅ = 0 L₅ = S₅ = K₅ = T₆ = 0 L₆ = S₆ = K₆ = 565 of 744 12-Inch @ 0.2% has capacity for run-off from a tributary area of no more than 0.587 acres (25,569 sf) Last Saved by: USJS675533 on: Jan 11, 2021 1:57 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\08_RTN-YD-C501-6H.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South C44C501-6H STORM DETAILS RENTON SITE R-401447 Last Saved by: USJS675533 on: Jan 11, 2021 1:57 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\08_RTN-YD-C501-6J.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South C45C501-6J STORM DETAILS RENTON SITE R-401448 Last Saved by: USJS675533 on: Jan 11, 2021 1:57 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\08_RTN-YD-C501-6K.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South C46C501-6K STORM DETAILS RENTON SITE R-401449 Last Saved by: USJS675533 on: Jan 15, 2021 11:10 AM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\08_RTN-YD-C501-6L.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South C47C501-6L STORM DETAILS RENTON SITE R-401450 Technical Information Report Boeing Apron R - Central Project Renton, Washington Developed Conditions 570 of 744 OUTFALL 004A LAKE WASHINGTON 4-81 4-20 27i-490I 4,113 SF 0.094 AC OUTFALL 021 4-82 4-17 4-90 4-89 4-04 4-21 LOT 6 30A 190,196 SF 4.366 AC 29A 99,292 SF 2.279 AC 27E 232,102 SF 5.328 AC 27F 105,973 SF 2.432 AC 25C 118,233 SF 2.714 AC 58A 259,780 SF 5.694 AC 27C 264,641 SF 6.075 AC 28A 107,895 SF 2.477 AC 27I 73,077 SF 1.678 AC 27H 121,914 SF 2.799 AC 27B 110,402 SF 2.534 AC 27A 213,515 SF 4.902 AC OUTFALL 004 SUMP PUMP NO.510A NO. 47 OIL-WATER SEPARATOR NO. 516B LIFT STATION OWS-062 RTU-11 RTU-12 OWS-063 RTU-14 OWS-064 RTU-13 RTU-15 OWS-065 RTU-16 OWS-066 NO. 465 STORM VAULT NO. 48 OIL-WATER SEPARATOR WET VAULT 487 ROWS-030 OF-003 OF-002A EXISTING CONVEYANCE MAP SUB-BASIN AREA TRIBUTARY TO OUTFALL 004A SUB-BASIN AREA TRIBUTARY TO OUTFALL 004 WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South OUTFALL 004A LAKE WASHINGTON 4-81 4-20 4-21 4-82 4-17 4-90 4-89 OUTFALL 021 4-04 LOT 6 30A 190,196 SF 4.366 AC 29A 99,292 SF 2.279 AC 27E 232,102 SF 5.328 AC 27F 105,973 SF 2.432 AC 25C 118,233 SF 2.714 AC 58A 259,780 SF 5.694 AC 28A 107,895 SF 2.477 AC 27A 213,515 SF 4.902 AC 27C 302,099 SF 6.935 AC 27B 75,078 SF 1.724 AC 27H 87,735 SF 2.014 AC 27I 74,760 SF 1.716 AC OUTFALL 004 OWS-067RTU-018 RTU-017 SUMP PUMP NO.510A NO. 47 OIL-WATER SEPARATOR NO. 516B LIFT STATION OWS-064 NO. 48 OIL-WATER SEPARATOR OF-003 OF-002A DEVELOPED CONVEYANCE MAP SUB-BASIN AREA TRIBUTARY TO OUTFALL 004A SUB-BASIN AREA TRIBUTARY TO OUTFALL 004 WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South OUTFALL 004 TAILWATER SET AT SPRING/FALL LAKE SURFACE ELEVATION ± 14.98 27C-528 8,189 SF 0.188 AC 27C-546 2,078 SF 0.048 AC 27C-547 1,832 SF 0.042 AC 27C-548 2,632 SF 0.060 AC 27C-540 8,613 SF 0.198 AC 27C-538 4,868 SF 0.112 AC 27C-541 10,488 SF 0.241 AC 27C-535 12,430 SF 0.285 AC 27C-537 32,731 SF 0.751 AC 27C-687 11,084 SF 0.254 AC 27C-632 9,246 SF 0.212 AC 27C-635 10,009 SF 0.230 AC 27C-531 7,697 SF 0.177 AC 27C-532 18,343 SF 0.421 AC 27C-533 3,506 SF 0.080 AC 27C-527A 9,030 SF 0.207 AC 27C-529 24,620 SF 0.565 AC 27C-526 32,260 SF 0.741 AC 27C-479 26,772 SF 0.615 AC 27C-480 6,038 SF 0.139 AC LAKE WASHINGTON 4-81 4-20 4-21 4-82 4-17 4-90 4-89 4-04 LOGAN AVE LEGEND AREA TRIBUTARY TO OUTFALL 004 CATCHMENT AREA OWS 065 (BASIN 28) TAILWATER SET AT BYPASS STRUCTURE ELEVATION 16.93 SEPARATE CALCULATIONS AND MAP FOR CONVEYANCE SYSTEM UPSTREAM OF BYPASS PROVIDED WITH THE APRON R PROJECT 27A-459 213,515 SF 4.902 AC OWS 067 (BASIN 27) TAILWATER SET AT BYPASS STRUCTURE ELEVATION 16.93 SEPARATE CALCULATIONS AND MAP FOR CONVEYANCE SYSTEM UPSTREAM OF BYPASS PROVIDED ON 647 OF 731 573 of 744 573 of 744 659 OF 744 10.00 15.00 20.00 25.00 -0+50 0+00 0+50 1+00 T-480 Rim: 19.21 ft Invert In (1) : 15.19 ft Invert In (2) : 14.82 ft 27C-480 Rim: 20.34 ft 83.5 ft 6.0 in 0.033 ft/ft 10.00 15.00 20.00 25.00 -0+50 0+00 0+50 1+00 T-480 Rim: 19.21 ft Invert In (1) : 15.19 ft Invert In (2) : 14.82 ft 27C-480 Rim: 20.34 ft 83.5 ft 6.0 in 0.033 ft/ft 5.00 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 EX 458 Rim: 18.04 ft Invert In (1) : 10.68 ft Invert In (2) : 10.48 ft Invert In (3): 14.25 ft Invert Out: 10.48 ft 27C-458 Rim: 19.45 ft 75.2 ft 12.0 in 0.020 ft/ft 5.00 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 EX 458 Rim: 18.04 ft Invert In (1) : 10.68 ft Invert In (2) : 10.48 ft Invert In (3): 14.25 ft Invert Out: 10.48 ft 27C-458 Rim: 19.45 ft 75.2 ft 12.0 in 0.020 ft/ft Storm Event: 25 and 100 Year Outfall 004 25 YEAR 100 YEAR PROFILE VIEW: 27C-458 TO EX458 PROFILE VIEW: 27C-480 TO T-480 25 YEAR 100 YEAR 25 YEAR 100 YEAR 574 of 744 Invert Out: 15.75 ft Invert Out: 17.96 ft PROFILE VIEW: 27A-459 TO EX458 PROFILE VIEW: 27A-459 TO EX458 PROFILE VIEW: 27C-458 TO EX458 PROFILE VIEW: 27C-480 TO T-480 Invert Out: 15.75 ft Invert In (3): (N/A) f Invert Out: 17.96 ft Invert Out: 14.82 ft Invert Out: 14.82 ft RIM ELEV. HGL LEGEND 10.00 15.00 20.00 25.00 -0+50 0+00 0+50 526 Rim: 21.66 ft Invert In (1) : 16.80 ft Invert In (2) : 16.80 ft 27C-526A Rim: 21.11 ft 17.7 ft 12.0 in 0.002 ft/ft 10.00 15.00 20.00 25.00 -0+50 0+00 0+50 526 Rim: 21.66 ft Invert In (1) : 16.80 ft Invert In (2) : 16.80 ft 27C-526A Rim: 21.11 ft 17.7 ft 12.0 in 0.002 ft/ft PROFILE VIEW: 27C-526A TO 526 25 YEAR 100 YEAR PROFILE VIEW: 27C-526A TO 526 PROFILE VIEW: 27C-N527A TO N527 PROFILE VIEW: 27C-N527A TO N527 PROFILE VIEW: 27C-N528 TO N527 PROFILE VIEW: 27C-N528 TO N527 25 YEAR 100 YEAR 25 YEAR 100 YEAR Storm Event: 25 and 100 Year Outfall 004 575 of 744 Invert Out: 16.84 ft Invert Out: 17.80 ft Invert Out: 16.84 ft Invert Out: 17.80 ft RIM ELEV. HGL LEGEND PROFILE VIEW: 27C-531 TO N-530 25 YEAR 100 YEAR PROFILE VIEW: 27C-531 TO N-530 PROFILE VIEW: 27C-533 TO N-530 25 YEAR PROFILE VIEW: 27C-533 TO N-530 100 YEAR 25 YEAR 100 YEAR PROFILE VIEW: 27C-534 TO N-T-11 PROFILE VIEW: 27C-534 TO N-T-11 Storm Event: 25 and 100 Year Outfall 004 576 of 744 RIM ELEV. HGL LEGEND 15.00 20.00 25.00 30.00 -0+50 0+00 0+50 N-536 Rim: 25.03 ft Invert In (1) : 20.49 ft Invert In (2) : 21.70 ft Invert In (3): 20.35 ft Invert Out: 20.25 ft 19.2 ft 6.0 in 0.080 ft/ft 15.00 20.00 25.00 30.00 -0+50 0+00 0+50 N-536 Rim: 25.03 ft Invert In (1) : 20.49 ft Invert In (2) : 21.70 ft Invert In (3): 20.35 ft Invert Out: 20.25 ft 27C-535 Rim: 25.62 ft 19.2 ft 6.0 in 0.080 ft/ft PROFILE VIEW: 27C-535 TO N-536 25 YEAR 100 YEAR PROFILE VIEW: 27C-535 TO N-536 PROFILE VIEW: 27C-538 TO N-536 25 YEAR PROFILE VIEW: 27C-538 TO N-536 100 YEAR 100 YEAR PROFILE VIEW: 27C-540 TO N-539 PROFILE VIEW: 27C-540 TO N-539 Storm Event: 25 and 100 Year Outfall 004 577 of 744 Invert Out: 23.24 ft 27C-535 Rim: 25.62 ft Invert Out: 23.24 ft RIM ELEV. HGL LEGEND -5.00 0.00 5.00 10.00 15.00 20.00 25.00 30.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 24+00 24+50 25+00 25+50 26+00 26+50 27+00 27+50 28+00 28+50 29+00 29+50 30+00 30+50 31+00 1120-18 Rim: 19.61 ft 526 Rim: 21.66 ft EX 458 Rim: 18.04 ft 1094-18 (APRON R) Rim: 18.14 ft N-527 Rim: 21.98 ft B-526 Rim: 22.75 ft N-530 Rim: 23.80 ft N-536 Rim: 25.03 ft T-635 Rim: 25.04 ft 1098-18 (APRON R) Rim: 18.76 ft 1093-18 (APRON R) Rim: 18.66 ft N-T-11 Rim: 26.02 ft T-478 Rim: 18.91 ft 1121-18 Rim: 18.95 ft 1092-18 Rim: 19.02 ft T-476 Rim: 19.20 ft T-480 Rim: 19.21 ft N-471 Rim: 19.33 ft 1124-18 Rim: 19.35 ft N-479A Rim: 19.45 ft B-479 Rim: 19.47 ft 1123-18 Rim: 19.49 ft N-DNR004 Rim: 16.50 ftInvert In (1) : 12.40 ft Invert In (1) : 16.80 ft Invert In (2) : 16.80 ft Invert In (1) : 10.68 ft Invert In (2) : 10.48 ft Invert In (3): 14.25 ft Invert Out: 10.48 ft Invert In (1) : 11.54 ft Invert In (1) : 17.90 ft Invert In (2) : 17.71 ft Invert In (3): 18.60 ft Invert Out: 17.90 ft Invert In (1) : 17.51 ft Invert In (1) : 19.00 ft Invert In (2) : 20.90 ft Invert In (3): 20.50 ft Invert Out: 19.00 ft Invert Out: 11.33 ftInvert In (1) : 20.49 ft Invert In (2) : 21.70 ft Invert In (3): 20.35 ft Invert Out: 20.25 ft Invert In (1) : 18.70 ft Invert In (2) : 18.87 ft Invert In (1) : 14.67 ft Invert In (2) : 10.47 ft Invert In (1) : 11.86 ft Invert In (1) : 22.81 ft Invert In (2) : 19.16 ft Invert In (1) : 14.73 ft Invert In (1) : 12.49 ft Invert In (2) : 15.70 ft Invert In (1) : 12.12 ft Invert In (1) : 14.64 ft Invert In (1) : 15.19 ft Invert In (2) : 14.82 ft Invert In (1) : 14.21 ft Invert In (1) : 13.94 ft Invert In (1) : 15.35 ft Invert In (1) : 14.02 ft Invert In (1) : 12.65 ft Invert In (1) : 10.44 ft 27C-479 Rim: 19.53 ft 27C-632 Rim: 25.44 ft 27C-537 Rim: 25.17 ft Invert In (1): 15.08 ft Invert In (1): 18.37 ft Outfall-004 Rim: 15.20 ft Invert: -0.20 ft 90.8 ft 12.0 in 0.012 ft/ft 343.7 ft 15.0 in 0.006 ft/ft 46.5 ft 15.0 in 0.006 ft/ft278.1 ft 15.0 in 0.005 ft/ft137.8 ft 12.0 in -0.002 ft/ft 58.9 ft 18.0 in 0.017 ft/ft 153.6 ft 12.0 in -0.002 ft/ft 300.5 ft 15.0 in 0.004 ft/ft 43.6 ft 12.0 in 0.017 ft/ft 115.4 ft 42.0 in 0.089 ft/ft 67.8 ft 33.0 in 0.000 ft/ft 188.7 ft 15.0 in 0.000 ft/ft 53.2 ft 30.0 in 0.002 ft/ft 73.8 ft 15.0 in -0.003 ft/ft239.8 ft 15.0 in 0.003 ft/ft 24.0 ft 18.0 in 0.002 ft/ft 26.4 ft 18.0 in 0.002 ft/ft 62.3 ft 15.0 in 0.003 ft/ft18.4 ft 15.0 in 0.009 ft/ft 58.0 ft 30.0 in 0.015 ft/ft 45.4 ft 30.0 in 0.002 ft/ft 139.1 ft 30.0 in 0.002 ft/ft 68.2 ft 33.0 in 0.000 ft/ft129.7 ft 30.0 in 0.002 ft/ft 35.6 ft 15.0 in 0.003 ft/ft 158.9 ft 30.0 in 0.002 ft/ft 32.8 ft 15.0 in 0.003 ft/ft 107.2 ft 30.0 in 0.002 ft/ft -5.00 0.00 5.00 10.00 15.00 20.00 25.00 30.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 24+00 24+50 25+00 25+50 26+00 26+50 27+00 27+50 28+00 28+50 29+00 29+50 30+00 30+50 31+00 N-527 Rim: 21.98 ft N-530 Rim: 23.80 ft N-536 Rim: 25.03 ft Invert In (1) : 17.90 ft Invert In (2) : 17.71 ft Invert In (3): 18.60 ft Invert Out: 17.90 ft Invert In (1) : 19.00 ft Invert In (2) : 20.90 ft Invert In (3): 20.50 ft Invert Out: 19.00 ft Invert In (1) : 20.49 ft Invert In (2) : 21.70 ft Invert In (3): 20.35 ft Invert Out: 20.25 ft Outfall-004 Rim: 15.20 ft Invert: -0.20 ft 90.8 ft 12.0 in 0.012 ft/ft 343.7 ft 15.0 in 0.006 ft/ft 46.5 ft 15.0 in 0.006 ft/ft278.1 ft 15.0 in 0.005 ft/ft137.8 ft 12.0 in -0.002 ft/ft 58.9 ft 18.0 in 0.017 ft/ft 153.6 ft 12.0 in -0.002 ft/ft 300.5 ft 15.0 in 0.004 ft/ft 43.6 ft 12.0 in 0.017 ft/ft 115.4 ft 42.0 in 0.089 ft/ft 67.8 ft 33.0 in 0.000 ft/ft 188.7 ft 15.0 in 0.000 ft/ft 53.2 ft 30.0 in 0.002 ft/ft 73.8 ft 15.0 in -0.003 ft/ft239.8 ft 15.0 in 0.003 ft/ft 24.0 ft 18.0 in 0.002 ft/ft 26.4 ft 18.0 in 0.002 ft/ft 62.3 ft 15.0 in 0.003 ft/ft18.4 ft 15.0 in 0.009 ft/ft 58.0 ft 30.0 in 0.015 ft/ft 45.4 ft 30.0 in 0.002 ft/ft 139.1 ft 30.0 in 0.002 ft/ft 68.2 ft 33.0 in 0.000 ft/ft129.7 ft 30.0 in 0.002 ft/ft 35.6 ft 15.0 in 0.003 ft/ft 158.9 ft 30.0 in 0.002 ft/ft 32.8 ft 15.0 in 0.003 ft/ft 107.2 ft 30.0 in 0.002 ft/ft PROFILE VIEW: 27C-537 TO OUTFALL-004 25 YEAR 100 YEAR PROFILE VIEW: 27C-537 TO OUTFALL-004 Storm Event: 25 and 100 Year Outfall 004 578 of 744 Invert Out: 21.38 ft Invert Out: 19.13 ft Invert Out: 18.37 ft Invert Out: 18.70 ft Invert Out: 17.80 ft Invert Out: 17.51 ft Invert Out: 15.25 ft Invert Out: 14.98 ft Invert Out: 14.82 ft Invert Out: 14.73 ft Invert Out: 14.64 ft Invert Out: 14.02 ft Invert Out: 13.98 ft Invert Out: 12.70 ft Invert Out: 12.65 ft Invert Out: 12.60 ft 1122-18 Rim: 19.42 ft Invert In (1) : 13.60 ft Invert In (2) : 12.60 ft Invert Out: 12.49 ft Invert Out: 12.40 ft Invert Out: 12.12 ft Invert Out: 11.86 ft Invert Out: 11.54 ft 1097-18 (APRON R) Rim: 18.27 ft Invert In (1) : 11.33 ft Invert Out: 10.47 ft Invert Out: 10.10 ft 27C-537 Rim: 25.17 ft Invert Out: 21.38 ft N-T-11 Rim: 26.02 ft Invert In (1) : 22.81 ft Invert In (2) : 19.16 ft 27C-632 Rim: 25.44 ft Invert In (1): 18.37 ft Invert Out: 19.13 ft Invert Out: 18.37 ft T-635 Rim: 25.04 ft Invert In (1) : 18.70 ft Invert In (2) : 18.87 ft Invert Out: 18.70 ft 526 Rim: 21.66 ft Invert In (1) : 16.80 ft Invert In (2) : 16.80 ft Invert Out: 17.80 ft B-526 Rim: 22.75 ft Invert In (1) : 17.51 ft Invert Out: 17.51 ft N-479A Rim: 19.45 ft Invert In (1) : 15.35 ft 27C-479 Rim: 19.53 ft Invert In (1): 15.08 ft Invert Out: 15.25 ft Invert Out: 14.98 ft T-478 Rim: 18.91 ft T-476 Rim: 19.20 ft T-480 Rim: 19.21 ft Invert In (1) : 14.73 ft Invert In (1) : 14.64 ft Invert In (1) : 15.19 ft Invert In (2) : 14.82 ft Invert Out: 14.82 ft Invert Out: 14.73 ft Invert Out: 14.64 ft 1120-18 Rim: 19.61 ft EX 458 Rim: 18.04 ft 1094-18 (APRON R) Rim: 18.14 ft 1098-18 (APRON R) Rim: 18.76 ft 1093-18 (APRON R) Rim: 18.66 ft 1121-18 Rim: 18.95 ft 1092-18 Rim: 19.02 ft N-471 Rim: 19.33 ft 1124-18 Rim: 19.35 ft B-479 Rim: 19.47 ft 1123-18 Rim: 19.49 ft N-DNR004 Rim: 16.50 ftInvert In (1) : 12.40 ft Invert In (1) : 10.68 ft Invert In (2) : 10.48 ft Invert In (3): 14.25 ft Invert Out: 10.48 ftInvert In (1) : 11.54 ft Invert Out: 11.33 ft Invert In (1) : 14.67 ft Invert In (2) : 10.47 ft Invert In (1) : 11.86 ft Invert In (1) : 12.49 ft Invert In (2) : 15.70 ft Invert In (1) : 12.12 ft Invert In (1) : 14.21 ft Invert In (1) : 13.94 ft Invert In (1) : 14.02 ft Invert In (1) : 12.65 ft Invert In (1) : 10.44 ft Invert Out: 14.02 ft Invert Out: 13.98 ft Invert Out: 12.70 ft Invert Out: 12.65 ft Invert Out: 12.60 ft 1122-18 Rim: 19.42 ft Invert In (1) : 13.60 ft Invert In (2) : 12.60 ft Invert Out: 12.49 ft Invert Out: 12.40 ft Invert Out: 12.12 ft Invert Out: 11.86 ft Invert Out: 11.54 ft 1097-18 (APRON R) Rim: 18.27 ft Invert In (1) : 11.33 ft Invert Out: 10.47 ft Invert Out: 10.10 ft RIM ELEV. HGL LEGEND 579 of 744 15.00 20.00 25.00 30.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 Station (ft) N-536 Rim: 25.03 ftN-539 Rim: 25.97 ft N-549 Rim: 27.41 ft T-548 Rim: 27.62 ft N-545 Rim: 27.65 ft Invert In (1) : 20.49 ft Invert In (2) : 21.70 ft Invert In (3): 20.35 ft Invert Out: 20.25 ft Invert In (1) : 20.95 ft Invert In (2) : 22.59 ft Invert In (3): 21.27 ft Invert Out: 21.00 ft Invert In (1) : 21.90 ft Invert In (1) : 22.25 ft Invert In (2) : 22.00 ft Invert In (1) : 22.06 ft 27C-546 Rim: 27.84 ft 27C-547 Rim: 27.70 ft Invert In (1): 22.95 ft 329.8 ft 15.0 in 0.002 ft/ft 330.3 ft 12.0 in 0.002 ft/ft48.5 ft 12.0 in 0.002 ft/ft237.0 ft 12.0 in 0.002 ft/ft94.4 ft 12.0 in 0.001 ft/ft 29.5 ft 8.0 in 0.054 ft/ft Invert Out: 24.54 ft Invert Out: 22.17 ft Invert Out: 22.51 ft Invert Out: 22.00 ft Invert Out: 21.60 ft 15.00 20.00 25.00 30.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 Station (ft) N-536 Rim: 25.03 ftN-539 Rim: 25.97 ft N-549 Rim: 27.41 ft T-548 Rim: 27.62 ft N-545 Rim: 27.65 ft Invert In (1) : 20.49 ft Invert In (2) : 21.70 ft Invert In (3): 20.35 ft Invert Out: 20.25 ft Invert In (1) : 20.95 ft Invert In (2) : 22.59 ft Invert In (3): 21.27 ft Invert Out: 21.00 ft Invert In (1) : 21.90 ft Invert In (1) : 22.25 ft Invert In (2) : 22.00 ft Invert In (1) : 22.06 ft 27C-546 Rim: 27.84 ft 27C-547 Rim: 27.70 ft Invert In (1): 22.95 ft 329.8 ft 15.0 in 0.002 ft/ft 330.3 ft 12.0 in 0.002 ft/ft48.5 ft 12.0 in 0.002 ft/ft237.0 ft 12.0 in 0.002 ft/ft94.4 ft 12.0 in 0.001 ft/ft 29.5 ft 8.0 in 0.054 ft/ft Invert Out: 24.54 ft Invert Out: 22.17 ft Invert Out: 22.51 ft Invert Out: 22.00 ft Invert Out: 21.60 ft PROFILE VIEW: 27C-547 TO N-536 PROFILE VIEW: 27C-547 TO N-536 Storm Event: 25 and 100 Year Outfall 004 PROFILE VIEW: 27C-541 TO N-539 PROFILE VIEW: 27C-541 TO N-539 RIM ELEV. HGL LEGEND PROFILE VIEW: 27C-548 TO T-548 100 YEAR PROFILE VIEW: 27C-548 TO T-548 PROFILE VIEW: 27C-635 TO T-635 25 YEAR 100 YEAR PROFILE VIEW: 27C-635 TO T-635 25 YEAR PROFILE VIEW: 27C-1121 TO 1121-18 25 YEAR 100 YEAR PROFILE VIEW: 27C-1121 TO 1121-18 Storm Event: 25 and 100 Year Outfall 004 580 of 744 RIM ELEV. HGL LEGEND 10.00 15.00 20.00 -0+50 0+00 0+50 1122-18 Rim: 19.42 ft Invert In (1) : 13.60 ft Invert In (2) : 12.60 ft OWS-067 Rim: 19.60 ft 15.4 ft 18.0 in 0.002 ft/ft 10.00 15.00 20.00 -0+50 0+00 0+50 1122-18 Rim: 19.42 ft Invert In (1) : 13.60 ft Invert In (2) : 12.60 ft OWS-067 Rim: 19.60 ft 15.4 ft 18.0 in 0.002 ft/ft 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 1100-18 (APRON R) Rim: 18.66 ft 1098-18 (APRON R) Rim: 18.76 ft 1099-18 (APRON R) Rim: 18.76 ft Invert In (1) : 14.73 ft Invert In (1) : 14.67 ft Invert In (2) : 10.47 ft Invert In (1) : 14.71 ft 58.1 ft 12.0 in 0.002 ft/ft 9.5 ft 12.0 in 0.002 ft/ft 15.1 ft 12.0 in 0.002 ft/ft 20.0 ft 12.0 in 0.002 ft/ft 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 1098-18 (APRON R) Rim: 18.76 ft Invert In (1) : 14.67 ft Invert In (2) : 10.47 ft 58.1 ft 12.0 in 0.002 ft/ft 9.5 ft 12.0 in 0.002 ft/ft 15.1 ft 12.0 in 0.002 ft/ft 20.0 ft 12.0 in 0.002 ft/ft PROFILE VIEW: OWS-065 TO 1098-18 PROFILE VIEW: OWS-067 TO 1122-18 25 YEAR 100 YEAR PROFILE VIEW: OWS-067 TO 1122-18 25 YEAR PROFILE VIEW: OWS-065 TO 1098-18 100 YEAR Storm Event: 25 and 100 Year Outfall 004 581 of 744 Invert Out: 14.87 ft OWS-065 Rim: 18.76 ft Invert Out: 14.87 ft OWS-065 Rim: 18.76 ft 1101-18 (APRON R) Rim: 18.65 ft Invert In (1) : 14.85 ft Invert Out: 14.85 ft 1101-18 (APRON R) Rim: 18.65 ft Invert In (1) : 14.85 ft Invert Out: 14.85 ft Invert Out: 14.74 ft Invert Out: 14.71 ft 1100-18 (APRON R) Rim: 18.66 ft Invert In (1) : 14.73 ft Invert Out: 14.74 ft 1099-18 (APRON R) Rim: 18.76 ft Invert In (1) : 14.71 ft Invert Out: 14.71 ft Invert Out: 10.47 ft Invert Out: 10.47 ft Invert Out: 13.63 ft Invert Out: 12.60 ft Invert Out: 13.63 ft Invert Out: 12.60 ft RIM ELEV. HGL LEGEND Boeing Renton - Apron RBackwater Analysis3/3/2020Basins Developed_OF_004.xlsx SCS Peak FlowBasinID Event Peak Q (cfs) Peak T (hrs) Peak Vol (ac-cf) Area (ac) Method/Loss Raintype27A-459 25 yr 24 hr3.80668.01 1.2963 4.902 SCS TYPE1A.RAC27C-1121 25 yr 24 hr0.10798.01 0.0368 0.139 SCS TYPE1A.RAC27C-479 25 yr 24 hr0.47768.01 0.1626 0.615 SCS TYPE1A.RAC27C-480 25 yr 24 hr0.10798.01 0.0368 0.139 SCS TYPE1A.RAC27C-526A 25 yr 24 hr0.53268.01 0.1812 0.741 SCS TYPE1A.RAC27C-527A 25 yr 24 hr0.13118.01 0.0445 0.207 SCS TYPE1A.RAC27C-528 25 yr 24 hr0.1468.01 0.0497 0.188 SCS TYPE1A.RAC27C-529 25 yr 24 hr0.31858.01 0.1079 0.565 SCS TYPE1A.RAC27C-531 25 yr 24 hr0.13748.01 0.0468 0.177 SCS TYPE1A.RAC27C-532 25 yr 24 hr0.24328.01 0.0824 0.421 SCS TYPE1A.RAC27C-533 25 yr 24 hr0.04668.01 0.0158 0.08 SCS TYPE1A.RAC27C-535 25 yr 24 hr0.22138.01 0.0754 0.285 SCS TYPE1A.RAC27C-537 25 yr 24 hr0.4718.01 0.1599 0.751 SCS TYPE1A.RAC27C-538 25 yr 24 hr0.0878.01 0.0296 0.112 SCS TYPE1A.RAC27C-540 25 yr 24 hr0.14398.01 0.0489 0.198 SCS TYPE1A.RAC27C-541 25 yr 24 hr0.16148.01 0.0548 0.241 SCS TYPE1A.RAC27C-546 25 yr 24 hr0.03738.01 0.0127 0.048 SCS TYPE1A.RAC27C-547 25 yr 24 hr0.02548.01 0.0086 0.042 SCS TYPE1A.RAC27C-548 25 yr 24 hr0.03168.01 0.0107 0.06 SCS TYPE1A.RAC27C-632 25 yr 24 hr0.16468.01 0.0561 0.212 SCS TYPE1A.RAC27C-635 25 yr 24 hr0.17868.01 0.0608 0.23 SCS TYPE1A.RAC27C-687 25 yr 24 hr0.19728.01 0.0672 0.254 SCS TYPE1A.RACOWS-067 25 yr 24 hr4.27958.01 1.4423 5.454 SCS TYPE1A.RACOWS-065 25 yr 24 hr1.92358.01 0.655 2.477 SCS TYPE1A.RACBasinID Event Peak Q (cfs) Peak T (hrs) Peak Vol (ac-cf) Area (ac) Method/Loss RaintypeOWS-065 100 yr 24 hr2.21488.01 0.7581 2.477 SCS TYPE1A.RACOWS-067 100 yr 24 hr4.92888.01 1.6693 5.454 SCS TYPE1A.RAC27C-687 100 yr 24 hr0.22718.01 0.0777 0.254 SCS TYPE1A.RAC27C-635 100 yr 24 hr0.20578.01 0.0704 0.23 SCS TYPE1A.RAC27C-632 100 yr 24 hr0.18968.01 0.0649 0.212 SCS TYPE1A.RAC27C-548 100 yr 24 hr0.03878.01 0.013 0.06 SCS TYPE1A.RAC27C-547 100 yr 24 hr0.03048.01 0.0103 0.042 SCS TYPE1A.RACPage 1 of 6582 of 744 Boeing Renton - Apron RBackwater Analysis3/3/2020Basins Developed_OF_004.xlsx SCS Peak Flow27C-546 100 yr 24 hr0.04298.01 0.0147 0.048 SCS TYPE1A.RAC27C-541 100 yr 24 hr0.18978.01 0.0645 0.241 SCS TYPE1A.RAC27C-540 100 yr 24 hr0.16728.01 0.057 0.198 SCS TYPE1A.RAC27C-538 100 yr 24 hr0.10018.01 0.0343 0.112 SCS TYPE1A.RAC27C-537 100 yr 24 hr0.55928.01 0.1893 0.751 SCS TYPE1A.RAC27C-535 100 yr 24 hr0.25488.01 0.0872 0.285 SCS TYPE1A.RAC27C-533 100 yr 24 hr0.0568.01 0.0189 0.08 SCS TYPE1A.RAC27C-532 100 yr 24 hr0.29268.01 0.0985 0.421 SCS TYPE1A.RAC27C-531 100 yr 24 hr0.15838.01 0.0542 0.177 SCS TYPE1A.RAC27C-529 100 yr 24 hr0.38498.01 0.1294 0.565 SCS TYPE1A.RAC27C-528 100 yr 24 hr0.16818.01 0.0575 0.188 SCS TYPE1A.RAC27C-527A 100 yr 24 hr0.15558.01 0.0526 0.207 SCS TYPE1A.RAC27C-526A 100 yr 24 hr0.61988.01 0.2113 0.741 SCS TYPE1A.RAC27C-480 100 yr 24 hr0.12438.01 0.0425 0.139 SCS TYPE1A.RAC27C-479 100 yr 24 hr0.54998.01 0.1882 0.615 SCS TYPE1A.RAC27C-1121 100 yr 24 hr0.12438.01 0.0425 0.139 SCS TYPE1A.RAC27A-459 100 yr 24 hr4.38328.01 1.5004 4.902 SCS TYPE1A.RAC*Peak flows (Q) are generated by StormShed 3G using the SCS method with Type1A.RAC rainfall.Page 2 of 6583 of 744 Boeing Renton - Apron R Backwater Analysis 1/27/2021 Basins Developed_OF_004.xlsx 25-Year Event Pipe Length (ft) Slope (ft/ft) Diameter Description Maning's n Full Flow Capacity (cfs)Flow (cfs)Velocity (ft/s)Start Node Start Invert (ft) Hydraulic Grade Line (In) (ft)Start Rim (ft) Stop Node Stop Invert (ft) Hydraulic Grade Line (Out) (ft)Stop Rim (ft) P-065 9.5 0.002 12 HDPE (APRON R) 0.012 1.73 1.92 2.45 OWS-065 14.87 15.93 18.76 1101-18 (APRON R) 14.85 15.91 18.65 P-067 15.4 0.002 18 HDPE 0.012 5.09 4.28 2.42 OWS-067 13.63 15.52 19.6 1122-18 13.6 15.5 19.42 P-458 (1)68.2 0 33 EX CONC 0.012 8.5 12.05 2.03 EX 458 10.48 15.06 18.04 1098-18 (APRON R) 10.47 15.03 18.76 P-458 (2)67.8 0 33 EX CONC 0.012 12.05 13.98 2.35 1098-18 (APRON R) 10.47 15 18.76 N-DNR004 10.44 14.96 16.5 P-459 114.4 0.031 12 EX CONC 0.012 6.82 3.81 4.85 27A-459 14.26 15.91 19.26 EX 458 10.68 14.79 18.04 P-465 45.4 0.002 30 HDPE 0.012 19.87 8.25 1.68 1121-18 12.49 15.46 18.95 1120-18 12.4 15.45 19.61 P-466 53.2 0.002 30 HDPE 0.012 19.87 8.14 1.66 1122-18 12.6 15.52 19.42 1121-18 12.49 15.5 18.95 P-467 24 0.002 18 HDPE 0.012 5.09 3.86 2.18 1123-18 12.65 15.51 19.49 1122-18 12.6 15.49 19.42 P-471 188.7 0 15 EX CONC 0.012 1.02 3.86 3.14 N-471 13.98 16.21 19.33 1124-18 13.94 15.64 19.35 P-471A 26.4 0.002 18 HDPE 0.012 5.09 3.86 2.18 1124-18 12.7 15.63 19.35 1123-18 12.65 15.6 19.49 P-479 62.3 0.003 15 CONC 0.012 3.56 3.75 3.06 27C-479 14.98 17.83 19.53 T-480 14.82 17.65 19.21 P-479 (1) 35.6 0.003 15 CONC 0.012 3.56 3.86 3.14 T-480 14.82 17.6 19.21 T-478 14.73 17.49 18.91 P-479 (2) 32.8 0.003 15 CONC 0.012 3.56 3.86 3.14 T-478 14.73 17.45 18.91 T-476 14.64 17.35 19.2 P-479 (3)239.8 0.003 15 CONC 0.012 3.56 3.86 3.14 T-476 14.64 17.31 19.2 B-479 14.02 16.58 19.47 P-479 (4)73.8 -0.003 15 CONC 0.012 3.55 3.86 3.14 B-479 14.02 16.47 19.47 N-471 14.21 16.25 19.33 P-479A 18.4 0.009 15 CONC 0.012 6.73 3.27 2.67 N-479A 15.25 18.09 19.45 27C-479 15.08 18.05 19.53 P-480 83.4 0.033 6 DI 0.012 1.11 0.11 3.58 27C-480 17.96 18.12 20.34 T-480 15.19 17.83 19.21 P-526 46.5 0.006 15 CONC 0.012 5.57 3.27 2.67 526 17.8 19.17 21.66 B-526 17.51 19.07 22.75 P-526 (1)343.7 0.006 15 CONC 0.012 5.54 3.27 2.67 B-526 17.51 18.98 22.75 N-479A 15.35 18.23 19.45 P-526A 17.7 0.002 12 HDPE 0.012 1.73 0.53 0.68 27C-526A 16.84 19.42 21.11 526 16.8 19.42 21.66 P-527 90.8 0.012 12 CONC 0.012 4.25 2.74 3.49 N-527 17.9 19.68 21.98 526 16.8 19.22 21.66 P-527A 89.2 0.019 8 DI 0.012 1.82 0.45 4.32 27C-527A 19.62 20 24.43 N-527 17.9 19.94 21.98 P-528 24.2 0.135 6 DI 0.012 2.23 0.15 6.41 27C-528 21.88 22.07 22.92 N-527 18.6 20.44 21.98 P-529 27.9 0.004 8 DI 0.012 0.78 0.32 2.13 27C-529 19.82 20.12 23.27 27C-527A 19.72 20.01 24.43 P-530 278.1 0.005 15 CONC 0.012 4.77 2.15 3.78 N-530 19 20.11 23.8 N-527 17.71 19.86 21.98 P-531 17.3 0.118 6 CONC 0.012 2.09 0.14 6.02 27C-531 22.56 22.74 23.86 N-530 20.5 20.59 23.8 P-532 51.8 -0.022 8 DI 0.012 1.94 0.29 0.83 27C-532 19.76 21.28 24.91 N-530 20.9 21.15 23.8 P-533 57.2 0.007 8 CONC 0.012 1.08 0.05 1.55 27C-533 21.4 21.5 25.57 27C-532 21.01 21.29 24.91 P-535 19.2 0.08 6 DI 0.012 1.72 0.22 6.01 27C-535 23.24 23.48 25.62 N-536 21.7 21.82 25.03 P-536 300.5 0.004 15 CONC 0.012 4.21 1.18 2.94 N-536 20.25 20.87 25.03 N-T-11 19.16 20.79 26.02 P-537 58.9 0.017 18 CONC 0.012 15.05 0.47 3.85 27C-537 21.38 21.63 25.17 N-536 20.35 20.93 25.03 P-538 262.7 0.008 6 DI 0.012 0.56 0.09 2.07 27C-538 24.1 24.25 26.48 B-538 21.87 22.05 25.04 P-538 (1) 11.9 0.008 6 DI 0.012 0.56 0.09 2.07 B-538 21.87 22.02 25.04 N-536 21.77 21.9 25.03 P-539 329.8 0.002 15 CONC 0.012 2.75 0.4 1.6 N-539 21 21.32 25.97 N-536 20.49 20.92 25.03 P-540 18.5 0.118 6 DI 0.012 2.09 0.14 6.1 27C-540 24.79 24.98 27.17 N-539 22.59 22.68 25.97 P-541 20.4 0.039 4 DI 0.012 0.41 0.16 4.42 27C-541 24.58 24.81 26.78 B-541 23.78 24.13 25.95 P-541 (1) 63.4 0.039 4 DI 0.012 0.41 0.16 4.42 B-541 23.78 24 25.95 N-539 21.27 21.42 25.97 P-545 237 0.002 12 CONC 0.012 1.78 0.06 1.07 N-545 22.51 22.64 27.65 T-548 22 22.18 27.62 P-545 (1)48.5 0.002 12 CONC 0.012 1.78 0.09 1.2 T-548 22 22.16 27.62 N-549 21.9 22.03 27.41 P-546 94.4 0.001 12 CONC 0.012 1.32 0.06 0.86 27C-546 22.17 22.66 27.84 N-545 22.06 22.66 27.65 P-547 29.5 0.054 8 CONC 0.012 3.04 0.03 2.63 27C-547 24.54 24.61 27.7 27C-546 22.95 22.99 27.84 P-548 19.5 0.208 6 UKN 0.012 2.77 0.03 4.67 27C-548 26.4 26.49 28.75 T-548 22.25 22.29 27.62 P-549 330.3 0.002 12 CONC 0.012 1.71 0.09 1.17 N-549 21.6 21.76 27.41 N-539 20.95 21.36 25.97 P-632 153.6 -0.002 12 CONC 0.012 1.79 1.54 1.96 27C-632 18.37 20.66 25.44 T-635 18.7 20.41 25.04 P-632 (1) 137.8 -0.002 12 CONC 0.012 1.79 1.72 2.19 T-635 18.7 20.37 25.04 N-530 19 20.1 23.8 P-635 32.5 0.01 8 CONC 0.012 1.32 0.18 0.51 27C-635 19.2 20.5 25.2 T-635 18.87 20.49 25.04 P-687 39.3 0.003 12 ADS N-12 0.012 2.04 0.2 1.65 27C-687 22.92 23.13 25.92 N-T-11 22.81 22.99 26.02 P-1092 129.7 0.002 30 HDPE 0.012 19.87 8.25 1.68 1092-18 12.12 15.35 19.02 1093-18 (APRON R) 11.86 15.31 18.66 P-1093 158.9 0.002 30 HDPE (APRON R) 0.012 19.87 8.25 1.68 1093-18 (APRON R) 11.86 15.29 18.66 1094-18 (APRON R) 11.54 15.24 18.14 P-1094 107.2 0.002 30 HDPE (APRON R) 0.012 19.87 8.25 1.68 1094-18 (APRON R) 11.54 15.2 18.14 1097-18 (APRON R) 11.33 15.16 18.27 Page 1 of 6 584 of 744 Boeing Renton - Apron R Backwater Analysis 1/27/2021 Basins Developed_OF_004.xlsx 25-Year Event P-1097 58 0.015 30 HDPE (APRON R) 0.012 53.74 8.25 1.68 1097-18 (APRON R) 11.33 15.14 18.27 EX 458 10.48 15.12 18.04 P-1099 20 0.002 12 HDPE (APRON R) 0.012 1.73 1.92 2.45 1099-18 (APRON R) 14.71 15.43 18.76 1098-18 (APRON R) 14.67 15.26 18.76 P-1100 15.1 0.002 12 HDPE (APRON R) 0.012 1.72 1.92 2.45 1100-18 (APRON R) 14.74 15.61 18.66 1099-18 (APRON R) 14.71 15.58 18.76 P-1101 58.1 0.002 12 HDPE (APRON R) 0.012 1.73 1.92 2.45 1101-18 (APRON R) 14.85 15.83 18.65 1100-18 (APRON R) 14.73 15.7 18.66 P-1120 139.1 0.002 30 HDPE 0.012 19.87 8.25 1.68 1120-18 12.4 15.41 19.61 1092-18 12.12 15.36 19.02 P-1121 26.8 0.007 12 HDPE 0.012 3.14 0.11 1.87 27C-1121 15.88 16.01 19.42 1121-18 15.7 15.83 18.95 P-DNR004 114.9 0.089 42 HDPE 0.012 325.63 13.98 1.45 N-DNR004 10.1 15 16.5 Outfall-004 -0.2 14.98 15.2 P-T-11 43.6 0.017 12 CONC 0.012 5.1 1.38 1.75 N-T-11 19.13 20.75 26.02 27C-632 18.37 20.69 25.44 Page 2 of 6 585 of 744 Boeing Renton - Apron RBackwater Analysis1/27/2021Basins Developed_OF_004.xlsx 100-Year EventPipe Length (ft) Slope (ft/ft) Diameter Description Maning's nFull Flow Capacity (cfs)Flow (cfs) Velocity (ft/s) Start Node Start Invert (ft)Hydraulic Grade Line (In) (ft)Start Rim (ft) Stop Node Stop Invert (ft)Hydraulic Grade Line (Out) (ft)Stop Rim (ft)P-065 9.50.00212HDPE (APRON R)0.0121.732.212.82OWS-06514.8716.0818.761101-18 (APRON R) 14.8516.0518.65P-067 15.40.00218HDPE0.0125.094.932.79OWS-06713.6315.7819.61122-1813.615.7519.42P-458 (1)68.2033EX CONC0.0128.513.962.35EX 45810.4815.1318.041098-18 (APRON R)10.4715.0918.76P-458 (2)67.8033EX CONC0.01212.0516.172.721098-18 (APRON R)10.4715.0818.76N-DNR004 10.4415.0216.5P-459114.40.03112EX CONC0.0126.824.385.5827A-45914.2616.6519.26EX 45810.6815.1718.04P-465 45.40.00230HDPE0.01219.879.571.951121-18 12.4915.6418.951120-1812.415.6219.61P-466 53.20.00230HDPE0.01219.879.451.921122-1812.615.7119.421121-18 12.4915.6818.95P-467 240.00218HDPE0.0125.094.512.551123-1812.6515.7519.491122-1812.615.7119.42P-471188.7015EX CONC0.0121.024.513.68N-47113.9816.8219.331124-18 13.9416.0419.35P-471A 26.40.00218HDPE0.0125.094.512.551124-18 12.715.9119.351123-1812.6515.8719.49P-479 62.30.00315CONC0.0123.564.393.5827C-47914.9819.0819.53T-48014.8218.8419.21P-479 (1) 35.60.00315CONC0.0123.564.513.68T-48014.8218.7719.21T-47814.7318.6218.91P-479 (2) 32.80.00315CONC0.0123.564.513.68T-47814.7318.5518.91T-47614.6418.4219.2P-479 (3)239.80.00315CONC0.0123.564.513.68T-47614.6418.3519.2B-479 14.0217.3519.47P-479 (4)73.8-0.00315CONC0.0123.554.513.68B-479 14.0217.1919.47N-47114.2116.8819.33P-479A18.40.00915CONC0.0126.733.843.13N-479A 15.2519.4519.4527C-47915.0819.3919.53P-480 83.40.0336DI0.0121.110.120.6327C-48017.9618.9420.34T-48015.1918.919.21P-52646.50.00615CONC0.0125.573.843.1352617.820.8121.66B-526 17.5120.6722.75P-526 (1)343.70.00615CONC0.0125.543.843.13B-526 17.5120.4922.75N-479A 15.3519.4519.45P-526A17.70.00212HDPE0.0121.730.620.7927C-526A16.8421.1221.1152616.821.1221.66P-52790.80.01212CONC0.0124.253.224.1N-527 17.921.7121.9852616.821.0821.66P-527A 89.20.0198DI0.0121.820.541.5527C-527A19.6222.0624.43N-527 17.921.9121.98P-528 24.20.1356DI0.0122.230.176.727C-52821.8822.0822.92N-527 18.621.9821.98P-529 27.90.0048DI0.0120.780.381.127C-52919.8222.1123.2727C-527A19.7222.0824.43P-530 278.10.00515CONC0.0124.772.512.05N-5301922.1523.8N-527 17.7121.821.98P-53117.30.1186CONC0.0122.090.166.2827C-53122.5622.7623.86N-53020.522.4623.8P-532 51.8-0.0228DI0.0121.940.35127C-53219.7622.8224.91N-53020.922.7823.8P-533 57.20.0078CONC0.0121.080.060.1627C-53321.422.8225.5727C-53221.0122.8224.91P-535 19.20.086DI0.0121.720.256.2727C-53523.2423.4925.62N-536 21.723.3425.03P-536300.50.00415CONC0.0124.211.381.13N-536 20.2523.1925.03N-T-11 19.1623.0726.02P-53758.90.01718CONC0.01215.050.560.3227C-53721.3823.225.17N-536 20.3523.225.03P-538 262.70.0086DI0.0120.560.12.1627C-53824.124.2626.48B-53821.8723.3925.04P-538 (1) 11.90.0086DI0.0120.560.10.51B-53821.8723.3825.04N-536 21.7723.3825.03P-539329.80.00215CONC0.0122.750.470.38N-539 2123.2225.97N-536 20.4923.225.03P-540 18.50.1186DI0.0122.090.176.3927C-54024.7924.9927.17N-539 22.5923.2225.97P-541 20.40.0394DI0.0120.410.194.6127C-54124.5824.8326.78B-54123.7824.1225.95P-541 (1) 63.40.0394DI0.0120.410.194.61B-54123.7824.0225.95N-539 21.2723.2225.97P-545 2370.00212CONC0.0121.780.071.12N-54522.5123.2227.65T-548 2223.2227.62P-545 (1)48.50.00212CONC0.0121.780.110.14T-548 2223.2227.62N-549 21.923.2227.41P-546 94.40.00112CONC0.0121.320.070.0927C-54622.1723.2227.84N-54522.0623.2227.65P-547 29.50.0548CONC0.0123.040.032.7827C-54724.5424.6227.727C-54622.9523.2227.84P-548 19.50.2086UKN0.0122.770.045.0327C-54826.426.528.75T-548 22.2523.2227.62P-549 330.30.00212CONC0.0121.710.110.14N-549 21.623.2227.41N-539 20.9523.2225.97P-632153.6-0.00212CONC0.0121.791.82.2927C-63218.3722.9525.44T-63518.722.6125.04P-632 (1) 137.8-0.00212CONC0.0121.792.012.55T-63518.722.5725.04N-5301922.1923.8P-63532.50.018CONC0.0121.320.210.5927C-63519.222.6725.2T-63518.8722.6625.04P-68739.30.00312ADS N-120.0122.040.231.7127C-68722.9223.1825.92N-T-11 22.8123.1726.02P-1092129.70.00230HDPE0.01219.879.571.951092-1812.1215.4919.021093-18 (APRON R)11.8615.4318.66P-1093 158.90.00230HDPE (APRON R)0.01219.879.571.951093-18 (APRON R)11.8615.4118.661094-18 (APRON R)11.5415.3418.14Page 1 of 6586 of 744 Boeing Renton - Apron RBackwater Analysis1/27/2021Basins Developed_OF_004.xlsx 100-Year EventP-1094 107.20.00230HDPE (APRON R)0.01219.879.571.951094-18 (APRON R)11.5415.2918.141097-18 (APRON R)11.3315.2418.27P-1097 580.01530HDPE (APRON R)0.01253.749.571.951097-18 (APRON R)11.3315.2118.27EX 45810.4815.1818.04P-1099 200.00212HDPE (APRON R)0.0121.732.212.821099-18 (APRON R)14.7115.4918.761098-18 (APRON R)14.6715.318.76P-110015.10.00212HDPE (APRON R)0.0121.722.212.821100-18 (APRON R) 14.7415.6518.661099-18 (APRON R)14.7115.6118.76P-110158.10.00212HDPE (APRON R)0.0121.732.212.821101-18 (APRON R) 14.8515.9518.651100-18 (APRON R) 14.7315.7618.66P-1120139.10.00230HDPE0.01219.879.571.951120-1812.415.5719.611092-1812.1215.519.02P-112126.80.00712HDPE0.0123.140.121.9427C-112115.8816.0319.421121-18 15.715.8418.95P-DNR004114.90.08942HDPE0.012325.6316.171.68N-DNR004 10.115.0116.5Outfall-004-0.214.9815.2P-T-1143.60.01712CONC0.0125.11.612.05N-T-11 19.1323.0626.0227C-63218.3722.9925.44Page 2 of 6587 of 744 Appended on: Tuesday, October 22, 2019 3:23:14 PM 27A-459 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 2.1801 8.0058 0.7263 4.902 SCS 10 yr 24 hr 3.2283 8.0058 1.0924 4.902 SCS 25 yr 24 hr 3.8066 8.0058 1.2963 4.902 SCS 100 yr 24 hr 4.3832 8.0058 1.5004 4.902 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27A-459 Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 4.902 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn ROOF 4.902 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 588 of 744 Appended on: Tuesday, October 22, 2019 3:23:26 PM 27C-1121 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0618 8.0058 0.0206 0.139 SCS 10 yr 24 hr 0.0915 8.0058 0.031 0.139 SCS 25 yr 24 hr 0.1079 8.0058 0.0368 0.139 SCS 100 yr 24 hr 0.1243 8.0058 0.0425 0.139 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-1121 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.139 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.139 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 589 of 744 Appended on: Tuesday, October 22, 2019 3:23:47 PM 27C-479 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.2735 8.0058 0.0911 0.615 SCS 10 yr 24 hr 0.405 8.0058 0.1371 0.615 SCS 25 yr 24 hr 0.4776 8.0058 0.1626 0.615 SCS 100 yr 24 hr 0.5499 8.0058 0.1882 0.615 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-479 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.615 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn ROOF 0.615 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 590 of 744 Appended on: Tuesday, October 22, 2019 3:23:58 PM 27C-480 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0618 8.0058 0.0206 0.139 SCS 10 yr 24 hr 0.0915 8.0058 0.031 0.139 SCS 25 yr 24 hr 0.1079 8.0058 0.0368 0.139 SCS 100 yr 24 hr 0.1243 8.0058 0.0425 0.139 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-480 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.139 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.139 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 591 of 744 Appended on: Tuesday, October 22, 2019 3:24:09 PM 27C-526A Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.2908 8.0058 0.0981 0.741 SCS 10 yr 24 hr 0.4458 8.0058 0.1512 0.741 SCS 25 yr 24 hr 0.5326 8.0058 0.1812 0.741 SCS 100 yr 24 hr 0.6198 8.0058 0.2113 0.741 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-526A Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.143 ac DCIA 0.598 ac Pervious CN 85.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Landscape 0.143 ac 85.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.598 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT 592 of 744 Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 593 of 744 Appended on: Tuesday, October 22, 2019 3:24:22 PM 27C-527A Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0653 8.0058 0.0226 0.207 SCS 10 yr 24 hr 0.1071 8.0058 0.0365 0.207 SCS 25 yr 24 hr 0.1311 8.0058 0.0445 0.207 SCS 100 yr 24 hr 0.1555 8.0058 0.0526 0.207 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-527A Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.099 ac DCIA 0.108 ac Pervious CN 85.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Landscape 0.099 ac 85.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.108 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT 594 of 744 Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 595 of 744 Appended on: Tuesday, October 22, 2019 3:24:39 PM 27C-528 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0836 8.0058 0.0279 0.188 SCS 10 yr 24 hr 0.1238 8.0058 0.0419 0.188 SCS 25 yr 24 hr 0.146 8.0058 0.0497 0.188 SCS 100 yr 24 hr 0.1681 8.0058 0.0575 0.188 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-528 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.188 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.188 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 596 of 744 Appended on: Tuesday, October 22, 2019 3:24:52 PM 27C-529 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.1425 8.0117 0.0508 0.565 SCS 10 yr 24 hr 0.2535 8.0058 0.0868 0.565 SCS 25 yr 24 hr 0.3185 8.0058 0.1079 0.565 SCS 100 yr 24 hr 0.3849 8.0058 0.1294 0.565 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-529 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.402 ac DCIA 0.163 ac Pervious CN 85.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Landscape 0.402 ac 85.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.163 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT 597 of 744 Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 598 of 744 Appended on: Tuesday, October 22, 2019 3:25:05 PM 27C-531 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0787 8.0058 0.0262 0.177 SCS 10 yr 24 hr 0.1166 8.0058 0.0394 0.177 SCS 25 yr 24 hr 0.1374 8.0058 0.0468 0.177 SCS 100 yr 24 hr 0.1583 8.0058 0.0542 0.177 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-531 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.212 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.177 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 599 of 744 Appended on: Tuesday, October 22, 2019 3:25:19 PM 27C-532 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.1115 8.0117 0.0395 0.421 SCS 10 yr 24 hr 0.1946 8.0058 0.0666 0.421 SCS 25 yr 24 hr 0.2432 8.0058 0.0824 0.421 SCS 100 yr 24 hr 0.2926 8.0058 0.0985 0.421 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-532 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.28 ac DCIA 0.141 ac Pervious CN 85.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Landscape 0.28 ac 85.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.141 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT 600 of 744 Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 601 of 744 Appended on: Tuesday, October 22, 2019 3:25:32 PM 27C-533 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0215 8.0117 0.0076 0.08 SCS 10 yr 24 hr 0.0373 8.0058 0.0128 0.08 SCS 25 yr 24 hr 0.0466 8.0058 0.0158 0.08 SCS 100 yr 24 hr 0.056 8.0058 0.0189 0.08 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-533 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.052 ac DCIA 0.028 ac Pervious CN 85.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Landscape 0.052 ac 85.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.028 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT 602 of 744 Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 603 of 744 Appended on: Tuesday, October 22, 2019 3:25:48 PM 27C-535 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.1268 8.0058 0.0422 0.285 SCS 10 yr 24 hr 0.1877 8.0058 0.0635 0.285 SCS 25 yr 24 hr 0.2213 8.0058 0.0754 0.285 SCS 100 yr 24 hr 0.2548 8.0058 0.0872 0.285 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-535 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.285 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.285 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 604 of 744 Appended on: Tuesday, October 22, 2019 3:26:01 PM 27C-537 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.2325 8.0058 0.0806 0.751 SCS 10 yr 24 hr 0.3839 8.0058 0.1309 0.751 SCS 25 yr 24 hr 0.471 8.0058 0.1599 0.751 SCS 100 yr 24 hr 0.5592 8.0058 0.1893 0.751 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-537 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.086 ac DCIA 0.155 ac Pervious CN 85.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Landscape 0.375 ac 85.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.376 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT 605 of 744 Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 606 of 744 Appended on: Tuesday, October 22, 2019 3:26:23 PM 27C-538 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0498 8.0058 0.0166 0.112 SCS 10 yr 24 hr 0.0738 8.0058 0.025 0.112 SCS 25 yr 24 hr 0.087 8.0058 0.0296 0.112 SCS 100 yr 24 hr 0.1001 8.0058 0.0343 0.112 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-538 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.112 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.112 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 607 of 744 Appended on: Tuesday, October 22, 2019 3:26:33 PM 27C-540 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0791 8.0058 0.0266 0.198 SCS 10 yr 24 hr 0.1207 8.0058 0.0409 0.198 SCS 25 yr 24 hr 0.1439 8.0058 0.0489 0.198 SCS 100 yr 24 hr 0.1672 8.0058 0.057 0.198 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-540 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.033 ac DCIA 0.165 ac Pervious CN 85.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Landscape 0.033 ac 85.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.165 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT 608 of 744 Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 609 of 744 Appended on: Tuesday, October 22, 2019 3:26:48 PM 27C-541 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0839 8.0058 0.0287 0.241 SCS 10 yr 24 hr 0.1333 8.0058 0.0453 0.241 SCS 25 yr 24 hr 0.1614 8.0058 0.0548 0.241 SCS 100 yr 24 hr 0.1897 8.0058 0.0645 0.241 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-541 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.086 ac DCIA 0.155 ac Pervious CN 85.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Landscape 0.086 ac 85.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.155 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT 610 of 744 Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 611 of 744 Appended on: Tuesday, October 22, 2019 3:27:30 PM 27C-546 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0213 8.0058 0.0071 0.048 SCS 10 yr 24 hr 0.0316 8.0058 0.0107 0.048 SCS 25 yr 24 hr 0.0373 8.0058 0.0127 0.048 SCS 100 yr 24 hr 0.0429 8.0058 0.0147 0.048 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-546 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.048 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.048 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 612 of 744 Appended on: Tuesday, October 22, 2019 3:27:43 PM 27C-547 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0122 8.0058 0.0043 0.042 SCS 10 yr 24 hr 0.0206 8.0058 0.007 0.042 SCS 25 yr 24 hr 0.0254 8.0058 0.0086 0.042 SCS 100 yr 24 hr 0.0304 8.0058 0.0103 0.042 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-547 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.024 ac DCIA 0.018 ac Pervious CN 85.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Landscape 0.024 ac 85.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.018 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT 613 of 744 Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 614 of 744 Appended on: Tuesday, October 22, 2019 3:28:12 PM 27C-548 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0132 8.0117 0.0048 0.06 SCS 10 yr 24 hr 0.0248 8.0117 0.0085 0.06 SCS 25 yr 24 hr 0.0316 8.0058 0.0107 0.06 SCS 100 yr 24 hr 0.0387 8.0058 0.013 0.06 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-548 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.06 ac Pervious CN 85.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Landscape 0.05 ac 85.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.01 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT 615 of 744 Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 616 of 744 Appended on: Tuesday, October 22, 2019 3:28:28 PM 27C-632 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0943 8.0058 0.0314 0.212 SCS 10 yr 24 hr 0.1396 8.0058 0.0472 0.212 SCS 25 yr 24 hr 0.1646 8.0058 0.0561 0.212 SCS 100 yr 24 hr 0.1896 8.0058 0.0649 0.212 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-632 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.212 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.212 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 617 of 744 Appended on: Tuesday, October 22, 2019 3:28:40 PM 27C-635 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.1023 8.0058 0.0341 0.23 SCS 10 yr 24 hr 0.1515 8.0058 0.0513 0.23 SCS 25 yr 24 hr 0.1786 8.0058 0.0608 0.23 SCS 100 yr 24 hr 0.2057 8.0058 0.0704 0.23 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-635 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.23 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn ROOF 0.23 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 618 of 744 Appended on: Tuesday, October 22, 2019 3:28:51 PM 27C-687 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.113 8.0058 0.0376 0.254 SCS 10 yr 24 hr 0.1673 8.0058 0.0566 0.254 SCS 25 yr 24 hr 0.1972 8.0058 0.0672 0.254 SCS 100 yr 24 hr 0.2271 8.0058 0.0777 0.254 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27C-687 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.254 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.254 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 619 of 744 Appended on: Tuesday, October 22, 2019 3:29:12 PM OWS-065 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 1.1016 8.0058 0.367 2.477 SCS 10 yr 24 hr 1.6313 8.0058 0.552 2.477 SCS 25 yr 24 hr 1.9235 8.0058 0.655 2.477 SCS 100 yr 24 hr 2.2148 8.0058 0.7581 2.477 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: OWS-065 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 2.477 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 2.477 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 620 of 744 Appended on: Tuesday, October 22, 2019 3:29:24 PM OWS-067 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 2.4256 8.0058 0.8081 5.454 SCS 10 yr 24 hr 3.5918 8.0058 1.2154 5.454 SCS 25 yr 24 hr 4.2353 8.0058 1.4423 5.454 SCS 100 yr 24 hr 4.8767 8.0058 1.6693 5.454 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: OWS-067 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 5.454 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 5.454 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 621 of 744 OUTFALL 004A TAILWATER SET AT SPRING/FALL LAKE SURFACE ELEVATION ± 14.98 SEPARATE CALCULATIONS AND MAP FOR CONVEYANCE SYSTEM UPSTREAM OF OUTFALL LAKE WASHINGTON 4-81 4-20 4-21 4-17 4-90 4-89 4-04 OWS 064 (BASIN 58) LOGAN AVE LEGEND AREA TRIBUTARY TO OUTFALL 004A CATCHMENT AREA 58A-729 22,787 SF 0.523 AC 58A-1095C 44,988 SF 1.033 AC 58A-1095A 9,042 SF 0.208 AC 58A-1095B 51,925 SF 1.192 AC 58A-728 26,304 SF 0.604 AC 58A-727 21,202 SF 0.487 AC 58A-1062 10,301 SF 0.236 AC 58A-1061 9,248 SF 0.212 AC 58A-1060 9,686 SF 0.222 AC OUTFALL 004A TAILWATER SET AT SPRING/F LAKE SURFACE ELEVATION ± SEPARATE CALCULATIONS AN MAP FOR CONVEYANCE SYST UPSTREAM OF OUTFALL PROVIDED ON PAGE 627 OF 7 622 of 744 622 of 744 639 OF 744 623 of 744 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 Station (ft) 1064-18 Rim: 18.75 ft Invert: 12.65 ft 1065-18 Rim: 18.76 ft Invert: 12.40 ft 1066-18 Rim: 18.76 ft Invert: 13.97 ft 1095-18 (APRON R) Rim: 17.96 ft Invert: 11.70 ft1060-18 Rim: 18.65 ft Invert: 13.56 ft 1061-18 Rim: 18.55 ft Invert: 12.99 ft OWS-064 Rim: 17.96 ft Invert: 13.62 ft P-1095 : 44.3 ft @ 0.002 ft/ftP-1060 : 103.4 ft @ 0.003 ft/ft P-1061 : 111.9 ft @ 0.003 ft/ft P-1064 : 83.8 ft @ 0.002 ft/ft P-1065 : 99.6 ft @ 0.003 ft/ft P-1066 : 134.3 ft @ 0.002 ft/ft PROFILE VIEW: 1060-18 TO OWS-064 PROFILE VIEW: 1060-18 TO OWS-064 25 YEAR 100 YEAR 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 Station (ft) 1064-18 Rim: 18.75 ft Invert: 12.65 ft 1065-18 Rim: 18.76 ft Invert: 12.40 ft 1066-18 Rim: 18.76 ft Invert: 13.97 ft 1095-18 (APRON R) Rim: 17.96 ft Invert: 11.70 ft1060-18 Rim: 18.65 ft Invert: 13.56 ft 1061-18 Rim: 18.55 ft Invert: 12.99 ft OWS-064 Rim: 17.96 ft Invert: 13.62 ft P-1095 : 44.3 ft @ 0.002 ft/ftP-1060 : 103.4 ft @ 0.003 ft/ft P-1061 : 111.9 ft @ 0.003 ft/ft P-1064 : 83.8 ft @ 0.002 ft/ft P-1065 : 99.6 ft @ 0.003 ft/ft P-1066 : 134.3 ft @ 0.002 ft/ft Storm Event: 25 & 100 Year OWS 064 RIM ELEV. HGL LEGEND 624 of 744 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 2+00 Station (ft) 1064-18 Rim: 18.75 ft Invert: 12.65 ft 1063-18 Rim: 18.61 ft Invert: 14.93 ft URE 727-18 Rim: 18.45 ft Invert: 13.25 ft P-727: 107.4 ft @ 0.003 ft/ft P-1063: 55.8 ft @ 0.005 ft/ft PROFILE VIEW: 1062-18 to 1061-18 PROFILE VIEW: URE-727 TO 1064-18 25 YEAR 100 YEAR 25 YEAR 100 YEAR 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 Station (ft) 1061-18 Rim: 18.55 ft Invert: 12.99 ft 1062-18 Rim: 18.35 ft Invert: 13.30 ft P-1062: 102.0 ft @ 0.003 ft/ft PROFILE VIEW: 1062-18 to 1061-18 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 Station (ft) 1061-18 Rim: 18.55 ft Invert: 12.99 ft 1062-18 Rim: 18.35 ft Invert: 13.30 ft P-1062: 102.0 ft @ 0.003 ft/ft 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 2+00 Station (ft) 1064-18 Rim: 18.75 ft Invert: 12.65 ft 1063-18 Rim: 18.61 ft Invert: 14.93 ft URE 727-18 Rim: 18.45 ft Invert: 13.25 ft P-727: 107.4 ft @ 0.003 ft/ft P-1063: 55.8 ft @ 0.005 ft/ft PROFILE VIEW: URE-727 TO 1064-18 Storm Event: 25 & 100 Year OWS 064 RIM ELEV. HGL LEGEND 625 of 744 PROFILE VIEW: URE 728-18 to 1063-18 25 YEAR 100 YEAR 10.00 15.00 20.00 -0+50 0+00 0+50 Station (ft) 1063-18 Rim: 18.61 ft Invert: 14.93 ft URE 728-18 Rim: 18.45 ft Invert: 14.78 ft P-728 : 15.3 ft @ 0.005 ft/ft 10.00 15.00 20.00 -0+50 0+00 0+50 Station (ft) 1063-18 Rim: 18.61 ft Invert: 14.93 ft URE 728-18 Rim: 18.45 ft Invert: 14.78 ft P-728 : 15.3 ft @ 0.005 ft/ft 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 Station (ft) 1064-18 Rim: 18.75 ft Invert: 12.65 ft URE 729-18 Rim: 18.45 ft Invert: 13.44 ft P-729 : 99.5 ft @ 0.005 ft/ft 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 Station (ft) 1064-18 Rim: 18.75 ft Invert: 12.65 ft URE 729-18 Rim: 18.45 ft Invert: 13.44 ft P-729 : 99.5 ft @ 0.005 ft/ft 25 YEAR 100 YEAR PROFILE VIEW: URE 728-18 to 1063-18 PROFILE VIEW: URE 729-18 to 1064-18 PROFILE VIEW: URE 729-18 to 1064-18 Storm Event: 25 & 100 Year OWS 064 RIM ELEV. HGL LEGEND 626 of 744 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 Station (ft) 1095-18 (APRON R) Rim: 17.96 ft Invert: 11.70 ft 1095C Rim: 18.00 ft Invert: 13.50 ft SD-1095C : 233.1 ft @ 0.000 ft/ft 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 2+00 Station (ft) 1095-18 (APRON R) Rim: 17.96 ft Invert: 11.70 ft 1095B Rim: 18.00 ft Invert: 15.50 ft 1095A Rim: 17.96 ft Invert: 15.50 ft SD-1095A : 48.9 ft @ 0.000 ft/ft SD-1095B : 147.5 ft @ 0.000 ft/ft PROFILE VIEW: 1095C TO 1095-18 PROFILE VIEW: 1095B TO 1095-18 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 Station (ft) 1095-18 (APRON R) Rim: 17.96 ft Invert: 11.70 ft 1095C Rim: 18.00 ft Invert: 13.50 ft SD-1095C : 233.1 ft @ 0.000 ft/ft 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 2+00 Station (ft) 1095-18 (APRON R) Rim: 17.96 ft Invert: 11.70 ft 1095B Rim: 18.00 ft Invert: 15.50 ft 1095A Rim: 17.96 ft Invert: 15.50 ft SD-1095A : 48.9 ft @ 0.000 ft/ft SD-1095B : 147.5 ft @ 0.000 ft/ft PROFILE