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Exhibit 05 Preliminary Drainage Report from Parametric dated February 2025
Mason Street Neighborhood Preliminary Drainage Report Prepared for Habitat for Humanity of East Jefferson County February 2025 Mason Street Neighborhood Preliminary Drainage Report Prepared for Habitat for Humanity of East Jefferson County P.O. Box 658 Port Townsend, WA 98368 Prepared by Parametrix 1019 39th Avenue SE, Suite 100 Puyallup, WA 98374 T. 253.604.6600 F. 1.206.649.6353 www.parametrix.com February 2025 │ 217-9085-002 Citation Parametrix. 2025. Mason Street Neighborhood Preliminary Drainage Report. Prepared for Habitat for Humanity of East Jefferson County by Parametrix, Puyallup, Washington. February 2025. Mason Street Neighborhood Preliminary Drainage Report Habitat for Humanity of East Jefferson County February 2025 │ 217-9085-002 i Contents 1. Introduction ...................................................................................................................................... 1 2. Proposed Project Description ........................................................................................................... 1 2.1 Overview ....................................................................................................................................... 1 2.2 Minimum Requirements .............................................................................................................. 1 2.2.1 Minimum Requirement No. 1 – Preparation of Stormwater Site Plan ...................... 2 2.2.2 Minimum Requirement No. 2 – Construction Stormwater Pollution Prevention Plan (SWPPP) ............................................................................................. 2 2.2.3 Minimum Requirement No. 3 – Source Control of Pollution ...................................... 2 2.2.4 Minimum Requirement No. 4 – Preservation of Natural Drainage Systems and Outfalls ................................................................................................................... 2 2.2.5 Minimum Requirement No. 5 –On-Site Stormwater Management ........................... 3 2.2.6 Minimum Requirement No. 6 – Runoff Treatment ..................................................... 4 2.2.7 Minimum Requirement No. 7 – Flow Control .............................................................. 4 2.2.8 Minimum Requirement No. 8 – Wetland Protection .................................................. 5 2.2.9 Minimum Requirement No. 9 – Operations and Maintenance .................................. 5 3. Existing Site Conditions .................................................................................................................... 5 3.1 Land Use ...................................................................................................................................... 6 3.2 Existing Site Hydrology ................................................................................................................ 6 3.2.1 Existing Drainage Patterns ........................................................................................... 7 3.3 Infiltration Rates/Soils Reports .................................................................................................. 7 4. Developed Site Conditions ............................................................................................................... 7 4.1 Developed Site Hydrology ........................................................................................................... 8 4.1.1 Developed Drainage Patterns ...................................................................................... 8 5. Permanent Stormwater Control Plan ............................................................................................... 9 5.1 Methodology ................................................................................................................................. 9 5.2 Runoff Treatment BMPs ........................................................................................................... 10 5.3 Flow Control BMPs .................................................................................................................... 10 6. Off-site Analysis ............................................................................................................................. 11 6.1 Study Area Definition and Maps .............................................................................................. 11 6.2 Resource Review ...................................................................................................................... 11 Mason Street Neighborhood Preliminary Drainage Report Habitat for Humanity of East Jefferson County Contents (continued) ii February 2025 │ 217-9085-002 6.3 Downstream Water Quality ...................................................................................................... 12 6.4 Floodplain Analysis ................................................................................................................... 12 7. Conveyance System ...................................................................................................................... 12 8. Covenants, Dedications, Easements, agreements ....................................................................... 13 8.1 Declaration of Covenant for Privately Maintained Flow Control and Runoff Treatment BMPs ......................................................................................................................................... 