VIEW: 1095B TO 1095-18 PROFILE VIEW: 1095C TO 1095-18 25 YEAR 100 YEAR 25 YEAR 100 YEAR Storm Event: 25 & 100 Year OWS 064 RIM ELEV. HGL LEGEND Boeing Renton - Apron RBackwater Analysis3/3/2020Basins Developed_OWS_064.xlsx SCS Peak FlowBasinIDEventPeak Q (cfs)Peak T (hrs)Peak Vol (ac-cf)Area (ac)Method/LossRaintype58A-106025 yr 24 hr0.17248.01 0.0587 0.222 SCS TYPE1A.RAC58A-106125 yr 24 hr0.16468.01 0.0561 0.212 SCS TYPE1A.RAC58A-106225 yr 24 hr0.18338.01 0.0624 0.236 SCS TYPE1A.RAC58A-1095A25 yr 24 hr0.16158.01 0.055 0.208 SCS TYPE1A.RAC58A-1095B25 yr 24 hr0.92568.01 0.3152 1.192 SCS TYPE1A.RAC58A-1095C25 yr 24 hr0.80228.01 0.2732 1.033 SCS TYPE1A.RAC58A-72725 yr 24 hr0.37828.01 0.1288 0.487 SCS TYPE1A.RAC58A-72825 yr 24 hr0.4698.01 0.1597 0.604 SCS TYPE1A.RAC58A-72925 yr 24 hr0.40618.01 0.1383 0.523 SCS TYPE1A.RACBasinIDEventPeak Q (cfs)Peak T (hrs)Peak Vol (ac-cf)Area (ac)Method/LossRaintype58A-1060100 yr 24 hr0.19858.01 0.0679 0.222 SCS TYPE1A.RAC58A-1061100 yr 24 hr0.18968.01 0.0649 0.212 SCS TYPE1A.RAC58A-1062100 yr 24 hr0.2118.01 0.0722 0.236 SCS TYPE1A.RAC58A-1095A100 yr 24 hr0.1868.01 0.0637 0.208 SCS TYPE1A.RAC58A-1095B100 yr 24 hr1.06588.01 0.3648 1.192 SCS TYPE1A.RAC58A-1095C100 yr 24 hr0.92378.01 0.3162 1.033 SCS TYPE1A.RAC58A-727100 yr 24 hr0.43558.01 0.1491 0.487 SCS TYPE1A.RAC58A-728100 yr 24 hr0.54018.01 0.1849 0.604 SCS TYPE1A.RAC58A-729100 yr 24 hr0.46768.01 0.1601 0.523 SCS TYPE1A.RAC*Peak flows (Q) are generated by StormShed 3G using the SCS method with Type1A.RAC rainfall.Page 1 of 3627 of 744 Boeing Renton - Apron R Backwater Analysis 1/27/2021 Basins Developed_OWS_064.xlsx 25-Year Event Pipe Length (ft) Slope (ft/ft) Diameter Description Maning's n Full Flow Capacity (cfs)Flow (cfs) Velocity (ft/s) Start Node Start Invert (ft) Hydraulic Grade Line (In) (ft)Start Rim (ft) Stop Node Stop Invert (ft) Hydraulic Grade Line (Out) (ft)Stop Rim (ft) P-727 107.4 0.003 12 HDPE 0.012 2.11 0.38 0.48 URE-727 15.25 17.06 18.45 1063-18 14.93 17.05 18.61 P-728 15.3 0.005 12 HDPE 0.012 2.73 0.47 0.6 URE-728 15.12 17.05 18.45 1063-18 15.04 17.05 18.61 P-729 99.5 0.005 12 HDPE 0.012 2.73 0.41 0.52 URE-729 15.44 17.03 18.45 1064-18 14.94 17.02 18.75 P-1060 103.4 0.003 12 HDPE 0.012 2.11 0.17 0.22 1060-18 15.56 17.06 18.65 1061-18 15.25 17.05 18.55 P-1061 111.9 0.003 12 HDPE 0.012 2.11 0.51 0.65 1061-18 14.99 17.04 18.55 1064-18 14.65 17.02 18.75 P-1062 102 0.003 12 HDPE 0.012 2.11 0.18 0.23 1062-18 15.3 17.06 18.35 1061-18 14.99 17.05 18.55 P-1063 55.8 0.005 12 HDPE 0.012 2.73 0.85 1.08 1063-18 14.93 17.05 18.61 1064-18 14.65 17.02 18.75 P-1064 83.8 0.002 18 HDPE 0.012 5.09 1.77 1 1064-18 14.65 17.02 18.75 1065-18 14.48 17 18.76 P-1065 99.6 0.003 18 HDPE 0.012 6.23 1.77 1 1065-18 14.4 17 18.76 1066-18 14.1 16.98 18.76 P-1066 134.3 0.002 18 HDPE 0.012 5.06 1.77 1 1066-18 13.97 16.98 18.76 1095-18 (APRON R) 13.7 16.95 17.96 P-1095 44.3 0.002 18 HDPE 0.012 5.09 3.66 2.07 1095-18 (APRON R) 13.7 16.95 17.96 OWS-064 13.62 16.9 17.96 SD-1095A 48.9 0 15 SLOT DRAIN (APRON R) 0.012 0.07 1.09 0.89 1095A-18 15.5 16.96 17.96 1095-18 (APRON R) 15.5 16.95 17.96 SD-1095B 147.5 0 15 SLOT DRAIN (APRON R) 0.012 0.07 0.93 0.76 1095B-18 15.5 17 18 1095A-18 15.5 16.97 17.96 SD-1095C 233.1 0 15 SLOT DRAIN (APRON R) 0.012 0.07 0.8 0.65 1095C-18 15.5 16.98 18 1095-18 (APRON R) 15.5 16.95 17.96 Page 1 of 3 628 of 744 Boeing Renton - Apron RBackwater Analysis1/27/2021Basins Developed_OWS_064.xlsx 100-Year EventPipe Length (ft) Slope (ft/ft) Diameter Description Maning's nFull Flow Capacity (cfs)Flow (cfs) Velocity (ft/s) Start Node Start Invert (ft)Hydraulic Grade Line (In) (ft)Start Rim (ft) Stop Node Stop Invert (ft)Hydraulic Grade Line (Out) (ft)Stop Rim (ft)P-727 107.40.00312HDPE0.0122.114.232.39URE-72715.2516.9618.451063-18 14.9316.918.61P-728 15.30.00512HDPE0.0122.732.051.16URE-72815.121718.451063-18 15.0416.9618.61P-729 99.50.00512HDPE0.0122.732.051.16URE-72915.4417.0418.451064-18 14.941718.75P-1060 103.40.00312HDPE0.0122.112.051.161060-1815.5617.0618.651061-1815.2517.0418.55P-1061 111.90.00312HDPE0.0122.110.60.761061-1814.9917.0918.551064-18 14.6517.0618.75P-1062 1020.00312HDPE0.0122.110.981.251062-1815.317.118.351061-1814.9917.0618.55P-1063 55.80.00512HDPE0.0122.730.470.61063-18 14.9317.0818.611064-18 14.6517.0618.75P-1064 83.80.00218HDPE0.0125.090.20.251064-18 14.6517.1118.751065-18 14.4817.1118.76P-1065 99.60.00318HDPE0.0126.230.440.561065-18 14.417.1118.761066-18 14.117.118.76P-1066 134.30.00218HDPE0.0125.060.540.691066-18 13.9717.118.761095-18 (APRON R) 13.717.117.96P-1095 44.30.00218HDPE0.0125.090.210.271095-18 (APRON R) 13.717.1117.96OWS-06413.6217.1117.96SD-1095A 48.9015SLOT DRAIN (APRON R)0.0120.071.070.871095A-1815.517.0317.961095-18 (APRON R) 15.51717.96SD-1095B 147.5015SLOT DRAIN (APRON R)0.0120.070.920.751095B-1815.517181095A-1815.516.9617.96SD-1095C 233.1015SLOT DRAIN (APRON R)0.0120.071.261.031095C-1815.516.98181095-18 (APRON R) 15.516.9617.96Page 1 of 3629 of 744 Appended on: Monday, October 21, 2019 12:37:11 PM 58A-1060 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0987 8.0058 0.0329 0.222 SCS 10 year 0.1462 8.0058 0.0495 0.222 SCS 25 year 0.1724 8.0058 0.0587 0.222 SCS 100 year 0.1985 8.0058 0.0679 0.222 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 58A-1060 Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.222 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.222 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 630 of 744 Appended on: Monday, October 21, 2019 12:37:33 PM 58A-1061 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0943 8.0058 0.0314 0.212 SCS 10 year 0.1396 8.0058 0.0472 0.212 SCS 25 year 0.1646 8.0058 0.0561 0.212 SCS 100 year 0.1896 8.0058 0.0649 0.212 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 58A-1061 Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.212 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.212 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 631 of 744 Appended on: Monday, October 21, 2019 12:37:49 PM 58A-1062 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.105 8.0058 0.035 0.236 SCS 10 year 0.1554 8.0058 0.0526 0.236 SCS 25 year 0.1833 8.0058 0.0624 0.236 SCS 100 year 0.211 8.0058 0.0722 0.236 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 58A-1062 Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.236 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.236 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 632 of 744 Appended on: Monday, October 21, 2019 12:38:06 PM 58A-1095A Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0925 8.0058 0.0308 0.208 SCS 10 year 0.137 8.0058 0.0464 0.208 SCS 25 year 0.1615 8.0058 0.055 0.208 SCS 100 year 0.186 8.0058 0.0637 0.208 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 58A-1095A Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.208 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.208 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 633 of 744 Appended on: Monday, October 21, 2019 12:38:19 PM 58A-1095B Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.5301 8.0058 0.1766 1.192 SCS 10 year 0.785 8.0058 0.2656 1.192 SCS 25 year 0.9256 8.0058 0.3152 1.192 SCS 100 year 1.0658 8.0058 0.3648 1.192 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 58A-1095B Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 1.192 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 1.192 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 634 of 744 Appended on: Monday, October 21, 2019 12:38:29 PM 58A-1095C Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.4594 8.0058 0.1531 1.033 SCS 10 year 0.6803 8.0058 0.2302 1.033 SCS 25 year 0.8022 8.0058 0.2732 1.033 SCS 100 year 0.9237 8.0058 0.3162 1.033 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 58A-1095C Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 1.033 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 1.033 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 635 of 744 Appended on: Monday, October 21, 2019 12:38:44 PM 58A-727 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.2166 8.0058 0.0722 0.487 SCS 10 year 0.3207 8.0058 0.1085 0.487 SCS 25 year 0.3782 8.0058 0.1288 0.487 SCS 100 year 0.4355 8.0058 0.1491 0.487 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 58A-727 Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.487 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.487 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 636 of 744 Appended on: Monday, October 21, 2019 12:38:56 PM 58A-728 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.2686 8.0058 0.0895 0.604 SCS 10 year 0.3978 8.0058 0.1346 0.604 SCS 25 year 0.469 8.0058 0.1597 0.604 SCS 100 year 0.5401 8.0058 0.1849 0.604 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 58A-728 Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.604 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.604 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 637 of 744 Appended on: Monday, October 21, 2019 12:39:06 PM 58A-729 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.2326 8.0058 0.0775 0.523 SCS 10 year 0.3444 8.0058 0.1165 0.523 SCS 25 year 0.4061 8.0058 0.1383 0.523 SCS 100 year 0.4676 8.0058 0.1601 0.523 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 58A-729 Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.523 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn Pavement 0.523 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 638 of 744 OUTFALL 004A TAILWATER SET AT SPRING/FALL LAKE SURFACE ELEVATION ± 14.98 LAKE WASHINGTON 4-81 4-20 4-21 4-17 4-90 4-89 4-04 OWS 064 (BASIN 58) SEPARATE CALCULATIONS AND MAP FOR CONVEYANCE SYSTEM UPSTREAM OF BYPASS TAIL WATER SET AT BYPASS STRUCTURE ELEVATION 16.93 LOGAN AVE 27F-509A 9,528 SF 0.219 AC 27F-507B 9,655 SF 0.222 AC27F-507D 11,577 SF 0.266 AC 27F-504 58,562 SF 1.344 AC 27F-505 7,607 SF 0.175 AC 27F-508 9,041 SF 0.208 AC 58B-492A 259,780 SF 5.964 AC 30A 190,196 SF 4.366 AC 29A 99,292 SF 2.279 AC 27E 232,131 SF 5.329 AC LEGEND AREA TRIBUTARY TO OUTFALL 004A CATCHMENT AREA SUB-BASIN 27E BOUNDARY OWS 064 (BASIN 58) SEPARATE CALCULATIONS AN MAP FOR CONVEYANCE SYST UPSTREAM OF BYPASS PROV ON PAGE 610 OF 731 639 of 744 639 of 744 622 OF 744 640 of 744 Storm Event: 25 & 100 Year Basin 58 NEW 25 YEAR 100 YEAR PROFILE VIEW: 27F-507B TO T-501 PROFILE VIEW: 27F-507B TO T-501 10.00 15.00 20.00 25.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 Station (ft) B-508(1) Rim: 20.38 ft Invert In (1): 16.46 ft Invert In (2): (N/A) ft Invert In (3): (N/A) ft Invert Out: 16.46 ft B-508 Rim: 20.50 ft Invert In (1): 16.66 ft Invert In (2): (N/A) ft Invert In (3): (N/A) ft Invert Out: 16.66 ft 27F-508 Rim: 20.12 ft Invert In (1): (N/A) ft Invert In (2): (N/A) ft Invert In (3): (N/A) ft Invert Out: 17.60 ft 27F-504 Rim: 19.68 ft Invert In (1): 16.13 ft Invert In (2): (N/A) ft Invert In (3): (N/A) ft Invert Out: 16.03 ft 27E-501 Rim: 19.39 ft Invert In (1): 15.99 ft Invert In (2): 15.89 ft Invert In (3): (N/A) ft Invert Out: 15.90 ft 97.8 ft 18.0 in 0.000 ft/ft41.1 ft 8.0 in 0.008 ft/ft 24.5 ft 8.0 in 0.008 ft/ft 117.7 ft 8.0 in 0.008 ft/ft 10.00 15.00 20.00 25.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 Station (ft) B-508(1) Rim: 20.38 ft Invert In (1): 16.46 ft Invert In (2): (N/A) ft Invert In (3): (N/A) ft Invert Out: 16.46 ft B-508 Rim: 20.50 ft Invert In (1): 16.66 ft Invert In (2): (N/A) ft Invert In (3): (N/A) ft Invert Out: 16.66 ft 27F-508 Rim: 20.12 ft Invert In (1): (N/A) ft Invert In (2): (N/A) ft Invert In (3): (N/A) ft Invert Out: 17.60 ft 27F-504 Rim: 19.68 ft Invert In (1): 16.13 ft Invert In (2): (N/A) ft Invert In (3): (N/A) ft Invert Out: 16.03 ft 27E-501 Rim: 19.39 ft Invert In (1): 15.99 ft Invert In (2): 15.89 ft Invert In (3): (N/A) ft Invert Out: 15.90 ft 97.8 ft 18.0 in 0.000 ft/ft41.1 ft 8.0 in 0.008 ft/ft 24.5 ft 8.0 in 0.008 ft/ft 117.7 ft 8.0 in 0.008 ft/ft 25 YEAR 100 YEAR PROFILE VIEW: 27F-508 TO 27E-501 PROFILE VIEW: 27F-508 TO 27E-501 RIM ELEV. HGL LEGEND 641 of 744 Storm Event: 25 & 100 Year Basin 58 NEW 25 YEAR 100 YEAR PROFILE VIEW: 27F-509A TO 1081A-18 PROFILE VIEW: 27F-509A TO 1081A-18 RIM ELEV. HGL LEGEND 642 of 744 0.00 5.00 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 Station (ft) 1079-18 Rim: 19.21 ft Invert(1): 15.20 ft Invert(2): (N/A) ft 1082A Rim: 18.47 ft Invert(1): 13.40 ft Invert(2): (N/A) ft 1083A Rim: 18.19 ft Invert(1): 11.89 ft Invert(2): (N/A) ft EX 488A Rim: 16.58 ft Invert(1): 7.29 ft Invert(2): 13.09 ft 1084-18 (APRON R) Rim: 18.17 ft Invert(1): 10.25 ft Invert(2): (N/A) ft 1085-18 (APRON R) Rim: 18.94 ft Invert(1): 10.00 ft Invert(2): (N/A) ft 1083-18 Rim: 18.17 ft Invert(1): 11.41 ft Invert(2): (N/A) ft 1079A-18 Rim: 19.35 ft Invert(1): 16.65 ft Invert(2): (N/A) ft 1082-18 (APRON R) Rim: 18.40 ft Invert(1): 12.37 ft Invert(2): 13.14 ft 1080-18 Rim: 18.47 ft Invert(1): 13.90 ft Invert(2): 13.90 ft 29A Rim: 19.30 ft Invert: 16.75 ft Outfall 004A Rim: 15.20 ft Invert: 4.40 ft P-1082: 80.0 ft @ 0.006 ft/ft P-1084 : 76.4 ft @ 0.002 ft/ft P-29A: 9.6 ft @ 0.010 ft/ft P-488 : 55.3 ft @ 0.088 ft/ft P-1079A: 11.8 ft @ 0.123 ft/ft P-1079 : 84.9 ft @ 0.015 ft/ft P-1080: 249.4 ft @ 0.002 ft/ft P-1083 : 68.0 ft @ 0.006 ft/ft P-1085: 17.2 ft @ 0.002 ft/ft P-1082A: 53.3 ft @ 0.005 ft/ft P-1083A: 80.0 ft @ 0.006 ft/ft Storm Event: 25 & 100 Year Basin 58 NEW 25 YEAR 100 YEAR PROFILE VIEW: 29A TO OF-004A PROFILE VIEW: 29A TO OF-004A 0.00 5.00 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 Station (ft) 1079-18 Rim: 19.21 ft Invert(1): 15.20 ft Invert(2): (N/A) ft 1082A Rim: 18.47 ft Invert(1): 13.40 ft Invert(2): (N/A) ft 1083A Rim: 18.19 ft Invert(1): 11.89 ft Invert(2): (N/A) ft EX 488A Rim: 16.58 ft Invert(1): 7.29 ft Invert(2): 13.09 ft 1084-18 (APRON R) Rim: 18.17 ft Invert(1): 10.25 ft Invert(2): (N/A) ft 1085-18 (APRON R) Rim: 18.94 ft Invert(1): 10.00 ft Invert(2): (N/A) ft 1083-18 Rim: 18.17 ft Invert(1): 11.41 ft Invert(2): (N/A) ft 1079A-18 Rim: 19.35 ft Invert(1): 16.65 ft Invert(2): (N/A) ft 1082-18 (APRON R) Rim: 18.40 ft Invert(1): 12.37 ft Invert(2): 13.14 ft 1080-18 Rim: 18.47 ft Invert(1): 13.90 ft Invert(2): 13.90 ft 29A Rim: 19.30 ft Invert: 16.75 ft Outfall 004A Rim: 15.20 ft Invert: 4.40 ft P-1082: 80.0 ft @ 0.006 ft/ft P-1084 : 76.4 ft @ 0.002 ft/ft P-29A: 9.6 ft @ 0.010 ft/ft P-488 : 55.3 ft @ 0.088 ft/ft P-1079A: 11.8 ft @ 0.123 ft/ft P-1079 : 84.9 ft @ 0.015 ft/ft P-1080: 249.4 ft @ 0.002 ft/ft P-1083 : 68.0 ft @ 0.006 ft/ft P-1085: 17.2 ft @ 0.002 ft/ft P-1082A: 53.3 ft @ 0.005 ft/ft P-1083A: 80.0 ft @ 0.006 ft/ft Elevation (ft)Elevation (ft)PROFILE VIEW: 27F-505 TO T-505 PROFILE VIEW: 27F-505 TO T-505 RIM ELEV. HGL LEGEND 643 of 744Elevation (ft)Elevation (ft)25 YEAR 100 YEARElevation (ft)PROFILE VIEW: 30A TO 1080-18 Elevation (ft)PROFILE VIEW: 30A TO 1080-18 4 4 25 YEAR 100 YEAR Engineering Profile - OWS-064 (New Basin 58.stsw) 5.00 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 Station (ft) 1096-18 (Hangar_Storm) Rim: 18.44 ft Invert In (1): 14.32 ft Invert In (2): (N/A) ft Invert In (3): (N/A) ft Invert Out: 14.32 ft EX 488A (Hangar_Storm) Rim: 16.58 ft Invert In (1): 11.59 ft Invert In (2): 13.09 ft Invert In (3): (N/A) ft Invert Out: 9.29 ft OWS-064 Rim: 18.65 ft Invert In (1): (N/A) ft Invert In (2): (N/A) ft Invert In (3): (N/A) ft Invert Out: 16.02 ft 53.6 ft 18.0 in 0.023 ft/ft 56.8 ft 18.0 in 0.030 ft/ft PROFILE VIEW: OWS-064 TO EX 488A 5.00 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 Station (ft) 1096-18 (Hangar_Storm) Rim: 18.44 ft Invert In (1): 14.32 ft Invert In (2): (N/A) ft Invert In (3): (N/A) ft Invert Out: 14.32 ft EX 488A (Hangar_Storm) Rim: 16.58 ft Invert In (1): 11.59 ft Invert In (2): 13.09 ft Invert In (3): (N/A) ft Invert Out: 9.29 ft OWS-064 Rim: 18.65 ft Invert In (1): (N/A) ft Invert In (2): (N/A) ft Invert In (3): (N/A) ft Invert Out: 16.02 ft 53.6 ft 18.0 in 0.023 ft/ft 56.8 ft 18.0 in 0.030 ft/ft PROFILE VIEW: OWS-064 TO EX 488A 2 2 PROFILE VIEW: EX492A TO 1082-18 PROFILE VIEW: EX492A TO 1082-18 Storm Event: 25 & 100 Year Basin 58 NEW RIM ELEV. HGL LEGEND Boeing Renton - Apron RBackwater Analysis3/3/2020Sub-basin Developed_OF_004A.xlsx SCS Peak FlowsBasinIDEventPeak Q (cfs)Peak T (hrs)Peak Vol (ac-cf)Area (ac)Method/LossRaintype27E-50125 yr 24 hr4.13828.011.40925.329SCSTYPE1A.RAC27F-486825 yr 24 hr0.10488.010.03570.135SCSTYPE1A.RAC27F-50425 yr 24 hr1.04378.010.35541.344SCSTYPE1A.RAC27F-50525 yr 24 hr0.13598.010.04630.175SCSTYPE1A.RAC27F-507B25 yr 24 hr0.17248.010.05870.222SCSTYPE1A.RAC27F-507D25 yr 24 hr0.20668.010.07030.266SCSTYPE1A.RAC27F-50825 yr 24 hr0.16158.010.0550.208SCSTYPE1A.RAC27F-509A25 yr 24 hr0.17018.010.05790.219SCSTYPE1A.RAC29A25 yr 24 hr1.76978.01 0.6027 2.279 SCS TYPE1A.RAC30A25 yr 24 hr3.39048.01 1.1545 4.366 SCS TYPE1A.RAC58B-492A25 yr 24 hr4.63138.01 1.5771 5.964 SCS TYPE1A.RACOWS-06425 yr 24 hr3.6638.01 1.2474 4.717 SCS TYPE1A.RACBasinIDEventPeak Q (cfs)Peak T (hrs)Peak Vol (ac-cf)Area (ac)Method/LossRaintype27E-501100 yr 24 hr4.7658.011.63115.329SCSTYPE1A.RAC27F-4868100 yr 24 hr0.12078.010.04130.135SCSTYPE1A.RAC27F-504100 yr 24 hr1.20178.010.41141.344SCSTYPE1A.RAC27F-505100 yr 24 hr0.15658.010.05360.175SCSTYPE1A.RAC27F-507B100 yr 24 hr0.19858.010.06790.222SCSTYPE1A.RAC27F-507D100 yr 24 hr0.23788.010.08140.266SCSTYPE1A.RAC27F-508100 yr 24 hr0.1868.010.06370.208SCSTYPE1A.RAC27F-509A100 yr 24 hr0.19588.010.0670.219SCSTYPE1A.RAC29A100 yr 24 hr2.03788.01 0.6975 2.279 SCS TYPE1A.RAC30A100 yr 24 hr3.90398.01 1.3363 4.366 SCS TYPE1A.RAC58B-492A100 yr 24 hr5.33288.01 1.8254 5.964 SCS TYPE1A.RACOWS-064100 yr 24 hr2.42678.01 1.4437 4.717 SCS TYPE1A.RAC*Peak flows (Q) are generated by StormShed 3G using the SCS method with Type1A.RAC rainfall.Page 1 of 3644 of 744 Boeing Renton - Apron RBackwater Analysis1/28/2021Sub-basin Developed_OF_004A.xlsx 25-YEAR EVENTPipe Length (ft) Slope (ft/ft) Diameter (In) Description Manning's nFull Flow Capacity (cfs)Flow (cfs) Velocity (ft/s) Start Node Start Invert (ft)Hydraulic Grade Line (In) (ft)Start Rim (ft) Stop Node Stop Invert (ft)Hydraulic Grade Line (Out) (ft)Stop Rim (ft)P-29A10.70.018EX CI0.0121.341.775.0729A16.7517.4619.31079A-1816.6517.2619.35P-30A10.40.01410EX CI0.0122.853.396.2230A16.8517.7219.31077A-18 16.717.4819.31P-064 56.70.0318HDPE0.01219.73.668.53OWS-06416.0216.75191096-18 (APRON R)14.3215.1418.65P-486B-14 129.7024EX HDPE0.0122.866.131.9527F-486813.9615.919.221091-18 (APRON R)13.9415.8318.02P-486C-14 161.5024EX HDPE0.0123.346.031.92N-486C-14 13.991619.327F-486813.9615.9119.22P-486D-14 96.4024HDPE0.0122.56.031.92N-486D-14 1416.0619.65N-486C-14 13.9916.0119.3P-486E-14 32.7024HDPE0.0124.286.031.92N-486E-1414.0116.1318.92N-486D-14 1416.1119.65P-486F-1450024HDPE0.0123.476.031.92N-486F-1414.0216.2118.93N-486E-1414.0116.1818.92P-486G43.2024UNKOWN0.0123.736.031.92N-486G-14 14.0316.2820.22N-486F-1414.0216.2518.93P-488 55.10.08836HDPE0.012214.8719.582.77EX 488A9.2915.0216.58Outfall 004A4.414.9815.2P-492A14.10.00318HDPE (APRON R)0.0126.234.633.86EX492A14.7715.6719.021081-18 (APRON R)14.7315.5618.94P-501 31.70.03318CONC0.01220.545.8610.0227E-50115.917.0719.39T-50114.8717.0619.72P-504 98018CMP0.0122.31.211.3227F-50416.0317.419.6827E-50115.9917.3919.39P-505 5.50.2046DI0.0122.750.147.2727F-50517.6117.7919.42T-50516.4617.419.52P-506 30.80.00312CONC0.0122.150.380.48N-50616.317.419.73T-50516.217.419.52P-506 (1) 101.60.00312CONC0.0122.150.510.66T-50516.217.3919.5227E-50115.8917.3819.39P-507A 82.406PVC0.0120.090.170.88N-507A 17.1817.6719.5527F-507D17.1617.6119.22P-507B 39.70.0166CPP0.0120.760.173.1327F-507B17.818.0120.17N-507A 17.1817.6719.55P-507D 56.80.0036DI0.0120.320.381.9327F-507D17.0617.5419.22N-50616.917.3419.73P-508 117.80.0088CONC0.0121.170.162.3627F-50817.617.7820.12B-50816.6617.4320.5P-508 (1) 24.50.0088CONC0.0121.170.160.46B-50816.6517.4320.5B-508 (1)16.4617.4220.37P-508 (2) 41.10.0088CONC0.0121.170.160.46B-508 (1)16.4617.4220.3727F-50416.1317.4119.68P-509A 1204PVC0.01200.171.9527F-509A16.2817.1718.83T-509A 16.2817.0919.5P-509A (1) 411.10.00318VC0.0126.660.171.61T-509A 16.2817.1519.5T-50114.8717.1519.72P-509A (2)250.20.00318UNKOWN0.0126.596.033.41T-50114.8716.9119.72N-486G-14 14.0316.220.22P-1077 80.60.00918HDPE0.01210.613.391.921077-18 15.116.6719.171078-1814.416.618.47P-1077A17.70.00818HDPE0.01210.483.395.291077A-18 15.2516.6919.311077-18 15.116.6819.17P-1078 254.50.00218HDPE0.0125.043.391.921078-1814.416.5818.471080-18 13.916.3618.47P-1079 84.90.01518HDPE0.01214.081.775.451079-1815.216.4219.211080-18 13.916.4118.47P-1079A11.80.12318UNKOWN0.01239.881.7711.351079A-1816.6517.1519.351079-1815.216.4219.21P-1080245.70.00218HDPE (APRON R)0.0125.095.162.921080-18 13.916.2718.471082A13.415.7618.47P-108157.30.01618HDPE (APRON R)0.01214.284.637.221081-18 (APRON R)14.6815.6318.941081A-18 (APRON R) 13.7815.6618.58P-1081A 30.50.02824HDPE (APRON R)0.01240.710.7610.941081A-18 (APRON R) 13.7315.5118.581082-18 (APRON R) 13.1415.4918.4P-108275.80.00630HDPE (APRON R)0.01234.4115.923.241082-18 (APRON R) 12.3715.518.41083A11.8915.418.19P-1082A52.20.00518HDPE (APRON R)0.0128.015.162.921082A13.415.6718.471082-18 (APRON R) 13.1415.5618.4P-1083 71.20.00630HDPE (APRON R)0.01234.4215.923.241083-18 11.4115.2818.171084-18 (APRON R)1115.218.17P-1083A75.80.00630HDPE (APRON R)0.01234.4815.923.241083A11.8915.418.191083-18 11.4115.2918.17P-1084 70.80.00236HDPE (APRON R)0.01232.3215.922.251084-18 (APRON R)10.515.2518.171085-18 (APRON R)10.3515.2218.94P-108517.20.00236HDPE (APRON R)0.01232.0915.922.251085-18 (APRON R)11.6215.1418.94EX 488A11.5915.1316.58P-1091 106.40.00224HDPE (APRON R)0.01210.966.133.591091-18 (APRON R)13.9415.7718.021081A-18 (APRON R) 13.7315.7218.58P-109653.20.02318HDPE (APRON R)0.01217.323.667.771096-18 (APRON R)14.3215.0518.65EX 488A13.0915.1816.58Page 1 of 3645 of 744 Boeing Renton - Apron RBackwater Analysis1/28/2021Sub-basin Developed_OF_004A.xlsx 100-Year EventPipe Length (ft) Slope (ft/ft) Diameter (In) Description Manning's nFull Flow Capacity (cfs)Flow (cfs) Velocity (ft/s) Start Node Start Invert (ft)Hydraulic Grade Line (In) (ft)Start Rim (ft) Stop Node Stop Invert (ft)Hydraulic Grade Line (Out) (ft)Stop Rim (ft)P-29A10.70.018EX CI0.0121.342.045.8429A16.7517.5319.31079A-1816.6517.2819.35P-30A10.40.01410EX CI0.0122.853.97.1630A16.8517.819.31077A-18 16.717.519.31P-064 56.70.0318HDPE0.01219.74.228.88OWS-06416.0216.81191096-18 (APRON R)14.3215.2118.65P-486B-14 129.7024EX HDPE0.0122.867.062.2527F-486813.9616.2219.221091-18 (APRON R)13.9416.1118.02P-486C-14 161.5024EX HDPE0.0123.346.942.21N-486C-14 13.9916.3619.327F-486813.9616.2319.22P-486D-14 96.4024HDPE0.0122.56.942.21N-486D-14 1416.4519.65N-486C-14 13.9916.3719.3P-486E-14 32.7024HDPE0.0124.286.942.21N-486E-1414.0116.5418.92N-486D-14 1416.5219.65P-486F-1450024HDPE0.0123.476.942.21N-486F-1414.0216.6518.93N-486E-1414.0116.6118.92P-486G43.2024UNKOWN0.0123.736.942.21N-486G-14 14.0316.7520.22N-486F-1414.0216.7218.93P-488 55.10.08836HDPE0.012214.8722.563.19EX 488A9.2915.0316.58Outfall 004A4.414.9815.2P-492A14.10.00318HDPE (APRON R)0.0126.235.333.96EX492A14.7716.0119.021081-18 (APRON R)14.7315.9918.94P-501 31.70.03318CONC0.01220.546.753.8227E-50115.917.9419.39T-50114.8717.8319.72P-504 98018CMP0.0122.31.390.7927F-50416.0318.2919.6827E-50115.9918.2719.39P-505 5.50.2046DI0.0122.750.160.827F-50517.6118.3119.42T-50516.4618.319.52P-506 30.80.00312CONC0.0122.150.440.56N-50616.318.2919.73T-50516.218.2819.52P-506 (1) 101.60.00312CONC0.0122.150.590.75T-50516.218.2719.5227E-50115.8918.2519.39P-507A 82.406PVC0.0120.090.21.01N-486E-1417.1818.7118.9227F-507D17.1618.6319.22P-507B 39.70.0166CPP0.0120.760.21.0127F-507B17.818.7720.17N-507A 17.1818.7319.55P-507D 56.80.0036DI0.0120.320.442.2227F-507D17.0618.5219.22N-50616.918.2219.73P-508 117.80.0088CONC0.0121.170.190.5327F-50817.618.3520.12B-50816.6618.3320.5P-508 (1) 24.50.0088CONC0.0121.170.190.53B-50816.6518.3220.5B-508 (1)16.4618.3220.37P-508 (2) 41.10.0088CONC0.0121.170.190.53B-508 (1)16.4618.3120.3727F-50416.1318.319.68P-509A 1204PVC0.01200.22.2427F-509A16.2817.9618.83T-509A 16.2817.8519.5P-509A (1) 411.10.00318VC0.0126.660.20.11T-509A 16.2817.9319.5T-50114.8717.9219.72P-509A (2)250.20.00318UNKOWN0.0126.596.943.93T-50114.8717.5919.72N-486G-14 14.0316.6620.22P-1077 80.60.00918HDPE0.01210.613.92.211077-18 15.117.2519.171078-1814.417.1618.47P-1077A17.70.00818HDPE0.01210.483.92.211077A-18 15.2517.2919.311077-18 15.117.2719.17P-1078 254.50.00218HDPE0.0125.043.92.211078-1814.417.1218.471080-18 13.916.8218.47P-1079 84.90.01518HDPE0.01214.082.041.151079-1815.216.9119.211080-18 13.916.8818.47P-1079A11.80.12318UNKOWN0.01239.882.0411.841079A-1816.6517.1919.351079-1815.216.9119.21P-1080245.70.00218HDPE (APRON R)0.0125.095.943.361080-18 13.916.718.471082A13.416.0218.47P-108157.30.01618HDPE (APRON R)0.01214.285.337.491081-18 (APRON R)14.6815.9818.941081A-18 (APRON R) 13.7815.8818.58P-1081A 30.50.02824HDPE (APRON R)0.01240.712.3911.381081A-18 (APRON R) 13.7315.7118.581082-18 (APRON R) 13.1415.6618.4P-108275.80.00630HDPE (APRON R)0.01234.4118.343.741082-18 (APRON R) 12.3715.6718.41083A11.8915.5318.19P-1082A52.20.00518HDPE (APRON R)0.0128.015.943.361082A13.415.9118.471082-18 (APRON R) 13.1415.7618.4P-1083 71.20.00630HDPE (APRON R)0.01234.4218.343.741083-18 11.4115.3818.171084-18 (APRON R)1115.2718.17P-1083A75.80.00630HDPE (APRON R)0.01234.4818.343.741083A11.8915.5318.191083-18 11.4115.418.17P-1084 70.80.00236HDPE (APRON R)0.01232.3218.342.591084-18 (APRON R)10.515.3418.171085-18 (APRON R)10.3515.2918.94P-108517.20.00236HDPE (APRON R)0.01232.0918.342.591085-18 (APRON R)11.6215.218.94EX 488A11.5915.1816.58P-1091 106.40.00224HDPE (APRON R)0.01210.967.062.251091-18 (APRON R)13.9416.0518.021081A-18 (APRON R) 13.7315.9618.58P-109653.20.02318HDPE (APRON R)0.01217.324.228.091096-18 (APRON R)14.3215.1118.65EX 488A13.0915.2416.58Page 1 of 3646 of 744 Appended on: Friday, September 14, 2018 9:34:43 AM 27E-501 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 2.37 8.0058 0.7896 5.329 SCS 10 year 3.5095 8.0058 1.1876 5.329 SCS 25 year 4.1382 8.0058 1.4092 5.329 SCS 100 year 4.765 8.0058 1.6311 5.329 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27E-501 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 5.329 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 5.329 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 647 of 744 Appended on: Friday, September 14, 2018 9:34:55 AM 27F-4868 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.06 8.0058 0.02 0.135 SCS 10 year 0.0889 8.0058 0.0301 0.135 SCS 25 year 0.1048 8.0058 0.0357 0.135 SCS 100 year 0.1207 8.0058 0.0413 0.135 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27F-4868 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.135 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.135 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 648 of 744 Appended on: Friday, September 14, 2018 9:35:04 AM 27F-504 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.5977 8.0058 0.1991 1.344 SCS 10 year 0.8851 8.0058 0.2995 1.344 SCS 25 year 1.0437 8.0058 0.3554 1.344 SCS 100 year 1.2017 8.0058 0.4114 1.344 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27F-504 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 1.344 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 1.344 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 649 of 744 Appended on: Friday, September 14, 2018 9:35:13 AM 27F-505 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0778 8.0058 0.0259 0.175 SCS 10 year 0.1152 8.0058 0.039 0.175 SCS 25 year 0.1359 8.0058 0.0463 0.175 SCS 100 year 0.1565 8.0058 0.0536 0.175 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27F-505 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.175 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.175 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 650 of 744 Appended on: Friday, September 14, 2018 9:35:24 AM 27F-507B Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0987 8.0058 0.0329 0.222 SCS 10 year 0.1462 8.0058 0.0495 0.222 SCS 25 year 0.1724 8.0058 0.0587 0.222 SCS 100 year 0.1985 8.0058 0.0679 0.222 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27F-507B Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.222 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.222 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 651 of 744 Appended on: Friday, September 14, 2018 9:35:34 AM 27F-507D Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.1183 8.0058 0.0394 0.266 SCS 10 year 0.1752 8.0058 0.0593 0.266 SCS 25 year 0.2066 8.0058 0.0703 0.266 SCS 100 year 0.2378 8.0058 0.0814 0.266 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27F-507D Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.266 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.266 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 652 of 744 Appended on: Friday, September 14, 2018 9:35:43 AM 27F-508 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0925 8.0058 0.0308 0.208 SCS 10 year 0.137 8.0058 0.0464 0.208 SCS 25 year 0.1615 8.0058 0.055 0.208 SCS 100 year 0.186 8.0058 0.0637 0.208 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27F-508 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.208 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.208 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 653 of 744 Appended on: Friday, September 14, 2018 9:35:51 AM 27F-509A Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0974 8.0058 0.0324 0.219 SCS 10 year 0.1442 8.0058 0.0488 0.219 SCS 25 year 0.1701 8.0058 0.0579 0.219 SCS 100 year 0.1958 8.0058 0.067 0.219 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27F-509A Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.219 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.219 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 654 of 744 Appended on: Friday, September 14, 2018 9:36:00 AM 29A Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 1.0136 8.0058 0.3377 2.279 SCS 10 year 1.5009 8.0058 0.5079 2.279 SCS 25 year 1.7697 8.0058 0.6027 2.279 SCS 100 year 2.0378 8.0058 0.6975 2.279 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 29A Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 2.279 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn ROOF 2.279 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 655 of 744 Appended on: Friday, September 14, 2018 9:36:07 AM 30A Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 1.9417 8.0058 0.6469 4.366 SCS 10 year 2.8753 8.0058 0.973 4.366 SCS 25 year 3.3904 8.0058 1.1545 4.366 SCS 100 year 3.9039 8.0058 1.3363 4.366 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 30A Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 4.366 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn ROOF 4.366 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 656 of 744 Appended on: Friday, September 14, 2018 9:36:58 AM 58B-492A Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 2.6524 8.0058 0.8837 5.964 SCS 10 year 3.9277 8.0058 1.3291 5.964 SCS 25 year 4.6313 8.0058 1.5771 5.964 SCS 100 year 5.3328 8.0058 1.8254 5.964 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 58B-492A Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 5.964 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn ROOF 5.964 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 657 of 744 Appended on: Monday, October 21, 2019 11:35:01 AM OWS-064 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 2.0978 8.0058 0.6989 4.717 SCS 10 year 3.1065 8.0058 1.0512 4.717 SCS 25 year 3.663 8.0058 1.2474 4.717 SCS 100 year 4.2177 8.0058 1.4437 4.717 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: OWS-064 Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 4.717 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 4.717 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Debug License 658 of 744 OUTFALL 004 TAILWATER SET AT SPRINT/FALL LAKE SURFACE ELEVATION ± 14.98 LEGEND AREA TRIBUTARY TO OUTFALL 004 CATCHMENT AREA LAKE WASHINGTON 4-81 4-20 4-21 4-82 4-17 4-90 4-894-04 27i-495 3,827 SF 0.088 AC 27i-497 9,369 SF 0.215 AC 27i-499 8,432 SF 0.217 AC 27i-500 12,048 SF 0.277 AC 27i-490K 4,744 SF 0.109 AC 27i-490I 4,113 SF 0.094 AC 27i-490E 2,395 SF 0.055 AC 27i-490F 1,961 SF 0.045 AC 27i-490H 8,345 SF 0.192 AC 27H-472 12,728 SF 0.292 AC 27H-473 11,590 SF 0.266 AC 27H-474 7,545 SF 0.173 AC 27H-475 10,943 SF 0.251 AC 27i-4868 5,895 SF 0.135 AC 27B-1142-18 11,292 SF 0.259 AC 27H-730 13,978 SF 0.320 AC 27i-493B 2,642 SF 0.061 AC 27i-490C 2,292 SF 0.053 AC 27i-490G 4,034 SF 0.093 AC 27H-469 13,301 SF 0.305 AC 27B-462 26,956 SF 0.619 AC 27H-476 9,349 SF 0.215 AC 27H-478 12,829 SF 0.295 AC 27B-463 37,402 SF 0.850 AC 27i-498 7,532 SF 0.173 ACOWS 067 (SUB-BASINS B, H, & i) 659 of 744 659 of 744 Storm Event: 25 and 100 Year OWS_067 660 of 744 10.00 15.00 20.00 -0+50 0+00 0+50 T-469 Rim: 18.96 ft Invert In (1) : 15.00 ft Invert In (2) : 15.17 ft 27H-469 Rim: 18.86 ft 16.0 ft 8.0 in 0.052 ft/ft 10.00 15.00 20.00 -0+50 0+00 0+50 16.0 ft 8.0 in 0.052 ft/ft PROFILE VIEW: 27B-1129 TO 1128-18 25 YEAR 100 YEAR 100 YEAR 25 YEAR PROFILE VIEW: 27H-469 TO T-469 PROFILE VIEW: 27B-1129 TO 1128-18 PROFILE VIEW: 27H-469 TO T-469 Invert Out: 16.00 ft Invert Out: 15.00 ft 27H-469 Rim: 18.86 ft Invert Out: 16.00 ft T-469 Rim: 18.96 ft Invert In (1) : 15.00 ft Invert In (2) : 15.17 ft Invert Out: 15.00 ft RIM ELEV. HGL LEGEND 10.00 15.00 20.00 -0+50 0+00 0+50 10.1 ft 8.0 in 0.107 ft/ft 10.00 15.00 20.00 -0+50 0+00 0+50 T-472 Rim: 19.12 ft Invert In (1) : 15.93 ft Invert In (2) : 15.76 ft 27H-472 Rim: 19.55 ft 10.1 ft 8.0 in 0.107 ft/ft 10.00 15.00 20.00 -0+50 0+00 0+50 T-473 Rim: 19.35 ft Invert In (1) : 16.22 ft Invert In (2) : 16.39 ft 27H-473 Rim: 19.12 ft 16.1 ft 8.0 in 0.032 ft/ft PROFILE VIEW: 27H-472 TO T-472 25 YEAR 100 YEAR PROFILE VIEW: 27H-473 TO T-473 25 YEAR 100 YEAR 100 YEAR 25 YEAR PROFILE VIEW: 27H-474 TO T-474 PROFILE VIEW: 27H-472 TO T-472 10.00 15.00 20.00 -0+50 0+00 0+50 16.1 ft 8.0 in 0.032 ft/ft PROFILE VIEW: 27H-473 TO T-473 PROFILE VIEW: 27H-474 TO T-474 Storm Event: 25 and 100 Year OWS_067 661 of 744 Invert Out: 17.00 ft Invert Out: 15.76 ft Invert Out: 16.90 ft Invert Out: 16.22 ft 27H-473 Rim: 19.12 ft Invert Out: 16.90 ft T-473 Rim: 19.35 ft Invert In (1) : 16.22 ft Invert In (2) : 16.39 ft Invert Out: 16.22 ft 27H-472 Rim: 19.55 ft Invert Out: 17.00 ft T-472 Rim: 19.12 ft Invert In (1) : 15.93 ft Invert In (2) : 15.76 ft Invert Out: 15.76 ft RIM ELEV. HGL LEGEND Storm Event: 25 and 100 Year OWS_067 662 of 744 PROFILE VIEW: 27H-475 TO 1126-18 10.00 15.00 20.00 25.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 T-473 Rim: 19.35 ft T-474 Rim: 19.36 ft T-469 Rim: 18.96 ft 474A-18 Rim: 19.42 ft N-470 Rim: 19.23 ft T-472 Rim: 19.12 ft 1126-18 Rim: 19.55 ft Invert In (1) : 16.22 ft Invert In (2) : 16.39 ft Invert In (1) : 16.67 ft Invert In (2) : 16.67 ft Invert In (1) : 15.00 ft Invert In (2) : 15.17 ft Invert In (1) : 16.74 ft Invert In (2) : 16.74 ft Invert In (1) : 15.70 ft Invert In (1) : 15.93 ft Invert In (2) : 15.76 ft Invert In (1) : 14.95 ft Invert In (2) : 14.94 ft Invert In (3): 14.94 ft Invert Out: 14.94 ft 27H-475 Rim: 20.00 ft 113.2 ft 12.0 in 0.004 ft/ft 111.4 ft 12.0 in 0.004 ft/ft 60.1 ft 12.0 in 0.001 ft/ft17.0 ft 12.0 in 0.004 ft/ft 63.6 ft 12.0 in 0.004 ft/ft 138.1 ft 12.0 in 0.001 ft/ft 14.5 ft 12.0 in 0.004 ft/ft 10.00 15.00 20.00 25.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 T-473 Rim: 19.35 ft T-474 Rim: 19.36 ft T-469 Rim: 18.96 ft 474A-18 Rim: 19.42 ft N-470 Rim: 19.23 ft T-472 Rim: 19.12 ft 1126-18 Rim: 19.55 ft Invert In (1) : 16.22 ft Invert In (2) : 16.39 ft Invert In (1) : 16.67 ft Invert In (2) : 16.67 ft Invert In (1) : 15.00 ft Invert In (2) : 15.17 ft Invert In (1) : 16.74 ft Invert In (2) : 16.74 ft Invert In (1) : 15.70 ft Invert In (1) : 15.93 ft Invert In (2) : 15.76 ft Invert In (1) : 14.95 ft Invert In (2) : 14.94 ft Invert In (3): 14.94 ft Invert Out: 14.94 ft 27H-475 Rim: 20.00 ft 113.2 ft 12.0 in 0.004 ft/ft 111.4 ft 12.0 in 0.004 ft/ft 60.1 ft 12.0 in 0.001 ft/ft17.0 ft 12.0 in 0.004 ft/ft 63.6 ft 12.0 in 0.004 ft/ft 138.1 ft 12.0 in 0.001 ft/ft 14.5 ft 12.0 in 0.004 ft/ft PROFILE VIEW: 27H-475 TO 1126-18 100 YEAR 25 YEAR Invert Out: 17.00 ft Invert Out: 16.74 ft Invert Out: 16.67 ft Invert Out: 16.22 ft Invert Out: 15.76 ft Invert Out: 15.10 ft Invert Out: 15.00 ft Invert Out: 17.00 ft Invert Out: 16.74 ft Invert Out: 16.67 ft Invert Out: 16.22 ft Invert Out: 15.76 ft Invert Out: 15.10 ft Invert Out: 15.00 ft RIM ELEV. HGL LEGEND Storm Event: 25 and 100 Year OWS_067 663 of 744 10.00 15.00 20.00 -0+50 0+00 0+50 490D-14 Rim: 18.87 ft Invert In (1) : 16.50 ft Invert In (2) : 13.72 ft Invert In (3): 13.72 ft Invert Out: 13.26 ft 27i-490E Rim: 19.08 ft 37.6 ft 8.0 in 0.005 ft/ft 10.00 15.00 20.00 -0+50 0+00 0+50 490D-14 Rim: 18.87 ft Invert In (1) : 16.50 ft Invert In (2) : 13.72 ft Invert In (3): 13.72 ft Invert Out: 13.26 ft 27i-490E Rim: 19.08 ft 37.6 ft 8.0 in 0.005 ft/ft PROFILE VIEW: 27i-490E TO 490D-14 PROFILE VIEW: 27i-490E TO 490D-14 100 YEAR 25 YEAR Invert Out: 16.70 ft Invert Out: 16.70 ft RIM ELEV. HGL LEGEND PROFILE VIEW: 27i-490K TO N-490J-14 PROFILE VIEW: 27i-493B TO 490D-14 100 YEAR 25 YEAR PROFILE VIEW: 27i-493B TO 490D-14 100 YEAR PROFILE VIEW: 27i-490K TO N-490J-14 25 YEAR Storm Event: 25 and 100 Year OWS_067 664 of 744 RIM ELEV. HGL LEGEND PROFILE VIEW: 27i-495 TO 1125-18 100 YEAR 25 YEAR 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 1125-18 Rim: 19.72 ft 490D-14 Rim: 18.87 ft N-490J-14 Rim: 18.90 ft N-496-14 Rim: 19.50 ft N-494-14 Rim: 19.28 ft Invert In (1) : 14.38 ft Invert In (2) : 13.13 ft Invert In (1) : 16.50 ft Invert In (2) : 13.72 ft Invert In (3): 13.72 ft Invert Out: 13.26 ft Invert In (1) : 15.03 ft Invert In (2) : 16.65 ft Invert In (1) : 15.63 ft Invert In (2) : 15.63 ft Invert In (1) : 15.40 ft 27i-490H Rim: 19.25 ft 27i-490I Rim: 18.90 ft 27i-490G Rim: 18.84 ft 27i-495 Rim: 18.80 ft Invert In (1): 14.70 ft Invert In (1): 14.90 ft Invert In (1): 13.76 ft 11.4 ft 12.0 in 0.003 ft/ft35.3 ft 12.0 in 0.031 ft/ft 56.0 ft 12.0 in 0.004 ft/ft 32.0 ft 12.0 in 0.004 ft/ft 67.1 ft 12.0 in 0.002 ft/ft 50.7 ft 12.0 in 0.004 ft/ft 53.3 ft 12.0 in 0.004 ft/ft91.1 ft 12.0 in 0.004 ft/ft 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 1125-18 Rim: 19.72 ft 490D-14 Rim: 18.87 ft N-490J-14 Rim: 18.90 ft N-496-14 Rim: 19.50 ft N-494-14 Rim: 19.28 ft Invert In (1) : 14.38 ft Invert In (2) : 13.13 ft Invert In (1) : 16.50 ft Invert In (2) : 13.72 ft Invert In (3): 13.72 ft Invert Out: 13.26 ft Invert In (1) : 15.03 ft Invert In (2) : 16.65 ft Invert In (1) : 15.63 ft Invert In (2) : 15.63 ft Invert In (1) : 15.40 ft 27i-490H Rim: 19.25 ft 27i-490I Rim: 18.90 ft 27i-490G Rim: 18.84 ft 27i-495 Rim: 18.80 ft Invert In (1): 14.70 ft Invert In (1): 14.90 ft Invert In (1): 13.76 ft 11.4 ft 12.0 in 0.003 ft/ft35.3 ft 12.0 in 0.031 ft/ft 56.0 ft 12.0 in 0.004 ft/ft 32.0 ft 12.0 in 0.004 ft/ft 67.1 ft 12.0 in 0.002 ft/ft 50.7 ft 12.0 in 0.004 ft/ft 53.3 ft 12.0 in 0.004 ft/ft91.1 ft 12.0 in 0.004 ft/ft PROFILE VIEW: 27i-495 TO 1125-18 PROFILE VIEW: 27i-500 TO N-496-14 PROFILE VIEW: 27i-500 TO N-496-14 100 YEAR 25 YEAR Storm Event: 25 and 100 Year OWS_067 665 of 744 Invert Out: 16.74 ft Invert Out: 15.63 ft Invert Out: 15.40 ft Invert Out: 15.03 ft Invert Out: 14.90 ft Invert Out: 13.97 ft Invert Out: 13.76 ft Invert Out: 13.13 ft Invert Out: 16.74 ft Invert Out: 15.63 ft Invert Out: 15.40 ft Invert Out: 15.03 ft Invert Out: 14.90 ft Invert Out: 13.97 ft Invert Out: 13.76 ft Invert Out: 13.13 ft RIM ELEV. HGL LEGEND Storm Event: 25 and 100 Year OWS_067 PROFILE VIEW: 27B-463 TO OWS-067 PROFILE VIEW: 27B-463 TO OWS-067 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 Station (ft) EXCB 462-1 Rim: 18.60 ft Invert: 13.39 ft 1128-18 Rim: 18.86 ft Invert: 13.75 ft 1126-18 Rim: 19.55 ft Invert: 14.95 ft 1125-18 Rim: 19.71 ft Invert: 13.13 ft27B-462 Rim: 18.72 ft Invert: 13.70 ft 27B-463 Rim: 18.47 ft Invert: 15.70 ft OWS-067 Rim: 19.25 ft Invert: 13.11 ft P-462 (3) : 31.7 ft @ 0.004 ft/ft P-462 : 44.5 ft @ 0.009 ft/ft P-483 : 10.4 ft @ 0.002 ft/ft P-461 : 70.6 ft @ 0.002 ft/ft P-485 : 29.3 ft @ 0.002 ft/ft P-463 : 200.7 ft @ 0.005 ft/ft 10.00 15.00 20.00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 Station (ft) EXCB 462-1 Rim: 18.60 ft Invert: 13.39 ft 1128-18 Rim: 18.86 ft Invert: 13.75 ft 1126-18 Rim: 19.55 ft Invert: 14.95 ft 1125-18 Rim: 19.71 ft Invert: 13.13 ft27B-462 Rim: 18.72 ft Invert: 13.70 ft 27B-463 Rim: 18.47 ft Invert: 15.70 ft OWS-067 Rim: 19.25 ft Invert: 13.11 ft P-462 (3) : 31.7 ft @ 0.004 ft/ft P-462 : 44.5 ft @ 0.009 ft/ft P-483 : 10.4 ft @ 0.002 ft/ft P-461 : 70.6 ft @ 0.002 ft/ft P-485 : 29.3 ft @ 0.002 ft/ft P-463 : 200.7 ft @ 0.005 ft/ft 666 of 744 RIM ELEV. HGL LEGEND 25 YEAR 100 YEAR 667 of 744 25 YEAR 100 YEAR Storm Event: 25 and 100 Year OWS_067 POFILE VIEW: 1129-18 TO 1128-18 POFILE VIEW: 478A-18 TO 474A-18Elevation (ft)Elevation (ft)POFILE VIEW: 1129-18 TO 1128-18 POFILE VIEW: 478A-18 TO 474A-18 RIM ELEV. HGL LEGEND 668 of 744 25 YEAR 100 YEAR Storm Event: 25 and 100 Year OWS_067 PROFILE VIEW: 27i-490F TO 27i-490C PROFILE VIEW: 27i-490F TO 27i-490C RIM ELEV. HGL LEGEND Boeing Renton - Apron RBackwater Analysis3/3/2020Basins Developed_OWS_067.xlsx SCS Peak FlowBasinID Event Peak Q (cfs) Peak T (hrs) Peak Vol (ac-cf) Area (ac) Method/Loss Raintype27B-1129 25 yr 24 hr0.20118.01 0.0685 0.259 SCS TYPE1A.RAC27B-462 25 yr 24 hr0.48078.01 0.1637 0.619 SCS TYPE1A.RAC27B-463 25 yr 24 hr0.66018.01 0.2248 0.85 SCS TYPE1A.RAC27H-469 25 yr 24 hr0.23688.01 0.0807 0.305 SCS TYPE1A.RAC27H-472 25 yr 24 hr0.22688.01 0.0772 0.292 SCS TYPE1A.RAC27H-473 25 yr 24 hr0.20668.01 0.0703 0.266 SCS TYPE1A.RAC27H-474 25 yr 24 hr0.13438.01 0.0457 0.173 SCS TYPE1A.RAC27H-475 25 yr 24 hr0.19498.01 0.0664 0.251 SCS TYPE1A.RAC27H-476 25 yr 24 hr0.1678.01 0.0569 0.215 SCS TYPE1A.RAC27H-478 25 yr 24 hr0.22918.01 0.078 0.295 SCS TYPE1A.RAC27H-730 25 yr 24 hr0.24858.01 0.0846 0.32 SCS TYPE1A.RAC27I-490C 25 yr 24 hr0.04128.01 0.014 0.053 SCS TYPE1A.RAC27I-490E 25 yr 24 hr0.04278.01 0.0145 0.055 SCS TYPE1A.RAC27I-490F 25 yr 24 hr0.03498.01 0.0119 0.045 SCS TYPE1A.RAC27I-490G 25 yr 24 hr0.07228.01 0.0246 0.093 SCS TYPE1A.RAC27I-490H 25 yr 24 hr0.14918.01 0.0508 0.192 SCS TYPE1A.RAC27I-490I 25 yr 24 hr0.0738.01 0.0249 0.094 SCS TYPE1A.RAC27I-490K 25 yr 24 hr0.08468.01 0.0288 0.109 SCS TYPE1A.RAC27I-493B 25 yr 24 hr0.04748.01 0.0161 0.061 SCS TYPE1A.RAC27I-495 25 yr 24 hr0.06838.01 0.0233 0.088 SCS TYPE1A.RAC27I-497 25 yr 24 hr0.1678.01 0.0569 0.215 SCS TYPE1A.RAC27I-498 25 yr 24 hr0.13438.01 0.0457 0.173 SCS TYPE1A.RAC27I-499 25 yr 24 hr0.16858.01 0.0574 0.217 SCS TYPE1A.RAC27I-500 25 yr 24 hr0.21518.01 0.0732 0.277 SCS TYPE1A.RACAppended on: Saturday, June 09, 2018 4:15:28 PMBasinID Event Peak Q (cfs) Peak T (hrs) Peak Vol (ac-cf) Area (ac) Method/Loss Raintype27B-1129 100 yr 24 hr0.23168.01 0.0793 0.259 SCS TYPE1A.RAC27B-462 100 yr 24 hr0.55358.01 0.1895 0.619 SCS TYPE1A.RAC27B-463 100 yr 24 hr0.768.01 0.2602 0.85 SCS TYPE1A.RAC27H-469 100 yr 24 hr0.27278.01 0.0934 0.305 SCS TYPE1A.RAC27H-472 100 yr 24 hr0.26118.01 0.0894 0.292 SCS TYPE1A.RACPage 1 of 4669 of 744 Boeing Renton - Apron RBackwater Analysis3/3/2020Basins Developed_OWS_067.xlsx SCS Peak Flow27H-473 100 yr 24 hr0.23788.01 0.0814 0.266 SCS TYPE1A.RAC27H-474 100 yr 24 hr0.15478.01 0.053 0.173 SCS TYPE1A.RAC27H-475 100 yr 24 hr0.22448.01 0.0768 0.251 SCS TYPE1A.RAC27H-476 100 yr 24 hr0.19228.01 0.0658 0.215 SCS TYPE1A.RAC27H-478 100 yr 24 hr0.26388.01 0.0903 0.295 SCS TYPE1A.RAC27H-730 100 yr 24 hr0.28618.01 0.0979 0.32 SCS TYPE1A.RAC27I-490C 100 yr 24 hr0.04748.01 0.0162 0.053 SCS TYPE1A.RAC27I-490E 100 yr 24 hr0.04928.01 0.0168 0.055 SCS TYPE1A.RAC27I-490F 100 yr 24 hr0.04028.01 0.0138 0.045 SCS TYPE1A.RAC27I-490G 100 yr 24 hr0.08328.01 0.0285 0.093 SCS TYPE1A.RAC27I-490H 100 yr 24 hr0.17178.01 0.0588 0.192 SCS TYPE1A.RAC27I-490I 100 yr 24 hr0.08418.01 0.0288 0.094 SCS TYPE1A.RAC27I-490K 100 yr 24 hr0.09758.01 0.0334 0.109 SCS TYPE1A.RAC27I-493B 100 yr 24 hr0.05458.01 0.0187 0.061 SCS TYPE1A.RAC27I-495 100 yr 24 hr0.07878.01 0.0269 0.088 SCS TYPE1A.RAC27I-497 100 yr 24 hr0.19228.01 0.0658 0.215 SCS TYPE1A.RAC27I-498 100 yr 24 hr0.15478.01 0.053 0.173 SCS TYPE1A.RAC27I-499 100 yr 24 hr0.1948.01 0.0664 0.217 SCS TYPE1A.RAC27I-500 100 yr 24 hr0.24778.01 0.0848 0.277 SCS TYPE1A.RAC*Peak flows (Q) are generated by StormShed 3G using the SCS method with Type1A.RAC rainfall.Page 2 of 4670 of 744 Boeing Renton - Apron R Backwater Analysis 3/3/2020 Basins Developed_OWS_067.xlsx 25-Year Event Pipe Length (ft) Slope (ft/ft) Diameter Description Maning's n Full Flow Capacity (cfs)Flow (cfs) Velocity (ft/s) Start Node Start Invert (ft) Hydraulic Grade Line (In) (ft)Start Rim (ft) Stop Node Stop Invert (ft) Hydraulic Grade Line (Out) (ft)Stop Rim (ft) P-460 78.1 0.002 12 HDPE 0.012 1.75 0.2 0.26 27B-1129 15.7 17.85 19.27 1128-18 15.54 17.85 18.86 P-461 70.6 0.002 12 HDPE 0.012 1.73 1.34 1.71 1128-18 15.14 17.76 18.86 1126-18 15 17.68 19.55 P-462 44.5 0.009 12 EX DI 0.012 3.71 1.14 1.45 27B-462 15.8 17.91 18.72 EXCB 462-1 15.39 17.87 18.6 P-462 (3) 31.7 0.004 12 EX DI 0.012 2.41 1.14 1.45 EXCB 462-1 15.39 17.85 18.6 1128-18 15.27 17.83 18.86 P-463 200.7 0.005 12 DI 0.012 2.75 0.66 0.84 27B-463 16.72 18.01 18.47 27B-462 15.7 17.95 18.72 P-468 57.3 0.002 12 HDPE 0.012 1.74 0.25 0.32 27H-730 15.12 17.71 18.75 1126-18 15 17.7 19.55 P-469 16 0.052 8 CONC 0.012 2.98 0.24 0.68 27H-469 16 17.82 18.86 T-469 15.17 17.81 18.96 P-470 138.1 0.001 12 CONC 0.012 1.02 1.16 1.48 N-470 15.1 17.92 19.23 T-469 15 17.8 18.96 P-470 (1) 60.1 0.001 12 EX CONC 0.012 1.16 1.4 1.78 T-469 15 17.75 18.96 1126-18 14.95 17.68 19.55 P-472 10 0.107 8 CONC 0.012 4.28 0.23 0.65 27H-472 17 18 19.55 T-472 15.93 17.99 19.12 P-473 16.1 0.032 8 CONC 0.012 2.34 0.21 0.59 27H-473 16.9 18.08 19.12 T-473 16.39 18.07 19.35 P-474 15 0.009 12 CONC 0.012 3.57 0.13 0.17 27H-474 16.8 18.13 19.3 T-474 16.67 18.13 19.36 P-475 63.6 0.004 12 CONC 0.012 2.46 0.19 0.25 27H-475 17 18.14 20 474A-18 16.74 18.14 19.42 P-475 (1) 111.4 0.004 12 CONC 0.012 2.46 0.73 0.92 T-474 16.67 18.11 19.36 T-473 16.22 18.07 19.35 P-475 (2) 113.2 0.004 12 CONC 0.012 2.46 0.93 1.19 T-473 16.22 18.05 19.35 T-472 15.76 17.98 19.12 P-475 (2) (1) 17 0.004 12 CONC 0.012 2.46 0.59 0.75 474A-18 16.74 18.12 19.42 T-474 16.67 18.12 19.36 P-475 (3) 14.5 0.004 12 CONC 0.012 2.46 1.16 1.48 T-472 15.76 17.95 19.12 N-470 15.7 17.94 19.23 P-476 44.3 0.002 8 DI 0.012 0.59 0.4 1.13 27H-476 17.05 18.26 19.1 476A-18 16.97 18.22 19.31 P-476A 74.3 0.003 8 DI 0.012 0.72 0.4 1.13 476A-18 16.97 18.2 19.31 474A-18 16.74 18.13 19.42 P-478A 48.2 0.002 8 DI 0.012 0.59 0.23 0.66 27H-478A 17.15 18.3 19.01 27H-476 17.05 18.29 19.1 P-483 10.4 0.002 18 HDPE 0.012 5.09 4.28 2.42 1125-18 13.13 17.47 19.71 OWS-067 13.11 17.46 19.25 P-485 29.3 0.002 18 HDPE 0.012 5.15 2.99 1.69 1126-18 15 17.63 19.55 1125-18 14.94 17.61 19.71 P-490C-14 39.5 0.002 12 EX HDPE 0.012 1.6 0.12 0.16 490D-14 13.72 17.77 18.87 27i-490C 13.66 17.77 19.21 P-490D 69.6 -0.002 12 HDPE 0.012 1.72 1.3 1.65 490D-14 13.59 17.69 18.87 1125-18 13.72 17.62 19.71 P-490E-14 37.6 0.005 8 EX DI 0.012 0.96 0.04 0.12 27i-490E 16.7 17.77 19.08 490D-14 16.5 17.77 18.87 P-490F-14 18.1 0.01 6 DI 0.012 0.62 0.03 1.71 27i-490F 17.5 17.77 18.52 B-490F 17.31 17.77 18.95 P-490F-14 (1) 51.4 0.011 6 DI 0.012 0.62 0.03 1.71 B-490F 17.31 17.77 18.95 B-490F 16.77 17.77 19.34 P-490F-14 (2) 25.6 0.011 6 EX DI 0.012 0.62 0.03 0.18 B-490F 16.77 17.77 19.34 27i-490C 16.5 17.77 19.21 P-490G-14 11.4 0.003 12 EX CONC 0.012 2.17 1.13 1.44 27i-490G 13.76 17.76 18.84 490D-14 13.72 17.75 18.87 P-490H-14 53.3 0.004 12 HDPE 0.012 2.42 1.06 1.35 27i-490H 13.97 17.82 19.25 27i-490G 13.76 17.78 18.84 P-490I-14 50.7 0.004 12 HDPE 0.012 2.42 0.91 1.16 27i-490I 14.9 17.87 18.9 27i-490H 14.7 17.85 19.25 P-490J-14 32 0.004 12 HDPE 0.012 2.46 0.84 1.07 N-490J-14 15.03 17.9 18.9 27i-490I 14.9 17.89 18.9 P-490K-14 38.7 0.004 8 DI 0.012 0.84 0.08 0.24 27i-490K 16.81 17.93 18.5 N-490J-14 16.65 17.93 18.9 P-493B 64.8 0.002 12 HDPE 0.012 1.73 0.05 0.06 27i-493B 14.54 17.77 19.04 27i-490C 14.41 17.77 19.21 P-494-14 91.1 0.004 12 HDPE 0.012 2.46 0.75 0.96 N-494-14 15.4 17.95 19.28 N-490J-14 15.03 17.92 18.9 P-495 35.3 0.031 12 DI 0.012 6.85 0.07 0.09 27i-495 16.74 18.02 18.8 N-496-14 15.63 18.02 19.5 P-496-14 56 0.004 12 HDPE 0.012 2.47 0.75 0.96 N-496-14 15.63 17.99 19.5 N-494-14 15.4 17.97 19.28 P-497 18.4 0.004 12 CONC 0.012 2.38 0.68 0.87 27i-497 15.7 18.02 19.4 N-496-14 15.63 18.01 19.5 P-498 64.7 -0.002 12 CONC 0.012 1.52 0.52 0.66 27i-498 15.6 18.04 19.1 27i-497 15.7 18.03 19.4 P-499 72.2 0 12 CONC 0.012 0.04 0.38 0.49 27i-499 15.7 18.05 19.2 27i-498 15.7 18.04 19.1 P-500 76.2 0.003 12 CONC 0.012 2.25 0.22 0.27 27i-500 16.06 18.06 19.4 27i-499 15.8 18.06 19.2 Page 3 of 4 671 of 744 Boeing Renton - Apron RBackwater Analysis3/3/2020Basins Developed_OWS_067.xlsx 100-Year EventPipe Length (ft) Slope (ft/ft) Diameter Description Maning's nFull Flow Capacity (cfs)Flow (cfs) Velocity (ft/s) Start Node Start Invert (ft)Hydraulic Grade Line (In) (ft)Start Rim (ft) Stop Node Stop Invert (ft)Hydraulic Grade Line (Out) (ft)Stop Rim (ft)P-460 78.10.00212HDPE0.0121.750.230.2927B-112915.717.9719.271128-18 15.5417.9718.86P-461 70.60.00212HDPE0.0121.731.551.971128-18 15.1417.8618.861126-18 1517.7519.55P-462 44.50.00912EX DI0.0123.711.311.6727B-46215.818.0618.72EXCB 462-1 15.3918.0118.6P-462 (3) 31.70.00412EX DI0.0122.411.311.67EXCB 462-1 15.3917.9818.61128-18 15.2717.9518.86P-463 200.70.00512DI0.0122.750.760.9727B-46316.7218.1818.4727B-46215.718.1118.72P-468 57.30.00212HDPE0.0121.740.290.3627H-73015.1217.7918.751126-18 1517.7819.55P-469 160.0528CONC0.0122.980.270.7827H-4691617.9318.86T-469 15.1717.9318.96P-470 138.10.00112CONC0.0121.021.331.7N-470 15.118.0719.23T-469 1517.918.96P-470 (1) 60.10.00112EX CONC0.0121.161.612.05T-469 1517.8518.961126-18 14.9517.7519.55P-472 100.1078CONC0.0124.280.260.7527H-4721718.1719.55T-472 15.9318.1719.12P-473 16.10.0328CONC0.0122.340.240.6827H-47316.918.2819.12T-473 16.3918.2719.35P-474 150.00912CONC0.0123.570.150.227H-47416.818.3419.3T-474 16.6718.3419.36P-475 63.60.00412CONC0.0122.460.220.2927H-4751718.3620474A-18 16.7418.3619.42P-475 (1) 111.40.00412CONC0.0122.460.841.06T-474 16.6718.3219.36T-473 16.2218.2719.35P-475 (2) 113.20.00412CONC0.0122.461.071.37T-473 16.2218.2419.35T-472 15.7618.1519.12P-475 (2) (1) 170.00412CONC0.0122.460.680.87474A-18 16.7418.3419.42T-474 16.6718.3419.36P-475 (3) 14.50.00412CONC0.0122.461.331.7T-472 15.7618.1119.12N-470 15.718.119.23P-476 44.30.0028DI0.0120.590.461.3127H-47617.0518.5219.1476A-18 16.9718.4719.31P-476A 74.30.0038DI0.0120.720.461.31476A-18 16.9718.4319.31474A-18 16.7418.3419.42P-478A 48.20.0028DI0.0120.590.260.7627H-478A17.1518.5819.0127H-47617.0518.5619.1P-483 10.40.00218HDPE0.0125.094.932.791125-18 13.1317.4819.71OWS-06713.1117.4619.25P-485 29.30.00218HDPE0.0125.153.441.951126-18 1517.6919.551125-18 14.9417.6619.71P-490C-14 39.50.00212EX HDPE0.0121.60.140.18490D-14 13.7217.8718.8727i-490C13.6617.8719.21P-490D 69.6-0.00212HDPE0.0121.721.51.9490D-14 13.5917.7718.871125-18 13.7217.6719.71P-490E-14 37.60.0058EX DI0.0120.960.050.1427i-490E16.717.8719.08490D-14 16.517.8718.87P-490F-14 18.10.016DI0.0120.620.041.7827i-490F17.517.8818.52B-490F 17.3117.8818.95P-490F-14 (1) 51.40.0116DI0.0120.620.040.2B-490F 17.3117.8818.95B-490F 16.7717.8719.34P-490F-14 (2) 25.60.0116EX DI0.0120.620.040.2B-490F 16.7717.8719.3427i-490C16.517.8719.21P-490G-14 11.40.00312EX CONC0.0122.171.31.6627i-490G13.7617.8618.84490D-14 13.7217.8518.87P-490H-14 53.30.00412HDPE0.0122.421.221.5527i-490H13.9717.9419.2527i-490G13.7617.8918.84P-490I-14 50.70.00412HDPE0.0122.421.051.3427i-490I14.918.0118.927i-490H14.717.9719.25P-490J-14 320.00412HDPE0.0122.460.961.23N-490J-14 15.0318.0518.927i-490I14.918.0318.9P-490K-14 38.70.0048DI0.0120.840.10.2827i-490K16.8118.0818.5N-490J-14 16.6518.0818.9P-493B 64.80.00212HDPE0.0121.730.050.0727i-493B14.5417.8719.0427i-490C14.4117.8719.21P-494-14 91.10.00412HDPE0.0122.460.871.1N-494-14 15.418.1119.28N-490J-14 15.0318.0718.9P-495 35.30.03112DI0.0126.850.080.127i-49516.7418.218.8N-496-14 15.6318.219.5P-496-14 560.00412HDPE0.0122.470.871.1N-496-14 15.6318.1619.5N-494-14 15.418.1419.28P-497 18.40.00412CONC0.0122.380.79127i-49715.718.219.4N-496-14 15.6318.1919.5P-498 64.7-0.00212CONC0.0121.520.60.7627i-49815.618.2319.127i-49715.718.2119.4P-499 72.2012CONC0.0120.040.440.5627i-49915.718.2419.227i-49815.718.2419.1P-500 76.20.00312CONC0.0122.250.250.3227i-50016.0618.2519.427i-49915.818.2519.2Page 4 of 4672 of 744 27B-1129 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0325 8.0058 0.0108 SCS 10 yr 24 hr 0.0481 8.0058 0.0163 SCS 25 yr 24 hr 8.0058 0.0193 SCS 100 yr 24 hr 8.0058 0.0223 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27B-1129 Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.073 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.073 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 673 of 744 0.2011 0.259 0.259 0.259 0.2590.2316 27B-462 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.2753 8.0058 0.0917 0.619 SCS 10 yr 24 hr 0.4077 8.0058 0.1379 0.619 SCS 25 yr 24 hr 0.4807 8.0058 0.1637 0.619 SCS 100 yr 24 hr 0.5535 8.0058 0.1895 0.619 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27B-462 Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.619 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.619 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 674 of 744 27B-463 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.378 8.0058 0.1259 0.85 SCS 10 yr 24 hr 0.5598 8.0058 0.1894 0.85 SCS 25 yr 24 hr 0.6601 8.0058 0.2248 0.85 SCS 100 yr 24 hr 0.76 8.0058 0.2602 0.85 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27B-463 Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.85 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.85 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 675 of 744 27H-469 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.1356 8.0058 0.0452 0.305 SCS 10 yr 24 hr 0.2009 8.0058 0.068 0.305 SCS 25 yr 24 hr 0.2368 8.0058 0.0807 0.305 SCS 100 yr 24 hr 0.2727 8.0058 0.0934 0.305 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27H-469 Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.305 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.305 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min Licensed to: Engenious Systems, Inc. 676 of 744 Appended on: Tuesday, October 22, 2019 3:32:15 PM 27H-472 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.1299 8.0058 0.0433 0.292 SCS 10 yr 24 hr 0.1923 8.0058 0.0651 0.292 SCS 25 yr 24 hr 0.2268 8.0058 0.0772 0.292 SCS 100 yr 24 hr 0.2611 8.0058 0.0894 0.292 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27H-472 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.292 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.292 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 677 of 744 Appended on: Tuesday, October 22, 2019 3:32:28 PM 27H-473 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.1183 8.0058 0.0394 0.266 SCS 10 yr 24 hr 0.1752 8.0058 0.0593 0.266 SCS 25 yr 24 hr 0.2066 8.0058 0.0703 0.266 SCS 100 yr 24 hr 0.2378 8.0058 0.0814 0.266 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27H-473 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.266 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.266 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 678 of 744 Appended on: Tuesday, October 22, 2019 3:32:40 PM 27H-474 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0769 8.0058 0.0256 0.173 SCS 10 yr 24 hr 0.1139 8.0058 0.0386 0.173 SCS 25 yr 24 hr 0.1343 8.0058 0.0457 0.173 SCS 100 yr 24 hr 0.1547 8.0058 0.053 0.173 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27H-474 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.173 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.173 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 679 of 744 Appended on: Tuesday, October 22, 2019 3:32:51 PM 27H-475 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.1116 8.0058 0.0372 0.251 SCS 10 yr 24 hr 0.1653 8.0058 0.0559 0.251 SCS 25 yr 24 hr 0.1949 8.0058 0.0664 0.251 SCS 100 yr 24 hr 0.2244 8.0058 0.0768 0.251 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27H-475 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.251 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.251 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 680 of 744 Appended on: Tuesday, October 22, 2019 3:33:03 PM 27H-476 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0956 8.0058 0.0319 0.215 SCS 10 yr 24 hr 0.1416 8.0058 0.0479 0.215 SCS 25 yr 24 hr 0.167 8.0058 0.0569 0.215 SCS 100 yr 24 hr 0.1922 8.0058 0.0658 0.215 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27H-476 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.215 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.215 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 681 of 744 Appended on: Tuesday, October 22, 2019 3:33:12 PM 27H-478 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.1308 8.0058 0.0436 SCS 10 yr 24 hr 0.1936 8.0058 0.0655 SCS 25 yr 24 hr 8.0058 0.0777 SCS 100 yr 24 hr 8.0058 0.09 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27H-478 Design Method SCS Rainfall type TYPE1A.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.294 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.294 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 682 of 744 0.2291 0.2368 0.295 0.295 0.295 0.295 27H-730 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.1423 8.0058 0.0474 0.32 SCS 10 yr 24 hr 0.2107 8.0058 0.0713 0.32 SCS 25 yr 24 hr 0.2485 8.0058 0.0846 0.32 SCS 100 yr 24 hr 0.2861 8.0058 0.0979 0.32 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27H-730 Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.32 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.32 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 683 of 744 Appended on: Tuesday, October 22, 2019 3:36:57 PM 27I-490C Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0236 8.0058 0.0079 0.053 SCS 10 yr 24 hr 0.0349 8.0058 0.0118 0.053 SCS 25 yr 24 hr 0.0412 8.0058 0.014 0.053 SCS 100 yr 24 hr 0.0474 8.0058 0.0162 0.053 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-490C Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.053 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.053 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 684 of 744 Appended on: Tuesday, October 22, 2019 3:37:12 PM 27I-490E Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0245 8.0058 0.0081 0.055 SCS 10 yr 24 hr 0.0362 8.0058 0.0123 0.055 SCS 25 yr 24 hr 0.0427 8.0058 0.0145 0.055 SCS 100 yr 24 hr 0.0492 8.0058 0.0168 0.055 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-490E Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.055 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.055 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 685 of 744 Appended on: Tuesday, October 22, 2019 3:37:26 PM 27I-490F Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.02 8.0058 0.0067 0.045 SCS 10 yr 24 hr 0.0296 8.0058 0.01 0.045 SCS 25 yr 24 hr 0.0349 8.0058 0.0119 0.045 SCS 100 yr 24 hr 0.0402 8.0058 0.0138 0.045 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-490F Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.045 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.045 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 686 of 744 Appended on: Tuesday, October 22, 2019 3:37:38 PM 27I-490G Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0414 8.0058 0.0138 0.093 SCS 10 yr 24 hr 0.0612 8.0058 0.0207 0.093 SCS 25 yr 24 hr 0.0722 8.0058 0.0246 0.093 SCS 100 yr 24 hr 0.0832 8.0058 0.0285 0.093 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-490G Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.093 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.093 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 687 of 744 Appended on: Tuesday, October 22, 2019 3:37:50 PM 27I-490H Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0854 8.0058 0.0284 0.192 SCS 10 yr 24 hr 0.1264 8.0058 0.0428 0.192 SCS 25 yr 24 hr 0.1491 8.0058 0.0508 0.192 SCS 100 yr 24 hr 0.1717 8.0058 0.0588 0.192 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-490H Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.192 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.192 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 688 of 744 Appended on: Tuesday, October 22, 2019 3:39:24 PM 27I-490I Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0418 8.0058 0.0139 0.094 SCS 10 yr 24 hr 0.0619 8.0058 0.0209 0.094 SCS 25 yr 24 hr 0.073 8.0058 0.0249 0.094 SCS 100 yr 24 hr 0.0841 8.0058 0.0288 0.094 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-490I Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.094 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.094 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 689 of 744 Appended on: Tuesday, October 22, 2019 3:39:54 PM 27I-490K Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0485 8.0058 0.0162 0.109 SCS 10 yr 24 hr 0.0718 8.0058 0.0243 0.109 SCS 25 yr 24 hr 0.0846 8.0058 0.0288 0.109 SCS 100 yr 24 hr 0.0975 8.0058 0.0334 0.109 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-490K Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.109 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.109 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 690 of 744 Appended on: Tuesday, October 22, 2019 3:40:06 PM 27I-493B Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0271 8.0058 0.009 0.061 SCS 10 yr 24 hr 0.0402 8.0058 0.0136 0.061 SCS 25 yr 24 hr 0.0474 8.0058 0.0161 0.061 SCS 100 yr 24 hr 0.0545 8.0058 0.0187 0.061 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-493B Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.061 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.061 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 691 of 744 Appended on: Tuesday, October 22, 2019 3:40:25 PM 27I-495 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0391 8.0058 0.013 0.088 SCS 10 yr 24 hr 0.058 8.0058 0.0196 0.088 SCS 25 yr 24 hr 0.0683 8.0058 0.0233 0.088 SCS 100 yr 24 hr 0.0787 8.0058 0.0269 0.088 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-495 Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.088 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.088 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 692 of 744 Appended on: Tuesday, October 22, 2019 3:40:38 PM 27I-497 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0956 8.0058 0.0319 0.215 SCS 10 yr 24 hr 0.1416 8.0058 0.0479 0.215 SCS 25 yr 24 hr 0.167 8.0058 0.0569 0.215 SCS 100 yr 24 hr 0.1922 8.0058 0.0658 0.215 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-497 Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.215 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.215 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 693 of 744 Appended on: Tuesday, October 22, 2019 3:40:47 PM 27I-498 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0769 8.0058 0.0256 0.173 SCS 10 yr 24 hr 0.1139 8.0058 0.0386 0.173 SCS 25 yr 24 hr 0.1343 8.0058 0.0457 0.173 SCS 100 yr 24 hr 0.1547 8.0058 0.053 0.173 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-498 Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.173 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.173 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 694 of 744 Appended on: Tuesday, October 22, 2019 3:40:57 PM 27I-499 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.0965 8.0058 0.0322 0.217 SCS 10 yr 24 hr 0.1429 8.0058 0.0484 0.217 SCS 25 yr 24 hr 0.1685 8.0058 0.0574 0.217 SCS 100 yr 24 hr 0.194 8.0058 0.0664 0.217 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-499 Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.217 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.217 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 695 of 744 Appended on: Tuesday, October 22, 2019 3:41:17 PM 27I-500 Event Summary Event Peak Q (cfs) Peak T (hrs) Hyd Vol (acft) Area (ac) Method 2 yr 24 hr 0.1232 8.0058 0.041 0.277 SCS 10 yr 24 hr 0.1824 8.0058 0.0617 0.277 SCS 25 yr 24 hr 0.2151 8.0058 0.0732 0.277 SCS 100 yr 24 hr 0.2477 8.0058 0.0848 0.277 SCS All results based on storm duration of 24.0 hours. This is ok if all precipitations are appropriate for the storm duration. If some design event precipitations are for different duration storms, those results are incorrect Record Id: 27I-500 Design Method SCS Rainfall type TYPE1a.rac Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.00 ac DCIA 0.277 ac Pervious CN 0.00 DC CN 98.00 Pervious TC 0.00 min DC TC 5.00 min DCI - CN Calc Description SubArea Sub cn PAVEMENT 0.277 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00 min 696 of 744 697 of 744 PIPE PROPERTIES ANALYSIS PIPE LOADING CALCS BUOYANCY AND ANCHOR CALCS 698 of 744PIPE PROPERTIES ANALYSISCalculations shown here demonstrate HDPE pipe is able withstand aircraft loading under the newly constructed pavement section and the specified depthof cover. Buoyancy forces and pipe anchoring requirements are also check in this section of the calculations. Situational Variables Deflection Calculated ReturnsDepth of Cover2.5ft Standard Installation Deflection CheckOKSpangler's Modified Iowa FormulaPipe Diameter12Shallow Installation Safety Factor2.8Pipe SDR17Watkin'sSite Variables Compressive Stress Calculated ReturnsDepth of PCC14.5in Less than Pipe AllowableYesMaximum Axle Load103000psfBuckling Stresss Calculated ReturnsWheel Spacing18.75ft Allowable Greater than Dead LoadYesArea of Impact0.5625sfBuoyancy Calculated ReturnsWeight of Backfill120PCF Pre‐PCC anchoring RequiredNONative Soils Modulus700lb/sq inNative Internal Friction Φ10degreesTrench Soil Modulus1200lb/sq inUpdate per Table 3‐9 on Soil Properties Tabvaries per depth see table 3‐8 on soil properties tab699 of 744Load provided by Boeing. Maximum axle loading for aircraft activities. PE3608 7 7.3 9 11 13.5 15.5 17 19 21 DR7‐T DR7‐ID DR7‐LB DR7.3‐T DR7.3‐ID DR7.3‐LB DR9‐T DR9‐ID DR9‐LB DR11‐T DR11‐ID DR11‐LB DR13.5‐T DR13.5‐ID DR13.5‐LB DR15.5‐T DR15.5‐ID DR15.5‐LB DR17‐T DR17‐ID DR17‐LB DR19‐T DR19‐ID DR19‐LB DR21‐T DR21‐ID DR21‐LB Nom.OD (in) ActualOD( in) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) 4 4.8 0.686 3.346 3.871 0.658 3.406 3.74 0.533 3.669 3.13 0.436 3.875 2.623 0.356 4.046 2.18 0.31 4.143 1.893 0.282 4.201 1.761 0.253 4.264 1.761 0.229 4.315 1.45 6 6.9 0.986 4.81 7.999 0.945 4.896 7.73 0.767 5.275 6.47 0.627 5.57 5.42 0.511 5.816 4.504 0.445 5.956 3.906 0.406 6.04 3.64 0.363 6.13 3.64 0.329 6.203 2.99 8 9.05 1.293 6.309 13.76 1.24 6.422 13.29 1.006 6.918 11.13 0.823 7.306 9.325 0.67 7.629 7.75 0.584 7.812 6.723 0.532 7.921 6.261 0.476 8.041 6.261 0.431 8.136 5.132 10 11.1 1.586 7.738 20.7 1.521 7.876 20 1.233 8.485 16.74 1.009 8.961 14.03 0.822 9.357 11.66 0.716 9.582 10.11 0.653 9.716 9.42 0.587 9.862 9.42 0.529 9.979 7.73 12 13.2 1.886 9.202 29.274 1.808 9.367 28.28 1.467 10.091 23.671 1.2 10.656 19.84 0.978 11.127 16.483 0.852 11.395 14.306 0.776 11.554 13.319 0.695 11.727 13.319 0.629 11.867 10.93 14 15.3 2.186 10.666 39.329 2.096 10.857 37.99 1.7 11.696 31.802 1.391 12.351 26.652 1.133 12.897 22.15 0.987 13.207 19.21 0.9 13.392 17.894 0.805 13.593 17.894 0.729 13.755 14.68 16 17.4 2.486 12.13 50.866 2.384 12.347 49.13 1.933 13.301 41.132 1.582 14.047 34.47 1.289 14.668 28.641 1.123 15.02 24.856 1.024 15.23 23.15 0.916 15.458 23.15 0.829 15.643 18.98 18 19.5 2.786 13.594 63.885 2.671 13.837 61.71 2.167 14.907 51.66 1.773 15.742 43.292 1.444 16.438 35.97 1.258 16.833 31.205 1.059 17.255 29.07 1.026 17.325 29.07 0.857 17.683 23.84 20 21.6 3.086 15.058 78.386 2.959 15.327 75.004 2.4 16.512 63.385 1.964 17.437 53.12 1.6 18.208 44.14 1.394 18.646 38.301 1.176 19.106 35.68 1.137 19.19 35.68 0.952 19.581 29.25 24 25.8 Error Error Error 3.534 18.307 109.056 2.867 19.723 91.123 2.345 20.828 76.229 1.911 21.748 63.27 1.665 22.271 55.693 1.518 22.583 51.086 1.358 22.921 51.086 1.229 23.195 41.852 30 32 Error Error Error Error Error Error 3.556 24.462 140.183 2.909 25.833 117.285 2.37 26.975 97.324 2.065 27.623 85.672 1.882 28.009 78.557 1.684 28.43 78.557 1.524 28.77 64.37 36 38.3 Error Error Error Error Error Error Error Error Error 3.482 30.919 167.01 2.837 32.285 138.77 2.471 33.062 122.701 2.253 33.524 112.132 2.016 33.026 112.132 1.824 34.434 91.93 42 44.5 Error Error Error Error Error Error Error Error Error Error Error Error 3.296 37.512 187.33 2.871 38.414 165.642 2.618 38.951 151.39 2.342 39.535 151.39 2.119 40.008 124.093 48 50.8 Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error 3.277 43.852 215.834 2.988 44.465 197.05 2.674 45.131 197.05 2.419 45.672 161.717 54 57.56 Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error 3.386 50.382 251.945 3.029 51.138 228.191 2.741 51.749 206.54 60 61.61 Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error 2.934 55.39 236.626 Minimum Wall Thickness 0.776 in Pipe Inside Diameter 11.554 in Pipe Weight 13.319 lb/lf Pipe Outside Diameter 13.2 in 50YR Modulus of Elasticity 28000 E 10YR Modulus of Elasticity 32000 E 700 of 744 Trench Ws (assume 95% compaction) Native E'n 701 of 744 point 1Point 2 Point 3Pl = 4937.38 (PAVED)Pl = 11.61714 Pl = 487.8Impact Factor = 1.3x = 9.375 x = 4 variableEquivalent Radius = 0.42R = 9.702609 R = 4Ww = 51500H = 2.50Impact Factor = 2 for flexible pavementPl = 4787.178 (UNPAVED)Asph H = 3.17702 of 744 Pe (soil) 155 psf Soil Pressure w 120 pcf unit weight of soil H 2.5 ft Total Depth of cover Pe (conc) 199.375 psf Conc Paving Pressure wc 165 pcf Unit weight of reinforce concrete Hc 1.208333 ft Depth of Concrete Total Pe 354.375 psf Total Dead Load Asph Pe 380.4 psf H3.17ft w 120 pcf 703 of 744 Bd/DO Bd/DO Bd/DO Bd/DO Bd/DO Bd/DOPCC Live Load4937.3802psfModulus of TrenchSoil Reaction E'1200PSIE’N/E’ 1.5 2 2.5 3 4 50.1 0.15 0.3 0.6 0.8 0.9 1Dead Load354.375psfWidth of Trench Bd30in0.2 0.3 0.45 0.7 0.85 0.92 10.4 0.5 0.6 0.8 0.9 0.95 1Asph LIVE LOAD4787.17814PSFModulus Of Native Soil Reaction E'n700PSI0.6 0.7 0.8 0.9 0.95 1 1Asph Dead Load380.4PSF0.8 0.85 0.9 0.95 0.98 1 1Soil Support Factor0.91 1 1 1 1 1 1See Table 3-10 1.5 1.3 1.15 1.1 1.05 1 1E'n/E' =0.62 1.5 1.3 1.15 1.1 1.05 1Bd/Do =2.53 1.75 1.45 1.3 1.2 1.08 15 2 1.6 1.4 1.25 1.1 1PCC% Deflection=5.22%FALSE6%Asph% Deflection=5.05%OK if <6%K = 1.420277Pwat = 14064.75N = 2.848626 (PAVED)N = 2.938004 (UNPAVED)704 of 744 S = 312.3606 OK if < 1000 PSI S = 305.0307 OK if < 1000 PSI 705 of 744 PavedR = 0.67 Assuming GW is to full height of trenchB = 0.559395N = 2Pwc = 3.76819 PSI 542.6194 PSF OK if > Pe 354.375UnpavedR = 0.67 Assuming GW is to full height of trenchB = 0.662444N = 2Pwc = 3.76819 PSI 542.6194 PSF OK if > Pe 380.4706 of 744 Fb = 59.30 lb/lfWp = 13.319 lb/lfWd = 132.00 lb/lf 12‐INCH SUBGRADEWs = 18.48 lb/lf Additional backfillWt = 163.799707 of 744 Situational Variables Deflection Calculated ReturnsDepth of Cover2.5ft Standard Installation Deflection CheckOKSpangler's Modified Iowa FormulaPipe Diameter18Shallow Installation Safety Factor2.4Pipe SDR17Watkin'sSite Variables Compressive Stress Calculated ReturnsDepth of PCC14.5in Less than Pipe AllowableYesMaximum Axle Load103000psfBuckling Stresss Calculated ReturnsWheel Spacing18.75ft Allowable Greater than Dead LoadYesArea of Impact0.5625sfBuoyancy Calculated ReturnsWeight of Backfill120PCF Pre‐PCC anchoring RequiredNONative Soils Modulus700lb/sq inNative Internal Friction Φ10degreesTrench Soil Modulus1200lb/sq inUpdate per Table 3‐9 on Soil Properties Tabvaries per depth see table 3‐8 on soil properties tab708 of 744 PE3608 7 7.3 9 11 13.5 15.5 17 19 21 DR7‐T DR7‐ID DR7‐LB DR7.3‐T DR7.3‐ID DR7.3‐LB DR9‐T DR9‐ID DR9‐LB DR11‐T DR11‐ID DR11‐LB DR13.5‐T DR13.5‐ID DR13.5‐LB DR15.5‐T DR15.5‐ID DR15.5‐LB DR17‐T DR17‐ID DR17‐LB DR19‐T DR19‐ID DR19‐LB DR21‐T DR21‐ID DR21‐LB Nom.OD (in) ActualOD( in) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) 4 4.8 0.686 3.346 3.871 0.658 3.406 3.74 0.533 3.669 3.13 0.436 3.875 2.623 0.356 4.046 2.18 0.31 4.143 1.893 0.282 4.201 1.761 0.253 4.264 1.761 0.229 4.315 1.45 6 6.9 0.986 4.81 7.999 0.945 4.896 7.73 0.767 5.275 6.47 0.627 5.57 5.42 0.511 5.816 4.504 0.445 5.956 3.906 0.406 6.04 3.64 0.363 6.13 3.64 0.329 6.203 2.99 8 9.05 1.293 6.309 13.76 1.24 6.422 13.29 1.006 6.918 11.13 0.823 7.306 9.325 0.67 7.629 7.75 0.584 7.812 6.723 0.532 7.921 6.261 0.476 8.041 6.261 0.431 8.136 5.132 10 11.1 1.586 7.738 20.7 1.521 7.876 20 1.233 8.485 16.74 1.009 8.961 14.03 0.822 9.357 11.66 0.716 9.582 10.11 0.653 9.716 9.42 0.587 9.862 9.42 0.529 9.979 7.73 12 13.2 1.886 9.202 29.274 1.808 9.367 28.28 1.467 10.091 23.671 1.2 10.656 19.84 0.978 11.127 16.483 0.852 11.395 14.306 0.776 11.554 13.319 0.695 11.727 13.319 0.629 11.867 10.93 14 15.3 2.186 10.666 39.329 2.096 10.857 37.99 1.7 11.696 31.802 1.391 12.351 26.652 1.133 12.897 22.15 0.987 13.207 19.21 0.9 13.392 17.894 0.805 13.593 17.894 0.729 13.755 14.68 16 17.4 2.486 12.13 50.866 2.384 12.347 49.13 1.933 13.301 41.132 1.582 14.047 34.47 1.289 14.668 28.641 1.123 15.02 24.856 1.024 15.23 23.15 0.916 15.458 23.15 0.829 15.643 18.98 18 19.5 2.786 13.594 63.885 2.671 13.837 61.71 2.167 14.907 51.66 1.773 15.742 43.292 1.444 16.438 35.97 1.258 16.833 31.205 1.059 17.255 29.07 1.026 17.325 29.07 0.857 17.683 23.84 20 21.6 3.086 15.058 78.386 2.959 15.327 75.004 2.4 16.512 63.385 1.964 17.437 53.12 1.6 18.208 44.14 1.394 18.646 38.301 1.176 19.106 35.68 1.137 19.19 35.68 0.952 19.581 29.25 24 25.8 Error Error Error 3.534 18.307 109.056 2.867 19.723 91.123 2.345 20.828 76.229 1.911 21.748 63.27 1.665 22.271 55.693 1.518 22.583 51.086 1.358 22.921 51.086 1.229 23.195 41.852 30 32 Error Error Error Error Error Error 3.556 24.462 140.183 2.909 25.833 117.285 2.37 26.975 97.324 2.065 27.623 85.672 1.882 28.009 78.557 1.684 28.43 78.557 1.524 28.77 64.37 36 38.3 Error Error Error Error Error Error Error Error Error 3.482 30.919 167.01 2.837 32.285 138.77 2.471 33.062 122.701 2.253 33.524 112.132 2.016 33.026 112.132 1.824 34.434 91.93 42 44.5 Error Error Error Error Error Error Error Error Error Error Error Error 3.296 37.512 187.33 2.871 38.414 165.642 2.618 38.951 151.39 2.342 39.535 151.39 2.119 40.008 124.093 48 50.8 Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error 3.277 43.852 215.834 2.988 44.465 197.05 2.674 45.131 197.05 2.419 45.672 161.717 54 57.56 Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error 3.386 50.382 251.945 3.029 51.138 228.191 2.741 51.749 206.54 60 61.61 Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error 2.934 55.39 236.626 Minimum Wall Thickness 1.059 in Pipe Inside Diameter 17.255 in Pipe Weight 29.07 lb/lf Pipe Outside Diameter 19.5 in 50YR Modulus of Elasticity 28000 E 10YR Modulus of Elasticity 32000 E 709 of 744 Trench Ws (assume 95% compaction) Native E'n 710 of 744 point 1Point 2 Point 3Pl = 4937.38 (PAVED)Pl = 11.61714 Pl = 487.8Impact Factor = 1.3x = 9.375 x = 4 variableEquivalent Radius = 0.42R = 9.702609 R = 4Ww = 51500H = 2.50Impact Factor = 2 for flexible pavementPl = 4787.178 (UNPAVED)Asph H = 3.17711 of 744 Pe (soil) 155 psf Soil Pressure w 120 pcf unit weight of soil H 2.5 ft Total Depth of cover Pe (conc) 199.375 psf Conc Paving Pressure wc 165 pcf Unit weight of reinforce concrete Hc 1.208333 ft Depth of Concrete Total Pe 354.375 psf Total Dead Load Asph Pe 380.4 psf H3.17ft w 120 pcf 712 of 744 Bd/DO Bd/DO Bd/DO Bd/DO Bd/DO Bd/DOPCC Live Load4937.3802psfModulus of TrenchSoil Reaction E'1200PSIE’N/E’ 1.5 2 2.5 3 4 50.1 0.15 0.3 0.6 0.8 0.9 1Dead Load354.375psfWidth of Trench Bd30in0.2 0.3 0.45 0.7 0.85 0.92 10.4 0.5 0.6 0.8 0.9 0.95 1Asph LIVE LOAD4787.17814PSFModulus Of Native Soil Reaction E'n700PSI0.6 0.7 0.8 0.9 0.95 1 1Asph Dead Load380.4PSF0.8 0.85 0.9 0.95 0.98 1 1Soil Support Factor0.91 1 1 1 1 1 1See Table 3-10 1.5 1.3 1.15 1.1 1.05 1 1E'n/E' =0.62 1.5 1.3 1.15 1.1 1.05 1Bd/Do =2.53 1.75 1.45 1.3 1.2 1.08 15 2 1.6 1.4 1.25 1.1 1PCC% Deflection=5.22%FALSE6%Asph% Deflection=5.05%OK if <6%K = 1.420277Pwat = 14064.75N = 2.848626 (PAVED)N = 2.938004 (UNPAVED)713 of 744 S = 312.3606 OK if < 1000 PSI S = 305.0307 OK if < 1000 PSI 714 of 744 PavedR = 0.67 Assuming GW is to full height of trenchB = 0.559395N = 2Pwc = 3.76819 PSI 542.6194 PSF OK if > Pe 354.375UnpavedR = 0.67 Assuming GW is to full height of trenchB = 0.662444N = 2Pwc = 3.76819 PSI 542.6194 PSF OK if > Pe 380.4715 of 744 Fb = 129.41 lb/lfWp = 29.07 lb/lfWd = 195.00 lb/lf 12‐INCH SUBGRADEWs = 27.30 lb/lf Additional backfillWt = 251.37716 of 744 Situational Variables Deflection Calculated ReturnsDepth of Cover2.5ft Standard Installation Deflection CheckOKSpangler's Modified Iowa FormulaPipe Diameter24Shallow Installation Safety Factor2.7Pipe SDR17Watkin'sSite Variables Compressive Stress Calculated ReturnsDepth of PCC14.5in Less than Pipe AllowableYesMaximum Axle Load103000psfBuckling Stresss Calculated ReturnsWheel Spacing18.75ft Allowable Greater than Dead LoadYesArea of Impact0.5625sfBuoyancy Calculated ReturnsWeight of Backfill120PCF Pre‐PCC anchoring RequiredNONative Soils Modulus700lb/sq inNative Internal Friction Φ10degreesTrench Soil Modulus1200lb/sq inUpdate per Table 3‐9 on Soil Properties Tabvaries per depth see table 3‐8 on soil properties tab717 of 744 PE3608 7 7.3 9 11 13.5 15.5 17 19 21 DR7‐T DR7‐ID DR7‐LB DR7.3‐T DR7.3‐ID DR7.3‐LB DR9‐T DR9‐ID DR9‐LB DR11‐T DR11‐ID DR11‐LB DR13.5‐T DR13.5‐ID DR13.5‐LB DR15.5‐T DR15.5‐ID DR15.5‐LB DR17‐T DR17‐ID DR17‐LB DR19‐T DR19‐ID DR19‐LB DR21‐T DR21‐ID DR21‐LB Nom.OD (in) ActualOD( in) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) 4 4.8 0.686 3.346 3.871 0.658 3.406 3.74 0.533 3.669 3.13 0.436 3.875 2.623 0.356 4.046 2.18 0.31 4.143 1.893 0.282 4.201 1.761 0.253 4.264 1.761 0.229 4.315 1.45 6 6.9 0.986 4.81 7.999 0.945 4.896 7.73 0.767 5.275 6.47 0.627 5.57 5.42 0.511 5.816 4.504 0.445 5.956 3.906 0.406 6.04 3.64 0.363 6.13 3.64 0.329 6.203 2.99 8 9.05 1.293 6.309 13.76 1.24 6.422 13.29 1.006 6.918 11.13 0.823 7.306 9.325 0.67 7.629 7.75 0.584 7.812 6.723 0.532 7.921 6.261 0.476 8.041 6.261 0.431 8.136 5.132 10 11.1 1.586 7.738 20.7 1.521 7.876 20 1.233 8.485 16.74 1.009 8.961 14.03 0.822 9.357 11.66 0.716 9.582 10.11 0.653 9.716 9.42 0.587 9.862 9.42 0.529 9.979 7.73 12 13.2 1.886 9.202 29.274 1.808 9.367 28.28 1.467 10.091 23.671 1.2 10.656 19.84 0.978 11.127 16.483 0.852 11.395 14.306 0.776 11.554 13.319 0.695 11.727 13.319 0.629 11.867 10.93 14 15.3 2.186 10.666 39.329 2.096 10.857 37.99 1.7 11.696 31.802 1.391 12.351 26.652 1.133 12.897 22.15 0.987 13.207 19.21 0.9 13.392 17.894 0.805 13.593 17.894 0.729 13.755 14.68 16 17.4 2.486 12.13 50.866 2.384 12.347 49.13 1.933 13.301 41.132 1.582 14.047 34.47 1.289 14.668 28.641 1.123 15.02 24.856 1.024 15.23 23.15 0.916 15.458 23.15 0.829 15.643 18.98 18 19.5 2.786 13.594 63.885 2.671 13.837 61.71 2.167 14.907 51.66 1.773 15.742 43.292 1.444 16.438 35.97 1.258 16.833 31.205 1.059 17.255 29.07 1.026 17.325 29.07 0.857 17.683 23.84 20 21.6 3.086 15.058 78.386 2.959 15.327 75.004 2.4 16.512 63.385 1.964 17.437 53.12 1.6 18.208 44.14 1.394 18.646 38.301 1.176 19.106 35.68 1.137 19.19 35.68 0.952 19.581 29.25 24 25.8 Error Error Error 3.534 18.307 109.056 2.867 19.723 91.123 2.345 20.828 76.229 1.911 21.748 63.27 1.665 22.271 55.693 1.518 22.583 51.086 1.358 22.921 51.086 1.229 23.195 41.852 30 32 Error Error Error Error Error Error 3.556 24.462 140.183 2.909 25.833 117.285 2.37 26.975 97.324 2.065 27.623 85.672 1.882 28.009 78.557 1.684 28.43 78.557 1.524 28.77 64.37 36 38.3 Error Error Error Error Error Error Error Error Error 3.482 30.919 167.01 2.837 32.285 138.77 2.471 33.062 122.701 2.253 33.524 112.132 2.016 33.026 112.132 1.824 34.434 91.93 42 44.5 Error Error Error Error Error Error Error Error Error Error Error Error 3.296 37.512 187.33 2.871 38.414 165.642 2.618 38.951 151.39 2.342 39.535 151.39 2.119 40.008 124.093 48 50.8 Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error 3.277 43.852 215.834 2.988 44.465 197.05 2.674 45.131 197.05 2.419 45.672 161.717 54 57.56 Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error 3.386 50.382 251.945 3.029 51.138 228.191 2.741 51.749 206.54 60 61.61 Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error 2.934 55.39 236.626 Minimum Wall Thickness 1.518 in Pipe Inside Diameter 22.583 in Pipe Weight 51.086 lb/lf Pipe Outside Diameter 25.8 in 50YR Modulus of Elasticity 28000 E 10YR Modulus of Elasticity 32000 E 718 of 744 Trench Ws (assume 95% compaction) Native E'n 719 of 744 point 1Point 2 Point 3Pl = 4937.38 (PAVED)Pl = 11.61714 Pl = 487.8Impact Factor = 1.3x = 9.375 x = 4 variableEquivalent Radius = 0.42R = 9.702609 R = 4Ww = 51500H = 2.50Impact Factor = 2 for flexible pavementPl = 4787.178 (UNPAVED)Asph H = 3.17720 of 744 Pe (soil) 155 psf Soil Pressure w 120 pcf unit weight of soil H 2.5 ft Total Depth of cover Pe (conc) 199.375 psf Conc Paving Pressure wc 165 pcf Unit weight of reinforce concrete Hc 1.208333 ft Depth of Concrete Total Pe 354.375 psf Total Dead Load Asph Pe 380.4 psf H3.17ft w 120 pcf 721 of 744 Bd/DO Bd/DO Bd/DO Bd/DO Bd/DO Bd/DOPCC Live Load4937.3802psfModulus of TrenchSoil Reaction E'1200PSIE’N/E’ 1.5 2 2.5 3 4 50.1 0.15 0.3 0.6 0.8 0.9 1Dead Load354.375psfWidth of Trench Bd54in0.2 0.3 0.45 0.7 0.85 0.92 10.4 0.5 0.6 0.8 0.9 0.95 1Asph LIVE LOAD4787.17814PSFModulus Of Native Soil Reaction E'n700PSI0.6 0.7 0.8 0.9 0.95 1 1Asph Dead Load380.4PSF0.8 0.85 0.9 0.95 0.98 1 1Soil Support Factor0.81 1 1 1 1 1 1See Table 3-10 1.5 1.3 1.15 1.1 1.05 1 1E'n/E' =0.62 1.5 1.3 1.15 1.1 1.05 1Bd/Do =23 1.75 1.45 1.3 1.2 1.08 15 2 1.6 1.4 1.25 1.1 1PCC% Deflection=5.82%FALSE6%Asph% Deflection=5.63%OK if <6%K = 1.420277Pwat = 13414.43N = 2.716913 (PAVED)N = 2.802159 (UNPAVED)722 of 744 S = 312.3606 OK if < 1000 PSI S = 305.0307 OK if < 1000 PSI 723 of 744 PavedR = 0.67 Assuming GW is to full height of trenchB = 0.559395N = 2Pwc = 3.76819 PSI 542.6194 PSF OK if > Pe 354.375UnpavedR = 0.67 Assuming GW is to full height of trenchB = 0.662444N = 2Pwc = 3.76819 PSI 542.6194 PSF OK if > Pe 380.4724 of 744 Fb = 226.54 lb/lfWp = 51.086 lb/lfWd = 258.00 lb/lf 12‐INCH SUBGRADEWs = 36.12 lb/lf Additional backfillWt = 345.206725 of 744 Situational Variables Deflection Calculated ReturnsDepth of Cover2.5ft Standard Installation Deflection CheckOKSpangler's Modified Iowa FormulaPipe Diameter30Shallow Installation Safety Factor2.7Pipe SDR17Watkin'sSite Variables Compressive Stress Calculated ReturnsDepth of PCC14.5in Less than Pipe AllowableYesMaximum Axle Load103000psfBuckling Stresss Calculated ReturnsWheel Spacing18.75ft Allowable Greater than Dead LoadYesArea of Impact0.5625sfBuoyancy Calculated ReturnsWeight of Backfill120PCF Pre‐PCC anchoring RequiredNONative Soils Modulus700lb/sq inNative Internal Friction Φ10degreesTrench Soil Modulus1200lb/sq inUpdate per Table 3‐9 on Soil Properties Tabvaries per depth see table 3‐8 on soil properties tab726 of 744 PE3608 7 7.3 9 11 13.5 15.5 17 19 21 DR7‐T DR7‐ID DR7‐LB DR7.3‐T DR7.3‐ID DR7.3‐LB DR9‐T DR9‐ID DR9‐LB DR11‐T DR11‐ID DR11‐LB DR13.5‐T DR13.5‐ID DR13.5‐LB DR15.5‐T DR15.5‐ID DR15.5‐LB DR17‐T DR17‐ID DR17‐LB DR19‐T DR19‐ID DR19‐LB DR21‐T DR21‐ID DR21‐LB Nom.OD (in) ActualOD( in) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) 4 4.8 0.686 3.346 3.871 0.658 3.406 3.74 0.533 3.669 3.13 0.436 3.875 2.623 0.356 4.046 2.18 0.31 4.143 1.893 0.282 4.201 1.761 0.253 4.264 1.761 0.229 4.315 1.45 6 6.9 0.986 4.81 7.999 0.945 4.896 7.73 0.767 5.275 6.47 0.627 5.57 5.42 0.511 5.816 4.504 0.445 5.956 3.906 0.406 6.04 3.64 0.363 6.13 3.64 0.329 6.203 2.99 8 9.05 1.293 6.309 13.76 1.24 6.422 13.29 1.006 6.918 11.13 0.823 7.306 9.325 0.67 7.629 7.75 0.584 7.812 6.723 0.532 7.921 6.261 0.476 8.041 6.261 0.431 8.136 5.132 10 11.1 1.586 7.738 20.7 1.521 7.876 20 1.233 8.485 16.74 1.009 8.961 14.03 0.822 9.357 11.66 0.716 9.582 10.11 0.653 9.716 9.42 0.587 9.862 9.42 0.529 9.979 7.73 12 13.2 1.886 9.202 29.274 1.808 9.367 28.28 1.467 10.091 23.671 1.2 10.656 19.84 0.978 11.127 16.483 0.852 11.395 14.306 0.776 11.554 13.319 0.695 11.727 13.319 0.629 11.867 10.93 14 15.3 2.186 10.666 39.329 2.096 10.857 37.99 1.7 11.696 31.802 1.391 12.351 26.652 1.133 12.897 22.15 0.987 13.207 19.21 0.9 13.392 17.894 0.805 13.593 17.894 0.729 13.755 14.68 16 17.4 2.486 12.13 50.866 2.384 12.347 49.13 1.933 13.301 41.132 1.582 14.047 34.47 1.289 14.668 28.641 1.123 15.02 24.856 1.024 15.23 23.15 0.916 15.458 23.15 0.829 15.643 18.98 18 19.5 2.786 13.594 63.885 2.671 13.837 61.71 2.167 14.907 51.66 1.773 15.742 43.292 1.444 16.438 35.97 1.258 16.833 31.205 1.059 17.255 29.07 1.026 17.325 29.07 0.857 17.683 23.84 20 21.6 3.086 15.058 78.386 2.959 15.327 75.004 2.4 16.512 63.385 1.964 17.437 53.12 1.6 18.208 44.14 1.394 18.646 38.301 1.176 19.106 35.68 1.137 19.19 35.68 0.952 19.581 29.25 24 25.8 Error Error Error 3.534 18.307 109.056 2.867 19.723 91.123 2.345 20.828 76.229 1.911 21.748 63.27 1.665 22.271 55.693 1.518 22.583 51.086 1.358 22.921 51.086 1.229 23.195 41.852 30 32 Error Error Error Error Error Error 3.556 24.462 140.183 2.909 25.833 117.285 2.37 26.975 97.324 2.065 27.623 85.672 1.882 28.009 78.557 1.684 28.43 78.557 1.524 28.77 64.37 36 38.3 Error Error Error Error Error Error Error Error Error 3.482 30.919 167.01 2.837 32.285 138.77 2.471 33.062 122.701 2.253 33.524 112.132 2.016 33.026 112.132 1.824 34.434 91.93 42 44.5 Error Error Error Error Error Error Error Error Error Error Error Error 3.296 37.512 187.33 2.871 38.414 165.642 2.618 38.951 151.39 2.342 39.535 151.39 2.119 40.008 124.093 48 50.8 Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error 3.277 43.852 215.834 2.988 44.465 197.05 2.674 45.131 197.05 2.419 45.672 161.717 54 57.56 Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error 3.386 50.382 251.945 3.029 51.138 228.191 2.741 51.749 206.54 60 61.61 Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error 2.934 55.39 236.626 Minimum Wall Thickness 1.882 in Pipe Inside Diameter 28.009 in Pipe Weight 78.557 lb/lf Pipe Outside Diameter 32 in 50YR Modulus of Elasticity 28000 E 10YR Modulus of Elasticity 32000 E 727 of 744 Trench Ws (assume 95% compaction) Native E'n 728 of 744 point 1Point 2 Point 3Pl = 4937.38 (PAVED)Pl = 11.61714 Pl = 487.8Impact Factor = 1.3x = 9.375 x = 4 variableEquivalent Radius = 0.42R = 9.702609 R = 4Ww = 51500H = 2.50Impact Factor = 2 for flexible pavementPl = 4787.178 (UNPAVED)Asph H = 3.17729 of 744 Pe (soil) 155 psf Soil Pressure w 120 pcf unit weight of soil H 2.5 ft Total Depth of cover Pe (conc) 199.375 psf Conc Paving Pressure wc 165 pcf Unit weight of reinforce concrete Hc 1.208333 ft Depth of Concrete Total Pe 354.375 psf Total Dead Load Asph Pe 380.4 psf H3.17ft w 120 pcf 730 of 744 Bd/DO Bd/DO Bd/DO Bd/DO Bd/DO Bd/DOPCC Live Load4937.3802psfModulus of TrenchSoil Reaction E'1200PSIE’N/E’ 1.5 2 2.5 3 4 50.1 0.15 0.3 0.6 0.8 0.9 1Dead Load354.375psfWidth of Trench Bd54in0.2 0.3 0.45 0.7 0.85 0.92 10.4 0.5 0.6 0.8 0.9 0.95 1Asph LIVE LOAD4787.17814PSFModulus Of Native Soil Reaction E'n700PSI0.6 0.7 0.8 0.9 0.95 1 1Asph Dead Load380.4PSF0.8 0.85 0.9 0.95 0.98 1 1Soil Support Factor0.81 1 1 1 1 1 1See Table 3-10 1.5 1.3 1.15 1.1 1.05 1 1E'n/E' =0.62 1.5 1.3 1.15 1.1 1.05 1Bd/Do =23 1.75 1.45 1.3 1.2 1.08 15 2 1.6 1.4 1.25 1.1 1PCC% Deflection=5.82%FALSE6%Asph% Deflection=5.63%OK if <6%K = 1.420277Pwat = 13414.43N = 2.716913 (PAVED)N = 2.802159 (UNPAVED)731 of 744 S = 312.3606 OK if < 1000 PSI S = 305.0307 OK if < 1000 PSI 732 of 744 PavedR = 0.67 Assuming GW is to full height of trenchB = 0.559395N = 2Pwc = 3.76819 PSI 542.6194 PSF OK if > Pe 354.375UnpavedR = 0.67 Assuming GW is to full height of trenchB = 0.662444N = 2Pwc = 3.76819 PSI 542.6194 PSF OK if > Pe 380.4733 of 744 Fb = 348.51 lb/lfWp = 78.557 lb/lfWd = 320.00 lb/lf 12‐INCH SUBGRADEWs = 44.80 lb/lf Additional backfillWt = 443.357734 of 744 Situational Variables Deflection Calculated ReturnsDepth of Cover2.5ft Standard Installation Deflection CheckOKSpangler's Modified Iowa FormulaPipe Diameter36Shallow Installation Safety Factor2.7Pipe SDR17Watkin'sSite Variables Compressive Stress Calculated ReturnsDepth of PCC14.5in Less than Pipe AllowableYesMaximum Axle Load103000psfBuckling Stresss Calculated ReturnsWheel Spacing18.75ft Allowable Greater than Dead LoadYesArea of Impact0.5625sfBuoyancy Calculated ReturnsWeight of Backfill120PCF Pre‐PCC anchoring RequiredNONative Soils Modulus700lb/sq inNative Internal Friction Φ10degreesTrench Soil Modulus1200lb/sq inUpdate per Table 3‐9 on Soil Properties Tabvaries per depth see table 3‐8 on soil properties tab735 of 744 PE3608 7 7.3 9 11 13.5 15.5 17 19 21 DR7‐T DR7‐ID DR7‐LB DR7.3‐T DR7.3‐ID DR7.3‐LB DR9‐T DR9‐ID DR9‐LB DR11‐T DR11‐ID DR11‐LB DR13.5‐T DR13.5‐ID DR13.5‐LB DR15.5‐T DR15.5‐ID DR15.5‐LB DR17‐T DR17‐ID DR17‐LB DR19‐T DR19‐ID DR19‐LB DR21‐T DR21‐ID DR21‐LB Nom.OD (in) ActualOD( in) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) MinWall (in) Avg ID (in) Weight (lb/ft) 4 4.8 0.686 3.346 3.871 0.658 3.406 3.74 0.533 3.669 3.13 0.436 3.875 2.623 0.356 4.046 2.18 0.31 4.143 1.893 0.282 4.201 1.761 0.253 4.264 1.761 0.229 4.315 1.45 6 6.9 0.986 4.81 7.999 0.945 4.896 7.73 0.767 5.275 6.47 0.627 5.57 5.42 0.511 5.816 4.504 0.445 5.956 3.906 0.406 6.04 3.64 0.363 6.13 3.64 0.329 6.203 2.99 8 9.05 1.293 6.309 13.76 1.24 6.422 13.29 1.006 6.918 11.13 0.823 7.306 9.325 0.67 7.629 7.75 0.584 7.812 6.723 0.532 7.921 6.261 0.476 8.041 6.261 0.431 8.136 5.132 10 11.1 1.586 7.738 20.7 1.521 7.876 20 1.233 8.485 16.74 1.009 8.961 14.03 0.822 9.357 11.66 0.716 9.582 10.11 0.653 9.716 9.42 0.587 9.862 9.42 0.529 9.979 7.73 12 13.2 1.886 9.202 29.274 1.808 9.367 28.28 1.467 10.091 23.671 1.2 10.656 19.84 0.978 11.127 16.483 0.852 11.395 14.306 0.776 11.554 13.319 0.695 11.727 13.319 0.629 11.867 10.93 14 15.3 2.186 10.666 39.329 2.096 10.857 37.99 1.7 11.696 31.802 1.391 12.351 26.652 1.133 12.897 22.15 0.987 13.207 19.21 0.9 13.392 17.894 0.805 13.593 17.894 0.729 13.755 14.68 16 17.4 2.486 12.13 50.866 2.384 12.347 49.13 1.933 13.301 41.132 1.582 14.047 34.47 1.289 14.668 28.641 1.123 15.02 24.856 1.024 15.23 23.15 0.916 15.458 23.15 0.829 15.643 18.98 18 19.5 2.786 13.594 63.885 2.671 13.837 61.71 2.167 14.907 51.66 1.773 15.742 43.292 1.444 16.438 35.97 1.258 16.833 31.205 1.059 17.255 29.07 1.026 17.325 29.07 0.857 17.683 23.84 20 21.6 3.086 15.058 78.386 2.959 15.327 75.004 2.4 16.512 63.385 1.964 17.437 53.12 1.6 18.208 44.14 1.394 18.646 38.301 1.176 19.106 35.68 1.137 19.19 35.68 0.952 19.581 29.25 24 25.8 Error Error Error 3.534 18.307 109.056 2.867 19.723 91.123 2.345 20.828 76.229 1.911 21.748 63.27 1.665 22.271 55.693 1.518 22.583 51.086 1.358 22.921 51.086 1.229 23.195 41.852 30 32 Error Error Error Error Error Error 3.556 24.462 140.183 2.909 25.833 117.285 2.37 26.975 97.324 2.065 27.623 85.672 1.882 28.009 78.557 1.684 28.43 78.557 1.524 28.77 64.37 36 38.3 Error Error Error Error Error Error Error Error Error 3.482 30.919 167.01 2.837 32.285 138.77 2.471 33.062 122.701 2.253 33.524 112.132 2.016 33.026 112.132 1.824 34.434 91.93 42 44.5 Error Error Error Error Error Error Error Error Error Error Error Error 3.296 37.512 187.33 2.871 38.414 165.642 2.618 38.951 151.39 2.342 39.535 151.39 2.119 40.008 124.093 48 50.8 Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error 3.277 43.852 215.834 2.988 44.465 197.05 2.674 45.131 197.05 2.419 45.672 161.717 54 57.56 Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error 3.386 50.382 251.945 3.029 51.138 228.191 2.741 51.749 206.54 60 61.61 Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error Error 2.934 55.39 236.626 Minimum Wall Thickness 2.253 in Pipe Inside Diameter 33.524 in Pipe Weight 112.132 lb/lf Pipe Outside Diameter 38.3 in 50YR Modulus of Elasticity 28000 E 10YR Modulus of Elasticity 32000 E 736 of 744 Trench Ws (assume 95% compaction) Native E'n 737 of 744 point 1Point 2 Point 3Pl = 4937.38 (PAVED)Pl = 11.61714 Pl = 487.8Impact Factor = 1.3x = 9.375 x = 4 variableEquivalent Radius = 0.42R = 9.702609 R = 4Ww = 51500H = 2.50Impact Factor = 2 for flexible pavementPl = 4787.178 (UNPAVED)Asph H = 3.17738 of 744 Pe (soil) 155 psf Soil Pressure w 120 pcf unit weight of soil H 2.5 ft Total Depth of cover Pe (conc) 199.375 psf Conc Paving Pressure wc 165 pcf Unit weight of reinforce concrete Hc 1.208333 ft Depth of Concrete Total Pe 354.375 psf Total Dead Load Asph Pe 380.4 psf H3.17ft w 120 pcf 739 of 744 Bd/DO Bd/DO Bd/DO Bd/DO Bd/DO Bd/DOPCC Live Load4937.3802psfModulus of TrenchSoil Reaction E'1200PSIE’N/E’ 1.5 2 2.5 3 4 50.1 0.15 0.3 0.6 0.8 0.9 1Dead Load354.375psfWidth of Trench Bd54in0.2 0.3 0.45 0.7 0.85 0.92 10.4 0.5 0.6 0.8 0.9 0.95 1Asph LIVE LOAD4787.17814PSFModulus Of Native Soil Reaction E'n700PSI0.6 0.7 0.8 0.9 0.95 1 1Asph Dead Load380.4PSF0.8 0.85 0.9 0.95 0.98 1 1Soil Support Factor0.81 1 1 1 1 1 1See Table 3-10 1.5 1.3 1.15 1.1 1.05 1 1E'n/E' =0.62 1.5 1.3 1.15 1.1 1.05 1Bd/Do =23 1.75 1.45 1.3 1.2 1.08 15 2 1.6 1.4 1.25 1.1 1PCC% Deflection=5.82%FALSE6%Asph% Deflection=5.63%OK if <6%K = 1.420277Pwat = 13414.43N = 2.716913 (PAVED)N = 2.802159 (UNPAVED)740 of 744 S = 312.3606 OK if < 1000 PSI S = 305.0307 OK if < 1000 PSI 741 of 744 PavedR = 0.67 Assuming GW is to full height of trenchB = 0.559395N = 2Pwc = 3.76819 PSI 542.6194 PSF OK if > Pe 354.375UnpavedR = 0.67 Assuming GW is to full height of trenchB = 0.662444N = 2Pwc = 3.76819 PSI 542.6194 PSF OK if > Pe 380.4742 of 744 Fb = 499.24 lb/lfWp = 112.132 lb/lfWd = 383.00 lb/lf 12‐INCH SUBGRADEWs = 53.62 lb/lf Additional backfillWt = 548.752743 of 744 Buoyancy Calculation of Vault Box The weight of steel plate: steel 490 lbf ft3 := twall 3 8 in:=thickness of plate Wwall_plate 7ft 2 18ft 2+( ) 8ft twall steel 6.125 kip=:=the weight of wall tfound_plate 1in:= The weight of steel foundationWfound_plate 10ft 21ft tfound_plate steel 8.575 kip=:= Channel: 30 lbf ft 8ft 2 19ft 2+( )3 4.86 kip=The weight of channel Weight of soil on foundation plate: soil 100pcf:= The weight of soil on 1.5' overlap plateWsoil19ft 2 8ft 2+( ) 1.5ft 8ft soil 64.8 kip=:= Wtot Wwall_plate Wfound_plate+Wsoil+79.5 kip=:=Total weight WBou 5ft 7ft 18ft 62 lbf ft3 39.06 kip=:=The buoyancy load 744 of 744 APPENDIX C CITY OF RENTON MAPS Final Technical Information Report Boeing Apron R - Central Project Renton, Washington Appendix C - City of Renton Maps WSP, WA17.0102.01 December 2019 Page 1 of 1 Final Technical Information Report Renton, Washington Appendix C - City of Renton Maps WSP, WA17.0102.01 December 2019 Page 2 of 3 Boeing Apron R - Central Project Final Technical Information Report Renton, Washington Appendix C - City of Renton Maps WSP, WA17.0102.01 December 2019 Page 3 of 3 Boeing Apron R - Central Project APPENDIX D FLOOD ZONE MAPS Final Technical Information Report Boeing Apron R - Central Project Renton, Washington Appendix D - Flood Zone Maps WSP, WA17.0102.01 December 2019 Page 1 of 2PROJECT SITE Final Technical Information Report Boeing Apron R - Central Project Renton, Washington Appendix D - Flood Zone Maps WSP, WA17.0102.01 December 2019 Page 2 of 2PROJECT SITE APPENDIX E GEOTECHNICAL REPORT (PROVIDED UNDER SEPARATE COVER) APPENDIX F FORMS KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL 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 _________________________ DPER Permit # ________________________ Location Township ______________ Range ________________ Section ________________ Site Address __________________________ _____________________________________ Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS  Landuse (e.g.,Subdivision / Short Subd. / UPD)  Building (e.g.,M/F / Commercial / SFR)  Clearing and 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 __________________ __________________ __________________ Part 6 SWDM ADJUSTMENT APPROVALS Type (circle one): Standard / Experimental / Blanket Description: (include conditions in TIR Section 2) ____________________________________________________________________________________ ____________________________________________________________________________________ ____________________________________________________________________________________ Approved Adjustment No. ______________________ Date of Approval: ______________________ 2016 Surface Water Design Manual 4/24/2016 1 THE BOEING COMPANY 425-237-1140 800 North Sixth Street, Renton Washington STEVE TRUE WSP USA 206-431-2300 Boeing Commercial Airplanes APRON R CENTRAL PROJECT 737 LOGAN AVE N 02/05/2021 X X 02/05/2021 X CONSTRUCTION X T23N R5E 7 AND 8 N/A KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Start Date: _______________________ Completion Date: _______________________ Describe: _________________________________ _________________________________________ _________________________________________ Re: KCSWDM 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 ______________________  _____________________________________ Part 10 SOILS Soil Type _________________ _________________ _________________ _________________ Slopes _________________ _________________ _________________ _________________ Erosion Potential _________________ _________________ _________________ _________________  High Groundwater Table (within 5 feet)  Other ________________________________  Sole Source Aquifer  Seeps/Springs  Additional Sheets Attached 2016 Surface Water Design Manual 4/24/2016 2 X LAKE WASHINGTON SP FLAT MINIMAL X X LAKE WASHINGTON N/A KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 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 8 apply): Discharge at Natural Location Number of Natural Discharge Locations: Offsite Analysis Level: 1 / 2 / 3 dated:__________________ Flow Control (include facility summary sheet) Level: 1 / 2 / 3 or Exemption Number ____________ Flow Control BMPs _______________________________ 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 Water Quality (include facility summary sheet) Type (circle one): Basic / Sens. Lake / Enhanced Basic / Bog or Exemption No. ______________________ Landscape Management Plan: Yes / No Special Requirements (as applicable): Area Specific Drainage Requirements Type: CDA / SDO / MDP / BP / LMP / 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: 2016 Surface Water Design Manual 4/24/2016 3 X THE MAJORITY OF THE PROJECT SITE DOES NOT ALLOW SPACE FOR LID FACILITIES WITH THE EXCEPTION OF THE BIORETENTION CELLS IN PARKING LOT 6. 02/05/2021 N/A - DIRECT DISCHARGE EXEMPTION CATCH BASINS TBD TBD TBD N/A N/A N/A BOEING COMMERICAL AIRPLANES APRON R CENTRAL PROJECT KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Source Control (comm ercial / 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: 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  Protection of Flow Control BMP Facilities (existing and proposed)  Maintain 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 Facilities, restore operation of Flow Control BMP Facilities as necessary  Flag limits of SAO and open space preservation areas  Other ______________________ Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch) Flow Control Type/Description Water Quality Type/Description  Detention  Infiltration  Regional Facility  Shared Facility  Flow Control BMPs  Other ________________ ________________ ________________ ________________ ________________ ________________  Vegetated Flowpath  Wetpool  Filtration  Oil Control  Spill Control  Flow Control BMPs  Other ________________ ________________ ________________ ________________ ________________ ________________ ________________ 2016 Surface Water Design Manual 4/24/2016 4 X X X X X X X X X X X OIL WATER SEPERATOR/ MODULAR WETLAND LIGHT PLANE MANUFACTURING ACTIVITIES SEE BOEING SWPPP IN APPENDIX H OF TIR REPORT MODULAR WETLAND, OIL WATER SEPERATOR MAINTAINED BY THE OWNER, BOEING BIORETENTION CELLS, NYLOPLAST PVC DRAIN BASINS, SLOTTED DRAINS, FLOW SPLITTER/OWS BIORETENTION CELLSX 2016 KING COUNTY SURFACE WATER DESIGN MANUAL, REFERENCE D 4/24/2016 Page 1 STORMWATER FACILITY SUMMARY SHEET DPER Permit No.___________________ (provide one Stormwater Facility Summary Sheet per Natural Discharge Location)Date ___________________ OVERVIEW:NPDES Permit No.___________________ Project Name Parcel No.____________________________ Project Location Retired Parcel No.____________________________ Downstream Drainage Basins:Project includes Landscape Management Plan?yes Major Basin Name ______________________________________________(include copy with TIR as Appendix)no Immediate Basin Name ______________________________________________ GENERAL FACILITY INFORMATION: Leachable Metals Infiltration Impervious Surface Limit Type # of Type # of Type # of facilities Flow Control BMPs Ponds ______ Ponds ______ Ponds ______ Basic Clearing Limit Vaults ______ Tanks ______ Vaults ______ Conservation Drainage Facility Tanks ______ Trenches _____ Tanks ______ Flood Problem Landscape Management Plan If no flow control facility, check one: Project qualifies for KCSWDM Exemption (KCSWDM 1.2.3): Basic Exemption (Applies to Commercial parcels only)Area % of Total Redevelopment projects Cost Exemption for Parcel Redevelopment projects Direct Discharge Exemption Other _____________________ Total impervious surface served by Project qualifies for 0.1 cfs Exception per KCSWDM 1.2.3 flow control facility(ies) (sq ft) Impervious surface served by flow KCSWDM Adjustment No. ___________________control facility(ies) designed 1990 or later (sq ft) approved KCSWDM Adjustment No. __________________ Impervious surface served by Shared Facility Name/Location: _________________________ pervious surface absorption (sq ft) No flow control required (other, provide justification): Impervious surface served by approved ____________________________________________________ water quality facility(ies) (sq ft) Flow Control Performance Std Declarations of Covenant Recording No. Water QualityDetention TREATMENT SUMMARY FOR TOTAL IMPERVIOUS SURFACES ----- Total Impervious Acreage (ac) No flow control required per approved Flow control provided in regional/shared facility per approved PROVIDE FACILITY DETAILS AND FACILITY SKETCH FOR EACH FACILITY ON REVERSE. USE ADDITIONAL SHEETS AS NEEDED FOR ADDITIONAL FACILITIES Impervious Surface Exemption for Transportation Total Acreage (ac) RENTON, WASHINGTON XLAKE WASHINGTON 3 X 4.719 4.719 N/A N/A N/A 4.719 100% 100% BOEING COMMERICAL AIRPLANES APRON R CENTRAL PROJECT EXISTING FACILITIES - OWS 064 AND RTU-13, RTU-14 2016 KING COUNTY SURFACE WATER DESIGN MANUAL, REFERENCE D 4/24/2016 Page 2 STORMWATER FACILITY SUMMARY SHEET DPER Permit No.