13 9. Other Permits ................................................................................................................................ 13 10. References .................................................................................................................................... 13 FIGURES Figure 1 Vicinity Map ................................................................................................................................... 6 TABLES Table 1 The List Approach for MR5 Compliance ........................................................................................ 3 Table 2. Operation and Maintenance Plan................................................................................................. 5 Table 3 Existing Land Coverage .................................................................................................................. 7 Table 4. Developed Land Coverage ............................................................................................................ 8 Table 5 Runoff Treatment BMP Selection ............................................................................................... 10 Table 6 Flow Control BMP Selection ........................................................................................................ 11 APPENDICES A Supplemental Figures B Jefferson County GIS Maps C Geotechnical Engineering Investigation Report D Construction Stormwater Pollution Prevention Plan (SWPPP) E Western Washington Hydrology Model 2012 Reports Mason Street Neighborhood Preliminary Drainage Report Habitat for Humanity of East Jefferson County February 2025 │ 217-9085-002 iii Acronyms and Abbreviations BMPs best management practices cfs cubic feet per second County Jefferson County Ecology Washington State Department of Ecology EPSC erosion prevention and sediment control hrs hours LF linear feet LID low-impact development MEP Maximum extent practicable NPDES National Pollutant Discharges Elimination System NPGHS non-pollution generating hard surface NRCS National Resource Conservation Service PGHS pollution generating hard surfaces ROW right-of-way SF square feet SWMMWW 2019 Stormwater Management Manual for Western Washington SWPPP Stormwater Pollution Prevention Plan TMDL Total Maximum Daily Loads TSS total suspended solids USDA United States Department of Agriculture WRIA Water Resource Inventory Area WWHM Western Washington Hydrology Model Mason Street Neighborhood Preliminary Drainage Report Habitat for Humanity of East Jefferson County February 2025 │ 217-9085-002 1 1. Introduction This report is prepared for Habitat for Humanity of East Jefferson County to meet the requirements of a Large Project drainage report as outlined in Section JCC 18.30.070 of the Unified Development Code (UDC) of Jefferson County. This report addresses the type of project proposed, applicable minimum requirements, the site’s existing and developed hydrology, the analysis of off-site drainage as a result of the project completion, the stormwater facility selection and sizing, and the stormwater conveyance system analysis and design as required by Jefferson County Public Works. 2. Proposed Project Description 2.1 Overview The Mason Street Neighborhood Project (Project) is a residential subdivision project owned by Habitat for Humanity of East Jefferson County. The project site is Parcel 901-023-007 in Port Hadlock-Irondale, Washington in Jefferson County. The site is generally located between the intersection of Mason Street and Cedar Avenue. The Project proposes constructing 138 residential lots – consisting of duplex, fourplex, and group homes – with 148 dwelling units amongst supporting utilities, roadways, and open space improvements. The Project area will be approximately 14.5-acres of development built over three phases that includes constructing the following: Forty-eight residential lots o Twenty-four duplexes o Twenty-two fourplexes o Two group homes Approximately 2,700 linear feet of roadways and parking areas Domestic water and sewer mains and service laterals Stormwater management facilities include bioretention swales and planters To incorporate low-impact development (LID) best management practices (BMPs), the site’s stormwater facilities will include preserving existing vegetation and forested areas, minimizing pollution generating hard surfaces (PGHS) with narrower road sections; planting trees and other native plants; managing runoff close to the of the site’s proposed impervious surfaces; constructing bioretention facilities; amongst other BMPs. The Project site includes Group A Hoypus gravelly sandy loam (HvC) soils with high infiltration capacity. As such, all run-off generated on-site will be infiltrated to the maximum extent practicable. 2.2 Minimum Requirements The Project meets the definition of new development per Figure I-3.1 of the Department of Ecology 2019 Stormwater Management Manual for Western Washington (SWMMWW) since it proposes to add over 5,000 SF of new plus hard surfaces on a site with less than 35% of hard surface coverage. See the completed flowchart in Appendix A. As such, it must evaluate implementing the County’s minimum requirements for Large projects. Mason Street Neighborhood Preliminary Drainage Report Habitat for Humanity of East Jefferson County 2 February 2025 │ 217-9085-002 2.2.1 Minimum Requirement No. 1 – Preparation of Stormwater Site Plan Preparation of this drainage report in accordance with the SWMMWW outlines and satisfies this criterion. The proposed development activities are indicated in the Preliminary Grading & Drainage Composite Plan figure found in Appendix A. Stormwater elements are outlined within this report in conjunction with the figure. 