___________________ (provide one Stormwater Facility Summary Sheet per Natural Discharge Location) Project Name Downstream Drainage Basins: Major Basin Name _______________________________ Project Location Immediate Basin Name ___________________________ FLOW CONTROL FACILITY:Basin: Facility Name/Number _______________________________________ New Facility Project Impervious Facility Location ____________________________________________ Existing Facility Acres Served ________ UIC? □ yes □ no UIC Site ID:% of Total Project Impervious cu.ft.Volume Factor Acres Served ________ _____________ ac.ft.____________of Safety _______No. of Lots Served ________ Control Structure location: _______________________________________________ Type of Control Structure:No. of Orifices/Restrictions __________ Riser in vault Size of Orifice/Restriction (in.) No.1 ______ cu.ft. Riser in Type II CB (numbered starting with lowest No.2 ______ ac.ft. Weir in Type II CB orifice): No.3 ______ (inches in decimal format)No.4 ______ WATER QUALITY FACILITIES Design Information Indicate no. of water quality facilities/BMPs for each type:Water Quality design flow (cfs) _______Flow dispersion Water Quality treated volume (sandfilter) (cu.ft.) _______Filter strip Water Quality storage volume (wetpool) (cu.ft.) _______Biofiltration swale regular, wet or Landscape management plan Farm management plan continuous inflow _______Wetvault combined w/detention ______High flow bypass structure (e.g., flow-splitter catch basin) _______Wetpond basic large combined w/detention ______Oil/water separator baffle coalescing plate _______Pre-settling pond ______Storm filter _______Stormwater wetland ______Pre-settling structure (Manufacturer:______________________) _______Sand filter basic large Sand bed depth ______Catch basin inserts (Manufacturer:________________________) regular linear vault (inches)______________Source controls _________________________________________ ● Is facility lined? yes no If so, what marker is used above liner?_____________________________________________________ Facility Summary Sheet Sketch: All detention, infiltration and water quality facilities must include a detailed sketch (11"x17" reduced size plan sheets preferred). Dam Safety Regulations (WA State Dept of Ecology): Reservoir Volume above natural grade Depth of Reservoir above natural grade (ft) Live Storage Volume Live Storage Depth (ft) BOEING COMMERICAL AIRPLANES APRON R CENTRAL PROJECT RENTON, WASHINGTON LAKE WASHINGTON N/A N/A X X 4.719 100% OTHER - MODULAR WETLANDS (2) WQ - 0.35 OWS - 1.236 X 2016 KING COUNTY SURFACE WATER DESIGN MANUAL, REFERENCE D 4/24/2016 Page 1 STORMWATER FACILITY SUMMARY SHEET DPER Permit No.___________________ (provide one Stormwater Facility Summary Sheet per Natural Discharge Location)Date ___________________ OVERVIEW:NPDES Permit No.___________________ Project Name Parcel No.____________________________ Project Location Retired Parcel No.____________________________ Downstream Drainage Basins:Project includes Landscape Management Plan?yes Major Basin Name ______________________________________________(include copy with TIR as Appendix)no Immediate Basin Name ______________________________________________ GENERAL FACILITY INFORMATION: Leachable Metals Infiltration Impervious Surface Limit Type # of Type # of Type # of facilities Flow Control BMPs Ponds ______ Ponds ______ Ponds ______ Basic Clearing Limit Vaults ______ Tanks ______ Vaults ______ Conservation Drainage Facility Tanks ______ Trenches _____ Tanks ______ Flood Problem Landscape Management Plan If no flow control facility, check one: Project qualifies for KCSWDM Exemption (KCSWDM 1.2.3): Basic Exemption (Applies to Commercial parcels only)Area % of Total Redevelopment projects Cost Exemption for Parcel Redevelopment projects Direct Discharge Exemption Other _____________________ Total impervious surface served by Project qualifies for 0.1 cfs Exception per KCSWDM 1.2.3 flow control facility(ies) (sq ft) Impervious surface served by flow KCSWDM Adjustment No. ___________________control facility(ies) designed 1990 or later (sq ft) approved KCSWDM Adjustment No. __________________ Impervious surface served by Shared Facility Name/Location: _________________________ pervious surface absorption (sq ft) No flow control required (other, provide justification): Impervious surface served by approved ____________________________________________________ water quality facility(ies) (sq ft) Flow Control Performance Std Declarations of Covenant Recording No. Water QualityDetention TREATMENT SUMMARY FOR TOTAL IMPERVIOUS SURFACES ----- Total Impervious Acreage (ac) No flow control required per approved Flow control provided in regional/shared facility per approved PROVIDE FACILITY DETAILS AND FACILITY SKETCH FOR EACH FACILITY ON REVERSE. USE ADDITIONAL SHEETS AS NEEDED FOR ADDITIONAL FACILITIES Impervious Surface Exemption for Transportation Total Acreage (ac) RENTON, WASHINGTON XLAKE WASHINGTON 3 X 5.517 5.517 N/A N/A N/A 5.517 100% 100% BOEING COMMERICAL AIRPLANES APRON R CENTRAL PROJECT NEW FACILITIES - OWS 067 AND MODULAR WETLANDS RTU-17, RTU-18 2016 KING COUNTY SURFACE WATER DESIGN MANUAL, REFERENCE D 4/24/2016 Page 2 STORMWATER FACILITY SUMMARY SHEET DPER Permit No.___________________ (provide one Stormwater Facility Summary Sheet per Natural Discharge Location) Project Name Downstream Drainage Basins: Major Basin Name _______________________________ Project Location Immediate Basin Name ___________________________ FLOW CONTROL FACILITY:Basin: Facility Name/Number _______________________________________ New Facility Project Impervious Facility Location ____________________________________________ Existing Facility Acres Served ________ UIC? □ yes □ no UIC Site ID:% of Total Project Impervious cu.ft.Volume Factor Acres Served ________ _____________ ac.ft.____________of Safety _______No. of Lots Served ________ Control Structure location: _______________________________________________ Type of Control Structure:No. of Orifices/Restrictions __________ Riser in vault Size of Orifice/Restriction (in.) No.1 ______ cu.ft. Riser in Type II CB (numbered starting with lowest No.2 ______ ac.ft. Weir in Type II CB orifice): No.3 ______ (inches in decimal format)No.4 ______ WATER QUALITY FACILITIES Design Information Indicate no. of water quality facilities/BMPs for each type:Water Quality design flow (cfs) _______Flow dispersion Water Quality treated volume (sandfilter) (cu.ft.) _______Filter strip Water Quality storage volume (wetpool) (cu.ft.) _______Biofiltration swale regular, wet or Landscape management plan Farm management plan continuous inflow _______Wetvault combined w/detention ______High flow bypass structure (e.g., flow-splitter catch basin) _______Wetpond basic large combined w/detention ______Oil/water separator baffle coalescing plate _______Pre-settling pond ______Storm filter _______Stormwater wetland ______Pre-settling structure (Manufacturer:______________________) _______Sand filter basic large Sand bed depth ______Catch basin inserts (Manufacturer:________________________) regular linear vault (inches)______________Source controls _________________________________________ ● Is facility lined? yes no If so, what marker is used above liner?_____________________________________________________ Facility Summary Sheet Sketch: All detention, infiltration and water quality facilities must include a detailed sketch (11"x17" reduced size plan sheets preferred). Dam Safety Regulations (WA State Dept of Ecology): Reservoir Volume above natural grade Depth of Reservoir above natural grade (ft) Live Storage Volume Live Storage Depth (ft) BOEING COMMERICAL AIRPLANES MITIGATION HANGAR PROJECT RENTON, WASHINGTON LAKE WASHINGTON N/A N/A X X X SEE APPENDIX G - OWS 067, RTU-17, RTU-18 OTHER - MODULAR WETLANDS (2) X 1 8" 5.517 100% WQ - 0.41 OWS - 1.448 2016 KING COUNTY SURFACE WATER DESIGN MANUAL, REFERENCE D 4/24/2016 Page 1 STORMWATER FACILITY SUMMARY SHEET DPER Permit No.___________________ (provide one Stormwater Facility Summary Sheet per Natural Discharge Location)Date ___________________ OVERVIEW:NPDES Permit No.___________________ Project Name Parcel No.____________________________ Project Location Retired Parcel No.____________________________ Downstream Drainage Basins:Project includes Landscape Management Plan?yes Major Basin Name ______________________________________________(include copy with TIR as Appendix)no Immediate Basin Name ______________________________________________ GENERAL FACILITY INFORMATION: Leachable Metals Infiltration Impervious Surface Limit Type # of Type # of Type # of facilities Flow Control BMPs Ponds ______ Ponds ______ Ponds ______ Basic Clearing Limit Vaults ______ Tanks ______ Vaults ______ Conservation Drainage Facility Tanks ______ Trenches _____ Tanks ______ Flood Problem Landscape Management Plan If no flow control facility, check one: Project qualifies for KCSWDM Exemption (KCSWDM 1.2.3): Basic Exemption (Applies to Commercial parcels only)Area % of Total Redevelopment projects Cost Exemption for Parcel Redevelopment projects Direct Discharge Exemption Other _____________________ Total impervious surface served by Project qualifies for 0.1 cfs Exception per KCSWDM 1.2.3 flow control facility(ies) (sq ft) Impervious surface served by flow KCSWDM Adjustment No. ___________________control facility(ies) designed 1990 or later (sq ft) approved KCSWDM Adjustment No. __________________ Impervious surface served by Shared Facility Name/Location: _________________________ pervious surface absorption (sq ft) No flow control required (other, provide justification): Impervious surface served by approved ____________________________________________________ water quality facility(ies) (sq ft) Flow Control Performance Std Declarations of Covenant Recording No. Water QualityDetention TREATMENT SUMMARY FOR TOTAL IMPERVIOUS SURFACES ----- Total Impervious Acreage (ac) No flow control required per approved Flow control provided in regional/shared facility per approved PROVIDE FACILITY DETAILS AND FACILITY SKETCH FOR EACH FACILITY ON REVERSE. USE ADDITIONAL SHEETS AS NEEDED FOR ADDITIONAL FACILITIES Impervious Surface Exemption for Transportation Total Acreage (ac) RENTON, WASHINGTON LAKE WASHINGTON 15 X 1.828 1.828 N/A N/A N/A 1.828 100% 100% BOEING COMMERICAL AIRPLANES APRON R CENTRAL NEW BIORETENTION CELLS X 2016 KING COUNTY SURFACE WATER DESIGN MANUAL, REFERENCE D 4/24/2016 Page 2 STORMWATER FACILITY SUMMARY SHEET DPER Permit No.___________________ (provide one Stormwater Facility Summary Sheet per Natural Discharge Location) Project Name Downstream Drainage Basins: Major Basin Name _______________________________ Project Location Immediate Basin Name ___________________________ FLOW CONTROL FACILITY:Basin: Facility Name/Number _______________________________________ New Facility Project Impervious Facility Location ____________________________________________ Existing Facility Acres Served ________ UIC? □ yes □ no UIC Site ID:% of Total Project Impervious cu.ft.Volume Factor Acres Served ________ _____________ ac.ft.____________of Safety _______No. of Lots Served ________ Control Structure location: _______________________________________________ Type of Control Structure:No. of Orifices/Restrictions __________ Riser in vault Size of Orifice/Restriction (in.) No.1 ______ cu.ft. Riser in Type II CB (numbered starting with lowest No.2 ______ ac.ft. Weir in Type II CB orifice): No.3 ______ (inches in decimal format)No.4 ______ WATER QUALITY FACILITIES Design Information Indicate no. of water quality facilities/BMPs for each type:Water Quality design flow (cfs) _______Flow dispersion Water Quality treated volume (sandfilter) (cu.ft.) _______Filter strip Water Quality storage volume (wetpool) (cu.ft.) _______Biofiltration swale regular, wet or Landscape management plan Farm management plan continuous inflow _______Wetvault combined w/detention ______High flow bypass structure (e.g., flow-splitter catch basin) _______Wetpond basic large combined w/detention ______Oil/water separator baffle coalescing plate _______Pre-settling pond ______Storm filter _______Stormwater wetland ______Pre-settling structure (Manufacturer:______________________) _______Sand filter basic large Sand bed depth ______Catch basin inserts (Manufacturer:________________________) regular linear vault (inches)______________Source controls _________________________________________ ● Is facility lined? yes no If so, what marker is used above liner?_____________________________________________________ Facility Summary Sheet Sketch: All detention, infiltration and water quality facilities must include a detailed sketch (11"x17" reduced size plan sheets preferred). Dam Safety Regulations (WA State Dept of Ecology): Reservoir Volume above natural grade Depth of Reservoir above natural grade (ft) Live Storage Volume Live Storage Depth (ft) BOEING COMMERICAL AIRPLANES APRON R CENTRAL RENTON, WASHINGTON LAKE WASHINGTON N/A N/A SEE APPENDIX G FOR BIORETENTION CELL PLANS OTHER - BIORETENTION CELLS (15) 1.828 100% 0 0 BIORETENTION CELLS 10,627 PARKING GARAGEABOVE CINEMA ABOVE HOTEL ABOVEHOTEL ABOVE 11K 6K 16K 4K 33.5K25K 6K PARKING GARAGE 9.5K 30K 8K 10K 17.5K 10K LOADING LOADING LOADING 55K21K18K11.5K 42.5K 14K 10-80 HUB 23.5K 26K 14K C103ANCHOR125KRETAILC101ANCHORJUNIORC102 RETAILC100 ANCHORJUNIORB101 FITNESSB100 RETAILB103 ANCHORJUNIORB104 ANCHORJUNIORB105 GROCERB106 RETAILB109 RETAILB110 RETAILB108 RETAILB107 RETAILA100 RETAIL A101 RETAILA102 RETAILA107 RETAILA105 LOBBYCINEMA RETAILA104 RETAILB102 RETAILB111 ABOVEOFFICES ABOVEOFFICES LANELANELast Saved by: USJS675533 on: Jan 14, 2021 2:06 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\08_RTN-YD-C501-6C.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South C39C501-6C STORM DETAILS RENTON SITE R-401442 Last Saved by: USJS675533 on: Jan 11, 2021 1:59 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\08_RTN-YD-C501-6Q.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South C51C501-6Q STORM DETAILS RENTON SITE R-401454 Last Saved by: USJS675533 on: Jan 11, 2021 1:59 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\08_RTN-YD-C501-6R.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South C52C501-6R STORM DETAILS RENTON SITE R-401455 Last Saved by: USJM675458 on: Jan 27, 2021 3:47 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\08_RTN-YD-C501-6S.dwgCALL 48 HOURS BEFORE YOU DIG 1-800-424-5555 STEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERIN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South CIVIL PERMIT C53C501-6S STORM DETAILS RENTON SITE R-401456 www.modularwetlands.com Maintenance Guidelines for Modular Wetland System - Linear Maintenance Summary o Remove Trash from Screening Device – average maintenance interval is 6 to 12 months.  (5 minute average service time). o Remove Sediment from Separation Chamber – average maintenance interval is 12 to 24 months.  (10 minute average service time). o Replace Cartridge Filter Media – average maintenance interval 12 to 24 months.  (10-15 minute per cartridge average service time). o Replace Drain Down Filter Media – average maintenance interval is 12 to 24 months.  (5 minute average service time). o Trim Vegetation – average maintenance interval is 6 to 12 months.  (Service time varies). System Diagram Access to screening device, separation chamber and cartridge filter Access to drain down filter Pre-Treatment Chamber Biofiltration Chamber Discharge Chamber Outflow Pipe Inflow Pipe (optional) www.modularwetlands.com Maintenance Procedures Screening Device 1. Remove grate or manhole cover to gain access to the screening device in the Pre- Treatment Chamber. Vault type units do not have screening device. Maintenance can be performed without entry. 2. Remove all pollutants collected by the screening device. Removal can be done manually or with the use of a vacuum truck. The hose of the vacuum truck will not damage the screening device. 3. Screening device can easily be removed from the Pre-Treatment Chamber to gain access to separation chamber and media filters below. Replace grate or manhole cover when completed. Separation Chamber 1. Perform maintenance procedures of screening device listed above before maintaining the separation chamber. 2. With a pressure washer spray down pollutants accumulated on walls and cartridge filters. 3. Vacuum out Separation Chamber and remove all accumulated pollutants. Replace screening device, grate or manhole cover when completed. Cartridge Filters 1. Perform maintenance procedures on screening device and separation chamber before maintaining cartridge filters. 2. Enter separation chamber. 3. Unscrew the two bolts holding the lid on each cartridge filter and remove lid. 4. Remove each of 4 to 8 media cages holding the media in place. 5. Spray down the cartridge filter to remove any accumulated pollutants. 6. Vacuum out old media and accumulated pollutants. 7. Reinstall media cages and fill with new media from manufacturer or outside supplier. Manufacturer will provide specification of media and sources to purchase. 8. Replace the lid and tighten down bolts. Replace screening device, grate or manhole cover when completed. Drain Down Filter 1. Remove hatch or manhole cover over discharge chamber and enter chamber. 2. Unlock and lift drain down filter housing and remove old media block. Replace with new media block. Lower drain down filter housing and lock into place. 3. Exit chamber and replace hatch or manhole cover. www.modularwetlands.com Maintenance Notes 1. Following maintenance and/or inspection, it is recommended the maintenance operator prepare a maintenance/inspection record. The record should include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanisms. 2. The owner should keep maintenance/inspection record(s) for a minimum of five years from the date of maintenance. These records should be made available to the governing municipality for inspection upon request at any time. 3. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. 4. Entry into chambers may require confined space training based on state and local regulations. 5. No fertilizer shall be used in the Biofiltration Chamber. 6. Irrigation should be provided as recommended by manufacturer and/or landscape architect. Amount of irrigation required is dependent on plant species. Some plants may require irrigation. www.modularwetlands.com Maintenance Procedure Illustration Screening Device The screening device is located directly under the manhole or grate over the Pre-Treatment Chamber. It’s mounted directly underneath for easy access and cleaning. Device can be cleaned by hand or with a vacuum truck. Separation Chamber The separation chamber is located directly beneath the screening device. It can be quickly cleaned using a vacuum truck or by hand. A pressure washer is useful to assist in the cleaning process. www.modularwetlands.com Cartridge Filters The cartridge filters are located in the Pre-Treatment chamber connected to the wall adjacent to the biofiltration chamber. The cartridges have removable tops to access the individual media filters. Once the cartridge is open media can be easily removed and replaced by hand or a vacuum truck. Drain Down Filter The drain down filter is located in the Discharge Chamber. The drain filter unlocks from the wall mount and hinges up. Remove filter block and replace with new block. www.modularwetlands.com Trim Vegetation Vegetation should be maintained in the same manner as surrounding vegetation and trimmed as needed. No fertilizer shall be used on the plants. Irrigation per the recommendation of the manufacturer and or landscape architect. Different types of vegetation requires different amounts of irrigation. www.modularwetlands.com Inspection Form Modular Wetland System, Inc. P. 760.433-7640 F. 760-433-3176 E. Info@modularwetlands.com For Office Use Only (city) (Zip Code)(Reviewed By) Owner / Management Company (Date) Contact Phone ( )_ Inspector Name Date / / Time AM / PM Weather Condition Additional Notes Yes Depth: Yes No Modular Wetland System Type (Curb, Grate or UG Vault):Size (22', 14' or etc.): Other Inspection Items: Storm Event in Last 72-hours? No Yes Type of Inspection Routine Follow Up Complaint Storm Office personnel to complete section to the left. 2972 San Luis Rey Road, Oceanside, CA 92058 P (760) 433-7640 F (760) 433-3176 Inspection Report Modular Wetlands System Is the filter insert (if applicable) at capacity and/or is there an accumulation of debris/trash on the shelf system? Does the cartridge filter media need replacement in pre-treatment chamber and/or discharge chamber? Any signs of improper functioning in the discharge chamber? Note issues in comments section. Chamber: Is the inlet/outlet pipe or drain down pipe damaged or otherwise not functioning properly? Structural Integrity: Working Condition: Is there evidence of illicit discharge or excessive oil, grease, or other automobile fluids entering and clogging the unit? Is there standing water in inappropriate areas after a dry period? Damage to pre-treatment access cover (manhole cover/grate) or cannot be opened using normal lifting pressure? Damage to discharge chamber access cover (manhole cover/grate) or cannot be opened using normal lifting pressure? Does the MWS unit show signs of structural deterioration (cracks in the wall, damage to frame)? Project Name Project Address Inspection Checklist CommentsNo Does the depth of sediment/trash/debris suggest a blockage of the inflow pipe, bypass or cartridge filter? If yes, specify which one in the comments section. Note depth of accumulation in in pre-treatment chamber. Is there a septic or foul odor coming from inside the system? Is there an accumulation of sediment/trash/debris in the wetland media (if applicable)? Is it evident that the plants are alive and healthy (if applicable)? Please note Plant Information below. Sediment / Silt / Clay Trash / Bags / Bottles Green Waste / Leaves / Foliage Waste:Plant Information No Cleaning Needed Recommended Maintenance Additional Notes: Damage to Plants Plant Replacement Plant Trimming Schedule Maintenance as Planned Needs Immediate Maintenance www.modularwetlands.com Maintenance Report Modular Wetland System, Inc. P. 760.433-7640 F. 760-433-3176 E. Info@modularwetlands.com For Office Use Only (city) (Zip Code)(Reviewed By) Owner / Management Company (Date) Contact Phone ( )_ Inspector Name Date / / Time AM / PM Weather Condition Additional Notes Site Map # Comments: 2972 San Luis Rey Road, Oceanside, CA 92058 P. 760.433.7640 F. 760.433.3176 Inlet and Outlet Pipe Condition Drain Down Pipe Condition Discharge Chamber Condition Drain Down Media Condition Plant Condition Media Filter Condition Long: MWS Sedimentation Basin Total Debris Accumulation Condition of Media 25/50/75/100 (will be changed @ 75%) Operational Per Manufactures' Specifications (If not, why?) Lat:MWS Catch Basins GPS Coordinates of Insert Manufacturer / Description / Sizing Trash Accumulation Foliage Accumulation Sediment Accumulation Type of Inspection Routine Follow Up Complaint Storm Storm Event in Last 72-hours? No Yes Office personnel to complete section to the left. Project Address Project Name Cleaning and Maintenance Report Modular Wetlands System N 8TH STSPINE ROAD S5S6LOT S6 BIORETENTION CELL AND OVERFLOW CONVEYANCE SIZING MAP33301 9th Avenue South, Suite 300 Federal Way, Washington 98003-2600 (206) 431-2300 Fax: (206) 431-2250 Last Saved by: USJS675533 on: Jan 11, 2021 1:57 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\08_RTN-YD-C501-6H.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South C44C501-6H STORM DETAILS RENTON SITE R-401447 Last Saved by: USJS675533 on: Jan 11, 2021 1:57 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\08_RTN-YD-C501-6J.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South C45C501-6J STORM DETAILS RENTON SITE R-401448 Last Saved by: USJS675533 on: Jan 11, 2021 1:57 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\08_RTN-YD-C501-6K.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South C46C501-6K STORM DETAILS RENTON SITE R-401449 Last Saved by: USJS675533 on: Jan 11, 2021 1:58 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\08_RTN-YD-C501-6L.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y 28710MICHAEL G. W RAYSTATE O F WASHIN GTONSTRUC T URAL E N G INEERPROFE SSIONAL E N G IN EERCIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South C47C501-6L STORM DETAILS RENTON SITE R-401450 APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/1/2016 A-43 NO. 31 – BIORETENTION BMP Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Preventive Vegetation Vegetation to be watered and pruned as needed and mulch applied to a minimum of 2 inches to maintain healthy growth. Healthy vegetation growth with full coverage as designed. Bioretention Area Trash and debris Trash and debris in the bioretention area; leaf drop in the fall season. No trash or debris In the bioretention area. Sediment accumulation Sediment accumulation in the bioretention area interfering with infiltration. Water in the bioretention infiltrates as designed. Excessive ponding Standing water in the bioretention area for more than two days. Standing water infiltrates at the desired rate. Inflow restricted Inflow not getting into bioretention; debris/sediment blockage at inlet features; native soil is exposed or other signs of erosion damage is present. Unobstructed and properly routed inflow into bioretention area; inlet is stabilized and appropriately armored. Overflow not controlling excess water Overflow water not controlled by outlet features; native soil is exposed or other signs of erosion damage is present. Outlet features control overflow; overflow is stabilized and appropriately armored. Underdrain not freely flowing Underdrain is not flowing when bioretention area has been infiltrating water. Underdrain flows freely when water is present. Vegetation Poor vegetation coverage Plants not thriving across at least 80% of the entire design vegetated area within the BMP; overly dense vegetation requiring pruning. Healthy water tolerant plants in bioretention area, plants thriving across at least 80% of the entire design vegetated area within the facility. Insufficient vegetation Plants not water tolerant species. Plants are water tolerant. Weeds present Weeds growing in bioretention area. No weeds in bioretention area. Watering not occurring Planting schedule requires frequent watering (approx. weekly Year 1, bimonthly Years 2 and 3) for new facilities, and as needed for established plantings or dry periods Plants are established and thriving Pest control Signs of pests, such as wilting or chewed leaves or bark, spotting or other indicators; extended ponding period encouraging mosquitoes Plant community is pest-free when following an approved Integrated Pest Management plan; bioretention functioning normally and ponding controlled as needed for pest control Containment Berm and Earthen Slopes Erosion Erosion occurring at earthen slopes or containment berm side slope. Erosion on the containment berm and side slopes has been repaired and the cause of the erosion corrected. Voids created by nuisance animals (e.g., rodents) or tree roots Voids affecting berm integrity or creating leaky pond condition Voids have been repaired; facility is free of nuisance animals following an approved Integrated Pest Management plan. Settlement Any part of the containment berm top has less than 6 inches of freeboard from the maximum pond level to the top of the berm. A minimum of 6 inches freeboard from the maximum pond level to the top of the berm. DRAFT APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 12/1/2016 2017 City of Renton Surface Water Design Manual A-44 NO. 31 – BIORETENTION BMP Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Amended Soil Poor soil nutrients Soil not providing plant nutrients. Soil providing plant nutrients. Bare spots Bare spots on soil in bioretention area. No bare spots, bioretention area covered with vegetation or mulch mixed into the underlying soil. Compaction Poor infiltration due to soil compaction in the bioretention area. No soil compaction in the bioretention area. DRAFT APPENDIX H CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN (SWPPP) Construction Stormwater General Permit Stormwater Pollution Prevention Plan (SWPPP) for Boeing Apron R Central Project Prepared for: The Washington State Department of Ecology Northwest Regional Office Permittee / Owner Developer Operator / Contractor The Boeing Company The Boeing Company SKANSKA Project Site Location The Boeing Company 800 N. 6th Street Renton, WA 98055 Certified Erosion and Sediment Control Lead (CESCL) Name Organization Contact Phone Number TBD TBD TBD SWPPP Prepared By Name Organization Contact Phone Number Jourden Makinen, P.E. WSP (206) 431-2351 Steve True, P.E. WSP (206) 431-2339 Mark Loranger The Boeing Company (206) 999-2976 Angella Mickowski The Boeing Company (425)-529-8410 SWPPP Preparation Date February 05, 2021 Project Construction Dates Activity / Phase Start Date End Date Boeing Apron R Central Project July 2021 December 2022 P a g e | 1 Table of Contents 1 Project Information .............................................................................................................. 4 1.1 Existing Conditions ...................................................................................................... 4 1.2 Proposed Construction Activities .................................................................................. 6 2 Construction Stormwater Best Management Practices (BMPs) ........................................... 7 2.1 The 13 Elements .......................................................................................................... 7 2.1.1 Element 1: Preserve Vegetation / Mark Clearing Limits ........................................ 7 2.1.2 Element 2: Establish Construction Access ............................................................ 8 2.1.3 Element 3: Control Flow Rates ............................................................................. 8 2.1.4 Element 4: Install Sediment Controls .................................................................... 9 2.1.5 Element 5: Stabilize Soils ..................................................................................... 9 2.1.6 Element 6: Protect Slopes....................................................................................10 2.1.7 Element 7: Protect Drain Inlets ............................................................................10 2.1.8 Element 8: Stabilize Channels and Outlets ..........................................................10 2.1.9 Element 9: Control Pollutants ...............................................................................10 2.1.10 Element 10: Control Dewatering ..........................................................................13 2.1.11 Element 11: Maintain BMPs .................................................................................14 2.1.12 Element 12: Manage the Project ..........................................................................14 2.1.13 Element 13: Protect Low Impact Development (LID) BMPs .................................17 3 Pollution Prevention Team .................................................................................................18 4 Monitoring and Sampling Requirements ............................................................................19 4.1 Site Inspection ............................................................................................................19 4.2 Stormwater Quality Sampling ......................................................................................19 4.2.1 Turbidity Sampling ...............................................................................................19 4.2.2 pH Sampling ........................................................................................................21 5 Discharges to 303(d) or Total Maximum Daily Load (TMDL) Waterbodies .........................22 5.1 303(d) Listed Waterbodies ..........................................................................................22 5.2 TMDL Waterbodies .....................................................................................................22 6 Reporting and Record Keeping ..........................................................................................23 6.1 Record Keeping ..........................................................................................................23 6.1.1 Site Log Book ......................................................................................................23 6.1.2 Records Retention ...............................................................................................23 6.1.3 Updating the SWPPP ...........................................................................................23 6.2 Reporting ....................................................................................................................24 6.2.1 Discharge Monitoring Reports ..............................................................................24 6.2.2 Notification of Noncompliance ..............................................................................24 P a g e | 2 List of Tables Table 1 – Summary of Site Pollutant Constituents ..................................................................... 6 Table 2 – Pollutants ..................................................................................................................11 Table 3 – pH-Modifying Sources ...............................................................................................12 Table 4 – Dewatering BMPs ......................................................................................................13 Table 5 – Management .............................................................................................................15 Table 6 – Team Information ......................................................................................................18 Table 7 – Turbidity Sampling Method ........................................................................................20 Table 8 – pH Sampling Method .................................................................................................21 List of Appendices Appendix/Glossary A. Site Map B. BMP Detail C. Correspondence D. Site Inspection Form E. Construction Stormwater General Permit (CSWGP) F. National Pollutant Discharge Elimination System Permit (NPDES) G. 303(d) List Waterbodies / TMDL Waterbodies Information H. Contaminated Site Information I. De-Watering Considerations J. Engineering Calculations P a g e | 3 List of Acronyms and Abbreviations Acronym / Abbreviation Explanation 303(d) Section of the Clean Water Act pertaining to Impaired Waterbodies BFO Bellingham Field Office of the Department of Ecology BMP(s) Best Management Practice(s) CESCL Certified Erosion and Sediment Control Lead CO2 Carbon Dioxide CRO Central Regional Office of the Department of Ecology CSWGP Construction Stormwater General Permit CWA Clean Water Act DMR Discharge Monitoring Report DO Dissolved Oxygen Ecology Washington State Department of Ecology EPA United States Environmental Protection Agency ERO Eastern Regional Office of the Department of Ecology ERTS Environmental Report Tracking System ESC Erosion and Sediment Control GULD General Use Level Designation NPDES National Pollutant Discharge Elimination System NTU Nephelometric Turbidity Units NWRO Northwest Regional Office of the Department of Ecology pH Power of Hydrogen RCW Revised Code of Washington SPCC Spill Prevention, Control, and Countermeasure su Standard Units SWMMEW Stormwater Management Manual for Eastern Washington SWMMWW Stormwater Management Manual for Western Washington SWPPP Stormwater Pollution Prevention Plan TESC Temporary Erosion and Sediment Control SWRO Southwest Regional Office of the Department of Ecology TMDL Total Maximum Daily Load VFO Vancouver Field Office of the Department of Ecology WAC Washington Administrative Code WSDOT Washington Department of Transportation WWHM Western Washington Hydrology Model P a g e | 4 1 Project Information Project/Site Name: Boeing Apron R Central Project Street/Location: 800 N. 6th Street City: Renton State: WA Zip code: 98005 Subdivision: N/A Receiving waterbody: Lake Washington The proposed project is located at The Boeing Commercial Airplane 737 Airplane Production Renton Plant, which is on the southern shore of Lake Washington, within the city limits of Renton, Washington. The facility is bordered by the Cedar River to the west and Logan Avenue to the east. The City of Renton Stadium is located directly south of the Boeing Renton Production Plant. The surrounding land use is predominantly commercial, industrial, and retail. The City of Renton Municipal Airport is adjacent to the project site on the western bank of the Cedar River. The Landing, a mixed-use development, a newly constructed hotel and parking garage, and an outdoor storage yard are located just east of the site. A site vicinity map is provided in Appendix A. The project site is located at the northern extent of The Boeing Renton Production Plant, adjacent to the northwest corner of Building 4-81 and just south of Apron R. Apron R is a large open-paved space used to provide a transportation corridor for aircraft, personnel, and material from the end of several key production lines to the Renton Municipal Airport via a bridge crossing the Cedar River. Utility improvements, drainage improvements, regrading, and repaving of Apron R are proposed as a part of a separate project. Previously known as the Mitigation Hangar project, the newly named Apron R Central project will not construct a building extension off the 4-81 Building. The Apron R Central project will include the abandonment of an existing 80,000-gallon combined oil/water separator and wet vault, construction of a new combined bypass and oil/water separator vault, new modular wetland water-quality treatment vaults, construction of new bio-retention cells, abandonment of existing storm conveyance pipe, abandonment of existing utilities, and construction of new connections to the existing fire protection system. See Appendix A for the developed site map. 1.1 Existing Conditions The Apron R Central project site is currently used for parts storage directly adjacent to Building 4-81 on the eastern extent of the site. Aircraft staging stalls (known as the CI Area) are located on the western end of the project site. A two-way vehicular drive aisle and a dedicated pedestrian path separates these two main areas of use. An existing employee parking area is located at the southern end of the project site. The entire project site is impervious in its current condition. Its topography is relatively flat, with slopes generally ranging from less than 1 percent to no more than 5 percent. Site runoff from the project site generally flows to the north and discharges to Lake Washington via a closed conveyance system. An 80,000-gallon existing combined oil/water separator and wet vault system constructed in the 1990s is located in the northwest corner of the project site. This vault was designed to provide P a g e | 5 water-quality treatment for the paved area between Building 4-81 and Buildings 4-20/4-21 and bypass flows above the required design flow via a diversion vault. This system will be demolished and abandoned as a part of the Apron R Central project and will be replaced with a combined oil/water separator and bypass vault and a manifold modular wetland vault system that will provide oil control and enhanced water quality treatment to this area. The Boeing Commercial Airplane 737 Airplane Production Renton Plant operates 24 hours a day, 365 days a year. The industrial activities that occur at the project site require the Boeing Renton Production Plant facilities to participate in a statewide Industrial Stormwater General Permit (ISGP) and maintain a stormwater pollution prevention plan (SWPPP) meeting the requirements of the Washington State Department of Ecology (Ecology). According to the geotechnical report prepared by S & EE on 22 June 2018, the project site is underlain by 5 to 7 feet of compacted structural fill over alluvial soils consisting of loose- to medium-dense silty sand and peat that extend to depths of greater than 100 feet. Because of its close proximity to Lake Washington, groundwater elevations within the project site follow the water level of the lake, which is controlled at the Ballard Locks by the U.S. Army Corps of Engineers. The water level varies from approximately 3 feet below grade in the summer months to 5 feet below grade in the winter months. Contaminated soils were identified on the Boeing Renton Production Plant site in 1990. Ongoing soils testing has identified that contaminants in the project vicinity are below reportable levels. Soil and groundwater testing will be performed prior to disposal of site spoils or off-site discharge of groundwater from dewatering efforts. Existing utilities within the project limits include fire protection water mains and production support utilities that feed compressed air, potable water, power, and communications to aircraft staging areas to facilitate light manufacturing activities. Existing lighting for the project is provided by building mount fixtures on Building 4-81 and poles located in the parking area on the southern extent of the project site. P a g e | 6 Total acreage (including support activities such as off-site equipment staging yards, material storage areas, borrow areas). Table 1-1. Project Site Surface Cover Existing Developed Square Feet Acres Square Feet Acres Project Site 100,678 2.311 100,678 2.311 Pervious 0 0 0 0.000 Impervious 100,678 2.311 100,678 2.311 New Impervious 0 0.000 New Pollution Generating Impervious 0 0.000 Removed Pollution Generating Impervious 100,678 2.311 Replaced Pollution Generating Impervious 100,678 2.311 Drainage patterns: Direct Discharge to Lake Washington via existing outfalls. Existing Vegetation: Minimal to none on the the project site. Critcal Areas: (wetland, streams, high erosion risk, steep slopes) Lake Washington and adjacent vegetated DNR property. List of known impairments for 303(d) listed or Total Maximum Daily Load (TMDL) for the receiving waterbody: Bacteria Table 1 includes a list of suspected and/or known contaminants associated with the construction activity. Table 1 – Summary of Site Pollutant Constituents Constituent (Pollutant) Location Depth Concentration (ug/L) Bacteria Lake Washington N/A N/A 1.2 Proposed Construction Activities The proposed improvements included in the Apron R Central project are focused on the removal of the existing 80,000-gallon combined oil/water separator and wet vault and construction of new water quality facilities. Site improvements will include abandoning and replacing underground drainage and utility systems, providing new water quality and oil control facilities, and placing new pavement for ongoing manufacturing activities. P a g e | 7 The project area on the north side (known as the CI Area) will be graded to facilitate new stormwater facilities to support ongoing aircraft manufacturing activities. Oil control and water quality treatment facilities designed as a part of the Apron R project will provide oil control and enhanced water quality treatment for runoff from the CI Area. South of the CI Area, collection basins and conveyance piping will direct runoff from the 5.529-acre area bounded by Building 4-81, Building 4-17, Building 4-20, and the CI Area to a new combined oil/water separator and bypass vault and manifold modular wetland system for oil control and enhanced water quality treatment. No new impervious or pollution generating impervious area will be created by the proposed improvements. Additional improvements will include the construction of bioretention cells to the south of the main project site in Parking Lot 6. In the developed condition, the Boeing Apron R - Central project site will contribute surface water runoff to two separate outfalls (Outfall 004A and Outfall 004) and two separate basins (27 and 58). Both Basins 27 and 58 extend beyond the project limits, conveying Boeing Renton Production Plant runoff to Lake Washington from areas south of the project site. Improvements constructed as a part of the Apron R project directly downstream of the project site included both conveyance system and outfall improvements, as well as new oil control and water quality treatment facilities. 2 Construction Stormwater Best Management Practices (BMPs) All BMP numbers listed below correspond to the Department of Ecology’s 2014 Stormwater Management Manual for Western Washington and shall be installed, maintained, and removed in accordance with said manual. TESC Plans showing proposed BMP locations are included in Appendix A. The SWPPP is a living document reflecting current conditions and changes throughout the life of the project. These changes may be informal (i.e., hand-written notes and deletions). Update the SWPPP when the CESCL has noted a deficiency in BMPs or deviation from original design. 2.1 The 13 Elements 2.1.1 Element 1: Preserve Vegetation / Mark Clearing Limits To protect adjacent buildings, pavement areas, and vegetated areas, site work limits will be coordinated with Boeing Site Services and Construction Management. Construction fencing will be installed to clearly designate the construction and laydown area, and shall be installed prior to the start of construction work. Clear construction limits will be critical because of the adjacent Apron R project and the constantly shifting airplane tow path. Boeing manufacturing work and construction will be occurring at the same time in the project site at close proximity. BMPs implemented to control and mark work areas will be coordinated with Boeing Construction Management and Site Services prior to implementation. Sediment Fence may also be used to mark the construction limits if in accordance with BMP C103 requirements. The BMPs relevant to marking the work limits that will be applied for this project include: P a g e | 8 · Construction Fencing/Barricades (as coordinated and approved by Boeing) · High Visibility Fence (BMP C103) · Sediment Fence (BMP C233) 2.1.2 Element 2: Establish Construction Access The project site is nearly completely paved, and construction access will be via existing paved drive aisles and interior roadways. Construction access, main haul routes, and the airplane tow path will need to be maintained throughout construction and all phases of work. A construction traffic plan will be prepared by the contractor to coordinate construction access with Boeing Construction Management and Site Services. Within each project task designated work area, existing drive aisles will be used for construction access, and designated areas within the project site will be used for construction staging and soil stockpile. Proposed staging/stockpile areas will be marked on the TESC plans by the contractor (see Appendix A and Section 2.1.4). A construction staging area North of the 4-41 building will be used throughout the entirety of the project (see Appendix A for staging area location). Excavation work includes pavement demolition, existing vault demolition, building foundation excavation, utilities construction/trenching and utilities structures installation. Sweeping and cleaning will be done to prevent sediment from entering area storm structures and State receiving waters (Lake Washington) in addition to removing Foreign Object Debris (FOD) from the Apron as required by Boeing for airplane integrity. All wash wastewater will be controlled on the site, and area catch basins protected from such wash wastewater. The specific BMPs related to establishing construction access that will be used include: · Stabilized Construction Entrance (Existing paved drives) · Wheel Wash (BMP C106) · Rumble Strip (BMP C105) 2.1.3 Element 3: Control Flow Rates In order to protect properties and waterways downstream of the project construction site, stormwater discharge from the site will be controlled to match the existing condition. Stormwater run-off from the project site is collected via catch basins and is discharged via a closed conveyance system directly into Lake Washington, which is a flow control exempt receiving water. Flow rate and discharge locations will match current conditions. No permanent stormwater retention or detention ponds will be constructed. No increase in impervious areas that will alter site hydrology is anticipated during or after the construction of the proposed improvements that will create flooding or erosion concerns at the project site’s outfall locations. Catch basins within the project site shall be protected from sediment as indicated in Section 2.1.4 below. If the existing system is deemed to be ineffective during construction to satisfy the requirements set forth in the General NPDES Permit (see Appendix F) for controlling flows, the Certified Erosion and Sediment Control Lead (CESCL) will promptly initiate the implementation of one or more alternative BMPs, including: · Flow Control BMP (i.e., Baker Tanks) · Infiltration Injection (see Section 2.1.10) P a g e | 9 2.1.4 Element 4: Install Sediment Controls All stormwater runoff from disturbed areas will pass through an appropriate sediment removal BMP before leaving the construction site area. During construction, the amount of disturbed area will be limited to prevent sedimentation. Proposed soil stockpile areas will be located on existing asphalt pavement or where space is available. All soil stockpiles will be coordinated with Boeing Construction Management and Site Services before implementation. The locations of soil stockpiles shall be marked on the TESC plans located in Appendix A. These locations will be updated by the contractor as necessary to reflect changes in their location as directed and coordinated with Boeing. Plastic sheeting will be laid under the soil stockpiles, and triangular silt dikes (geotextile encased check dams) secured to the pavement will be installed for sedimentation and erosion control. The specific BMPs to be used for controlling sediment include: · Straw Wattles/ Compost Socks (BMP C235) · Triangular Silt Dike (Geotextile Encased Check Dam) (BMP C208) · Diversion Dike (BMP C200) · Plastic Cover (BMP C123) · Storm Drain Inlet Protection (BMP C220) · Portable Water Storage Tanks (e.g., Baker Tank for sedimentation prior to release to King County sanitary sewer system if construction dewatering is routed to the sanitary sewer system) · Construction Stormwater Chemical Treatment, Chitosan Filtration System · Infiltration Injection (see Section 2.1.10) 2.1.5 Element 5: Stabilize Soils Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent erosion throughout construction. The specific BMPs for soil stabilization that will be used include: · Dust Control (BMP C140) · Plastic Covering (BMP C123) · Surface Roughening (BMP C130) · (See also Section 2.1.4 above) The project site is located west of the Cascade Mountain Crest. As such, no soils shall remain exposed and unworked for more than 7 days during the dry season and not more than 2 days during the wet season (see table below). Regardless of the time of year, all soils will be stabilized at the end of the shift and before a holiday or weekend. In general, cut and fill slopes will be stabilized as soon as possible and the soil stockpile area will be covered with plastic sheeting. All stockpiled soils shall be stabilized from erosion, protected with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. West of the Cascade Mountains Crest Season Dates Number of Days Soils Can be Left Exposed P a g e | 10 During the Dry Season May 1 – September 30 7 days During the Wet Season October 1 – April 30 2 days Soils must be stabilized at the end of the shift before a holiday or weekend. 2.1.6 Element 6: Protect Slopes All cut and fill slopes will be designed, constructed, and protected in a manner that minimizes erosion. The following specific BMPs will be used to protect slopes at wall and trench excavations if required: · Plastic Cover (BMP C123) · Nets and Blankets (BMP C122) · Surface Roughening (BMP C130) 2.1.7 Element 7: Protect Drain Inlets All adjacent existing and newly constructed storm drain inlets, trench drains, slot drains, bioretention cell inlets, and catch basins operable during construction shall be protected to prevent unfiltered or untreated water from entering the stormwater conveyance system(s). The first priority is to keep all construction areas clean of sediment, and keep pavement wash waste water from entering storm drains until treatment can be provided. The following inlet protection measures will be applied: · Storm Drain Inlet Protection (BMP C220) 2.1.8 Element 8: Stabilize Channels and Outlets Where site runoff is to be conveyed in channels, or discharged to a stream or some other natural drainage point, efforts will be taken to prevent downstream erosion. The specific BMPs for channel and outlet stabilization that shall be used on this project include: · No BMPs anticipated to be implemented. This construction project is located on a nearly fully paved site. Drainage will discharge to the downstream receiving water (Lake Washington) via a manmade closed conveyance system. Drainage will, as in the existing condition, be directed to the Apron R conveyance systems, which will be protected from sediment as specified in Section 2.1.7 above. See also Section 2.1.3 above addressing control of flows from the construction site. Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent stream banks, slopes, and downstream reaches, will be installed at the outlets of all conveyance systems. 2.1.9 Element 9: Control Pollutants P a g e | 11 Contaminated soils were identified on the Boeing Renton Site in 1990. There are soil monitoring locations and areas of potential contaminated soils within the project limits (see Appendix H). Previous data shows constituent pollutants in the groundwater and soils contained within the project site at below reportable levels. However, if groundwater or soil pollutants are detected at reportable levels through the course of construction, it is the responsibility of the CESCL to promptly initiate the implementation of specific BMPs to treat the pollutants. There will also be several pollutants of concern arising from general construction activities. The following pollutants are anticipated to be present on-site: Table 2 – Pollutants Pollutant (List pollutants and source, if applicable) Vehicles, Equipment, Petroleum Storage and Dispensing Chemicals and Chemical Storage Dewatering Waste Demolition Materials and Waste Concrete and Grout Sanitary Wastewater Contaminated Soils Solid Waste All pollutants, including waste materials and demolition debris occurring on the construction site, will be handled and disposed of in a manner that does not cause contamination of stormwater. Good housekeeping and preventative measures will be taken to ensure that the site will be kept clean, well-organized, and free of debris. If required, BMPs to be implemented to control specific sources of pollutants are discussed below, and will be coordinated by the CESCL with Boeing Construction Management, Environmental, Health and Safety (EHS) and Site Services prior to implementation. Vehicles, construction equipment, and/or petroleum product storage/dispensing: · All vehicles, equipment, and petroleum product storage/dispensing areas will be inspected regularly to detect any leaks or spills, and to identify maintenance needs to prevent leaks or spills. · On-site fueling tanks and petroleum product storage containers shall include secondary containment. · Spill prevention measures, such as drip pans, will be used when conducting maintenance and repair of vehicles or equipment. · In order to perform emergency repairs on site, temporary plastic will be placed beneath and, if raining, over the vehicle. · Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Chemical storage: · Any chemicals stored in the construction areas will conform to the appropriate source control BMPs listed in Volume IV of the Ecology stormwater manual. In Western WA, all chemicals shall have cover, containment, and protection provided on site, per BMP C153 for Material Delivery, Storage and Containment. P a g e | 12 · Application of agricultural chemicals, including fertilizers and pesticides, shall be conducted in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Manufacturers’ recommendations for application procedures and rates shall be followed. Excavation and tunneling spoils dewatering waste: · Dewatering BMPs and BMPs specific to the excavation (including handling of contaminated groundwater) are discussed under Element 10. Demolition: · Dust released from any demolition work will be controlled using Dust Control measures (BMP C140). · Storm drain inlets vulnerable to stormwater discharge carrying dust, soil, or debris will be protected using Storm Drain Inlet Protection (BMP C220 as described above for Element 7). · Process water and slurry resulting from sawcutting and surfacing operations will be prevented from entering the waters of the State by implementing Sawcutting and Surfacing Pollution Prevention measures (BMP C152). Concrete and grout: · Process water and slurry resulting from concrete work will be prevented from entering the waters of the State by implementing Concrete Handling measures (BMP C151). Sanitary wastewater: · Portable sanitation facilities will be firmly secured, regularly maintained, and emptied when necessary. · Wheel wash wastewater will be discharged to a separate on-site treatment system or to the sanitary sewer as part of Wheel Wash implementation (BMP C106). Solid Waste: · Solid waste will be stored in secure, clearly marked containers. Other: · Other BMPs will be administered as necessary to address any additional pollutant sources on site Table 3 – pH-Modifying Sources None Bulk cement Cement kiln dust Fly ash P a g e | 13 Other cementitious materials New concrete washing or curing waters Waste streams generated from concrete grinding and sawing Exposed aggregate processes Dewatering concrete vaults Concrete pumping and mixer washout waters Recycled concrete Recycled concrete stockpiles Other (i.e., calcium lignosulfate) [please describe: ] Concrete trucks must not be washed out onto the ground, or into storm drains, open ditches, streets, streams, or lakes. Excess concrete must not be dumped on-site, except in designated concrete washout areas with appropriate BMPs installed. 2.1.10 Element 10: Control Dewatering A dewatering plan will be prepared for the project area. Groundwater testing protocol shall be coordinated prior to beginning any excavation work with Boeing Environmental, Health and Safety (EHS). Dewatering drainage will be discharged via several different methods. Proposed infiltration injection sites, as indicated in Appendix I, will allow dewatering drainage to be discharged directly back into the ground via infiltration. In locations where infiltration injection is not possible, water from dewatering activities may be discharged to the onsite private storm sewer system, once treated through a chitosan filtration system (see Appendix H). However if water from excavations is determined to be contaminated above acceptable levels to release to the onsite private storm sewer system, this water will be pumped to portable tanks (e.g., Baker Tanks) for sediment settling and appropriate treatment before being discharged to the King County sanitary sewer system or discharged directly to Lake Washington. If one of these methods is not sufficient, the contractor may truck the contaminated dewatering drainage to an approved off-site facility for treatment. The off-site facility and transport methods shall be coordinated prior to beginning any trucking of contaminated water with Boeing Environmental, Health and Safety (EHS), and City of Renton officials. All dewatering drainage must meet the standard water quality requirements (as seen in Section 4.2 of this plan) before discharged into Lake Washington. An Industrial Waste Program Construction Dewater Form application will be completed and submitted to EHS for their review and submittal to King County for approval prior to any discharge to King County’s sanitary sewer system. A copy of the approved Construction Dewater Permit will be posted prior to any excavation/dewatering work at the construction site. The BMPs to be used for pollutant removal and turbidity reduction prior to release to the private storm sewer system, and sediment trapping and turbidity reduction prior to release to the King County sanitary sewer system include the following: · Portable Tanks (e.g., Baker Tanks) (BMP C 240) · Concrete Handling (BMP C151) P a g e | 14 · Construction Stormwater Chemical Treatment, Chitosan Filtration System · Infiltration Injection (see Appendix I information and Appendix B for details) · Truck Off-Site to Approved Disposal Facility Table 4 – Dewatering BMPs Infiltration Transport off-site in a vehicle (vacuum truck for legal disposal) Ecology-approved on-site chemical treatment or other suitable treatment technologies Sanitary or combined sewer discharge with local sewer district approval (last resort) Use of sedimentation bag with discharge to ditch or swale (small volumes of localized dewatering) 2.1.11 Element 11: Maintain BMPs All temporary and permanent Erosion and Sediment Control (ESC) BMPs shall be maintained and repaired as needed to ensure continued performance of their intended function. Maintenance and repair shall be conducted in accordance with each particular BMP specification (see Volume II of the SWMMWW or Chapter 7 of the SWMMEW). Visual monitoring of all BMPs installed at the site will be conducted at least once every calendar week and within 24 hours of any stormwater or non-stormwater discharge from the site. If the site becomes inactive and is temporarily stabilized, the inspection frequency may be reduced to once every calendar month. All temporary ESC BMPs shall be removed within 30 days after final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be stabilized on-site or removed. Disturbed soil resulting from removal of either BMPs or vegetation shall be permanently stabilized. Additionally, protection must be provided for all BMPs installed for the permanent control of stormwater from sediment and compaction. BMPs that are to remain in place following completion of construction shall be examined and restored to full operating condition. If sediment enters these BMPs during construction, the sediment shall be removed and the facility shall be returned to conditions specified in the construction documents. 2.1.12 Element 12: Manage the Project The project will be managed based on the following principles: · Projects will be phased to the maximum extent practicable and seasonal work limitations will be taken into account. P a g e | 15 o From January 1 through April 30 clearing, grading, and other soil disturbing activities shall comply with wet season BMPs approved by Ecology for use, and shall comply with Boing and local permitting authority requirements in order to prevent silt-laden runoff from leaving the construction site work area through a combination of the following: Exposed work soil areas/stockpiles will be covered with plastic. The use of ditching, sumps, dewatering, and other measures will be employed as necessary to allow proper completion of the construction work. Grading and earthwork will not be accomplished during periods of heavy, continuous rainfall. From January through April 30, no soils will remain exposed and un- worked for more than two (2) days. Daily visual monitoring of BMPs will be done. o Based on the information provided and/or local weather conditions, the local permitting authority may expand or restrict the seasonal limitation on site disturbance. o The following activities are exempt from the seasonal clearing and grading limitations: Routine maintenance and necessary repair of erosion and sediment control BMPs; and, Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover or other surface cover to soil. · Inspection and monitoring: o Inspection, maintenance and repair of all BMPs will occur as needed to ensure performance of their intended function. o Site inspections and monitoring will be conducted in accordance with Special Condition S4 of the CSWGP. Sampling locations are indicated on the Site Map. Sampling station(s) are located in accordance with applicable requirements of the CSWGP. · Maintain an updated SWPPP. o The SWPPP will be updated, maintained, and implemented in accordance with Special Conditions S3, S4, and S9 of the CSWGP. As site work progresses the SWPPP will be modified routinely to reflect changing site conditions. The SWPPP will be reviewed monthly to ensure the content is current. Table 5 – Management Design the project to fit the existing topography, soils, and drainage patterns Emphasize erosion control rather than sediment control Minimize the extent and duration of the area exposed Keep runoff velocities low Retain sediment on-site P a g e | 16 Thoroughly monitor site and maintain all ESC measures Schedule major earthwork during the dry season Other (please describe) P a g e | 17 2.1.13 Element 13: Protect Low Impact Development (LID) BMPs The Boeing Apron R – Central Project site is exempt from flow control requirements using the Direct Discharge Exemption, in accordance with Section 1.2.3.1 and therefore does not need to achieve the Low Impact Development (LID) Performance Standard, or consider bioretention, permeable pavement, and full dispersion. However, a series of bioretention cells will be constructed as part of this project in Parking Lot 6 of the Boeing Renton site. The bioretention cells shall be protected from sediment and other pollutants by covering the inlet location per Element 7 Section 2.1.7 above. P a g e | 18 3 Pollution Prevention Team Table 6 – Team Information Title Name(s) Phone Number Certified Erosion and Sediment Control Lead (CESCL) To Be Determined To Be Determined Resident Engineer To Be Determined To Be Determined Emergency Ecology Contact Northwest Region (425) 649-7000 Emergency Permittee/ Owner Contact Brook Emery Mark Clement (425) 919-3031 (206) 617-2944 Non-Emergency Owner Contact Tom Doty 210-480-7006 Monitoring Personnel To Be Determined To Be Determined Ecology Regional Office Northwest Region (425) 649-7000 P a g e | 19 4 Monitoring and Sampling Requirements Monitoring includes visual inspection, sampling for water quality parameters of concern, and documentation of the inspection and sampling findings in a site log book. A site log book will be maintained for all on-site construction activities and will include: · A record of the implementation of the SWPPP and other permit requirements · Site inspections · Stormwater sampling data A blank Site Inspection Form can be found under Appendix D. Numeric effluent limits may be required for certain discharges to 303(d) listed waterbodies. See CSWGP Special Condition S8 and Section 5 of this plan. 4.1 Site Inspection Site inspections will be conducted at least once every calendar week and within 24 hours following any discharge from the site. For sites that are temporarily stabilized and inactive, the required frequency is reduced to once per calendar month. The site inspector (CESCL) will record each site inspection using the site log Inspection Checklist form provided in Appendix E. The site inspection log (Inspection Checklist form(s)) may be separated from this SWPPP document, but will be maintained on-site or within reasonable access to the site and be made available upon request to Boeing Construction Management, EHS, Site Services, and Ecology or other local jurisdiction having authority. The discharge point(s) will be drawn on the Site Map (see Appendix A) by the Contractor and will be updated throughout the project as required by on-site conditions in accordance with the applicable requirements of the CSWGP. 4.2 Stormwater Quality Sampling 4.2.1 Turbidity Sampling Turbidity sampling and monitoring shall be conducted during the entire construction phase of the project. Sampling will be done within 24 hours of any discharge from the project site and at least once per calendar week. The contractor shall choose an appropriate sampling location for each phase of the project. The contractor shall note sampling points on the Site Plan provided in Appendix A of this SWPPP document. Turbidity sampling will follow the analytical methodologies described in Section S4 of the General Permit. Turbidity analysis will be done with a calibrated turbidity meter either on site or at the Boeing Environmental Lab. Results will be recorded in the site log book (see Appendix D). P a g e | 20 Method for sampling turbidity: Table 7 – Turbidity Sampling Method Turbidity Meter/Turbidimeter (required for disturbances 5 acres or greater in size) Transparency Tube (option for disturbances less than 1 acre and up to 5 acres in size) The benchmark for turbidity value is 25 nephelometric turbidity units (NTU) and a transparency less than 33 centimeters. If the discharge’s turbidity is 26 to 249 NTU or the transparency is less than 33 cm but equal to or greater than 6 cm, the following steps will be conducted: 1. Review the SWPPP for compliance with Special Condition S9. Make appropriate revisions within 7 days of the date the discharge exceeded the benchmark. 2. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible. Address the problems within 10 days of the date the discharge exceeded the benchmark. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when the Permittee requests an extension within the initial 10-day response period. 3. Document BMP implementation and maintenance in the site log book. If the turbidity exceeds 250 NTU or the transparency is 6 cm or less at any time, the following steps will be conducted: · Telephone or submit an electronic report to the applicable Ecology Region’s Environmental Report Tracking System (ERTS) within 24 hours. · Central Region (Benton, Chelan, Douglas, Kittitas, Klickitat, Okanogan, Yakima): (509) 575-2490 or http://www.ecy.wa.gov/programs/spills/forms/nerts_online/CRO_nerts_online.html · Eastern Region (Adams, Asotin, Columbia, Ferry, Franklin, Garfield, Grant, Lincoln, Pend Oreille, Spokane, Stevens, Walla Walla, Whitman): (509) 329-3400 or http://www.ecy.wa.gov/programs/spills/forms/nerts_online/ERO_nerts_online.html · Northwest Region (King, Kitsap, Island, San Juan, Skagit, Snohomish, Whatcom): (425) 649-7000 or http://www.ecy.wa.gov/programs/spills/forms/nerts_online/NWRO_nerts_online.html · Southwest Region (Clallam, Clark, Cowlitz, Grays Harbor, Jefferson, Lewis, Mason, Pacific, Pierce, Skamania, Thurston, Wahkiakum,): (360) 407-6300 or http://www.ecy.wa.gov/programs/spills/forms/nerts_online/SWRO_nerts_online.html · Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible. Address the problems within 10 days of the date the discharge exceeded the benchmark. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when the Permittee requests an extension within the initial 10-day response period P a g e | 21 · Document BMP implementation and maintenance in the site log book. · Continue to sample discharges daily until one of the following is true: · Turbidity is 25 NTU (or lower). · Transparency is 33 cm (or greater). · Compliance with the water quality limit for turbidity is achieved. o 1 - 5 NTU over background turbidity, if background is less than 50 NTU o 1% - 10% over background turbidity, if background is 50 NTU or greater · The discharge stops or is eliminated. 4.2.2 pH Sampling pH monitoring is required for “Significant concrete work” (i.e., greater than 1000 cubic yards poured concrete over the life of the project). The use of recycled concrete or engineered soils (soil amendments including but not limited to Portland cement-treated base [CTB], cement kiln dust [CKD] or fly ash) also requires pH monitoring. Samples will be collected weekly at the monitoring point (see the Site Plan in Appendix A) prior to discharge to the site closed conveyance storm drainage system, which outfalls to Lake Washington. For significant concrete work, sampling and monitoring for pH will begin when concrete is first poured and exposed to precipitation, and will continue weekly throughout and after the concrete pour and curing period until fully cured (3 weeks from last pour) and discharges are documented to be between pH 6.5 to 8.5 (standard units, su). For engineered soils and recycled concrete, pH sampling begins when engineered soils or recycled concrete are first exposed to precipitation and continues until the area is fully stabilized. If the measured pH is 8.5 or greater, the following measures will be taken: 1. Prevent high pH water from entering storm sewer systems or surface water. 2. Adjust or neutralize the high pH water to the range of 6.5 to 8.5 su using appropriate technology such as carbon dioxide (CO2) sparging (liquid or dry ice). 3. Written approval will be obtained from Ecology prior to the use of chemical treatment other than CO2 sparging or dry ice. Method for sampling pH: Table 8 – pH Sampling Method pH meter pH test kit Wide range pH indicator paper P a g e | 22 5 Discharges to 303(d) or Total Maximum Daily Load (TMDL) Waterbodies 5.1 303(d) Listed Waterbodies Is the receiving water 303(d) (Category 5) listed for turbidity, fine sediment, phosphorus, or pH? Yes No List the impairment(s): Total Phosphorus, Bacteria Because Lake Washington is listed for Total Phosphorus and Bacteria TMDL Section S8.D and S8.C from the CSWGP apply (see Appendix E). 5.2 TMDL Waterbodies Waste Load Allocation for CWSGP discharges: · 25 NTUs, at the point where stormwater is discharged from the site, or in compliance with the surface water quality standard for turbidity (see CSWGP S8.C.2.a). · pH of stormwater discharge in the range of 6.5 – 8.5. Turbidity and pH levels entering Lake Washington will be monitored per the CSWGP and Section 4 of the plan. The BMPs used to keep these pollutants below the specified Waste Load Allocation are described in full in Section 2 regarding the Construction Best Management Practices in this plan. Discharges to TMDL receiving waterbodies will meet in-stream water quality criteria at the point of discharge. The Construction Stormwater General Permit Proposed New Discharge to an Impaired Water Body form is included in Appendix F. P a g e | 23 6 Reporting and Record Keeping 6.1 Record Keeping 6.1.1 Site Log Book A site log book will be maintained for all on-site construction activities and will include: · A record of the implementation of the SWPPP and other permit requirements · Site inspections · Sample logs Site inspections will be conducted at least once a week and within 24 hours following any discharge from the site. For sites with temporary stabilization measures, the site inspection frequency can be reduced to once every month. The site inspector (CESCL) will record each site inspection using the site log Inspection Checklist form provided in Appendix E. The site inspection log (Inspection Checklist form(s)) may be separated from this SWPPP document, but will be maintained on-site or within reasonable access to the site and be made available upon request to Boeing Construction Management, EHS, Site Services, and Ecology or other local jurisdiction having authority. 6.1.2 Records Retention Records will be retained during the life of the project and for a minimum of three (3) years following the termination of permit coverage in accordance with Special Condition S5.C of the CSWGP. Permit documentation to be retained on-site: · CSWGP · Permit Coverage Letter · SWPPP · Site Log Book Permit documentation will be provided within 14 days of receipt of a written request from Ecology. A copy of the SWPPP or access to the SWPPP will be provided to the public when requested in writing in accordance with Special Condition S5.G.2.b of the CSWGP. 6.1.3 Updating the SWPPP The SWPPP will be modified if: · Found ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. P a g e | 24 · There is a change in design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the State. The SWPPP will be modified within seven (7) days if inspection(s) or investigation(s) determine additional or modified BMPs are necessary for compliance. An updated timeline for BMP implementation will be prepared. 6.2 Reporting 6.2.1 Discharge Monitoring Reports Cumulative soil disturbance is one (1) acre or larger; therefore, Discharge Monitoring Reports (DMRs) will be submitted to Ecology monthly. If there was no discharge during a given monitoring period the DMR will be submitted as required, reporting “No Discharge”. The DMR due date is fifteen (15) days following the end of each calendar month. DMRs will be reported online through Ecology’s WQWebDMR System. 6.2.2 Notification of Noncompliance If any of the terms and conditions of the permit is not met, and the resulting noncompliance may cause a threat to human health or the environment, the following actions will be taken: 1. Ecology will be notified within 24-hours of the failure to comply by calling the applicable Regional office ERTS phone number (Regional office numbers listed below). 2. Immediate action will be taken to prevent the discharge/pollution or otherwise stop or correct the noncompliance. If applicable, sampling and analysis of any noncompliance will be repeated immediately and the results submitted to Ecology within five (5) days of becoming aware of the violation. 3. A detailed written report describing the noncompliance will be submitted to Ecology within five (5) days, unless requested earlier by Ecology. Anytime turbidity sampling indicates turbidity is 250 NTUs or greater, or water transparency is 6 cm or less, the Ecology Regional office will be notified by phone within 24 hours of analysis as required by Special Condition S5.A of the CSWGP. · Northwest Region at (425) 649-7000 for Island, King, Kitsap, San Juan, Skagit, Snohomish, or Whatcom County · Central Region at (509) 575-2490 for Benton, Chelan, Douglas, Kittitas, Klickitat, Okanogan, or Yakima County · Eastern Region at (509) 329-3400 for Adams, Asotin, Columbia, Ferry, Franklin, Garfield, Grant, Lincoln, Pend Oreille, Spokane, Stevens, Walla Walla, or Whitman County · Southwest Region at (360) 407-6300 for Clallam, Clark, Cowlitz, Grays Harbor, Jefferson, Lewis, Mason, Pacific, Pierce, Skamania, Thurston, or Wahkiakum P a g e | 25 Include the following information: 1. Your name and / Phone number 2. Permit number 3. City / County of project 4. Sample results 5. Date / Time of call 6. Date / Time of sample 7. Project name In accordance with Special Condition S4.D.5.b of the CSWGP, the Ecology Regional office will be notified if chemical treatment other than CO2 sparging is planned for adjustment of high pH water. P a g e | 26 Appendix/Glossary A. Site Map B. BMP Detail C. Correspondence D. Site Inspection Form E. Construction Stormwater General Permit (CSWGP) F. National Pollutant Discharge Elimination System Permit (NPDES) G. 303(d) List Waterbodies / TMDL Waterbodies Information H. Contaminated Site Information I. De-Watering Considerations J. Engineering Calculations P a g e | 27 Storm Water Pollution Prevention Plan Boeing Apron R – Central Project Renton, Washington Appendix A Site Map PROJECT AREACONTROL POINT°LAT:-122.209723°LONG:47.500763°VICINITY MAPSCALE:NTS PARKING GARAGEABOVE CINEMA ABOVE HOTEL ABOVEHOTEL ABOVE 11K 6K 16K 4K 33.5K25K 6K PARKING GARAGE 9.5K 30K 8K 10K 17.5K 10K LOADING LOADING LOADING 55K21K18K11.5K 42.5K 14K 10-80 HUB 23.5K 26K 14K C103ANCHOR125KRETAILC101ANCHORJUNIORC102 RETAILC100 ANCHORJUNIORB101 FITNESSB100 RETAILB103 ANCHORJUNIORB104 ANCHORJUNIORB105 GROCERB106 RETAILB109 RETAILB110 RETAILB108 RETAILB107 RETAILA100 RETAIL A101 RETAILA102 RETAILA107 RETAILA105 LOBBYCINEMA RETAILA104 RETAILB102 RETAILB111 ABOVEOFFICES ABOVEOFFICES LANELANELast Saved by: USJS675533 on: Jan 11, 2021 1:42 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\03_RTN-YD-C501-2A.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South C19C501-2A TEMPORARY EROSION AND SEDIMENT CONTROL PLAN RENTON SITE R-401422 Last Saved by: USJS675533 on: Jan 11, 2021 1:42 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\03_RTN-YD-C501-2B.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South PARKING GARAGEABOVE CINEMA ABOVE HOTEL ABOVEHOTEL ABOVE 11K 6K 16K 4K 33.5K25K 6K PARKING GARAGE 9.5K 30K 8K 10K 17.5K 10K LOADING LOADING LOADING 55K21K18K11.5K 42.5K 14K 10-80 HUB 23.5K 26K 14K C103ANCHOR125KRETAILC101ANCHORJUNIORC102 RETAILC100 ANCHORJUNIORB101 FITNESSB100 RETAILB103 ANCHORJUNIORB104 ANCHORJUNIORB105 GROCERB106 RETAILB109 RETAILB110 RETAILB108 RETAILB107 RETAILA100 RETAIL A101 RETAILA102 RETAILA107 RETAILA105 LOBBYCINEMA RETAILA104 RETAILB102 RETAILB111 ABOVEOFFICES ABOVEOFFICES LANELANEC20C501-2B TEMPORARY EROSION AND SEDIMENT CONTROL PLAN RENTON SITE R-401423 SPINE ROAD 10H12H10HPARKING GARAGEABOVE CINEMA ABOVE HOTEL ABOVEHOTEL ABOVE 11K 6K 16K 4K 33.5K25K 6K PARKING GARAGE 9.5K 30K 8K 10K 17.5K 10K LOADING LOADING LOADING 55K21K18K11.5K 42.5K 14K 10-80 HUB 23.5K 26K 14K C103ANCHOR125KRETAILC101ANCHORJUNIORC102 RETAILC100 ANCHORJUNIORB101 FITNESSB100 RETAILB103 ANCHORJUNIORB104 ANCHORJUNIORB105 GROCERB106 RETAILB109 RETAILB110 RETAILB108 RETAILB107 RETAILA100 RETAIL A101 RETAILA102 RETAILA107 RETAILA105 LOBBYCINEMA RETAILA104 RETAILB102 RETAILB111 ABOVEOFFICES ABOVEOFFICES LANELANELast Saved by: USJS675533 on: Jan 11, 2021 1:43 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\03_RTN-YD-C501-2C.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South C21C501-2C TEMPORARY EROSION AND SEDIMENT CONTROL PLAN RENTON SITE R-401424 Last Saved by: USJS675533 on: Jan 11, 2021 1:43 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\03_RTN-YD-C501-2D.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South C22C501-2D TEMPORARY EROSION AND SEDIMENT CONTROL DETAILS RENTON SITE R-401425 Last Saved by: USJS675533 on: Jan 11, 2021 1:43 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\04_RTN-YD-C501-2E.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South C23C501-2E WET VAULT REMOVAL DETAILS RENTON SITE R-401426 Last Saved by: USJS675533 on: Jan 11, 2021 1:44 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\06_RTN-YD-11E.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South PARKING GARAGEABOVE CINEMA ABOVE HOTEL ABOVEHOTEL ABOVE 11K 6K 16K 4K 33.5K25K 6K PARKING GARAGE 9.5K 30K 8K 10K 17.5K 10K LOADING LOADING LOADING 55K21K18K11.5K 42.5K 14K 10-80 HUB 23.5K 26K 14K C103ANCHOR125KRETAILC101ANCHORJUNIORC102 RETAILC100 ANCHORJUNIORB101 FITNESSB100 RETAILB103 ANCHORJUNIORB104 ANCHORJUNIORB105 GROCERB106 RETAILB109 RETAILB110 RETAILB108 RETAILB107 RETAILA100 RETAIL A101 RETAILA102 RETAILA107 RETAILA105 LOBBYCINEMA RETAILA104 RETAILB102 RETAILB111 ABOVEOFFICES ABOVEOFFICES LANELANEC24C11E PARTIAL SITE UTILITIES PLAN RENTON SITE R-401427 NE KEEP CLEAR NE KEEP CLEAR Last Saved by: USJS675533 on: Jan 11, 2021 1:45 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\06_RTN-YD-12E.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South PARKING GARAGEABOVE CINEMA ABOVE HOTEL ABOVEHOTEL ABOVE 11K 6K 16K 4K 33.5K25K 6K PARKING GARAGE 9.5K 30K 8K 10K 17.5K 10K LOADING LOADING LOADING 55K21K18K11.5K 42.5K 14K 10-80 HUB 23.5K 26K 14K C103ANCHOR125KRETAILC101ANCHORJUNIORC102 RETAILC100 ANCHORJUNIORB101 FITNESSB100 RETAILB103 ANCHORJUNIORB104 ANCHORJUNIORB105 GROCERB106 RETAILB109 RETAILB110 RETAILB108 RETAILB107 RETAILA100 RETAIL A101 RETAILA102 RETAILA107 RETAILA105 LOBBYCINEMA RETAILA104 RETAILB102 RETAILB111 ABOVEOFFICES ABOVEOFFICES LANELANEC25C12E PARTIAL SITE UTILITIES PLAN RENTON SITE R-401428 Last Saved by: USJS675533 on: Jan 11, 2021 1:46 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\06_RTN-YD-13E.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South PARKING GARAGEABOVE CINEMA ABOVE HOTEL ABOVEHOTEL ABOVE 11K 6K 16K 4K 33.5K25K 6K PARKING GARAGE 9.5K 30K 8K 10K 17.5K 10K LOADING LOADING LOADING 55K21K18K11.5K 42.5K 14K 10-80 HUB 23.5K 26K 14K C103ANCHOR125KRETAILC101ANCHORJUNIORC102 RETAILC100 ANCHORJUNIORB101 FITNESSB100 RETAILB103 ANCHORJUNIORB104 ANCHORJUNIORB105 GROCERB106 RETAILB109 RETAILB110 RETAILB108 RETAILB107 RETAILA100 RETAIL A101 RETAILA102 RETAILA107 RETAILA105 LOBBYCINEMA RETAILA104 RETAILB102 RETAILB111 ABOVEOFFICES ABOVEOFFICES LANELANEC26C13E PARTIAL SITE UTILITIES PLAN RENTON SITE R-401429 Last Saved by: USJS675533 on: Jan 14, 2021 12:19 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\06_RTN-YD-14E.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South PARKING GARAGEABOVE CINEMA ABOVE HOTEL ABOVEHOTEL ABOVE 11K 6K 16K 4K 33.5K25K 6K PARKING GARAGE 9.5K 30K 8K 10K 17.5K 10K LOADING LOADING LOADING 55K21K18K11.5K 42.5K 14K 10-80 HUB 23.5K 26K 14K C103ANCHOR125KRETAILC101ANCHORJUNIORC102 RETAILC100 ANCHORJUNIORB101 FITNESSB100 RETAILB103 ANCHORJUNIORB104 ANCHORJUNIORB105 GROCERB106 RETAILB109 RETAILB110 RETAILB108 RETAILB107 RETAILA100 RETAIL A101 RETAILA102 RETAILA107 RETAILA105 LOBBYCINEMA RETAILA104 RETAILB102 RETAILB111 ABOVEOFFICES ABOVEOFFICES LANELANEC27C14E PARTIAL SITE UTILITIES PLAN RENTON SITE R-401430 3" MAINLINE3" MAINLINE3" MAINLINE3" MAINLINELast Saved by: USJS675533 on: Jan 11, 2021 1:48 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\06_RTN-YD-14F.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South PARKING GARAGEABOVE CINEMA ABOVE HOTEL ABOVEHOTEL ABOVE 11K 6K 16K 4K 33.5K25K 6K PARKING GARAGE 9.5K 30K 8K 10K 17.5K 10K LOADING LOADING LOADING 55K21K18K11.5K 42.5K 14K 10-80 HUB 23.5K 26K 14K C103ANCHOR125KRETAILC101ANCHORJUNIORC102 RETAILC100 ANCHORJUNIORB101 FITNESSB100 RETAILB103 ANCHORJUNIORB104 ANCHORJUNIORB105 GROCERB106 RETAILB109 RETAILB110 RETAILB108 RETAILB107 RETAILA100 RETAIL A101 RETAILA102 RETAILA107 RETAILA105 LOBBYCINEMA RETAILA104 RETAILB102 RETAILB111 ABOVEOFFICES ABOVEOFFICES LANELANEC28C14F PARTIAL SITE UTILITIES PLAN RENTON SITE R-401431 N 8TH ST SPINE ROADLast Saved by: USJS675533 on: Jan 11, 2021 1:48 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\06_RTN-YD-17E.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South PARKING GARAGEABOVE CINEMA ABOVE HOTEL ABOVEHOTEL ABOVE 11K 6K 16K 4K 33.5K25K 6K PARKING GARAGE 9.5K 30K 8K 10K 17.5K 10K LOADING LOADING LOADING 55K21K18K11.5K 42.5K 14K 10-80 HUB 23.5K 26K 14K C103ANCHOR125KRETAILC101ANCHORJUNIORC102 RETAILC100 ANCHORJUNIORB101 FITNESSB100 RETAILB103 ANCHORJUNIORB104 ANCHORJUNIORB105 GROCERB106 RETAILB109 RETAILB110 RETAILB108 RETAILB107 RETAILA100 RETAIL A101 RETAILA102 RETAILA107 RETAILA105 LOBBYCINEMA RETAILA104 RETAILB102 RETAILB111 ABOVEOFFICES ABOVEOFFICES LANELANEC29C17E PARTIAL SITE UTILITIES PLAN RENTON SITE R-401432 LOGAN AVE N2i" MAINLINE2i" MAINLINER24TR24HR24HR24HR24HR24HR24HR24HR24HR24HR24HR24HR24HR24HR24HR24H10H10H10H10H10H10H10H10H10H10H10H10H10H10H10H10H10H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H10H10H10H10H8H10Q8H10Q15H18Q15H10H8H8H10101081010S1S2S3CONTROLLER LOCATIONPEDESTAL MOUNTEDS4QCVQCVQCVQCVPOINT OF CONNECTION1"2"2"1r"1'1'1'1'1'1"1"1"2"2"1r"1"1"1"1"1"1"1"1"1r"1r"12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12HLast Saved by: USJS675533 on: Jan 11, 2021 1:49 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\06_RTN-YD-17F.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South PARKING GARAGEABOVE CINEMA ABOVE HOTEL ABOVEHOTEL ABOVE 11K 6K 16K 4K 33.5K25K 6K PARKING GARAGE 9.5K 30K 8K 10K 17.5K 10K LOADING LOADING LOADING 55K21K18K11.5K 42.5K 14K 10-80 HUB 23.5K 26K 14K C103ANCHOR125KRETAILC101ANCHORJUNIORC102 RETAILC100 ANCHORJUNIORB101 FITNESSB100 RETAILB103 ANCHORJUNIORB104 ANCHORJUNIORB105 GROCERB106 RETAILB109 RETAILB110 RETAILB108 RETAILB107 RETAILA100 RETAIL A101 RETAILA102 RETAILA107 RETAILA105 LOBBYCINEMA RETAILA104 RETAILB102 RETAILB111 ABOVEOFFICES ABOVEOFFICES LANELANEC30C17F PARTIAL SITE UTILITIES PLAN RENTON SITE R-401433 Last Saved by: USJS675533 on: Jan 11, 2021 1:49 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\06_RTN-YD-18E.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South PARKING GARAGEABOVE CINEMA ABOVE HOTEL ABOVEHOTEL ABOVE 11K 6K 16K 4K 33.5K25K 6K PARKING GARAGE 9.5K 30K 8K 10K 17.5K 10K LOADING LOADING LOADING 55K21K18K11.5K 42.5K 14K 10-80 HUB 23.5K 26K 14K C103ANCHOR125KRETAILC101ANCHORJUNIORC102 RETAILC100 ANCHORJUNIORB101 FITNESSB100 RETAILB103 ANCHORJUNIORB104 ANCHORJUNIORB105 GROCERB106 RETAILB109 RETAILB110 RETAILB108 RETAILB107 RETAILA100 RETAIL A101 RETAILA102 RETAILA107 RETAILA105 LOBBYCINEMA RETAILA104 RETAILB102 RETAILB111 ABOVEOFFICES ABOVEOFFICES LANELANEC31C18E PARTIAL SITE UTILITIES PLAN RENTON SITE R-401434 R24HR24HR24HR24H10Q18H15H15T10Q18H15H12H10H18H15H12H10H8H15H12T12H15H10H12H8H15SST15SST15SST15SST15LCS15SST18F12F12F15F10F15F18H15H12H12Q12H12H10H18H15H10H10Q10H10H10H10H8H8H8H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H12H1210H10H10H8H8H8H8H2i" MAINLINES5QCVQCVQCVS610F12FS7S8QCV2"1r"1"1"1""1i"1r"1r"1r"1r"1r"1"1"1"1"1"1"1"1"2"1"1"1r"1i"1"1"1"1"1r"11"1"12H12H12H12H12H12H12H12H12H12H12H12Q 5 6 1 2 3 4 Last Saved by: USJS675533 on: Jan 11, 2021 1:50 PM File: R:\USFDW100\Project\2018\A18.0200\00\CADD\Dwgs\06_RTN-YD-18F.dwgSTEV E N P. T R UESTATE O F WASHIN GTON31271R EGIST E R E DPROF E SSIONA L E N G INEERPRELI MI N A R Y CIVIL PERMIT IN COMPLIANCE WITH CITY OF RENTON STANDARDSTED-40-4013C-18003506LUA:18-00293PR:18-000208WSP USA Inc. Suite 300 Federal Way, WA 98003-2600 TEL: (206) 431-2300 FAX: (206) 431-2250 33301 9th Avenue South PARKING GARAGEABOVE CINEMA ABOVE HOTEL ABOVEHOTEL ABOVE 11K 6K 16K 4K 33.5K25K 6K PARKING GARAGE 9.5K 30K 8K 10K 17.5K 10K LOADING LOADING LOADING 55K21K18K11.5K 42.5K 14K 10-80 HUB 23.5K 26K 14K C103ANCHOR125KRETAILC101ANCHORJUNIORC102 RETAILC100 ANCHORJUNIORB101 FITNESSB100 RETAILB103 ANCHORJUNIORB104 ANCHORJUNIORB105 GROCERB106 RETAILB109 RETAILB110 RETAILB108 RETAILB107 RETAILA100 RETAIL A101 RETAILA102 RETAILA107 RETAILA105 LOBBYCINEMA RETAILA104 RETAILB102 RETAILB111 ABOVEOFFICES ABOVEOFFICES LANELANEC32C18F PARTIAL SITE UTILITIES PLAN RENTON SITE R-401435 P a g e | 28 Storm Water Pollution Prevention Plan Boeing Apron R – Central Project Renton, Washington Appendix B BMP Details P a g e | 29 Storm Water Pollution Prevention Plan Boeing Apron R – Central Project Renton, Washington Appendix C Correspondence P a g e | 30 Storm Water Pollution Prevention Plan Boeing Apron R – Central Project Renton, Washington Appendix D Site Inspection Form Construction Stormwater SITE INSPECTION CHECKLIST Project____________ Permit No.__________ Inspector___________ Date_______ Time______ Excerpt from How to do Stormwater Monitoring, Publication # 06-10-020 Overall Need Site BMPs Condition Repair? Comments/Observations Clearing Limits ●Buffer Zones around sensitive areas G F P Y N ● G F P Y N ● G F P Y N Construction Access/Roads ●Stabilized site entrance G F P Y N ●Stabilized roads/parking area G F P Y N ● G F P Y N Control Flow Rates ●Swale G F P Y N ●Dike G F P Y N ●Sediment pond G F P Y N ●Sediment trap G F P Y N ● G F P Y N ● G F P Y N Install Sediment Controls ●Sediment pond/trap G F P Y N ●Silt fence G F P Y N ●Straw bale barriers G F P Y N ● G F P Y N ● G F P Y N ● G F P Y N Preserve Vegetation/Stabilize Soils ●Nets and blankets G F P Y N ●Mulch G F P Y N ●Seeding G F P Y N ● G F P Y N ● G F P Y N Protect Slopes ●Terrace G F P Y N ●Pipe slope drains G F P Y N ● G F P Y N ● G F P Y N Protect Drain Inlets ●Inserts G F P Y N ● G F P Y N ● G F P Y N Stabilize Channels and Outlets ●Conveyance channels G F P Y N ●Energy dissipators G F P Y N ● G F P Y N Control Pollutants ●Chemical Storage Area covered G F P Y N ●Concrete handling G F P Y N ● G F P Y N Control De-watering ● G F P Y N G=Good F=Fair P=Poor Y=Yes N=No Construction Stormwater SITE INSPECTION CHECKLIST Project____________ Permit No.__________ Inspector___________ Date_______ Time______ Excerpt from How to do Stormwater Monitoring, Publication # 06-10-020 Will existing BMPs need to be modified or removed, or other BMPs installed? YES NO IF YES, list the action items to be completed on the following table: Actions to be Completed Date Completed/ Initials 1. 2. 3. 4. 5. 6. Describe current weather conditions Approximate amount of precipitation since last inspection: __________ inches and precipitation in the past 24 hours*: __________inches *based on an on-site rain gauge or local weather data. Describe discharging stormwater, if present. Note the presence of suspended sediment, “cloudiness”, discoloration, or oil sheen. Was water quality sampling part of this inspection? YES NO If yes, record results below (attach separate sheet, if necessary): Parameter: Method (circle one) Result Units Turbidity tube, meter, laboratory NTU (cm, if tube used) pH paper, kit, meter pH standard units Is the site in compliance with the SWPPP and the permit requirements? YES NO If no, indicate tasks necessary to bring site into compliance on the “Actions to be Completed” table above, and include dates each job WILL BE COMPLETED. If no, has the non-compliance been reported to Dept. of Ecology? YES NO If no, should the SWPPP be modified: YES NO Sign the following certification: “I certify that this report is true, accurate, and complete, to the best of my knowledge and belief.” Inspection completed on:____________ by: (print+signature)___________________ Title/Qualification of Inspector:___________________________________________ P a g e | 31 Storm Water Pollution Prevention Plan Boeing Apron R – Central Project Renton, Washington Appendix E Construction Stormwater General Permit (CSWGP) Issuance Date: Effective Date: Expiration Date: November 18, 2015 January I, 2016 December 31, 2020 Modification Issuance Date: March 22, 2017 Modification Effective Date: May 5, 2017 CONSTRUCTION STORMW ATER GENERAL PERMIT National Pollutant Discharge Elimination System (NPDES) and State Waste Discharge General Permit for Stormwater Discharges Associated with Construction Activity State of Washington Department of Ecology Olympia, Washington 98504 In compliance with the provisions of Chapter 90.48 Revised Code of Washington (State of Washington Water Pollution Control Act) and Title 33 United States Code, Section 1251 et seq. The Federal Water Pollution Control Act (The Clean Water Act) Until this permit expires, is modified, or revoked, Permittees that have properly obtained coverage under this general permit are authorized to discharge in accordance with the special and general conditions that follow. her R. Bartlett Wa r Quality Program Manager Washington State Department of Ecology Construction Stormwater General Permit Page 2 TABLE OF CONTENTS LIST OF TABLES ...........................................................................................................................3 SUMMARY OF PERMIT REPORT SUBMITTALS .....................................................................4 SPECIAL CONDITIONS ................................................................................................................5 S1. PERMIT COVERAGE ........................................................................................................5 S2. APPLICATION REQUIREMENTS ...................................................................................8 S3. COMPLIANCE WITH STANDARDS .............................................................................12 S4. MONITORING REQUIREMENTS, BENCHMARKS, AND REPORTING TRIGGERS ................................................................................................13 S5. REPORTING AND RECORDKEEPING REQUIREMENTS .........................................20 S6. PERMIT FEES...................................................................................................................23 S7. SOLID AND LIQUID WASTE DISPOSAL ....................................................................23 S8. DISCHARGES TO 303(d) OR TMDL WATERBODIES ................................................23 S9. STORMWATER POLLUTION PREVENTION PLAN...................................................27 S10. NOTICE OF TERMINATION .........................................................................................37 GENERAL CONDITIONS ...........................................................................................................38 G1. DISCHARGE VIOLATIONS ...........................................................................................38 G2. SIGNATORY REQUIREMENTS.....................................................................................38 G3. RIGHT OF INSPECTION AND ENTRY .........................................................................39 G4. GENERAL PERMIT MODIFICATION AND REVOCATION ......................................39 G5. REVOCATION OF COVERAGE UNDER THE PERMIT .............................................39 G6. REPORTING A CAUSE FOR MODIFICATION ............................................................40 G7. COMPLIANCE WITH OTHER LAWS AND STATUTES .............................................40 G8. DUTY TO REAPPLY .......................................................................................................40 G9. TRANSFER OF GENERAL PERMIT COVERAGE .......................................................41 G10. REMOVED SUBSTANCES .............................................................................................41 G11. DUTY TO PROVIDE INFORMATION ...........................................................................41 G12. OTHER REQUIREMENTS OF 40 CFR ...........................................................................41 G13. ADDITIONAL MONITORING ........................................................................................41 G14. PENALTIES FOR VIOLATING PERMIT CONDITIONS .............................................41 G15. UPSET ...............................................................................................................................42 G16. PROPERTY RIGHTS ........................................................................................................42 Construction Stormwater General Permit Page 3 G17. DUTY TO COMPLY ........................................................................................................42 G18. TOXIC POLLUTANTS.....................................................................................................42 G19. PENALTIES FOR TAMPERING .....................................................................................43 G20. REPORTING PLANNED CHANGES .............................................................................43 G21. REPORTING OTHER INFORMATION ..........................................................................43 G22. REPORTING ANTICIPATED NON-COMPLIANCE .....................................................43 G23. REQUESTS TO BE EXCLUDED FROM COVERAGE UNDER THE PERMIT ..........44 G24. APPEALS ..........................................................................................................................44 G25. SEVERABILITY ...............................................................................................................44 G26. BYPASS PROHIBITED ....................................................................................................44 APPENDIX A – DEFINITIONS ...................................................................................................47 APPENDIX B – ACRONYMS .....................................................................................................55 LIST OF TABLES Table 1: Summary of Required Submittals ................................................................................... 4 Table 2: Summary of Required On-site Documentation............................................................... 4 Table 3: Summary of Primary Monitoring Requirements .......................................................... 15 Table 4: Monitoring and Reporting Requirements ..................................................................... 17 Table 5: Turbidity, Fine Sediment & Phosphorus Sampling and Limits for 303(d)-Listed Waters .................................................................................................... 25 Table 6: pH Sampling and Limits for 303(d)-Listed Waters ...................................................... 