2.2.2 Minimum Requirement No. 2 – Construction Stormwater Pollution Prevention Plan (SWPPP) Minimum Requirement #1 is that all projects shall address erosion and sediment control during site construction activities. There are 13 elements that must be met to cover the general water quality protection strategies of limiting site impacts, preventing erosion and sedimentation, and managing activities and sources during the construction phase of a project. 1. Preserve Vegetation/Mark Clearing Limits 2. Establish Construction Access 3. Control Flow Rates 4. Install Sediment Controls 5. Stabilize Soils 6. Protect Slopes 7. Protect Drain Inlets 8. Stabilize Channels and Outlets 9. Control Pollutants 10. Control De-Watering 11. Maintain Best Management Practices 12. Manage The Project 13. Protect Low Impact Development BMPs Compliance with the erosion and sediment control requirements shall be demonstrated through implementation of an approved large parcel erosion and sediment control plan. See the Construction Stormwater Pollution Prevention Plan in Appendix C. 2.2.3 Minimum Requirement No. 3 – Source Control of Pollution Minimum Requirement #3 is that all known, available, and reasonable source control BMPs shall be applied to all projects to prevent stormwater from coming in contact with pollutants on the developed site. Unlike Core Requirement #1, this core requirement focuses on the post-development condition of the site. Where applicable, source control BMPs will be selected, designed, and maintained according to Volume IV of the SWMMWW. The site will be primarily single-family residences where pollution concerns are limited. The parking lots are the most common area pollution may contact stormwater. The bioretention planters will collect and treat polluted runoff; however, maintenance staff will need to monitor, handle, and dispose of any polluted materials that may impact the long-term of these stormwater facilities. Furthermore, any facility material storage or maintenance facilities must implement proper spill control plan procedures including but not limited to storing pollutants in an enclosed structure. 2.2.4 Minimum Requirement No. 4 – Preservation of Natural Drainage Systems and Outfalls Minimum Requirement #4 is that natural drainage patterns shall be maintained and discharges from the project site shall occur at the natural location to the maximum extent practicable (MEP). Mason Street Neighborhood Preliminary Drainage Report Habitat for Humanity of East Jefferson County February 2025 │ 217-9085-002 3 For this project, there are no existing natural drainage systems applicable on-site. Furthermore, all run-off generated from the Project as a result of new hard surfaces shall be managed on-site. 2.2.5 Minimum Requirement No. 5 –On-Site Stormwater Management In accordance with Table I-3.3 of the SWMMWW, projects within the urban growth area (UGA) on any size parcel shall employ on-site stormwater management BMPs from List #2 where feasible. See List #2 and the evaluation of each BMP in Table 1 below. The first feasible BMP must be selected, and once a feasible BMP is selected further evaluation may cease. Table 1 The List Approach for MR5 Compliance List #2 BMP Justification for Use Lawn and Landscaped Areas Post Construction Soil Quality and Depth (BMP T5.13) Feasible: This will be implemented by leaving native vegetation undisturbed to the extent practical, reusing topsoil where practical, and importing topsoil with sufficient organic content and depth to meet requirements. Roofs Full Dispersion (BMP T5.30) or Downspout Full Infiltration (BMP T5.10A) Infeasible: Siting and design criteria cannot be achieved on site due to the dense development and small lot sizes proposed. Not enough separation available from property lines or building foundations within each unit lot. Bioretention (BMP T7.30) Feasible: Bioretention swales will be used primarily throughout the site for various clusters of duplex and townhome locations in open spaces between buildings. In the southern half of the site, slopes are greater than 8%, but within a forested area. Downspout dispersion will be used in these areas in-lieu of bioretention. Downspout Dispersion Systems (BMP T5.10B) Feasible: Bioretention swales will be used primarily throughout the site for various clusters of duplex and townhome locations in open spaces between buildings. In the southern half of the site, slopes are greater than 8%, but within a forested area. Downspout dispersion will be used in these areas in-lieu of bioretention. Perforated Stub-out Connections (BMP T5.10C) N/a Mason Street Neighborhood Preliminary Drainage Report Habitat for Humanity of East Jefferson County 4 February 2025 │ 217-9085-002 List #2 BMP Justification for Use Other Hard Surfaces Areas Full Dispersion (BMP T5.30) Feasible: The minimum forested or native vegetation flow path can be provided in limited locations primarily dedicated to walking paths. Full dispersion will be implemented in these locations. Permeable Pavements (BMP T5.15) Infeasible: The project site is within a critical aquifer recharge area. Additional runoff pre-treatment must be provided prior to infiltrating into the subgrade. Bioretention (BMP T7.30) Feasible: Bioretention planters and swales will be constructed along the perimeter of parking areas or in centrally drained locations depending on the site grading. Runoff will filter through a bioretention soil media mix before infiltrating into the sub-grade. Sheet Flow Dispersion/Concentrated Flow Dispersion N/a 2.2.6 Minimum Requirement No. 6 – Runoff Treatment Minimum Requirement #6 is that runoff treatment shall be evaluated for development project sites to reduce the water quality impacts of stormwater runoff from pollution-generating surfaces. Within the project limits, there are threshold discharge areas with more than 5,000 square feet of new pollution-generating hard surface (PGHS) being created. Therefore, the project requires construction of stormwater treatment BMPs for these areas. Generally, the sub-basins within the Project site subject include the three parking areas (B-1, B-4, E-2) and the emergency fire lane (B-3), which are subject to vehicular traffic. The water quality design flow rate is the flow rate at or below 91 percent of the runoff volume, as estimated by Western Washington Hydrology Model (WWHM). Refer to Section 5.1 of this report for BMP selection and sizing descriptions. Treatment BMPs designed to satisfy Minimum Requirement #4 will be selected – prioritizing on-site infiltration - and designed with the process detailed in Volume V of the Manual and maintained with the checklists in Appendix V-A of the Manual. Treatment BMPs are to be sized using either the water quality design storm volume or the water quality design flow rate from the Western Washington Hydrology Model (WWHM). Bioretention swales and planters will filter runoff generated from the PGHS within a bioretention soil media mix prior to infiltrating into the subgrade. Furthermore, preliminary geotechnical investigation measured native soil samples with high cation exchange capacity – ranging from 6.1 – 10.4 meq/100g – that meets soil properties suitable for treatment. 2.2.7 Minimum Requirement No. 7 – Flow Control For projects in which the total of effective impervious surfaces is 10,000 square feet or more in a Threshold Discharge Area (TDA), flow control is required. The Project proposes to manage run-off through infiltration in bioretention planters and swales located throughout the site. In locations where bioretention facilities cannot be constructed on slopes less than 8%, downspout dispersion through existing forested areas is proposed. Mason Street Neighborhood Preliminary Drainage Report Habitat for Humanity of East Jefferson County February 2025 │ 217-9085-002 5 A continuous runoff model was prepared in WWHM2012 to confirm sizes of infiltration facilities and dispersion flowrates. Further discussion is provided below in Section 5.1. 2.2.8 Minimum Requirement No. 8 – Wetland Protection Wetland protection is applicable when a project discharges runoff to a wetland rather than directly to a surface water body such as a stream. There are no wetlands within the Project, and as such MR 8 is not applicable. 2.2.9 Minimum Requirement No. 9 – Operations and Maintenance Operation and maintenance of the on-site conveyance network and stormwater BMPs will be provided by the Home Owner’s Association. An operation and maintenance manual will be developed as part of the final design of the Project. Common maintenance tasks for the stormwater facilities are listed in Table 2. Table 2. Operation and Maintenance Plan Facility Frequency Maintenance Conveyance Systems Annually and major storm event Use rodding to clear any root invasion. Replace damaged pipes with dents or punctures that impact performance. Remove vegetation that reduces free movement of water through pipes. Flush pipe networks from cleanouts to clear debris. Catch Basin Biannually and major storm event Dry sweep the parking lots and access drives at least every 6 months to reduce accumulation of sediments and debris. Clean and dispose of trapped sediments from the sump at least every 6 months and after major storms. Dispose of any debris or accumulated sediment properly, according to federal, state, and local jurisdictions. Energy Dissipators Annually Replace rock pad or riprap when native soil is visible. Replace rock pad/riprap and backfill if soil erosion exceeds 6 inches. Water Quality Swale Biannually Vegetation must cover at least 90% of the facility at maturity. Maintain grass height at 6”-9”. Trim to allow sight lines and foot traffic, also to ensure inlets and outlets freely convey stormwater into/out of the facility. Remove sediment accumulation more than 4-inches deep. Replace mulch annually to a depth of 2-3 - inches 3. Existing Site Conditions The Project site is located within the Port Hadlock urban growth area in Jefferson County, Washington. The site is on Parcel 901-023-007, generally located at the corner of Mason Street and Cedar Avenue. See Figure 1 for reference. Mason Street Neighborhood Preliminary Drainage Report Habitat for Humanity of East Jefferson County 6 February 2025 │ 217-9085-002 Figure 1 Vicinity Map Habitat for Humanity of East Jefferson County owns the 17.44-acre property, which is primarily undeveloped. There are remnants of unoccupied buildings and structures. There are thickets of trees and shrubs intermittently across the northern portion of the property. The southern boundary of the property includes several dense stands of trees exhibiting forested conditions. A large grass field bisects the property, which previously was used as a private airfield . The vertical datum for the Project is North American Vertical Datum (NAVD88) of 1988 and the horizontal datum for the Project is Washington State Coordinate System North Zone of the North American Datum of 1983. 