26 Construction Stormwater General Permit Page 4 SUMMARY OF PERMIT REPORT SUBMITTALS Refer to the Special and General Conditions within this permit for additional submittal requirements. Appendix A provides a list of definitions. Appendix B provides a list of acronyms. Table 1: Summary of Required Submittals Permit Section Submittal Frequency First Submittal Date S5.A and S8 High Turbidity/Transparency Phone Reporting As Necessary Within 24 hours S5.B Discharge Monitoring Report Monthly* Within 15 days following the end of each month S5.F and S8 Noncompliance Notification – Telephone Notification As necessary Within 24-hours S5.F Noncompliance Notification – Written Report As necessary Within 5 Days of non- compliance S9.C Request for Chemical Treatment Form As necessary Written approval from Ecology is required prior to using chemical treatment (with the exception of dry ice or CO2 to adjust pH) G2 Notice of Change in Authorization As necessary G6 Permit Application for Substantive Changes to the Discharge As necessary G8 Application for Permit Renewal 1/permit cycle No later than 180 days before expiration G9 Notice of Permit Transfer As necessary G20 Notice of Planned Changes As necessary G22 Reporting Anticipated Non- compliance As necessary SPECIAL NOTE: *Permittees must submit electronic Discharge Monitoring Reports (DMRs) to the Washington State Department of Ecology monthly, regardless of site discharge, for the full duration of permit coverage . Refer to Section S5.B of this General Permit for more specific information regarding DMRs. Table 2: Summary of Required On-site Documentation Document Title Permit Conditions Permit Coverage Letter See Conditions S2, S5 Construction Stormwater General Permit See Conditions S2, S5 Site Log Book See Conditions S4, S5 Stormwater Pollution Prevention Plan (SWPPP) See Conditions S9, S5 Construction Stormwater General Permit Page 5 SPECIAL CONDITIONS S1. PERMIT COVERAGE A. Permit Area This Construction Stormwater General Permit (CSWGP) covers all areas of Washington State, except for federal operators and Indian Country as specified in Special Condition S1.E.3. B. Operators Required to Seek Coverage Under this General Permit: 1. Operators of the following construction activities are required to seek coverage under this CSWGP: a. Clearing, grading and/or excavation that results in the disturbance of one or more acres (including off-site disturbance acreage authorized in S1.C.2) and discharges stormwater to surface waters of the State; and clearing, grading and/or excavation on sites smaller than one acre that are part of a larger common plan of development or sale, if the common plan of development or sale will ultimately disturb one acre or more and discharge stormwater to surface waters of the State. i. This includes forest practices (including, but not limited to, class IV conversions) that are part of a construction activity that will result in the disturbance of one or more acres, and discharge to surface waters of the State (that is, forest practices that prepare a site for construction activities); and b. Any size construction activity discharging stormwater to waters of the State that the Washington State Department of Ecology (Ecology): i. Determines to be a significant contributor of pollutants to waters of the State of Washington. ii. Reasonably expects to cause a violation of any water quality standard. 2. Operators of the following activities are not required to seek coverage under this CSWGP (unless specifically required under Special Condition S1.B.1.b. above): a. Construction activities that discharge all stormwater and non-stormwater to ground water, sanitary sewer, or combined sewer, and have no point source discharge to either surface water or a storm sewer system that drains to surface waters of the State. b. Construction activities covered under an Erosivity Waiver (Special Condition S2.C). c. Routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility. Construction Stormwater General Permit Page 6 C. Authorized Discharges: 1. Stormwater Associated with Construction Activity. Subject to compliance with the terms and conditions of this permit, Permittees are authorized to discharge stormwater associated with construction activity to surface waters of the State or to a storm sewer system that drains to surface waters of the State. (Note that “surface waters of the State” may exist on a construction site as well as off site; for example, a creek running through a site.) 2. Stormwater Associated with Construction Support Activity. This permit also authorizes stormwater discharge from support activities related to the permitted construction site (for example, an on-site portable rock crusher, off-site equipment staging yards, material storage areas, borrow areas, etc.) provided: a. The support activity relates directly to the permitted construction site that is required to have an NPDES permit; and b. The support activity is not a commercial operation serving multiple unrelated construction projects, and does not operate beyond the completion of the construction activity; and c. Appropriate controls and measures are identified in the Stormwater Pollution Prevention Plan (SWPPP) for the discharges from the support activity areas. 3. Non-Stormwater Discharges. The categories and sources of non-stormwater discharges identified below are authorized conditionally, provided the discharge is consistent with the terms and conditions of this permit: a. Discharges from fire-fighting activities. b. Fire hydrant s ystem flushing. c. Potable water, including uncontaminated water line flushing. d. Hydrostatic test water. e. Uncontaminated air conditioning or compressor condensate. f. Uncontaminated ground water or spring water. g. Uncontaminated excavation dewatering water (in accordance with S9.D.10). h. Uncontaminated discharges from foundation or footing drains. i. Uncontaminated or potable water used to control dust. Permittees must minimize the amount of dust control water used. j. Routine external building wash down that does not use detergents. k. Landscape irrigation water. The SWPPP must adequately address all authorized non-stormwater discharges, except for discharges from fire-fighting activities, and must comply with Special Condition S3. Construction Stormwater General Permit Page 7 At a minimum, discharges from potable water (including water line flushing), fire hydrant system flushing, and pipeline hydrostatic test water must undergo the following: dechlorination to a concentration of 0.1 parts per million (ppm) or less, and pH adjustment to within 6.5 – 8.5 standard units (su), if necessary. D. Prohibited Discharges: The following discharges to waters of the State, including ground water, are prohibited. 1. Concrete wastewater. 2. Wastewater from washout and clean-up of stucco, paint, form release oils, curing compounds and other construction materials. 3. Process wastewater as defined by 40 Code of Federal Regulations (CFR) 122.2 (see Appendix A of this permit). 4. Slurry materials and waste from shaft drilling, including process wastewater from shaft drilling for construction of building, road, and bridge foundations unless managed according to Special Condition S9.D.9.j. 5. Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance. 6. Soaps or solvents used in vehicle and equipment washing. 7. Wheel wash wastewater, unless managed according to Special Condition S9.D.9. 8. Discharges from dewatering activities, including discharges from dewatering of trenches and excavations, unless managed according to Special Condition S9.D.10. E. Limits on Coverage Ecology may require any discharger to apply for and obtain coverage under an individual permit or another more specific general permit. Such alternative coverage will be required when Ecology determines that this CSWGP does not provide adequate assurance that water quality will be protected, or there is a reasonable potential for the project to cause or contribute to a violation of water quality standards. The following stormwater discharges are not covered by this permit: 1. Post-construction stormwater discharges that originate from the site after completion of construction activities and the site has undergone final stabilization. 2. Non-point source silvicultural activities such as nursery operations, site preparation, reforestation and subsequent cultural treatment, thinning, prescribed burning, pest and fire control, harvesting operations, surface drainage, or road construction and maintenance, from which there is natural runoff as excluded in 40 CFR Subpart 122. 3. Stormwater from any federal operator. Construction Stormwater General Permit Page 8 4. Stormwater from facilities located on “Indian Country” as defined in 18 U.S.C.§1151, except portions of the Puyallup Reservation as noted below. Indian Country includes: a. All land within any Indian Reservation notwithstanding the issuance of any patent, and, including rights-of-way running through the reservation. This includes all federal, tribal, and Indian and non-Indian privately owned land within the reservation. b. All off-reservation Indian allotments, the Indian titles to which have not been extinguished, including rights-of-way running through the same. c. All off-reservation federal trust lands held for Native American Tribes. Puyallup Exception: Following the Puyallup Tribes of Indians Land Settlement Act of 1989, 25 U.S.C. §1773; the permit does apply to land within the Puyallup Reservation except for discharges to surface water on land held in trust by the federal government. 5. Stormwater from any site covered under an existing NPDES individual permit in which stormwater management and/or treatment requirements are included for all stormwater discharges associated with construction activity. 6. Stormwater from a site where an applicable Total Maximum Daily Load (TMDL) requirement specifically precludes or prohibits discharges from construction activity. S2. APPLICATION REQUIREMENTS A. Permit Application Forms 1. Notice of Intent Form/Timeline a. Operators of new or previously unpermitted construction activities must submit a complete and accurate permit application (Notice of Intent, or NOI) to Ecology. b. Operators must apply using the electronic application form (NOI) available on Ecology’s website http://www.ecy.wa.gov/programs/wq/stormwater/ construction/index.html. Permittees unable to submit electronically (for example, those who do not have an internet connection) must contact Ecology to request a waiver and obtain instructions on how to obtain a paper NOI. Department of Ecology Water Quality Program - Construction Stormwater PO Box 47696 Olympia, Washington 98504-7696 Construction Stormwater General Permit Page 9 c. The operator must submit the NOI at least 60 days before discharging stormwater from construction activities and must submit it on or before the date of the first public notice (see Special Condition S2.B below for details). The 30- day public comment period begins on the publication date of the second public notice. Unless Ecology responds to the complete application in writing, based on public comments, or any other relevant factors, coverage under the general permit will automatically commence on the thirty-first day following receipt by Ecology of a completed NOI, or the issuance date of this permit, whichever is later; unless Ecology specifies a later date in writing as required by WAC173- 226-200(2). d. If an applicant intends to use a Best Management Practice (BMP) selected on the basis of Special Condition S9.C.4 (“demonstrably equivalent” BMPs), the applicant must notify Ecology of its selection as part of the NOI. In the event the applicant selects BMPs after submission of the NOI, it must provide notice of the selection of an equivalent BMP to Ecology at least 60 days before intended use of the equivalent BMP. e. Permittees must notify Ecology regarding any changes to the information provided on the NOI by submitting an updated NOI. Examples of such changes include, but are not limited to: i. Changes to the Permittee’s mailing address, ii. Changes to the on-site contact person information, and iii. Changes to the area/acreage affected by construction activity. f. Applicants must notify Ecology if they are aware of contaminated soils and/or groundwater associated with the construction activity. Provide detailed information with the NOI (as known and readily available) on the nature and extent of the contamination (concentrations, locations, and depth), as well as pollution prevention and/or treatment BMPs proposed to control the discharge of soil and/or groundwater contaminants in stormwater. Examples of such detail may include, but are not limited to: i. List or table of all known contaminants with laboratory test results showing concentration and depth, ii. Map with sample locations, iii. Temporary Erosion and Sediment Control (TESC) plans, iv. Related portions of the Stormwater Pollution Prevention Plan (SWPPP) that address the management of contaminated and potentially contaminated construction stormwater and dewatering water, v. Dewatering plan and/or dewatering contingency plan. Construction Stormwater General Permit Page 10 2. Transfer of Coverage Form The Permittee can transfer current coverage under this permit to one or more new operators, including operators of sites within a Common Plan of Development, provided the Permittee submits a Transfer of Coverage Form in accordance with General Condition G9. Transfers do not require public notice. B. Public Notice For new or previously unpermitted construction activities, the applicant must publish a public notice at least one time each week for two consecutive weeks, at least 7 days apart, in a newspaper with general circulation in the county where the construction is to take place. The notice must contain: 1. A statement that “The applicant is seeking coverage under the Washington State Department of Ecology’s Construction Stormwater NPDES and State Waste Discharge General Permit”. 2. The name, address and location of the construction site. 3. The name and address of the applicant. 4. The type of construction activity that will result in a discharge (for example, residential construction, commercial construction, etc.), and the number of acres to be disturbed. 5. The name of the receiving water(s) (that is, the surface water(s) to which the site will discharge), or, if the discharge is through a storm sewer system, the name of the operator of the system. 6. The statement: “Any persons desiring to present their views to the Washington State Department of Ecology regarding this application, or interested in Ecology’s action on this application, may notify Ecology in writing no later than 30 days of the last date of publication of this notice. Ecology reviews public comments and considers whether discharges from this project would cause a measurable change in receiving water quality, and, if so, whether the project is necessary and in the overriding public interest according to Tier II antidegradation requirements under WAC 173-201A-320. Comments can be submitted to: Department of Ecology, PO Box 47696, Olympia, Washington 98504-7696 Attn: Water Quality Program, Construction Stormwater.” Construction Stormwater General Permit Page 11 C. Erosivity Waiver Construction site operators may qualify for an erosivity waiver from the CSWGP if the following conditions are met: 1. The site will result in the disturbance of fewer than 5 acres and the site is not a portion of a common plan of development or sale that will disturb 5 acres or greater. 2. Calculation of Erosivity “R” Factor and Regional Timeframe: a. The project’s rainfall erosivity factor (“R” Factor) must be less than 5 during the period of construction activity, as calculated (see the CSWGP homepage http://www.ecy.wa.gov/programs/wq/stormwater/construction/index.html for a link to the EPA’s calculator and step by step instructions on computing the “R” Factor in the EPA Erosivity Waiver Fact Sheet). The period of construction activity starts when the land is first disturbed and ends with final stabilization. In addition: b. The entire period of construction activity must fall within the following timeframes: i. For sites west of the Cascades Crest: June 15 – September 15. ii. For sites east of the Cascades Crest, excluding the Central Basin: June 15 – October 15. iii. For sites east of the Cascades Crest, within the Central Basin: no additional timeframe restrictions apply. The Central Basin is defined as the portions of Eastern Washington with mean annual precipitation of less than 12 inches. For a map of the Central Basin (Average Annual Precipitation Region 2), refer to http://www.ecy.wa.gov/programs/wq/stormwater/ construction/resourcesguidance.html. 3. Construction site operators must submit a complete Erosivity Waiver certification form at least one week before disturbing the land. Certification must include statements that the operator will: a. Comply with applicable local stormwater requirements; and b. Implement appropriate erosion and sediment control BMPs to prevent violations of water quality standards. 4. This waiver is not available for facilities declared significant contributors of pollutants as defined in Special Condition S1.B.1.b. or for any size construction activity that could reasonably expect to cause a violation of any water quality standard as defined in Special Condition S1.B.1.b.ii. 5. This waiver does not apply to construction activities which include non- stormwater discharges listed in Special Condition S1.C.3. Construction Stormwater General Permit Page 12 6. If construction activity extends beyond the certified waiver period for any reason, the operator must either: a. Recalculate the rainfall erosivity “R” factor using the original start date and a new projected ending date and, if the “R” factor is still under 5 and the entire project falls within the applicable regional timeframe in Special Condition S2.C.2.b, complete and submit an amended waiver certification form before the original waiver expires; or b. Submit a complete permit application to Ecology in accordance with Special Condition S2.A and B before the end of the certified waiver period. S3. COMPLIANCE WITH STANDARDS A. Discharges must not cause or contribute to a violation of surface water quality standards (Chapter 173-201A WAC), ground water quality standards (Chapter 173-200 WAC), sediment management standards (Chapter 173-204 WAC), and human health-based criteria in the National Toxics Rule (40 CFR Part 131.36). Discharges not in compliance with these standards are not authorized. B. Prior to the discharge of stormwater and non-stormwater to waters of the State, the Permittee must apply all known, available, and reasonable methods of prevention, control, and treatment (AKART). This includes the preparation and implementation of an adequate SWPPP, with all appropriate BMPs installed and maintained in accordance with the SWPPP and the terms and conditions of this permit. C. Ecology presumes that a Permittee complies with water quality standards unless discharge monitoring data or other site-specific information demonstrates that a discharge causes or contributes to a violation of water quality standards, when the Permittee complies with the following conditions. The Permittee must fully: 1. Comply with all permit conditions, including planning, sampling, monitoring, reporting, and recordkeeping conditions. 2. Implement stormwater BMPs contained in stormwater management manuals published or approved by Ecology, or BMPs that are demonstrably equivalent to BMPs contained in stormwater technical manuals published or approved by Ecology, including the proper selection, implementation, and maintenance of all applicable and appropriate BMPs for on-site pollution control. (For purposes of this section, the stormwater manuals listed in Appendix 10 of the Phase I Municipal Stormwater Permit are approved by Ecology.) D. Where construction sites also discharge to ground water, the ground water discharges must also meet the terms and conditions of this CSWGP. Permittees who discharge to ground water through an injection well must also comply with any applicable requirements of the Underground Injection Control (UIC) regulations, Chapter 173-218 WAC. Construction Stormwater General Permit Page 13 S4. MONITORING REQUIREMENTS, BENCHMARKS AND REPORTING TRIGGERS A. Site Log Book The Permittee must maintain a site log book that contains a record of the implementation of the SWPPP and other permit requirements, including the installation and maintenance of BMPs, site inspections, and stormwater monitoring. B. Site Inspections The Permittee’s site inspections must include all areas disturbed by construction activities, all BMPs, and all stormwater discharge points under the Permittee’s operational control. (See Special Conditions S4.B.3 and B.4 below for detailed requirements of the Permittee’s Certified Erosion and Sediment Control Lead [CESCL].) Construction sites one acre or larger that discharge stormwater to surface waters of the State must have site inspections conducted by a certified CESCL. Sites less than one acre may have a person without CESCL certification conduct inspections. 1. The Permittee must examine stormwater visually for the presence of suspended sediment, turbidity, discoloration, and oil sheen. The Permittee must evaluate the effectiveness of BMPs and determine if it is necessary to install, maintain, or repair BMPs to improve the quality of stormwater discharges. Based on the results of the inspection, the Permittee must correct the problems identified by: a. Reviewing the SWPPP for compliance with Special Condition S9 and making appropriate revisions within 7 days of the inspection. b. Immediately beginning the process of fully implementing and maintaining appropriate source control and/or treatment BMPs as soon as possible, addressing the problems no later than within 10 days of the inspection. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when an extension is requested by a Permittee within the initial 10-day response period. c. Documenting BMP implementation and maintenance in the site log book. 2. The Permittee must inspect all areas disturbed by construction activities, all BMPs, and all stormwater discharge points at least once every calendar week and within 24 hours of any discharge from the site. (For purposes of this condition, individual discharge events that last more than one day do not require daily inspections. For example, if a stormwater pond discharges continuously over the course of a week, only one inspection is required that week.) The Permittee may reduce the inspection frequency for temporarily stabilized, inactive sites to once every calendar month. Construction Stormwater General Permit Page 14 3. The Permittee must have staff knowledgeable in the principles and practices of erosion and sediment control. The CESCL (sites one acre or more) or inspector (sites less than one acre) must have the skills to assess the: a. Site conditions and construction activities that could impact the quality of stormwater, and b. Effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. 4. The SWPPP must identify the CESCL or inspector, who must be present on site or on-call at all times. The CESCL must obtain this certification through an approved erosion and sediment control training program that meets the minimum training standards established by Ecology (see BMP C160 in the manual referred to in Special Condition S9.C.1 and 2). 5. The Permittee must summarize the results of each inspection in an inspection report or checklist and enter the report/checklist into, or attach it to, the site log book. At a minimum, each inspection report or checklist must include: a. Inspection date and time. b. Weather information, the general conditions during inspection and the approximate amount of precipitation since the last inspection, and precipitation within the last 24 hours. c. A summary or list of all implemented BMPs, including observations of all erosion/sediment control structures or practices. d. A description of the locations: i. Of BMPs inspected; ii. Of BMPs that need maintenance and why; iii. Of BMPs that failed to operate as designed or intended; and iv. Where additional or different BMPs are needed, and why. e. A description of stormwater discharged from the site. The Permittee must note the presence of suspended sediment, turbidity, discoloration, and oil sheen, as applicable. f. Any water quality monitoring performed during inspection. g. General comments and notes, including a brief description of any BMP repairs, maintenance or installations made following the inspection. h. A summary report and a schedule of implementation of the remedial actions that the Permittee plans to take if the site inspection indicates that the site is out of compliance. The remedial actions taken must meet the requirements of the SWPPP and the permit. Construction Stormwater General Permit Page 15 i. The name, title, and signature of the person conducting the site inspection, a phone number or other reliable method to reach this person, and the following statement: “I certify that this report is true, accurate, and complete to the best of my knowledge and belief.” Table 3: Summary of Primary Monitoring Requirements Size of Soil Disturbance1 Weekly Site Inspections Weekly Sampling w/ Turbidity Meter Weekly Sampling w/ Transparency Tube Weekly pH Sampling2 CESCL Required for Inspections? Sites that disturb less than 1 acre, but are part of a larger Common Plan of Development Required Not Required Not Required Not Required No Sites that disturb 1 acre or more, but fewer than 5 acres Required Sampling Required – either method3 Required Yes Sites that disturb 5 acres or more Required Required Not Required4 Required Yes 1 Soil disturbance is calculated by adding together all areas that will be affected by construction activity. Construction activity means clearing, grading, excavation, and any other activity that disturbs the surface of the land, including ingress/egress from the site. 2 If construction activity results in the disturbance of 1 acre or more, and involves significant concrete work (1,000 cubic yards of poured concrete or recycled concrete over the life of a project) or the use of engineered soils (soil amendments including but not limited to Portland cement-treated base [CTB], cement kiln dust [CKD], or fly ash), and stormwater from the affected area drains to surface waters of the State or to a storm sewer stormwater collection system that drains to other surface waters of the State, the Permittee must conduct pH sampling in accordance with Special Condition S4.D. 3 Sites with one or more acres, but fewer than 5 acres of soil disturbance, must conduct turbidity or transparency sampling in accordance with Special Condition S4.C. 4 Sites equal to or greater than 5 acres of soil disturbance must conduct turbidity sampling using a turbidity meter in accordance with Special Condition S4.C. Construction Stormwater General Permit Page 16 C. Turbidity/Transparency Sampling Requirements 1. Sampling Methods a. If construction activity involves the disturbance of 5 acres or more, the Permittee must conduct turbidity sampling per Special Condition S4.C. b. If construction activity involves 1 acre or more but fewer than 5 acres of soil disturbance, the Permittee must conduct either transparency sampling or turbidity sampling per Special Condition S4.C. 2. Sampling Frequency a. The Permittee must sample all discharge points at least once every calendar week when stormwater (or authorized non-stormwater) discharges from the site or enters any on-site surface waters of the state (for example, a creek running through a site); sampling is not required on sites that disturb less than an acre. b. Samples must be representative of the flow and characteristics of the discharge. c. Sampling is not required when there is no discharge during a calendar week. d. Sampling is not required outside of normal working hours or during unsafe conditions. e. If the Permittee is unable to sample during a monitoring period, the Permittee must include a brief explanation in the monthly Discharge Monitoring Report (DMR). f. Sampling is not required before construction activity begins. g. The Permittee may reduce the sampling frequency for temporarily stabilized, inactive sites to once every calendar month. 3. Sampling Locations a. Sampling is required at all points where stormwater associated with construction activity (or authorized non-stormwater) is discharged off site, including where it enters any on-site surface waters of the state (for example, a creek running through a site). b. The Permittee may discontinue sampling at discharge points that drain areas of the project that are fully stabilized to prevent erosion. c. The Permittee must identify all sampling point(s) on the SWPPP site map and clearly mark these points in the field with a flag, tape, stake or other visible marker. d. Sampling is not required for discharge that is sent directly to sanitary or combined sewer systems. Construction Stormwater General Permit Page 17 e. The Permittee may discontinue sampling at discharge points in areas of the project where the Permittee no longer has operational control of the construction activity. 4. Sampling and Analysis Methods a. The Permittee performs turbidity analysis with a calibrated turbidity meter (turbidimeter) either on site or at an accredited lab. The Permittee must record the results in the site log book in nephelometric turbidity units (NTUs). b. The Permittee performs transparency analysis on site with a 1¾-inch-diameter, 60-centimeter (cm)-long transparency tube. The Permittee will record the results in the site log book in centimeters (cm). Table 4: Monitoring and Reporting Requirements Parameter Unit Analytical Method Sampling Frequency Benchmark Value Phone Reporting Trigger Value Turbidity NTU SM2130 Weekly, if discharging 25 NTUs 250 NTUs Transparency cm Manufacturer instructions, or Ecology guidance Weekly, if discharging 33 cm 6 cm 5. Turbidity/Transparency Benchmark Values and Reporting Triggers The benchmark value for turbidity is 25 NTUs or less. The benchmark value for transparency is 33 centimeters (cm). Note: Benchmark values do not apply to discharges to segments of water bodies on Washington State’s 303(d) list (Category 5) for turbidity, fine sediment, or phosphorus; these discharges are subject to a numeric effluent limit for turbidity. Refer to Special Condition S8 for more information. a. Turbidity 26 – 249 NTUs, or Transparency 32 – 7 cm: If the discharge turbidity is 26 to 249 NTUs; or if discharge transparency is less than 33 cm, but equal to or greater than 6 cm, the Permittee must: i. Review the SWPPP for compliance with Special Condition S9 and make appropriate revisions within 7 days of the date the discharge exceeded the benchmark. ii. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible, addressing the problems within 10 days of the date the discharge exceeded the benchmark. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when the Permittee requests an extension within the initial 10-day response period. Construction Stormwater General Permit Page 18 iii. Document BMP implementation and maintenance in the site log book. b. Turbidity 250 NTUs or greater, or Transparency 6 cm or less: If a discharge point’s turbidity is 250 NTUs or greater, or if discharge transparency is less than or equal to 6 cm, the Permittee must complete the reporting and adaptive management process described below. i. Telephone or submit an electronic report to the applicable Ecology Region’s Environmental Report Tracking System (ERTS) number (or through Ecology’s Water Quality Permitting Portal [WQWebPortal] – Permit Submittals when the form is available) within 24 hours, in accordance with Special Condition S5.A.  Central Region (Okanogan, Chelan, Douglas, Kittitas, Yakima, Klickitat, Benton): (509) 575-2490  Eastern Region (Adams, Asotin, Columbia, Ferry, Franklin, Garfield, Grant, Lincoln, Pend Oreille, Spokane, Stevens, Walla Walla, Whitman): (509) 329-3400  Northwest Region (Kitsap, Snohomish, Island, King, San Juan, Skagit, Whatcom): (425) 649-7000  Southwest Region (Grays Harbor, Lewis, Mason, Thurston, Pierce, Clark, Cowlitz, Skamania, Wahkiakum, Clallam, Jefferson, Pacific): (360) 407-6300 Links to these numbers and the ERTS reporting page are located on the following web site: http://www.ecy.wa.gov/programs/wq/stormwater/construction/index.html. ii. Review the SWPPP for compliance with Special Condition S9 and make appropriate revisions within 7 days of the date the discharge exceeded the benchmark. iii. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible, addressing the problems within 10 days of the date the discharge exceeded the benchmark. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when the Permittee requests an extension within the initial 10-day response period. iv. Document BMP implementation and maintenance in the site log book. v. Sample discharges daily until: a) Turbidity is 25 NTUs (or lower); or b) Transparency is 33 cm (or greater); or Construction Stormwater General Permit Page 19 c) The Permittee has demonstrated compliance with the water quality limit for turbidity: 1) No more than 5 NTUs over background turbidity, if background is less than 50 NTUs, or 2) No more than 10% over background turbidity, if background is 50 NTUs or greater; or d) The discharge stops or is eliminated. D. pH Sampling Requirements – Significant Concrete Work or Engineered Soils If construction activity results in the disturbance of 1 acre or more, and involves significant concrete work (significant concrete work means greater than 1000 cubic yards poured concrete or recycled concrete used over the life of a project) or the use of engineered soils (soil amendments including but not limited to Portland cement-treated base [CTB], cement kiln dust [CKD], or fly ash), and stormwater from the affected area drains to surface waters of the State or to a storm sewer system that drains to surface waters of the State, the Permittee must conduct pH sampling as set forth below. Note: In addition, discharges to segments of water bodies on Washington State’s 303(d) list (Category 5) for high pH are subject to a numeric effluent limit for pH; refer to Special Condition S8. 1. For sites with significant concrete work, the Permittee must begin the pH sampling period when the concrete is first poured and exposed to precipitation, and continue weekly throughout and after the concrete pour and curing period, until stormwater pH is in the range of 6.5 to 8.5 (su). 2. For sites with recycled concrete where monitoring is required, the Permittee must begin the weekly pH sampling period when the recycled concrete is first exposed to precipitation and must continue until the recycled concrete is fully stabilized with the stormwater pH in the range of 6.5 to 8.5 (su). 3. For sites with engineered soils, the Permittee must begin the pH sampling period when the soil amendments are first exposed to precipitation and must continue until the area of engineered soils is fully stabilized. 4. During the applicable pH monitoring period defined above, the Permittee must obtain a representative sample of stormwater and conduct pH analysis at least once per week. 5. The Permittee must sample pH in the sediment trap/pond(s) or other locations that receive stormwater runoff from the area of significant concrete work or engineered soils before the stormwater discharges to surface waters. 6. The benchmark value for pH is 8.5 standard units. Anytime sampling indicates that pH is 8.5 or greater, the Permittee must either: Construction Stormwater General Permit Page 20 a. Prevent the high pH water (8.5 or above) from entering storm sewer systems or surface waters; or b. If necessary, adjust or neutralize the high pH water until it is in the range of pH 6.5 to 8.5 (su) using an appropriate treatment BMP such as carbon dioxide (CO2) sparging or dry ice. The Permittee must obtain written approval from Ecology before using any form of chemical treatment other than CO2 sparging or dry ice. 7. The Permittee must perform pH analysis on site with a calibrated pH meter, pH test kit, or wide range pH indicator paper. The Permittee must record pH sampling results in the site log book. S5. REPORTING AND RECORDKEEPING REQUIREMENTS A. High Turbidity Reporting Anytime sampling performed in accordance with Special Condition S4.C indicates turbidity has reached the 250 NTUs or more (or transparency less than or equal to 6 cm) high turbidity reporting level, the Permittee must either call the applicable Ecology Region’s Environmental Report Tracking System (ERTS) number by phone within 24 hours of analysis or submit an electronic ERTS report (or submit an electronic report through Ecology’s Water Quality Permitting Portal (WQWebPortal) – Permit Submittals when the form is available). See the CSWGP web site for links to ERTS and the WQWebPortal: http://www.ecy.wa.gov/programs/wq/stormwater/construction/ index.html. Also, see phone numbers in Special Condition S4.C.5.b.i. B. Discharge Monitoring Reports (DMRs) Permittees required to conduct water quality sampling in accordance with Special Conditions S4.C (Turbidity/Transparency), S4.D (pH), S8 (303[d]/TMDL sampling), and/or G13 (Additional Sampling) must submit the results to Ecology. Permittees must submit monitoring data using Ecology's WQWebDMR web application accessed through Ecology’s Water Quality Permitting Portal. To find out more information and to sign up for WQWebDMR go to: http://www.ecy.wa.gov/programs/ wq/permits/paris/portal.html. Permittees unable to submit electronically (for example, those who do not have an internet connection) must contact Ecology to request a waiver and obtain instructions on how to obtain a paper copy DMR at: Department of Ecology Water Quality Program - Construction Stormwater PO Box 47696 Olympia, Washington 98504-7696 Permittees who obtain a waiver not to use WQWebDMR must use the forms provided to them by Ecology; submittals must be mailed to the address above. Permittees shall Construction Stormwater General Permit Page 21 submit DMR forms to be received by Ecology within 15 days following the end of each month. If there was no discharge during a given monitoring period, all Permittees must submit a DMR as required with “no discharge" entered in place of the monitoring results. DMRs are required for the full duration of permit coverage (from issuance date to termination). For more information, contact Ecology staff using information provided at the following web site: www.ecy.wa.gov/programs/wq/permits/paris/contacts.html. C. Records Retention The Permittee must retain records of all monitoring information (site log book, sampling results, inspection reports/checklists, etc.), Stormwater Pollution Prevention Plan, copy of the permit coverage letter (including Transfer of Coverage documentation), and any other documentation of compliance with permit requirements for the entire life of the construction project and for a minimum of three years following the termination of permit coverage. Such information must include all calibration and maintenance records, and records of all data used to complete the application for this permit. This period of retention must be extended during the course of any unresolved litigation regarding the discharge of pollutants by the Permittee or when requested by Ecology. D. Recording Results For each measurement or sample taken, the Permittee must record the following information: 1. Date, place, method, and time of sampling or measurement. 2. The first and last name of the individual who performed the sampling or measurement. 3. The date(s) the analyses were performed. 4. The first and last name of the individual who performed the analyses. 5. The analytical techniques or methods used. 6. The results of all analyses. E. Additional Monitoring by the Permittee If the Permittee monitors any pollutant more frequently than required by this permit using test procedures specified by Special Condition S4 of this permit, the results of this monitoring must be included in the calculation and reporting of the data submitted in the Permittee’s DMR. F. Noncompliance Notification In the event the Permittee is unable to comply with any part of the terms and conditions of this permit, and the resulting noncompliance may cause a threat to human health or the environment (such as but not limited to spills of fuels or other materials, catastrophic pond or slope failure, and discharges that violate water quality standards), or exceed Construction Stormwater General Permit Page 22 numeric effluent limitations (see S8. Discharges to 303(d) or TMDL Waterbodies), the Permittee must, upon becoming aware of the circumstance: 1. Notify Ecology within 24-hours of the failure to comply by calling the applicable Regional office ERTS phone number (refer to Special Condition S4.C.5.b.i. or www.ecy.wa.gov/programs/wq/stormwater/construction/turbidity.html for Regional ERTS phone numbers). 2. Immediately take action to prevent the discharge/pollution, or otherwise stop or correct the noncompliance, and, if applicable, repeat sampling and analysis of any noncompliance immediately and submit the results to Ecology within five (5) days of becoming aware of the violation. 3. Submit a detailed written report to Ecology within five (5) days, of the time the Permittee becomes aware of the circumstances, unless requested earlier by Ecology. The report must be submitted using Ecology’s Water Quality Permitting Portal (WQWebPortal) - Permit Submittals, unless a waiver from electronic reporting has been granted according to S5.B. The report must contain a description of the noncompliance, including exact dates and times, and if the noncompliance has not been corrected, the anticipated time it is expected to continue; and the steps taken or planned to reduce, eliminate, and prevent reoccurrence of the noncompliance. The Permittee must report any unanticipated bypass and/or upset that exceeds any effluent limit in the permit in accordance with the 24-hour reporting requirement contained in 40 C.F.R. 122.41(l)(6). Compliance with these requirements does not relieve the Permittee from responsibility to maintain continuous compliance with the terms and conditions of this permit or the resulting liability for failure to comply. Upon request of the Permittee, Ecology may waive the requirement for a written report on a case-by- case basis, if the immediate notification is received by Ecology within 24 hours. G. Access to Plans and Records 1. The Permittee must retain the following permit documentation (plans and records) on site, or within reasonable access to the site, for use by the operator or for on-site review by Ecology or the local jurisdiction: a. General Permit b. Permit Coverage Letter c. Stormwater Pollution Prevention Plan (SWPPP) d. Site Log Book 2. The Permittee must address written requests for plans and records listed above (Special Condition S5.G.1) as follows: Construction Stormwater General Permit Page 23 a. The Permittee must provide a copy of plans and records to Ecology within 14 days of receipt of a written request from Ecology. b. The Permittee must provide a copy of plans and records to the public when requested in writing. Upon receiving a written request from the public for the Permittee’s plans and records, the Permittee must either: i. Provide a copy of the plans and records to the requester within 14 days of a receipt of the written request; or ii. Notify the requester within 10 days of receipt of the written request of the location and times within normal business hours when the plans and records may be viewed; and provide access to the plans and records within 14 days of receipt of the written request; or iii. Within 14 days of receipt of the written request, the Permittee may submit a copy of the plans and records to Ecology for viewing and/or copying by the requester at an Ecology office, or a mutually agreed location. If plans and records are viewed and/or copied at a location other than at an Ecology office, the Permittee will provide reasonable access to copying services for which a reasonable fee may be charged. The Permittee must notify the requester within 10 days of receipt of the request where the plans and records may be viewed and/or copied. S6. PERMIT FEES The Permittee must pay permit fees assessed by Ecology. Fees for stormwater discharges covered under this permit are established by Chapter 173-224 WAC. Ecology continues to assess permit fees until the permit is terminated in accordance with Special Condition S10 or revoked in accordance with General Condition G5. S7. SOLID AND LIQUID WASTE DISPOSAL The Permittee must handle and dispose of solid and liquid wastes generated by construction activity, such as demolition debris, construction materials, contaminated materials, and waste materials from maintenance activities, including liquids and solids from cleaning catch basins and other stormwater facilities, in accordance with: A. Special Condition S3, Compliance with Standards B. WAC 173-216-110 C. Other applicable regulations S8. DISCHARGES TO 303(d) OR TMDL WATERBODIES A. Sampling and Numeric Effluent Limits For Certain Discharges to 303(d)-listed Waterbodies Construction Stormwater General Permit Page 24 1. Permittees who discharge to segments of waterbodies listed as impaired by the State of Washington under Section 303(d) of the Clean Water Act for turbidity, fine sediment, high pH, or phosphorus, must conduct water quality sampling according to the requirements of this section, and Special Conditions S4.C.2.b-f and S4.C.3.b-d, and must comply with the applicable numeric effluent limitations in S8.C and S8.D. 2. All references and requirements associated with Section 303(d) of the Clean Water Act mean the most current listing by Ecology of impaired waters (Category 5) that exists on January 1, 2016, or the date when the operator’s complete permit application is received by Ecology, whichever is later. B. Limits on Coverage for New Discharges to TMDL or 303(d)-listed Waters Operators of construction sites that discharge to a TMDL or 303(d)-listed waterbody are not eligible for coverage under this permit unless the operator: 1. Prevents exposing stormwater to pollutants for which the waterbody is impaired, and retains documentation in the SWPPP that details procedures taken to prevent exposure on site; or 2. Documents that the pollutants for which the waterbody is impaired are not present at the site, and retains documentation of this finding within the SWPPP; or 3. Provides Ecology with data indicating the discharge is not expected to cause or contribute to an exceedance of a water quality standard, and retains such data on site with the SWPPP. The operator must provide data and other technical information to Ecology that sufficiently demonstrate: a. For discharges to waters without an EPA-approved or -established TMDL, that the discharge of the pollutant for which the water is impaired will meet in- stream water quality criteria at the point of discharge to the waterbody; or b. For discharges to waters with an EPA-approved or -established TMDL, that there is sufficient remaining wasteload allocation in the TMDL to allow construction stormwater discharge and that existing dischargers to the waterbody are subject to compliance schedules designed to bring the waterbody into attainment with water quality standards. Operators of construction sites are eligible for coverage under this permit if Ecology issues permit coverage based upon an affirmative determination that the discharge will not cause or contribute to the existing impairment. C. Sampling and Numeric Effluent Limits for Discharges to Water Bodies on the 303(d) List for Turbidity, Fine Sediment, or Phosphorus 1. Permittees who discharge to segments of water bodies on the 303(d) list (Category 5) for turbidity, fine sediment, or phosphorus must conduct turbidity sampling in accordance with Special Condition S4.C.2 and comply with either of the numeric effluent limits noted in Table 5 below. Construction Stormwater General Permit Page 25 2. As an alternative to the 25 NTUs effluent limit noted in Table 5 below (applied at the point where stormwater [or authorized non-stormwater] is discharged off-site), Permittees may choose to comply with the surface water quality standard for turbidity. The standard is: no more than 5 NTUs over background turbidity when the background turbidity is 50 NTUs or less, or no more than a 10% increase in turbidity when the background turbidity is more than 50 NTUs. In order to use the water quality standard requirement, the sampling must take place at the following locations: a. Background turbidity in the 303(d)-listed receiving water immediately upstream (upgradient) or outside the area of influence of the discharge. b. Turbidity at the point of discharge into the 303(d)-listed receiving water, inside the area of influence of the discharge. 3. Discharges that exceed the numeric effluent limit for turbidity constitute a violation of this permit. 4. Permittees whose discharges exceed the numeric effluent limit shall sample discharges daily until the violation is corrected and comply with the non- compliance notification requirements in Special Condition S5.F. Table 5: Turbidity, Fine Sediment & Phosphorus Sampling and Limits for 303(d)-Listed Waters Parameter identified in 303(d) listing Parameter Sampled Unit Analytical Method Sampling Frequency Numeric Effluent Limit1  Turbidity  Fine Sediment  Phosphorus Turbidity NTU SM2130 Weekly, if discharging 25 NTUs, at the point where stormwater is discharged from the site; OR In compliance with the surface water quality standard for turbidity (S8.C.2.a) 1Permittees subject to a numeric effluent limit for turbidity may, at their discretion, choose either numeric effluent limitation based on site-specific considerations including, but not limited to, safety, access and convenience. D. Discharges to Water Bodies on the 303(d) List for High pH 1. Permittees who discharge to segments of water bodies on the 303(d) list (Category 5) for high pH must conduct pH sampling in accordance with the table below, and comply with the numeric effluent limit of pH 6.5 to 8.5 su (Table 6). Construction Stormwater General Permit Page 26 Table 6: pH Sampling and Limits for 303(d)-Listed Waters Parameter identified in 303(d) listing Parameter Sampled/Units Analytical Method Sampling Frequency Numeric Effluent Limit High pH pH /Standard Units pH meter Weekly, if discharging In the range of 6.5 – 8.5 2. At the Permittee’s discretion, compliance with the limit shall be assessed at one of the following locations: a. Directly in the 303(d)-listed waterbody segment, inside the immediate area of influence of the discharge; or b. Alternatively, the Permittee may measure pH at the point where the discharge leaves the construction site, rather than in the receiving water. 3. Discharges that exceed the numeric effluent limit for pH (outside the range of 6.5 – 8.5 su) constitute a violation of this permit. 4. Permittees whose discharges exceed the numeric effluent limit shall sample discharges daily until the violation is corrected and comply with the non- compliance notification requirements in Special Condition S5.F. E. Sampling and Limits for Sites Discharging to Waters Covered by a TMDL or Another Pollution Control Plan 1. Discharges to a waterbody that is subject to a Total Maximum Daily Load (TMDL) for turbidity, fine sediment, high pH, or phosphorus must be consistent with the TMDL. Refer to http://www.ecy.wa.gov/programs/wq/tmdl/ TMDLsbyWria/TMDLbyWria.html for more information on TMDLs. a. Where an applicable TMDL sets specific waste load allocations or requirements for discharges covered by this permit, discharges must be consistent with any specific waste load allocations or requirements established by the applicable TMDL. i. The Permittee must sample discharges weekly or as otherwise specified by the TMDL to evaluate compliance with the specific waste load allocations or requirements. ii. Analytical methods used to meet the monitoring requirements must conform to the latest revision of the Guidelines Establishing Test Procedures for the Analysis of Pollutants contained in 40 CFR Part 136. Turbidity and pH methods need not be accredited or registered unless conducted at a laboratory which must otherwise be accredited or registered. b. Where an applicable TMDL has established a general waste load allocation for construction stormwater discharges, but has not identified specific requirements, Construction Stormwater General Permit Page 27 compliance with Special Conditions S4 (Monitoring) and S9 (SWPPPs) will constitute compliance with the approved TMDL. c. Where an applicable TMDL has not specified a waste load allocation for construction stormwater discharges, but has not excluded these discharges, compliance with Special Conditions S4 (Monitoring) and S9 (SWPPPs) will constitute compliance with the approved TMDL. d. Where an applicable TMDL specifically precludes or prohibits discharges from construction activity, the operator is not eligible for coverage under this permit. 2. Applicable TMDL means a TMDL for turbidity, fine sediment, high pH, or phosphorus that is completed and approved by EPA before January 1, 2016, or before the date the operator’s complete permit application is received by Ecology, whichever is later. TMDLs completed after the operator’s complete permit application is received by Ecology become applicable to the Permittee only if they are imposed through an administrative order by Ecology, or through a modification of permit coverage. S9. STORMWATER POLLUTION PREVENTION PLAN The Permittee must prepare and properly implement an adequate Stormwater Pollution Prevention Plan (SWPPP) for construction activity in accordance with the requirements of this permit beginning with initial soil disturbance and until final stabilization. A. The Permittee’s SWPPP must meet the following objectives: 1. To implement best management practices (BMPs) to prevent erosion and sedimentation, and to identify, reduce, eliminate or prevent stormwater contamination and water pollution from construction activity. 2. To prevent violations of surface water quality, ground water quality, or sediment management standards. 3. To control peak volumetric flow rates and velocities of stormwater discharges. B. General Requirements 1. The SWPPP must include a narrative and drawings. All BMPs must be clearly referenced in the narrative and marked on the drawings. The SWPPP narrative must include documentation to explain and justify the pollution prevention decisions made for the project. Documentation must include: a. Information about existing site conditions (topography, drainage, soils, vegetation, etc.). b. Potential erosion problem areas. c. The 13 elements of a SWPPP in Special Condition S9.D.1-13, including BMPs used to address each element. Construction Stormwater General Permit Page 28 d. Construction phasing/sequence and general BMP implementation schedule. e. The actions to be taken if BMP performance goals are not achieved—for example, a contingency plan for additional treatment and/or storage of stormwater that would violate the water quality standards if discharged. f. Engineering calculations for ponds, treatment systems, and any other designed structures. When a treatment system requires engineering calculations, these calculations must be included in the SWPPP. Engineering calculations do not need to be included in the SWPPP for treatment systems that do not require such calculations. 2. The Permittee must modify the SWPPP if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is, or would be, ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The Permittee must then: a. Review the SWPPP for compliance with Special Condition S9 and make appropriate revisions within 7 days of the inspection or investigation. b. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible, addressing the problems no later than 10 days from the inspection or investigation. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when an extension is requested by a Permittee within the initial 10-day response period. c. Document BMP implementation and maintenance in the site log book. The Permittee must modify the SWPPP whenever there is a change in design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the State. C. Stormwater Best Management Practices (BMPs) BMPs must be consistent with: 1. Stormwater Management Manual for Western Washington (most current approved edition at the time this permit was issued), for sites west of the crest of the Cascade Mountains; or 2. Stormwater Management Manual for Eastern Washington (most current approved edition at the time this permit was issued), for sites east of the crest of the Cascade Mountains; or 3. Revisions to the manuals listed in Special Condition S9.C.1. & 2., or other stormwater management guidance documents or manuals which provide an equivalent level of pollution prevention, that are approved by Ecology and incorporated into this permit in accordance with the permit modification requirements of WAC 173-226-230; or Construction Stormwater General Permit Page 29 4. Documentation in the SWPPP that the BMPs selected provide an equivalent level of pollution prevention, compared to the applicable Stormwater Management Manuals, including: a. The technical basis for the selection of all stormwater BMPs (scientific, technical studies, and/or modeling) that support the performance claims for the BMPs being selected. b. An assessment of how the selected BMP will satisfy AKART requirements and the applicable federal technology-based treatment requirements under 40 CFR part 125.3. D. SWPPP – Narrative Contents and Requirements The Permittee must include each of the 13 elements below in Special Condition S9.D.1-13 in the narrative of the SWPPP and implement them unless site conditions render the element unnecessary and the exemption from that element is clearly justified in the SWPPP. 1. Preserve Vegetation/Mark Clearing Limits a. Before beginning land-disturbing activities, including clearing and grading, clearly mark all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area. b. Retain the duff layer, native topsoil, and natural vegetation in an undisturbed state to the maximum degree practicable. 2. Establish Construction Access a. Limit construction vehicle access and exit to one route, if possible. b. Stabilize access points with a pad of quarry spalls, crushed rock, or other equivalent BMPs, to minimize tracking sediment onto roads. c. Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads. d. If sediment is tracked off site, clean the affected roadway thoroughly at the end of each day, or more frequently as necessary (for example, during wet weather). Remove sediment from roads by shoveling, sweeping, or pickup and transport of the sediment to a controlled sediment disposal area. e. Conduct street washing only after sediment removal in accordance with Special Condition S9.D.2.d. Control street wash wastewater by pumping back on site or otherwise preventing it from discharging into systems tributary to waters of the State. 3. Control Flow Rates a. Protect properties and waterways downstream of development sites from erosion and the associated discharge of turbid waters due to increases in the Construction Stormwater General Permit Page 30 velocity and peak volumetric flow rate of stormwater runoff from the project site, as required by local plan approval authority. b. Where necessary to comply with Special Condition S9.D.3.a, construct stormwater retention or detention facilities as one of the first steps in grading. Assure that detention facilities function properly before constructing site improvements (for example, impervious surfaces). c. If permanent infiltration ponds are used for flow control during construction, protect these facilities from siltation during the construction phase. 4. Install Sediment Controls The Permittee must design, install and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. At a minimum, the Permittee must design, install and maintain such controls to: a. Construct sediment control BMPs (sediment ponds, traps, filters, infiltration facilities, etc.) as one of the first steps in grading. These BMPs must be functional before other land disturbing activities take place. b. Minimize sediment discharges from the site. The design, installation and maintenance of erosion and sediment controls must address factors such as the amount, frequency, intensity and duration of precipitation, the nature of resulting stormwater runoff, and soil characteristics, including the range of soil particle sizes expected to be present on the site. c. Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard of Special Condition S9.D.3.a. d. Locate BMPs intended to trap sediment on site in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off-channel areas or drainages. e. Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to increase sediment removal and maximize stormwater infiltration, unless infeasible. f. Where feasible, design outlet structures that withdraw impounded stormwater from the surface to avoid discharging sediment that is still suspended lower in the water column. 5. Stabilize Soils a. The Permittee must stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable BMPs include, but are not limited to: temporary and permanent seeding, sodding, mulching, plastic covering, erosion control fabrics and matting, soil application of polyacrylamide Construction Stormwater General Permit Page 31 (PAM), the early application of gravel base on areas to be paved, and dust control. b. The Permittee must control stormwater volume and velocity within the site to minimize soil erosion. c. The Permittee must control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize erosion at outlets and to minimize downstream channel and stream bank erosion. d. Depending on the geographic location of the project, the Permittee must not allow soils to remain exposed and unworked for more than the time periods set forth below to prevent erosion: West of the Cascade Mountains Crest During the dry season (May 1 - September 30): 7 days During the wet season (October 1 - April 30): 2 days East of the Cascade Mountains Crest, except for Central Basin* During the dry season (July 1 - September 30): 10 days During the wet season (October 1 - June 30): 5 days The Central Basin*, East of the Cascade Mountains Crest During the dry season (July 1 - September 30): 30 days During the wet season (October 1 - June 30): 15 days *Note: The Central Basin is defined as the portions of Eastern Washington with mean annual precipitation of less than 12 inches. e. The Permittee must stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather forecast. f. The Permittee must stabilize soil stockpiles from erosion, protected with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. g. The Permittee must minimize the amount of soil exposed during construction activity. h. The Permittee must minimize the disturbance of steep slopes. i. The Permittee must minimize soil compaction and, unless infeasible, preserve topsoil. 6. Protect Slopes a. The Permittee must design and construct cut-and-fill slopes in a manner to minimize erosion. Applicable practices include, but are not limited to, reducing continuous length of slope with terracing and diversions, reducing slope steepness, and roughening slope surfaces (for example, track walking). Construction Stormwater General Permit Page 32 b. The Permittee must divert off-site stormwater (run-on) or ground water away from slopes and disturbed areas with interceptor dikes, pipes, and/or swales. Off-site stormwater should be managed separately from stormwater generated on the site. c. At the top of slopes, collect drainage in pipe slope drains or protected channels to prevent erosion. i. West of the Cascade Mountains Crest: Temporary pipe slope drains must handle the peak 10-minute flow rate from a Type 1A, 10-year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate predicted by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the Western Washington Hydrology Model (WWHM) to predict flows, bare soil areas should be modeled as "landscaped area.” ii. East of the Cascade Mountains Crest: Temporary pipe slope drains must handle the expected peak flow rate from a 6-month, 3-hour storm for the developed condition, referred to as the short duration storm. d. Place excavated material on the uphill side of trenches, consistent with safety and space considerations. e. Place check dams at regular intervals within constructed channels that are cut down a slope. 7. Protect Drain Inlets a. Protect all storm drain inlets made operable during construction so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. b. Clean or remove and replace inlet protection devices when sediment has filled one-third of the available storage (unless a different standard is specified by the product manufacturer). 8. Stabilize Channels and Outlets a. Design, construct and stabilize all on-site conveyance channels to prevent erosion from the following expected peak flows: i. West of the Cascade Mountains Crest: Channels must handle the peak 10-minute flow rate from a Type 1A, 10-year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate indicated by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land Construction Stormwater General Permit Page 33 cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the WWHM to predict flows, bare soil areas should be modeled as "landscaped area.” ii. East of the Cascade Mountains Crest: Channels must handle the expected peak flow rate from a 6-month, 3-hour storm for the developed condition, referred to as the short duration storm. b. Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent stream banks, slopes, and downstream reaches at the outlets of all conveyance systems. 9. Control Pollutants Design, install, implement and maintain effective pollution prevention measures to minimize the discharge of pollutants. The Permittee must: a. Handle and dispose of all pollutants, including waste materials and demolition debris that occur on site in a manner that does not cause contamination of stormwater. b. Provide cover, containment, and protection from vandalism for all chemicals, liquid products, petroleum products, and other materials that have the potential to pose a threat to human health or the environment. On-site fueling tanks must include secondary containment. Secondary containment means placing tanks or containers within an impervious structure capable of containing 110% of the volume contained in the largest tank within the containment structure. Double- walled tanks do not require additional secondary containment. c. Conduct maintenance, fueling, and repair of heavy equipment and vehicles using spill prevention and control measures. Clean contaminated surfaces immediately following any spill incident. d. Discharge wheel wash or tire bath wastewater to a separate on-site treatment system that prevents discharge to surface water, such as closed-loop recirculation or upland land application, or to the sanitary sewer with local sewer district approval. e. Apply fertilizers and pesticides in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Follow manufacturers’ label requirements for application rates and procedures. f. Use BMPs to prevent contamination of stormwater runoff by pH-modifying sources. The sources for this contamination include, but are not limited to: bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, recycled concrete stockpiles, waste streams generated from concrete grinding and sawing, exposed aggregate processes, dewatering concrete vaults, concrete Construction Stormwater General Permit Page 34 pumping and mixer washout waters. (Also refer to the definition for "concrete wastewater" in Appendix A--Definitions.) g. Adjust the pH of stormwater or authorized non-stormwater if necessary to prevent an exceedance of groundwater and/or surface water quality standards. h. Assure that washout of concrete trucks is performed off-site or in designated concrete washout areas only. Do not wash out concrete truck drums or concrete handling equipment onto the ground, or into storm drains, open ditches, streets, or streams. Washout of concrete handling equipment may be disposed of in a designated concrete washout area or in a formed area awating concrete where it will not contaminate surface or ground water. Do not dump excess concrete on site, except in designated concrete washout areas. Concrete spillage or concrete discharge directly to groundwater or surface waters of the State is prohibited. Do not wash out to formed areas awaiting LID facilities. i. Obtain written approval from Ecology before using any chemical treatment, with the exception of CO2 or dry ice used to adjust pH. j. Uncontaminated water from water-only based shaft drilling for construction of building, road, and bridge foundations may be infiltrated provided the wastewater is managed in a way that prohibits discharge to surface waters. Prior to infiltration, water from water-only based shaft drilling that comes into contact with curing concrete must be neutralized until pH is in the range of 6.5 to 8.5 (su). 10. Control Dewatering a. Permittees must discharge foundation, vault, and trench dewatering water, which have characteristics similar to stormwater runoff at the site, into a controlled conveyance system before discharge to a sediment trap or sediment pond. b. Permittees may discharge clean, non-turbid dewatering water, such as well- point ground water, to systems tributary to, or directly into surface waters of the State, as specified in Special Condition S9.D.8, provided the dewatering flow does not cause erosion or flooding of receiving waters. Do not route clean dewatering water through stormwater sediment ponds. Note that “surface waters of the State” may exist on a construction site as well as off site; for example, a creek running through a site. c. Other dewatering treatment or disposal options may include: i. Infiltration. ii. Transport off site in a vehicle, such as a vacuum flush truck, for legal disposal in a manner that does not pollute state waters. Construction Stormwater General Permit Page 35 iii. Ecology-approved on-site chemical treatment or other suitable treatment technologies (see S9.D.9.i. regarding chemical treatment written approval). iv. Sanitary or combined sewer discharge with local sewer district approval, if there is no other option. v. Use of a sedimentation bag with discharge to a ditch or swale for small volumes of localized dewatering. d. Permittees must handle highly turbid or contaminated dewatering water separately from stormwater. 11. Maintain BMPs a. Permittees must maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to assure continued performance of their intended function in accordance with BMP specifications. b. Permittees must remove all temporary erosion and sediment control BMPs within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed. 12. Manage the Project a. Phase development projects to the maximum degree practicable and take into account seasonal work limitations. b. Inspection and monitoring – Inspect, maintain and repair all BMPs as needed to assure continued performance of their intended function. Conduct site inspections and monitoring in accordance with Special Condition S4. c. Maintaining an updated construction SWPPP – Maintain, update, and implement the SWPPP in accordance with Special Conditions S3, S4 and S9. 13. Protect Low Impact Development (LID) BMPs The primary purpose of LID BMPs/On-site LID Stormwater Management BMPs is to reduce the disruption of the natural site hydrology. LID BMPs are permanent facilities. a. Permittees must protect all Bioretention and Rain Garden facilities from sedimentation through installation and maintenance of erosion and sediment control BMPs on portions of the site that drain into the Bioretention and/or Rain Garden facilities. Restore the facilities to their fully functioning condition if they accumulate sediment during construction. Restoring the facility must include removal of sediment and any sediment-laden Bioretention/Rain Garden soils, and replacing the removed soils with soils meeting the design specification. Construction Stormwater General Permit Page 36 b. Permittees must maintain the infiltration capabilities of Bioretention and Rain Garden facilities by protecting against compaction by construction equipment and foot traffic. Protect completed lawn and landscaped areas from compaction due to construction equipment. c. Permittees must control erosion and avoid introducing sediment from surrounding land uses onto permeable pavements. Do not allow muddy construction equipment on the base material or pavement. Do not allow sediment-laden runoff onto permeable pavements. d. Permittees must clean permeable pavements fouled with sediments or no longer passing an initial infiltration test using local stormwater manual methodology or the manufacturer’s procedures. e. Permittees must keep all heavy equipment off existing soils under LID facilities that have been excavated to final grade to retain the infiltration rate of the soils. E. SWPPP – Map Contents and Requirements The Permittee’s SWPPP must also include a vicinity map or general location map (for example, a USGS quadrangle map, a portion of a county or city map, or other appropriate map) with enough detail to identify the location of the construction site and receiving waters within one mile of the site. The SWPPP must also include a legible site map (or maps) showing the entire construction site. The following features must be identified, unless not applicable due to site conditions: 1. The direction of north, property lines, and existing structures and roads. 2. Cut and fill slopes indicating the top and bottom of slope catch lines. 3. Approximate slopes, contours, and direction of stormwater flow before and after major grading activities. 4. Areas of soil disturbance and areas that will not be disturbed. 5. Locations of structural and nonstructural controls (BMPs) identified in the SWPPP. 6. Locations of off-site material, stockpiles, waste storage, borrow areas, and vehicle/equipment storage areas. 7. Locations of all surface water bodies, including wetlands. 8. Locations where stormwater or non-stormwater discharges off-site and/or to a surface waterbody, including wetlands. 9. Location of water quality sampling station(s), if sampling is required by state or local permitting authority. Construction Stormwater General Permit Page 37 10. Areas where final stabilization has been accomplished and no further construction- phase permit requirements apply. 11. Location or proposed location of LID facilities. S10. NOTICE OF TERMINATION A. The site is eligible for termination of coverage when it has met any of the following conditions: 1. The site has undergone final stabilization, the Permittee has removed all temporary BMPs (except biodegradable BMPs clearly manufactured with the intention for the material to be left in place and not interfere with maintenance or land use), and all stormwater discharges associated with construction activity have been eliminated; or 2. All portions of the site that have not undergone final stabilization per Special Condition S10.A.1 have been sold and/or transferred (per General Condition G9), and the Permittee no longer has operational control of the construction activity; or 3. For residential construction only, the Permittee has completed temporary stabilization and the homeowners have taken possession of the residences. B. When the site is eligible for termination, the Permittee must submit a complete and accurate Notice of Termination (NOT) form, signed in accordance with General Condition G2, to: Department of Ecology Water Quality Program – Construction Stormwater PO Box 47696 Olympia, Washington 98504-7696 When an electronic termination form is available, the Permittee may choose to submit a complete and accurate Notice of Termination (NOT) form through the Water Quality Permitting Portal rather than mailing a hardcopy as noted above. The termination is effective on the thirty-first calendar day following the date Ecology receives a complete NOT form, unless Ecology notifies the Permittee that the termination request is denied because the Permittee has not met the eligibility requirements in Special Condition S10.A. Permittees are required to comply with all conditions and effluent limitations in the permit until the permit has been terminated. Permittees transferring the property to a new property owner or operator/Permittee are required to complete and submit the Notice of Transfer form to Ecology, but are not required to submit a Notice of Termination form for this type of transaction. Construction Stormwater General Permit Page 38 GENERAL CONDITIONS G1. DISCHARGE VIOLATIONS All discharges and activities authorized by this general permit must be consistent with the terms and conditions of this general permit. Any discharge of any pollutant more frequent than or at a level in excess of that identified and authorized by the general permit must constitute a violation of the terms and conditions of this permit. G2. SIGNATORY REQUIREMENTS A. All permit applications must bear a certification of correctness to be signed: 1. In the case of corporations, by a responsible corporate officer; 2. In the case of a partnership, by a general partner of a partnership; 3. In the case of sole proprietorship, by the proprietor; or 4. In the case of a municipal, state, or other public facility, by either a principal executive officer or ranking elected official. B. All reports required by this permit and other information requested by Ecology (including NOIs, NOTs, and Transfer of Coverage forms) must be signed by a person described above or by a duly authorized representative of that person. A person is a duly authorized representative only if: 1. The authorization is made in writing by a person described above and submitted to Ecology. 2. The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility, such as the position of plant manager, superintendent, position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters. C. Changes to authorization. If an authorization under paragraph G2.B.2 above is no longer accurate because a different individual or position has responsibility for the overall operation of the facility, a new authorization satisfying the requirements of paragraph G2.B.2 above must be submitted to Ecology prior to or together with any reports, information, or applications to be signed by an authorized representative. D. Certification. Any person signing a document under this section must make the following certification: “I certify under penalty of law, that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering information, the information submitted is, to the best of my Construction Stormwater General Permit Page 39 knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations.” G3. RIGHT OF INSPECTION AND ENTRY The Permittee must allow an authorized representative of Ecology, upon the presentation of credentials and such other documents as may be required by law: A. To enter upon the premises where a discharge is located or where any records are kept under the terms and conditions of this permit. B. To have access to and copy – at reasonable times and at reasonable cost – any records required to be kept under the terms and conditions of this permit. C. To inspect – at reasonable times – any facilities, equipment (including monitoring and control equipment), practices, methods, or operations regulated or required under this permit. D. To sample or monitor – at reasonable times – any substances or parameters at any location for purposes of assuring permit compliance or as otherwise authorized by the Clean Water Act. G4. GENERAL PERMIT MODIFICATION AND REVOCATION This permit may be modified, revoked and reissued, or terminated in accordance with the provisions of Chapter 173-226 WAC. Grounds for modification, revocation and reissuance, or termination include, but are not limited to, the following: A. When a change occurs in the technology or practices for control or abatement of pollutants applicable to the category of dischargers covered under this permit. B. When effluent limitation guidelines or standards are promulgated pursuant to the CWA or Chapter 90.48 RCW, for the category of dischargers covered under this permit. C. When a water quality management plan containing requirements applicable to the category of dischargers covered under this permit is approved, or D. When information is obtained that indicates cumulative effects on the environment from dischargers covered under this permit are unacceptable. G5. REVOCATION OF COVERAGE UNDER THE PERMIT Pursuant to Chapter 43.21B RCW and Chapter 173-226 WAC, the Director may terminate coverage for any discharger under this permit for cause. Cases where coverage may be terminated include, but are not limited to, the following: A. Violation of any term or condition of this permit. B. Obtaining coverage under this permit by misrepresentation or failure to disclose fully all relevant facts. Construction Stormwater General Permit Page 40 C. A change in any condition that requires either a temporary or permanent reduction or elimination of the permitted discharge. D. Failure or refusal of the Permittee to allow entry as required in RCW 90.48.090. E. A determination that the permitted activity endangers human health or the environment, or contributes to water quality standards violations. F. Nonpayment of permit fees or penalties assessed pursuant to RCW 90.48.465 and Chapter 173-224 WAC. G. Failure of the Permittee to satisfy the public notice requirements of WAC 173-226- 130(5), when applicable. The Director may require any discharger under this permit to apply for and obtain coverage under an individual permit or another more specific general permit. Permittees who have their coverage revoked for cause according to WAC 173-226-240 may request temporary coverage under this permit during the time an individual permit is being developed, provided the request is made within ninety (90) days from the time of revocation and is submitted along with a complete individual permit application form. G6. REPORTING A CAUSE FOR MODIFICATION The Permittee must submit a new application, or a supplement to the previous application, whenever a material change to the construction activity or in the quantity or type of discharge is anticipated which is not specifically authorized by this permit. This application must be submitted at least sixty (60) days prior to any proposed changes. Filing a request for a permit modification, revocation and reissuance, or termination, or a notification of planned changes or anticipated noncompliance does not relieve the Permittee of the duty to comply with the existing permit until it is modified or reissued. G7. COMPLIANCE WITH OTHER LAWS AND STATUTES Nothing in this permit will be construed as excusing the Permittee from compliance with any applicable federal, state, or local statutes, ordinances, or regulations. G8. DUTY TO REAPPLY The Permittee must apply for permit renewal at least 180 days prior to the specified expiration date of this permit. The Permittee must reapply using the electronic application form (NOI) available on Ecology’s website. Permittees unable to submit electronically (for example, those who do not have an internet connection) must contact Ecology to request a waiver and obtain instructions on how to obtain a paper NOI. Department of Ecology Water Quality Program - Construction Stormwater PO Box 47696 Olympia, Washington 98504-7696 Construction Stormwater General Permit Page 41 G9. TRANSFER OF GENERAL PERMIT COVERAGE Coverage under this general permit is automatically transferred to a new discharger, including operators of lots/parcels within a common plan of development or sale, if: A. A written agreement (Transfer of Coverage Form) between the current discharger (Permittee) and new discharger, signed by both parties and containing a specific date for transfer of permit responsibility, coverage, and liability (including any Administrative Orders associated with the Permit) is submitted to the Director; and B. The Director does not notify the current discharger and new discharger of the Director’s intent to revoke coverage under the general permit. If this notice is not given, the transfer is effective on the date specified in the written agreement. When a current discharger (Permittee) transfers a portion of a permitted site, the current discharger must also submit an updated application form (NOI) to the Director indicating the remaining permitted acreage after the transfer. G10. REMOVED SUBSTANCES The Permittee must not re-suspend or reintroduce collected screenings, grit, solids, sludges, filter backwash, or other pollutants removed in the course of treatment or control of stormwater to the final effluent stream for discharge to state waters. G11. DUTY TO PROVIDE INFORMATION The Permittee must submit to Ecology, within a reasonable time, all information that Ecology may request to determine whether cause exists for modifying, revoking and reissuing, or terminating this permit or to determine compliance with this permit. The Permittee must also submit to Ecology, upon request, copies of records required to be kept by this permit [40 CFR 122.41(h)]. G12. OTHER REQUIREMENTS OF 40 CFR All other requirements of 40 CFR 122.41 and 122.42 are incorporated in this permit by reference. G13. ADDITIONAL MONITORING Ecology may establish specific monitoring requirements in addition to those contained in this permit by administrative order or permit modification. G14. PENALTIES FOR VIOLATING PERMIT CONDITIONS Any person who is found guilty of willfully violating the terms and conditions of this permit shall be deemed guilty of a crime, and upon conviction thereof shall be punished by a fine of up to ten thousand dollars ($10,000) and costs of prosecution, or by imprisonment at the discretion of the court. Each day upon which a willful violation occurs may be deemed a separate and additional violation. Construction Stormwater General Permit Page 42 Any person who violates the terms and conditions of a waste discharge permit shall incur, in addition to any other penalty as provided by law, a civil penalty in the amount of up to ten thousand dollars ($10,000) for every such violation. Each and every such violation shall be a separate and distinct offense, and in case of a continuing violation, every day’s continuance shall be deemed to be a separate and distinct violation. G15. UPSET Definition – “Upset” means an exceptional incident in which there is unintentional and temporary noncompliance with technology-based permit effluent limitations because of factors beyond the reasonable control of the Permittee. An upset does not include noncompliance to the extent caused by operational error, improperly designed treatment facilities, inadequate treatment facilities, lack of preventive maintenance, or careless or improper operation. An upset constitutes an affirmative defense to an action brought for noncompliance with such technology-based permit effluent limitations if the requirements of the following paragraph are met. A Permittee who wishes to establish the affirmative defense of upset must demonstrate, through properly signed, contemporaneous operating logs or other relevant evidence that: 1) an upset occurred and that the Permittee can identify the cause(s) of the upset; 2) the permitted facility was being properly operated at the time of the upset; 3) the Permittee submitted notice of the upset as required in Special Condition S5.F, and; 4) the Permittee complied with any remedial measures required under this permit. In any enforcement proceeding, the Permittee seeking to establish the occurrence of an upset has the burden of proof. G16. PROPERTY RIGHTS This permit does not convey any property rights of any sort, or any exclusive privilege. G17. DUTY TO COMPLY The Permittee must comply with all conditions of this permit. Any permit noncompliance constitutes a violation of the Clean Water Act and is grounds for enforcement action; for permit termination, revocation and reissuance, or modification; or denial of a permit renewal application. G18. TOXIC POLLUTANTS The Permittee must comply with effluent standards or prohibitions established under Section 307(a) of the Clean Water Act for toxic pollutants within the time provided in the regulations that establish those standards or prohibitions, even if this permit has not yet been modified to incorporate the requirement. Construction Stormwater General Permit Page 43 G19. PENALTIES FOR TAMPERING The Clean Water Act provides that any person who falsifies, tampers with, or knowingly renders inaccurate any monitoring device or method required to be maintained under this permit shall, upon conviction, be punished by a fine of not more than $10,000 per violation, or by imprisonment for not more than two years per violation, or by both. If a conviction of a person is for a violation committed after a first conviction of such person under this condition, punishment shall be a fine of not more than $20,000 per day of violation, or imprisonment of not more than four (4) years, or both. G20. REPORTING PLANNED CHANGES The Permittee must, as soon as possible, give notice to Ecology of planned physical alterations, modifications or additions to the permitted construction activity. The Permittee should be aware that, depending on the nature and size of the changes to the original permit, a new public notice and other permit process requirements may be required. Changes in activities that require reporting to Ecology include those that will result in: A. The permitted facility being determined to be a new source pursuant to 40 CFR 122.29(b). B. A significant change in the nature or an increase in quantity of pollutants discharged, including but not limited to: for sites 5 acres or larger, a 20% or greater increase in acreage disturbed by construction activity. C. A change in or addition of surface water(s) receiving stormwater or non-stormwater from the construction activity. D. A change in the construction plans and/or activity that affects the Permittee’s monitoring requirements in Special Condition S4. Following such notice, permit coverage may be modified, or revoked and reissued pursuant to 40 CFR 122.62(a) to specify and limit any pollutants not previously limited. Until such modification is effective, any new or increased discharge in excess of permit limits or not specifically authorized by this permit constitutes a violation. G21. REPORTING OTHER INFORMATION Where the Permittee becomes aware that it failed to submit any relevant facts in a permit application, or submitted incorrect information in a permit application or in any report to Ecology, it must promptly submit such facts or information. G22. REPORTING ANTICIPATED NON-COMPLIANCE The Permittee must give advance notice to Ecology by submission of a new application or supplement thereto at least forty-five (45) days prior to commencement of such discharges, of any facility expansions, production increases, or other planned changes, such as process modifications, in the permitted facility or activity which may result in noncompliance with permit limits or conditions. Any maintenance of facilities, which might necessitate Construction Stormwater General Permit Page 44 unavoidable interruption of operation and degradation of effluent quality, must be scheduled during non-critical water quality periods and carried out in a manner approved by Ecology. G23. REQUESTS TO BE EXCLUDED FROM COVERAGE UNDER THE PERMIT Any discharger authorized by this permit may request to be excluded from coverage under the general permit by applying for an individual permit. The discharger must submit to the Director an application as described in WAC 173-220-040 or WAC 173-216-070, whichever is applicable, with reasons supporting the request. These reasons will fully document how an individual permit will apply to the applicant in a way that the general permit cannot. Ecology may make specific requests for information to support the request. The Director will either issue an individual permit or deny the request with a statement explaining the reason for the denial. When an individual permit is issued to a discharger otherwise subject to the construction stormwater general permit, the applicability of the construction stormwater general permit to that Permittee is automatically terminated on the effective date of the individual permit. G24. APPEALS A. The terms and conditions of this general permit, as they apply to the appropriate class of dischargers, are subject to appeal by any person within 30 days of issuance of this general permit, in accordance with Chapter 43.21B RCW, and Chapter 173-226 WAC. B. The terms and conditions of this general permit, as they apply to an individual discharger, are appealable in accordance with Chapter 43.21B RCW within 30 days of the effective date of coverage of that discharger. Consideration of an appeal of general permit coverage of an individual discharger is limited to the general permit’s applicability or nonapplicability to that individual discharger. C. The appeal of general permit coverage of an individual discharger does not affect any other dischargers covered under this general permit. If the terms and conditions of this general permit are found to be inapplicable to any individual discharger(s), the matter shall be remanded to Ecology for consideration of issuance of an individual permit or permits. G25. SEVERABILITY The provisions of this permit are severable, and if any provision of this permit, or application of any provision of this permit to any circumstance, is held invalid, the application of such provision to other circumstances, and the remainder of this permit shall not be affected thereby. G26. BYPASS PROHIBITED A. Bypass Procedures Bypass, which is the intentional diversion of waste streams from any portion of a treatment facility, is prohibited for stormwater events below the design criteria for Construction Stormwater General Permit Page 45 stormwater management. Ecology may take enforcement action against a Permittee for bypass unless one of the following circumstances (1, 2, 3 or 4) is applicable. 1. Bypass of stormwater is consistent with the design criteria and part of an approved management practice in the applicable stormwater management manual. 2. Bypass for essential maintenance without the potential to cause violation of permit limits or conditions. Bypass is authorized if it is for essential maintenance and does not have the potential to cause violations of limitations or other conditions of this permit, or adversely impact public health. 3. Bypass of stormwater is unavoidable, unanticipated, and results in noncompliance of this permit. This bypass is permitted only if: a. Bypass is unavoidable to prevent loss of life, personal injury, or severe property damage. “Severe property damage” means substantial physical damage to property, damage to the treatment facilities which would cause them to become inoperable, or substantial and permanent loss of natural resources which can reasonably be expected to occur in the absence of a bypass. b. There are no feasible alternatives to the bypass, such as the use of auxiliary treatment facilities, retention of untreated wastes, maintenance during normal periods of equipment downtime (but not if adequate backup equipment should have been installed in the exercise of reasonable engineering judgment to prevent a bypass which occurred during normal periods of equipment downtime or preventative maintenance), or transport of untreated wastes to another treatment facility. c. Ecology is properly notified of the bypass as required in Special Condition S5.F of this permit. 4. A planned action that would cause bypass of stormwater and has the potential to result in noncompliance of this permit during a storm event. The Permittee must notify Ecology at least thirty (30) days before the planned date of bypass. The notice must contain: a. A description of the bypass and its cause. b. An analysis of all known alternatives which would eliminate, reduce, or mitigate the need for bypassing. c. A cost-effectiveness analysis of alternatives including comparative resource damage assessment. d. The minimum and maximum duration of bypass under each alternative. e. A recommendation as to the preferred alternative for conducting the bypass. Construction Stormwater General Permit Page 46 f. The projected date of bypass initiation. g. A statement of compliance with SEPA. h. A request for modification of water quality standards as provided for in WAC 173-201A-110, if an exceedance of any water quality standard is anticipated. i. Steps taken or planned to reduce, eliminate, and prevent reoccurrence of the bypass. 5. For probable construction bypasses, the need to bypass is to be identified as early in the planning process as possible. The analysis required above must be considered during preparation of the Stormwater Pollution Prevention Plan (SWPPP) and must be included to the extent practical. In cases where the probable need to bypass is determined early, continued analysis is necessary up to and including the construction period in an effort to minimize or eliminate the bypass. Ecology will consider the following before issuing an administrative order for this type bypass: a. If the bypass is necessary to perform construction or maintenance-related activities essential to meet the requirements of this permit. b. If there are feasible alternatives to bypass, such as the use of auxiliary treatment facilities, retention of untreated wastes, stopping production, maintenance during normal periods of equipment down time, or transport of untreated wastes to another treatment facility. c. If the bypass is planned and scheduled to minimize adverse effects on the public and the environment. After consideration of the above and the adverse effects of the proposed bypass and any other relevant factors, Ecology will approve, conditionally approve, or deny the request. The public must be notified and given an opportunity to comment on bypass incidents of significant duration, to the extent feasible. Approval of a request to bypass will be by administrative order issued by Ecology under RCW 90.48.120. B. Duty to Mitigate The Permittee is required to take all reasonable steps to minimize or prevent any discharge or sludge use or disposal in violation of this permit that has a reasonable likelihood of adversely affecting human health or the environment. Construction Stormwater General Permit Page 47 APPENDIX A – DEFINITIONS AKART is an acronym for “all known, available, and reasonable methods of prevention, control, and treatment.” AKART represents the most current methodology that can be reasonably required for preventing, controlling, or abating the pollutants and controlling pollution associated with a discharge. Applicable TMDL means a TMDL for turbidity, fine sediment, high pH, or phosphorus, which was completed and approved by EPA before January 1, 2016, or before the date the operator’s complete permit application is received by Ecology, whichever is later. Applicant means an operator seeking coverage under this permit. Benchmark means a pollutant concentration used as a permit threshold, below which a pollutant is considered unlikely to cause a water quality violation, and above which it may. When pollutant concentrations exceed benchmarks, corrective action requirements take effect. Benchmark values are not water quality standards and are not numeric effluent limitations; they are indicator values. Best Management Practices (BMPs) means schedules of activities, prohibitions of practices, maintenance procedures, and other physical, structural and/or managerial practices to prevent or reduce the pollution of waters of the State. BMPs include treatment systems, operating procedures, and practices to control: stormwater associated with construction activity, spillage or leaks, sludge or waste disposal, or drainage from raw material storage. Buffer means an area designated by a local jurisdiction that is contiguous to and intended to protect a sensitive area. Bypass means the intentional diversion of waste streams from any portion of a treatment facility. Calendar Day A period of 24 consecutive hours starting at 12:00 midnight and ending the following 12:00 midnight. Calendar Week (same as Week) means a period of seven consecutive days starting at 12:01 a.m. (0:01 hours) on Sunday. Certified Erosion and Sediment Control Lead (CESCL) means a person who has current certification through an approved erosion and sediment control training program that meets the minimum training standards established by Ecology (see BMP C160 in the SWMM). Chemical Treatment means the addition of chemicals to stormwater and/or authorized non- stormwater prior to filtration and discharge to surface waters. Clean Water Act (CWA) means the Federal Water Pollution Control Act enacted by Public Law 92-500, as amended by Public Laws 95-217, 95-576, 96-483, and 97-117; USC 1251 et seq. Combined Sewer means a sewer which has been designed to serve as a sanitary sewer and a storm sewer, and into which inflow is allowed by local ordinance. Construction Stormwater General Permit Page 48 Common Plan of Development or Sale means a site where multiple separate and distinct construction activities may be taking place at different times on different schedules and/or by different contractors, but still under a single plan. Examples include: 1) phased projects and projects with multiple filings or lots, even if the separate phases or filings/lots will be constructed under separate contract or by separate owners (e.g., a development where lots are sold to separate builders); 2) a development plan that may be phased over multiple years, but is still under a consistent plan for long-term development; 3) projects in a contiguous area that may be unrelated but still under the same contract, such as construction of a building extension and a new parking lot at the same facility; and 4) linear projects such as roads, pipelines, or utilities. If the project is part of a common plan of development or sale, the disturbed area of the entire plan must be used in determining permit requirements. Composite Sample means a mixture of grab samples collected at the same sampling point at different times, formed either by continuous sampling or by mixing discrete samples. May be "time-composite" (collected at constant time intervals) or "flow-proportional" (collected either as a constant sample volume at time intervals proportional to stream flow, or collected by increasing the volume of each aliquot as the flow increases while maintaining a constant time interval between the aliquots. Concrete Wastewater means any water used in the production, pouring and/or clean-up of concrete or concrete products, and any water used to cut, grind, wash, or otherwise modify concrete or concrete products. Examples include water used for or resulting from concrete truck/mixer/pumper/tool/chute rinsing or washing, concrete saw cutting and surfacing (sawing, coring, grinding, roughening, hydro-demolition, bridge and road surfacing). When stormwater comingles with concrete wastewater, the resulting water is considered concrete wastewater and must be managed to prevent discharge to waters of the State, including ground water. Construction Activity means land disturbing operations including clearing, grading or excavation which disturbs the surface of the land. Such activities may include road construction, construction of residential houses, office buildings, or industrial buildings, site preparation, soil compaction, movement and stockpiling of topsoils, and demolition activity. Contaminant means any hazardous substance that does not occur naturally or occurs at greater than natural background levels. See definition of “hazardous substance” and WAC 173-340-200. Contaminated Groundwater means groundwater which contains contaminants, pollutants, or hazardous substances that do not occur naturally or occur at levels greater than natural background. Contaminated Soil means soil which contains contaminants, pollutants, or hazardous substances that do not occur naturally or occur at levels greater than natural background. Demonstrably Equivalent means that the technical basis for the selection of all stormwater BMPs is documented within a SWPPP, including: 1. The method and reasons for choosing the stormwater BMPs selected. Construction Stormwater General Permit Page 49 2. The pollutant removal performance expected from the BMPs selected. 3. The technical basis supporting the performance claims for the BMPs selected, including any available data concerning field performance of the BMPs selected. 4. An assessment of how the selected BMPs will comply with state water quality standards. 5. An assessment of how the selected BMPs will satisfy both applicable federal technology- based treatment requirements and state requirements to use all known, available, and reasonable methods of prevention, control, and treatment (AKART). Department means the Washington State Department of Ecology. Detention means the temporary storage of stormwater to improve quality and/or to reduce the mass flow rate of discharge. Dewatering means the act of pumping ground water or stormwater away from an active construction site. Director means the Director of the Washington State Department of Ecology or his/her authorized representative. Discharger means an owner or operator of any facility or activity subject to regulation under Chapter 90.48 RCW or the Federal Clean Water Act. Domestic Wastewater means water carrying human wastes, including kitchen, bath, and laundry wastes from residences, buildings, industrial establishments, or other places, together with such ground water infiltration or surface waters as may be present. Ecology means the Washington State Department of Ecology. Engineered Soils means the use of soil amendments including, but not limited, to Portland cement treated base (CTB), cement kiln dust (CKD), or fly ash to achieve certain desirable soil characteristics. Equivalent BMPs means operational, source control, treatment, or innovative BMPs which result in equal or better quality of stormwater discharge to surface water or to ground water than BMPs selected from the SWMM. Erosion means the wearing away of the land surface by running water, wind, ice, or other geological agents, including such processes as gravitational creep. Erosion and Sediment Control BMPs means BMPs intended to prevent erosion and sedimentation, such as preserving natural vegetation, seeding, mulching and matting, plastic covering, filter fences, sediment traps, and ponds. Erosion and sediment control BMPs are synonymous with stabilization and structural BMPs. Federal Operator is an entity that meets the definition of “Operator” in this permit and is either any department, agency or instrumentality of the executive, legislative, and judicial branches of Construction Stormwater General Permit Page 50 the Federal government of the United States, or another entity, such as a private contractor, performing construction activity for any such department, agency, or instrumentality. Final Stabilization (same as fully stabilized or full stabilization) means the establishment of a permanent vegetative cover, or equivalent permanent stabilization measures (examples of permanent non-vegetative stabilization methods include, but are not limited to riprap, gabions or geotextiles) which prevents erosion. Ground Water means water in a saturated zone or stratum beneath the land surface or a surface waterbody. Hazardous Substance means any dangerous or extremely hazardous waste as defined in RCW 70.105.010 (5) and (6), or any dangerous or extremely dangerous waste as designated by rule under chapter 70.105 RCW; any hazardous substance as defined in RCW 70.105.010(10) or any hazardous substance as defined by rule under chapter 70.105 RCW; any substance that, on the effective date of this section, is a hazardous substance under section 101(14) of the federal cleanup law, 42 U.S.C., Sec. 9601(14); petroleum or petroleum products; and any substance or category of substances, including solid waste decomposition products, determined by the director by rule to present a threat to human health or the environment if released into the environment . The term hazardous substance does not include any of the following when contained in an underground storage tank from which there is not a release: crude oil or any fraction thereof or petroleum, if the tank is in compliance with all applicable federal, state, and local law. Injection Well means a well that is used for the subsurface emplacement of fluids. (See Well.) Jurisdiction means a political unit such as a city, town or county; incorporated for local self- government. National Pollutant Discharge Elimination System (NPDES) means the national program for issuing, modifying, revoking and reissuing, terminating, monitoring, and enforcing permits, and imposing and enforcing pretreatment requirements, under sections 307, 402, 318, and 405 of the Federal Clean Water Act, for the discharge of pollutants to surface waters of the State from point sources. These permits are referred to as NPDES permits and, in Washington State, are administered by the Washington State Department of Ecology. Notice of Intent (NOI) means the application for, or a request for coverage under this general permit pursuant to WAC 173-226-200. Notice of Termination (NOT) means a request for termination of coverage under this general permit as specified by Special Condition S10 of this permit. Operator means any party associated with a construction project that meets either of the following two criteria:  The party has operational control over construction plans and specifications, including the ability to make modifications to those plans and specifications; or Construction Stormwater General Permit Page 51  The party has day-to-day operational control of those activities at a project that are necessary to ensure compliance with a SWPPP for the site or other permit conditions (e.g., they are authorized to direct workers at a site to carry out activities required by the SWPPP or comply with other permit conditions). Permittee means individual or entity that receives notice of coverage under this general permit. pH means a liquid’s measure of acidity or alkalinity. A pH of 7 is defined as neutral. Large variations above or below this value are considered harmful to most aquatic life. pH Monitoring Period means the time period in which the pH of stormwater runoff from a site must be tested a minimum of once every seven days to determine if stormwater pH is between 6.5 and 8.5. Point Source means any discernible, confined, and discrete conveyance, including but not limited to, any pipe, ditch, channel, tunnel, conduit, well, discrete fissure, and container from which pollutants are or may be discharged to surface waters of the State. This term does not include return flows from irrigated agriculture. (See Fact Sheet for further explanation.) Pollutant means dredged spoil, solid waste, incinerator residue, filter backwash, sewage, garbage, domestic sewage sludge (biosolids), munitions, chemical wastes, biological materials, radioactive materials, heat, wrecked or discarded equipment, rock, sand, cellar dirt, and industrial, municipal, and agricultural waste. This term does not include sewage from vessels within the meaning of section 312 of the CWA, nor does it include dredged or fill material discharged in accordance with a permit issued under section 404 of the CWA. Pollution means contamination or other alteration of the physical, chemical, or biological properties of waters of the State; including change in temperature, taste, color, turbidity, or odor of the waters; or such discharge of any liquid, gaseous, solid, radioactive or other substance into any waters of the State as will or is likely to create a nuisance or render such waters harmful, detrimental or injurious to the public health, safety or welfare; or to domestic, commercial, industrial, agricultural, recreational, or other legitimate beneficial uses; or to livestock, wild animals, birds, fish or other aquatic life. Process Wastewater means any water which, during manufacturing or processing, comes into direct contact with or results from the production or use of any raw material, intermediate product, finished product, byproduct, or waste product. If stormwater commingles with process wastewater, the commingled water is considered process wastewater. Receiving Water means the waterbody at the point of discharge. If the discharge is to a storm sewer system, either surface or subsurface, the receiving water is the waterbody to which the storm system discharges. Systems designed primarily for other purposes such as for ground water drainage, redirecting stream natural flows, or for conveyance of irrigation water/return flows that coincidentally convey stormwater are considered the receiving water. Construction Stormwater General Permit Page 52 Representative means a stormwater or wastewater sample which represents the flow and characteristics of the discharge. Representative samples may be a grab sample, a time- proportionate composite sample, or a flow proportionate sample. Ecology’s Construction Stormwater Monitoring Manual provides guidance on representative sampling. Responsible Corporate Officer for the purpose of signatory authority means: (i) a president, secretary, treasurer, or vice-president of the corporation in charge of a principal business function, or any other person who performs similar policy- or decision-making functions for the corporation, or (ii) the manager of one or more manufacturing, production, or operating facilities, provided, the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures (40 CFR 122.22). Sanitary Sewer means a sewer which is designed to convey domestic wastewater. Sediment means the fragmented material that originates from the weathering and erosion of rocks or unconsolidated deposits, and is transported by, suspended in, or deposited by water. Sedimentation means the depositing or formation of sediment. Sensitive Area means a waterbody, wetland, stream, aquifer recharge area, or channel migration zone. SEPA (State Environmental Policy Act) means the Washington State Law, RCW 43.21C.020, intended to prevent or eliminate damage to the environment. Significant Amount means an amount of a pollutant in a discharge that is amenable to available and reasonable methods of prevention or treatment; or an amount of a pollutant that has a reasonable potential to cause a violation of surface or ground water quality or sediment management standards. Significant Concrete Work means greater than 1000 cubic yards poured concrete or recycled concrete used over the life of a project. Significant Contributor of Pollutants means a facility determined by Ecology to be a contributor of a significant amount(s) of a pollutant(s) to waters of the State of Washington. Site means the land or water area where any "facility or activity" is physically located or conducted. Source Control BMPs means physical, structural or mechanical devices or facilities that are intended to prevent pollutants from entering stormwater. A few examples of source control Construction Stormwater General Permit Page 53 BMPs are erosion control practices, maintenance of stormwater facilities, constructing roofs over storage and working areas, and directing wash water and similar discharges to the sanitary sewer or a dead end sump. Stabilization means the application of appropriate BMPs to prevent the erosion of soils, such as, temporary and permanent seeding, vegetative covers, mulching and matting, plastic covering and sodding. See also the definition of Erosion and Sediment Control BMPs. Storm Drain means any drain which drains directly into a storm sewer system, usually found along roadways or in parking lots. Storm Sewer System means a means a conveyance, or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, ditches, manmade channels, or storm drains designed or used for collecting or conveying stormwater. This does not include systems which are part of a combined sewer or Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.2. Stormwater means that portion of precipitation that does not naturally percolate into the ground or evaporate, but flows via overland flow, interflow, pipes, and other features of a stormwater drainage system into a defined surface waterbody, or a constructed infiltration facility. Stormwater Management Manual (SWMM) or Manual means the technical Manual published by Ecology for use by local governments that contain descriptions of and design criteria for BMPs to prevent, control, or treat pollutants in stormwater. Stormwater Pollution Prevention Plan (SWPPP) means a documented plan to implement measures to identify, prevent, and control the contamination of point source discharges of stormwater. Surface Waters of the State includes lakes, rivers, ponds, streams, inland waters, salt waters, and all other surface waters and water courses within the jurisdiction of the State of Washington. Temporary Stabilization means the exposed ground surface has been covered with appropriate materials to provide temporary stabilization of the surface from water or wind erosion. Materials include, but are not limited to, mulch, riprap, erosion control mats or blankets and temporary cover crops. Seeding alone is not considered stabilization. Temporary stabilization is not a substitute for the more permanent “final stabilization.” Total Maximum Daily Load (TMDL) means a calculation of the maximum amount of a pollutant that a waterbody can receive and still meet state water quality standards. Percentages of the total maximum daily load are allocated to the various pollutant sources. A TMDL is the sum of the allowable loads of a single pollutant from all contributing point and nonpoint sources. The TMDL calculations must include a "margin of safety" to ensure that the waterbody can be protected in case there are unforeseen events or unknown sources of the pollutant. The calculation must also account for seasonable variation in water quality. Construction Stormwater General Permit Page 54 Transfer of Coverage (TOC) means a request for transfer of coverage under this general permit as specified by General Condition G9 of this permit. Treatment BMPs means BMPs that are intended to remove pollutants from stormwater. A few examples of treatment BMPs are detention ponds, oil/water separators, biofiltration, and constructed wetlands. Transparency means a measurement of water clarity in centimeters (cm), using a 60 cm transparency tube. The transparency tube is used to estimate the relative clarity or transparency of water by noting the depth at which a black and white Secchi disc becomes visible when water is released from a value in the bottom of the tube. A transparency tube is sometimes referred to as a “turbidity tube.” Turbidity means the clarity of water expressed as nephelometric turbidity units (NTUs) and measured with a calibrated turbidimeter. Uncontaminated means free from any contaminant. See definition of “contaminant” and WAC 173-340-200. Waste Load Allocation (WLA) means the portion of a receiving water’s loading capacity that is allocated to one of its existing or future point sources of pollution. WLAs constitute a type of water quality based effluent limitation (40 CFR 130.2[h]). Water-only Based Shaft Drilling is a shaft drilling process that uses water only and no additives are involved in the drilling of shafts for construction of building, road, or bridge foundations. Water quality means the chemical, physical, and biological characteristics of water, usually with respect to its suitability for a particular purpose. Waters of the State includes those waters as defined as "waters of the United States" in 40 CFR Subpart 122.2 within the geographic boundaries of Washington State and "waters of the State" as defined in Chapter 90.48 RCW, which include lakes, rivers, ponds, streams, inland waters, underground waters, salt waters, and all other surface waters and water courses within the jurisdiction of the state of Washington. Well means a bored, drilled or driven shaft, or dug hole whose depth is greater than the largest surface dimension. (See Injection well.) Wheel Wash Wastewater means any water used in, or resulting from the operation of, a tire bath or wheel wash (BMP C106: Wheel Wash), or other structure or practice that uses water to physically remove mud and debris from vehicles leaving a construction site and prevent track- out onto roads. When stormwater comingles with wheel wash wastewater, the resulting water is considered wheel wash wastewater and must be managed according to Special Condition S9.D.9. Construction Stormwater General Permit Page 55 APPENDIX B – ACRONYMS AKART All Known, Available, and Reasonable Methods of Prevention, Control, and Treatment BMP Best Management Practice CESCL Certified Erosion and Sediment Control Lead CFR Code of Federal Regulations CKD Cement Kiln Dust cm Centimeters CTB Cement-Treated Base CWA Clean Water Act DMR Discharge Monitoring Report EPA Environmental Protection Agency ERTS Environmental Report Tracking System ESC Erosion and Sediment Control FR Federal Register LID Low Impact Development NOI Notice of Intent NOT Notice of Termination NPDES National Pollutant Discharge Elimination System NTU Nephelometric Turbidity Unit RCW Revised Code of Washington SEPA State Environmental Policy Act SWMM Stormwater Management Manual SWPPP Stormwater Pollution Prevention Plan TMDL Total Maximum Daily Load UIC Underground Injection Control USC United States Code USEPA United States Environmental Protection Agency WAC Washington Administrative Code WQ Water Quality WWHM Western Washington Hydrology Model P a g e | 32 Storm Water Pollution Prevention Plan Boeing Apron R – Central Project Renton, Washington Appendix F National Pollutant Discharge Elimination System Permit (NPDES) P a g e | 33 Storm Water Pollution Prevention Plan Boeing Apron R – Central Project Renton, Washington Appendix G 303(d) List Waterbodies / TMDL Waterbodies Information ECY 070-399 (Rev. 12/15) 1 Part 1. Site Information 1a. Site or Project Name: 1b. Site Address or Location Description: City: County: 1c. Impaired Water Body: 1d. Impairment Pollutant(s): Part 2. Discharge Certification Ecology will not grant coverage under the Construction Stormwater General Permit for new discharges to an impaired (303(d)-listed) water body if the discharge will cause or contribute to a violation of water quality standards. For Ecology to determine whether permit coverage is appropriate, the site operator (Permittee) must select one of the three options below, complete this form, and provide the required documentation to Ecology. Select the one option below that most clearly applies to your site. Additionally, submit the relevant portions of the SWPPP (Stormwater Pollution Prevention Plan) that support the chosen option. If you have not yet developed the SWPPP, submit relevant documentation to be included in the SWPPP to justify the chosen option. 2a. The pollutant(s) for which the water body is impaired is/are not present on the site. Documentation of this finding is contained within the SWPPP. (If the water body is impaired for more than one pollutant, check this box only if NONE of the impairment pollutants are present on site). 2b. Stormwater will not be exposed to the pollutant(s) for which the water body is impaired, and the SWPPP details procedures taken to prevent exposure on site. (This statement must be true for all pollutants for which the water body is impaired. If any impairment pollutant does not meet 2a or 2b, you must complete 2c). 2c. You don’t expect the discharge to cause or contribute to an exceedance of a water quality standard. Provide Ecology with data to support this statement, and retain such data on site with the SWPPP. The operator must provide data and other technical information to Ecology that sufficiently demonstrates one of the following: i. For discharges to waters without an EPA-approved or established TMDL (water cleanup plan), the discharge of the impairment pollutant(s) will meet in-stream water quality criteria at the point of discharge to the water body. ii. For discharges to waters with an EPA-approved or established TMDL, there is sufficient remaining wasteload allocation in the TMDL to allow the construction stormwater discharge and that existing dischargers to the water body are subject to compliance schedules designed to bring the water body into attainment with water quality standards. *If none of the options above apply to your site, your site will not be eligible for coverage under the permit. Construction Stormwater General Permit Proposed New Discharge to an Impaired Water Body ECY 070-399 (Rev. 12/15) 2 Part 3. Signature 3a. “I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system or those directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations.” / . Printed Name / Company (Operator/Permittee only) Title . Signature of Operator/Permittee* Date * Signature of Operator/Permittee requirements: A. For a corporation: by a responsible corporate officer. B. For a partnership or sole proprietorship: by a general partner or the proprietor, respectively. C. For a municipality, state, federal, or other public facility: by either a principal executive officer or ranking elected official. Please sign and return this document to the following address: Washington Department of Ecology - Stormwater PO Box 47696 Olympia, WA 98504-7696 If you have questions, please call: Location Contact Name Phone E-mail Adams, Asotin, Columbia, Ferry, Franklin, Garfield, Grant, Lincoln, Pend Oreille, Skagit, Snohomish, Spokane, Stevens, Walla Walla, Whatcom, and Whitman counties Shawn Hopkins 360-407-6442 shawn.hopkins@ecy.wa.gov Island, King (except Seattle), and San Juan counties RaChelle Stane 360-407-6556 rachelle.stane@ecy.wa.gov City of Seattle and Kitsap, Pierce, and Thurston counties Josh Klimek 360-407-7451 josh.klimek@ecy.wa.gov Benton, Chelan, Clallam, Clark, Cowlitz, Douglas, Grays Harbor, Jefferson, Kittitas, Klickitat, Lewis, Mason, Okanogan, Pacific, Skamania, Wahkiakum, and Yakima counties Joyce Smith 360-407-6858 joyce.smith@ecy.wa.gov To request ADA accommodation including materials in a format for the visually impaired, call the Water Quality Program at 360-407-6600. Persons with impaired hearing may call Washington Relay Service at 711. Persons with speech disability may call 877-833-6341. ECY 070-399 (Rev. 12/15) 3 Directions for Completing the Impaired (303[d]-List) Water Body New Discharger Form Part 1. 1a and 1b: Provide site information. This site information must be identical to the information provided on your notice of intent application form to obtain coverage under the Construction Stormwater General Permit. 1c: Write the name of the 303(d)-listed (also called Category 5) water body segment(s) to which your site drains or discharges into. 1d: List all pollutants (for example, temperature, fecal coliform, bacteria, etc.) for which the Category 5 water body is impaired. See the following website for information on TMDLs: http://www.ecy.wa.gov/programs/wq/tmdl/TMDLsbyWria/TMDLbyWria.html Part 2. If your site may discharge to a 303(d)-listed (Category 5) water body segment, you are required to select one of the three options (2a, 2b, or 2c) most appropriate to your site's situation in order to be eligible for coverage under the permit. [Please note that the examples below are NOT specific to the pollutants used in the examples. Any impairment pollutant may apply to any of the three options.] Option 2a: Choose this option if the pollutant(s) of concern is not present on site. You will need to attach additional documents to fully meet the submittal requirements of this option (a copy or excerpt from the SWPPP, a brief narrative of pollution control methods, sampling data, etc.). For example:  The water body segment is impaired for fecal coliform bacteria, but there is no known source of fecal coliform bacteria (waste from animals or humans) contamination on the site.  The water body is impaired for temperature, but due to site characteristics (soils, vegetation, drainage, etc.) and time of year that discharges are most likely to occur (Oct-April), there will not be a source of warm water that would cause an increase in the receiving water temperature.  The water body sediments are impaired for PCBs and dioxin, but there are no known sources of these pollutants on the site. Option 2b: Choose this option when the pollutant(s) of concern is on site but stormwater will not come in contact with this pollutant. For example:  The water body segment is impaired for phosphorus, high pH and low dissolved oxygen. Soil on the site contains phosphorus that may contribute to excessive plant growth, which in turn may cause high pH and low dissolved oxygen levels in water bodies. The SWPPP contains detailed plans to cover all exposed soils (with plastic sheets, straw mulch, etc.) to prevent stormwater from conveying soil/sediment (and the attached phosphorus) into the water body. Soil stabilization and revegetation will not include the use of phosphorus-containing fertilizers, compost or other products that could cause excess phosphorus or other nutrients to be discharged. In addition, sediment control measures (traps, ponds, silt fence, waddles, etc.) will be installed and maintained to ensure that sediment laden stormwater is not discharged during the construction activity.  The water body sediment is impaired for total petroleum hydrocarbons (constituents of gasoline, diesel, oil and other petroleum-based products), but the SWPPP contains measures to ensure that all petroleum products (for example, fuel, lubricants) used during construction are covered and contained to prevent the discharge of petroleum hydrocarbons into the receiving water.  The water body is impaired for dioxin, and the site’s groundwater contains dioxin. However, the dioxin- contaminated groundwater will be pumped into tanks for off-site disposal and treatment, while preventing the groundwater (and dioxin) from co-mingling with stormwater. ECY 070-399 (Rev. 12/15) 4 Option 2c: Choose this option when the pollutant(s) of concern is on site, will be exposed to stormwater, and will be discharged off site. You will need to document, in advance, how the pollutant will be controlled, minimized, and discharged to meet the in-stream water quality criteria for the water body. You will need to attach additional documents to fully meet the submittal requirements of this option (a copy or excerpt from the SWPPP, a brief narrative of pollution control methods, sampling data, etc.). For example:  The receiving water body is impaired for turbidity and fine sediments. Mandatory BMPs (Best Management Practices) and erosion-control practices put in place by the permit will appropriately minimize the turbidity of the stormwater discharges. Additionally, retention ponds will allow for suspended solids to settle out before stormwater is discharged. The conditions of 2c.i apply for discharges to water bodies without a TMDL and require providing data and other technical information to demonstrate that the discharge will not cause or contribute to a violation of the water quality standards at the point of discharge. This would typically involve pre-construction water quality sampling, or other site-specific investigation(s). You should contact Ecology to discuss the development of an appropriate sampling and/or site characterization plan. This option should only be pursued if Options 2a or 2b are not applicable to your site. The conditions of 2c.ii would only apply if your site discharges to a water body segment with an EPA-approved or EPA-established TMDL. If that is the case, contact your Ecology permit administrator – this person will help you determine whether there is sufficient remaining wasteload allocation to allow additional construction stormwater discharges and the existing discharges are subject to compliance schedules to bring the water body into compliance with the water quality standards. Definitions 303(d) List: The term "303(d) list" is the list of impaired and threatened waters (stream/river segments, lakes, etc) that the Clean Water Act requires all states to submit for EPA approval every two years in even-numbered years. The states identify all waters where required pollution controls are not sufficient to attain or maintain applicable water quality standards, and establish priorities for development of "total maximum daily loads," or TMDLs (water cleanup plans), based on the severity of the pollution and the sensitivity of the uses to be made of the waters, among other factors (40C.F.R. §130.7[b][4]). States then provide a long-term plan for completing TMDLs within 8 to 13 years from first listing. Impaired (303[d]-Listed) Water Body: Water bodies that do not meet water quality standards and are listed on the 303(d) list (see 303(d) List). SWPPP: Stormwater pollution prevention plan. The Permittee’s SWPPP is required to be maintained and updated on site, and must support the site operator's efforts to implement best management practices (BMPs) to prevent erosion and sedimentation and to identify, reduce, eliminate or prevent stormwater contamination and water pollution from construction activity; to prevent violations of surface water quality, ground water quality, or sediment management standards; and to control peak volumetric flow rates and velocities of stormwater discharges. The SWPPP must include a narrative and drawings. The SWPPP narrative must include documentation to explain and justify the pollution prevention decisions made for the project. (All BMPs must be clearly referenced in the narrative and marked on the drawings.) TMDL: The TMDL (Total Maximum Daily Load or water cleanup plan) calculates the maximum amount of a pollutant allowed to enter a water body so that the water body will meet water quality standards for that particular pollutant. (http://water.epa.gov/lawsregs/lawsguidance/cwa/tmdl/overviewoftmdl.cfm) P a g e | 34 Storm Water Pollution Prevention Plan Boeing Apron R – Central Project Renton, Washington Appendix H Contaminated Site Information 12" CTN 8" DEC GW190S GW051S GW196D GW050S GW215SGW213S GW214S GW193SIPR1IPR2 GW187S GW185S GW197S GW192S GW186S GW245S GW194S GW191D GW246S GW195S GW003 GW002 GW217S GW006S GW007S GW005S GW004S GW251S GW216S GW218S GW001S AOC-093 (FORMER URE-07) AOC-034 (FORMER URE-07) AOC-035 (FORMER URE-08) AOC-001-002 SOURCE AREA EXCAVATION AOC-034-035 SOURCE AREA EXCAVATION Plot Date: 03/20/17 - 2:29pm, Plotted by: adam.stenbergDrawing Path: C:\Users\adam.stenberg\Desktop\AMEC2\BoeingRenton\ApronR\FromABAM\Planting\, Drawing Name: eBase(DHA)_AFW-WellOverlay_032017.dwgProject No.Date:By:XXX 03/20/17 00000.000 Figure 50 100 0 APRON RBoeing Renton FacilityRenton, Washington AOC-093 GW190S PP065 PP094 PP095 PP118 PP099 PP090 PP091 PP097 PP134 PP132 PP139 GW051S CONDITIONAL POC FOR AOC-001/AOC-002 60' FROM SHORELINE LAKE WASHINGTON GW196D CONDITIONAL POC FOR AOC-093 AOC-001 AOC-002 STORM WATER WET VAULT PP013 PP012 PP066 PP116 PP011 GW050S GW049S (SECONDARY SOURCE AREA) GW215SGW213S GW214S PP129 PP098PP192PP081 PP130 PP131 PP115 PP113 PP096 PP112 PP111 PP133 PP137 PP138 PP140 PP152 PP145 PP151 PP141 GW193SIPR1IPR2 PP114 STORM WATERDIVERSION STRUCTURE 14.38 14.06 14.15 14.00 13.83 PP117 PP146 PP144 PP143PP153 PP150 PP119 GW187SMONITORING WELL FOR AOC-093 GW185S GW197S14.25 13.86 13.63 PP136 14.21GW192S 13.79 PP135 NMGW186S PP147 GW245S 14.0014.20GW194S13.82 14.1014.0013.9013.80 14.1014.2013.9013.80GW191D GW246S GW195S Plot Date: 01/20/17 - 3:21pm, Plotted by: adam.stenbergDrawing Path: S:\8888_2006\088_4q16-GW-MR\, Drawing Name: AOC-001-002-093_GW-ELEV_4Q16_122916.dwgProject No.Date:By:APS 01/20/17 8888 BOEING RENTON FACILITY MAP 0 APPROXIMATE SCALE IN FEET 30 60 AOC-001, AOC-002 AND AOC-093 LOCATION MAP IPR1 GW215S MONITORING WELL LOCATION WITH GROUNDWATER ELEVATION (NGVD-FEET) NOT MEASURED GROUNDWATER ELEVATION CONTOUR (IN FEET) (DASHED WHERE INFERRED) GENERAL DIRECTION OF GROUNDWATER FLOW ABANDONED MONITORING WELL EXISTING ELECTRON DONOR INJECTION WELL EXISTING INJECTION PIPE RISER PUSH PROBE SAMPLING LOCATION APPROXIMATE PROPERTY LINE FENCE LINE APPROXIMATE LIMIT OF NOVEMBER 2005 SOURCE AREA EXCAVATION AOC-001, AOC-002 CONDITIONAL POINT OF COMPLIANCE AOC-093 CONDITIONAL POINT OF COMPLIANCE LEGEND GW190S HIGHLIGHTED WELLS INCLUDED IN MONITORING NETWORK PP011 Amec Foster Wheeler Environment & Infrastructure, Inc. 14.15 14.00 WELL SCREENED IN LOWER PORTION OF AQUIFER, SO WATER LEVEL IS NOT USED FOR CONTOURING. WATER LEVEL IS ANOMALOUS, SO WATER LEVEL IS NOT USED FOR CONTOURING * GW227S AOC-001, AOC-002 AND AOC-093MONITORING WELL LOCATIONSAND GROUNDWATER ELEVATIONSNOVEMBER 10, 2016Boeing Renton FacilityRenton, Washington2. 1. 3. NOTES HORIZONTAL DATUM: WASHINGTON STATE COORDINATE SYSTEM NORTH ZONE NAD83 (91) VERTICAL DATUM: NATIONAL GEODETIC VERTICAL DATUM (NGVD1929) BASEMAP COMPILED BY DUANE HARTMAN & ASSOCIATES, INC., DECEMBER 1994. 'S' DESIGNATION INDICATES WELL SCREENED LESS THAN 25 FEET IN DEPTH. 'D' DESIGNATION INDICATES WELL SCREENED GREATER THAN 25 FEET IN DEPTH.Figure 11 ** ** NM * * P a g e | 35 Storm Water Pollution Prevention Plan Boeing Apron R – Central Project Renton, Washington Appendix I De-watering Considerations 3213 Eastlake Ave E Ste B Seattle, WA 98102-7127 T (206) 262-0370 F (206) 262-0374 TECHNICAL MEMORANDUM 01 Geotechnical & Earthquake Engineering Consultants TO: Mr. Steven True BergerABAM 33301 – 9th Avenue South, Suite 300 Federal Way, WA 98003 PREPARED BY: Yi-Hsun William Chao, P.E. Siew L. Tan, P.E. SUBJECT: Construction Dewatering Considerations Apron R Improvements, Boeing Renton Apron R, Renton, WA PROJECT NO.: 15-193 DATE: September 12, 2017 This technical memorandum provides a brief summary of subsurface conditions at the site and considerations for construction dewatering. Our recommendations and opinion are based on our understanding of the proposed construction and anticipated subsurface conditions based on test borings and CPT soundings completed at the site. The approximate locations of these test borings and CPTs are indicated on the attached Figure 2. Summary boring and CPT logs are also attached for reference. SUBSURFACE CONDITIONS Based on the results of CPTs and test borings completed to date, the existing apron pavement is generally underlain by about 4 to 10 feet of compacted granular fill over about 10 to 20 feet of very soft organic and inorganic silt. The organic silt is generally underlain by loose to medium dense silty sand (i.e. alluvial deposits) that extends to 100-plus feet deep. Groundwater was indicated at about Elevation 13 feet (National Geodetic Vertical Datum, 1929) in the previous test boring B-2 for Boeing Renton North Bridge Replacement project (Soil & Environmental Engineering, 2012). The groundwater level was also indicated at about 3 feet below the ground surface (ground surface elevation unknown) in the previous Technical Memorandum 01 – Construction Dewatering Considerations Apron R Improvements, Boeing Renton, Renton, Washington September 12, 2017 15-193 Apron R Improvements__Dewatering Memo Page 2 of 4 PanGEO, Inc. boring B-1 for 1101 Lake Washington Boulevard North project (Geotech Consultants, 1999). We anticipate that, due to the proximity of the Lake Washington, the groundwater level at Apron R is likely similar to the water level in Lake Washington. Groundwater elevations are likely to vary seasonally and influenced by the water level in Lake Washington. CONSTRUCTION DEWATERING Groundwater is anticipated to be about 3 to 4 feet below the existing grades; however, some of the proposed excavations for utility improvement will extend below the groundwater level. As such, we anticipate dewatering will be needed during the construction phase of the project. Due to presence of organic/inorganic silt within upper 10 feet of soils, it is our opinion that construction dewatering consisting of widely-spaced deep dewatering wells will not be effective. If the base of the excavation is anticipated to be about 1 to 2 feet below the groundwater level and within the silt layer, temporary groundwater controls may be accomplished using sumps and pumps. For deeper excavations, the use of closely-spaced small diameter well points may be considered to lower the groundwater. Alternatively, the use of steel sheetpile cofferdams with adequate embedment to cut flows of water may also be considered. INFILTRATION We understand that, during construction, groundwater collected in the excavations may be discharged into temporary on-site infiltration trenches/pits. Due to shallow groundwater depths, the bottom of the infiltration trenches will likely need to be no more than about 2 feet below the existing grades. Based on the results of PanGEO CPT and previous test borings, we anticipate that the soils at the bottom of the infiltration trenches at about 2 feet below the existing grade will likely consist of previously placed structural fill (i.e. sand with a varying amount of silt, clay, and gravel), except at CPT-1 location where silt and clay is present at about 2 feet below the existing grade. In our opinion, on-site infiltration is feasible in the areas where at least 3 feet of granular soils (i.e. relatively clean sand) are present immediately below the base of the infiltration trenches/pits. Due to the presence of a high groundwater level at the site, we anticipate groundwater mounding could occur in the infiltration trenches/pits, which would reduce the infiltration Technical Memorandum 01 – Construction Dewatering Considerations Apron R Improvements, Boeing Renton, Renton, Washington September 12, 2017 15-193 Apron R Improvements__Dewatering Memo Page 3 of 4 PanGEO, Inc. rates when a large, constant amount of groundwater is discharged into a concentrated area. In the event of groundwater mounding, the size of the infiltration trenches/pits may need to be expanded to avoid potential overflow unless the discharge rates are reduced. We also recommend that the sediments accumulated at the bottom of the infiltration trenches be removed regularly to avoid clogging. To increase storage capacity of the temporary infiltration facilities, large diameter (i.e. 8 to 10-foot diameter) corrugated pipes may be placed vertically in the infiltration trenches/pits with a 2 to 4-foot stick-up above ground surface. The below-grade portion of the should be backfilled with quarry spalls to maintain the stability of pipes and to prevent scouring/erosion. Estimated Infiltration Rates – We understand the locations of the proposed infiltration trenches/pits have not been determined. For planning purposes, we estimated the infiltration rates based on the subsurface conditions encountered at each CPT and previous boring location. In summary, assuming the base of the trenches/pits at about 2 feet below existing grade, it is our opinion that a short-term infiltration rate on the order of 6 inches per hour may be used for sizing the infiltration trenches/pits in the vicinity of CPT-5, CPT- 6, CPT-8, B-1 and B-2 locations where at least 3 to 10 feet of sand is present directly below the base of the infiltration trenches/pits. At other CPT and boring locations, we anticipate infiltration is likely infeasible due to the presence of silt layer at shallow depths. It should be noted that, due the variability of localized soil conditions, infiltration rate could be lower than 6 inches per hour and the infiltration trenches/pits may need to be resized in the field or the number of infiltration trenches/pits may need to be increased, depending on the actual soil conditions encountered and performance. If you have any questions, please do not hesitate to contact our office. Technical Memorandum 01 – Construction Dewatering Considerations Apron R Improvements, Boeing Renton, Renton, Washington September 12, 2017 15-193 Apron R Improvements__Dewatering Memo Page 4 of 4 PanGEO, Inc. Attachments: Figure 1 Vicinity Map Figure 2 Site and Exploration Plan Appendix A PanGEO CPT Logs Logs of CPT-1 through CPT-8 Appendix B Previous Boring Logs Boring Log B-1 through B-4 for Boeing North Apron, Boeing Renton (S&EE, 2012) Boring Log B-2 for Boeing North Bridge Replacement, Boeing Renton (S&EE, 2012) Boring Log B-1 for Boeing Flume Wall, Boeing Renton (S&EE, 2012) Boring Log B-1 for 1101 Lake Washington Boulevard North, Renton WA (Geotech Consultants, 1999) Figure No.Project No.15-193 Apron R Improvements Boeing Renton Renton, Washington 1 Base Map: Google Maps VICINITY MAP Not to Scale 15-193 Fig 1 - Vicinity Map.dat 3/9/17 (09:43) wc Apron R ImprovementsBoeing RentonRenton, WashingtonSITE AND EXPLORATION PLAN15-1932Legend (PanGEO CPT and Previous Test Borings):PanGEO CPT LocationsBoeing Renton North Apron project (Soil & Environmental Engineering, 2012)Boeing Renton North Bridge Replacement project (Soil & Environmental Engineering, 2012)Boeing Renton Flume Wall project (Soil & Environmental Engineering, 2012)1101 Lake Washington Boulevard (Geotech Consultants, 1999)B-4B-3B-2B-1B-4B-1B-1Bldg 4-41Bldg 4-20Bldg 4-81Bldg 4-82Notes:1. Base map modified from Google Maps (Google, Inc.).2. Proposed project features are not shown in the above plan.Approx. Scale1" = 160'Lake WashingtonApron R Boundary(Approx.)EastRampCentralRampWestRampCPT-1CPT-2CPT-3CPT-4CPT-5CPT-6CPT-7CPT-8 APPENDIX A PANGEO CPT LOGS CPT-01 CPT CONTRACTOR: In Situ Engineering CUSTOMER: PanGEO LOCATION: Renton JOB NUMBER: 15-193 OPERATOR: Zak/Meron CONE ID: DDG1263 TEST DATE: 5/11/2017 9:50:08 AM PREDRILL: Cored to 21" BACKFILL: SURFACE PATCH: TOTAL DEPTH: 42.979 ft Depth (ft) Tip Resistance (Qt) (TSF) 0 3000 10 20 30 40 50 60 Friction Ratio (Fs/Qt) (PERCENT) 0 8 Pore Pressure (U2) (TSF) -2 5 Soil Behavior Type (UNITLESS) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT Correlation (UNITLESS) 0 60 Generalized Soil Conditions Silt & Clay Sand Sand & Silt with Clay interbeds Silt & Clay Sand to Silty Sand Sand & Silt with Clay interbeds CPT-02 CPT CONTRACTOR: In Situ Engineering CUSTOMER: PanGEO LOCATION: Renton JOB NUMBER: 15-193 OPERATOR: Zak/Meron CONE ID: DDG1263 TEST DATE: 5/11/2017 12:26:06 PM PREDRILL: Cored to 21" BACKFILL: SURFACE PATCH: TOTAL DEPTH: 49.705 ft Depth (ft) Tip Resistance (Qt) (TSF) 0 3000 10 20 30 40 50 60 Friction Ratio (Fs/Qt) (PERCENT) 0 8 Pore Pressure (U2) (TSF) -2 5 Soil Behavior Type (UNITLESS) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT Correlation (UNITLESS) 0 60 Generalized Soil Conditions Silt & Clay Sand to Silty Sand Sand to Silty Sand Sand and Silt with Clay interbeds Silt & Clay Sand to Silty Sand CPT-03 CPT CONTRACTOR: In Situ Engineering CUSTOMER: PanGEO LOCATION: Renton JOB NUMBER: 15-193 OPERATOR: Zak/Meron CONE ID: DDG1263 TEST DATE: 5/11/2017 10:58:51 AM PREDRILL: Cored to 21" BACKFILL: SURFACE PATCH: TOTAL DEPTH: 50.197 ft Depth (ft) Tip Resistance (Qt) (TSF) 0 3000 10 20 30 40 50 60 Friction Ratio (Fs/Qt) (PERCENT) 0 8 Pore Pressure (U2) (TSF) -2 5 Soil Behavior Type (UNITLESS) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT Correlation (UNITLESS) 0 60 Generalized Soil Conditions Sand to Silty Sand Silt & Clay Sand to Silty Sand with trace Silt/Clay pockets Silt & Clay CPT-04 CPT CONTRACTOR: In Situ Engineering CUSTOMER: PanGEO LOCATION: Renton JOB NUMBER: 15-193 OPERATOR: Zak/Meron CONE ID: DDG1263 TEST DATE: 5/12/2017 10:35:29 AM PREDRILL: Cored to 21" BACKFILL: SURFACE PATCH: TOTAL DEPTH: 51.181 ft Depth (ft) Tip Resistance (Qt) (TSF) 0 3000 10 20 30 40 50 60 Friction Ratio (Fs/Qt) (PERCENT) 0 8 Pore Pressure (U2) (TSF) -2 5 Soil Behavior Type (UNITLESS) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT Correlation (UNITLESS) 0 60 Generalized Soil Conditions Sand to Silty Sand Sand & Silt Silt & Clay Sand to Silty Sand CPT-05 CPT CONTRACTOR: In Situ Engineering CUSTOMER: PanGEO LOCATION: Renton JOB NUMBER: 15-193 OPERATOR: Zak/Meron CONE ID: DDG1263 TEST DATE: 5/12/2017 12:27:33 PM PREDRILL: Cored to 21" BACKFILL: SURFACE PATCH: TOTAL DEPTH: 51.181 ft Depth (ft) Tip Resistance (Qt) (TSF) 0 3000 10 20 30 40 50 60 Friction Ratio (Fs/Qt) (PERCENT) 0 8 Pore Pressure (U2) (TSF) -2 5 Soil Behavior Type (UNITLESS) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT Correlation (UNITLESS) 0 60 Generalized Soil Conditions Sand to Silty Sand Silt & Clay Silt & Clay Silt & Clay Sand & Silt Sand to Silty Sand Sand & Silt with Clay interbeds CPT-06 CPT CONTRACTOR: In Situ Engineering CUSTOMER: PanGEO LOCATION: Renton JOB NUMBER: 15-193 OPERATOR: Zak/Meron CONE ID: DDG1263 TEST DATE: 5/12/2017 11:29:58 AM PREDRILL: Cored to 21" BACKFILL: SURFACE PATCH: TOTAL DEPTH: 50.853 ft Depth (ft) Tip Resistance (Qt) (TSF) 0 3000 10 20 30 40 50 60 Friction Ratio (Fs/Qt) (PERCENT) 0 8 Pore Pressure (U2) (TSF) -2 5 Soil Behavior Type (UNITLESS) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT Correlation (UNITLESS) 0 60 Generalized Soil Conditions Sand to Silty Sand Sand & Silt Sand & Silt Silt & Clay Silt & Clay CPT-07 CPT CONTRACTOR: In Situ Engineering CUSTOMER: PanGEO LOCATION: Renton JOB NUMBER: 15-193 OPERATOR: Zak/Meron CONE ID: DDG1263 TEST DATE: 5/12/2017 9:32:24 AM PREDRILL: Cored to 21" BACKFILL: SURFACE PATCH: TOTAL DEPTH: 55.610 ft Depth (ft) Tip Resistance (Qt) (TSF) 0 3000 10 20 30 40 50 60 Friction Ratio (Fs/Qt) (PERCENT) 0 8 Pore Pressure (U2) (TSF) -2 5 Soil Behavior Type (UNITLESS) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT Correlation (UNITLESS) 0 60 Generalized Soil Conditions Interbeded Sand and Silt with Clay pockets Interbeded Sand and Silt with Clay pockets Silt & Clay Silt & Clay Silt & Clay Sand & Silt Sand & Silt CPT-08 CPT CONTRACTOR: In Situ Engineering CUSTOMER: PanGEO LOCATION: Renton JOB NUMBER: 15-193 OPERATOR: Zak/Meron CONE ID: DDG1263 TEST DATE: 5/12/2017 8:33:29 AM PREDRILL: Cored to 21" BACKFILL: SURFACE PATCH: TOTAL DEPTH: 57.251 ft Depth (ft) Tip Resistance (Qt) (TSF) 0 3000 10 20 30 40 50 60 Friction Ratio (Fs/Qt) (PERCENT) 0 8 Pore Pressure (U2) (TSF) -2 5 Soil Behavior Type (UNITLESS) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT Correlation (UNITLESS) 0 60 Generalized Soil Conditions Sand to Silty Sand Silt & Clay Sand to Silty Sand Silt & Clay Silt to Clayey Silt Interbeded Sand/Silt/ Clay APPENDIX B PREVIOUS BORING LOGS Boeing North Apron Boring B-1 (Sheet 1 of 3) Boeing North Apron Boring B-1 (Sheet 2 of 3) Boeing North Apron Boring B-1 (Sheet 3 of 3) Boeing North Apron Boring B-2 (Sheet 1 of 2) Boeing North Apron Boring B-2 (Sheet 2 of 2) Boeing North Apron Boring B-3 (Sheet 1 of 3) Boeing North Apron Boring B-3 (Sheet 2 of 3) Boeing North Apron Boring B-3 (Sheet 3 of 3) Boeing North Apron Boring B-4 (Sheet 1 of 2) Boeing North Apron Boring B-4 (Sheet 2 of 2) Boeing North Bridge Boring B-2 (Sheet 1 of 9) Boeing North Bridge Boring B-2 (Sheet 2 of 9) Boeing North Bridge Boring B-2 (Sheet 3 of 9) Boeing North Bridge Boring B-2 (Sheet 4 of 9) Boeing North Bridge Boring B-2 (Sheet 5 of 9) Boeing North Bridge Boring B-2 (Sheet 6 of 9) Boeing North Bridge Boring B-2 (Sheet 7 of 9) Boeing North Bridge Boring B-2 (Sheet 8 of 9) Boeing North Bridge Boring B-2 (Sheet 9 of 9) Boeing Flume Wall Boring B-1 (Sheet 1 of 5) Boeing Flume Wall Boring B-1 (Sheet 2 of 5) Boeing Flume Wall Boring B-1 (Sheet 3 of 5) Boeing Flume Wall Boring B-1 (Sheet 4 of 5) Boeing Flume Wall Boring B-1 (Sheet 5 of 5) 1101 Lake Washington Blvd N Boring B-1 (Sheet 1 of 4) 1101 Lake Washington Blvd N Boring B-1 (Sheet 2 of 4) 1101 Lake Washington Blvd N Boring B-1 (Sheet 3 of 4) 1101 Lake Washington Blvd N Boring B-1 (Sheet 4 of 4) P a g e | 36 Storm Water Pollution Prevention Plan Boeing Apron R – Central Project Renton, Washington Appendix J Engineering Calculations