3.1 Land Use The Project site is located within the Port Hadlock urban growth area (UGA) zoned as UGA Moderate Density Residential (UGA-MDR), which permits the development of single-family, duplex, and residential adult care facilities with a density of 7-12 units per acre as outlined in the JCC 18.18. 3.2 Existing Site Hydrology The Project site is relatively flat with a gradual slope from the west to east across the property. Elevations range from 121 feet to 110 feet. The forested portion of the property slopes moderately (less than 15%) to the southern boundary. There are intermittent low points throughout the property, but there are no existing drainage structures or defined drainage channels throughout the property. As such, the dominant presence of pervious, vegetated land surfaces in combination with the flat terrain, runoff is estimated to be limited and that it collects and infiltrates entirely within the property limits. There are no hydrologic features – included but not limited to streams, wetland areas, or water bodies – within the property limits. Mason Street Neighborhood Preliminary Drainage Report Habitat for Humanity of East Jefferson County February 2025 │ 217-9085-002 7 3.2.1 Existing Drainage Patterns As a result of run-off remaining entirely within the property boundary, the Project site is considered a single drainage basin. Furthermore, the site was divided by sub-basins sloping towards minor depressions and low points across the site in order to evaluate site hydrology. The sub-basins land coverage and area totals are referenced in Table 3 below. Table 3 Existing Land Coverage Sub-Basin Land Coverage Characterization Area (acres) A Meadow 4.31 B Meadow/Forested 5.65 C Meadow/Forested 1.54 D Meadow/Forested 2.08 E Meadow/ Forested 3.85 The pre-development drainage basin map can be found in Appendix A. 3.3 Infiltration Rates/Soils Reports The Project site includes Hoypus gravelly sandy loam (HvC) soils with high infiltration capacity with a hydrological soil group classification A by the USDA NRCS. A preliminary geotechnical engineering investigation was completed for the project site in May 2024. The investigation identified that the site is covered with an organic topsoil/ forest duff layer atop native glacial soils. Test pits throughout the site generally exposed moist, medium dense, brown silty sand to sand with silt and gravel to a depth of about 1 to 3.5 feet bgs. Underlying the silty sand to sand with silt and gravel, our test pits generally encountered moist, medium dense, gray gravel with sand interbedded with gray, sand, and sand with gravel, extending to the maximum depths explored of 8.5 to 10.5 feet bgs. Groundwater seepage was not encountered during the site investigation. For preliminary stormwater system sizing purposes, the geotechnical investigation utilized Soil Grain Size Analysis, Option 3 as stated in Volume V, Chapter 5 of the SWMMWW to obtain preliminary infiltration rates. Five soil samples were collected from test pits and evaluated by laboratory analysis to provide preliminary infiltration rates across the site ranging from 6.5-20 inches per hour. These infiltration rates will be used for preliminary design of stormwater infiltration rates, but further in-situ infiltration test will occur at proposed infiltration facility locations to confirm infiltration rates for final design. Further information regarding the geotechnical investigation can be found in Appendix C. 4. Developed Site Conditions The Project proposes constructing 138 residential lots – consisting of duplex, fourplex, and group homes – with 148 dwelling units with supporting infrastructure including utilities, roadways, and open space improvements. The site design prioritizes a walkable neighborhood with several hard and soft surface walkways connecting residences to plazas, park space, community gardens, and forest across the property. Parking will be centralized in three parking lots. The Project area will develop 14.5-acres of the 17.44-acre site built over three phases. Mason Street Neighborhood Preliminary Drainage Report Habitat for Humanity of East Jefferson County 8 February 2025 │ 217-9085-002 4.1 Developed Site Hydrology Preliminary site grading has been developed to identify general drainage patterns and earthwork forecasted for the Project. Generally, existing grades and slopes will be maintained across the site as a result of its gentle slope. The conversion of existing vegetation and pervious surfaces to hard, impervious surfaces across the site will generate additional stormwater runoff. The Project will construct several stormwater facilities integrated into the site’s landscaping and open space rather than in a single, central facility to manage this new runoff. 4.1.1 Developed Drainage Patterns The Project will generally maintain the existing sub-basin drainage patterns of the site, but there will be reductions of area some sub-basins and increases in other sub-basins as a result of grading the site. The developed drainage patterns were further sub-divided for the purpose of evaluating the stormwater BMP that will manage runoff generated within it. The sub-basins land coverage and area totals are referenced in Table 4 below. These sub-basins were modelled to design facilities to provide sufficient capacity to manage contributing runoff. Further discussion of stormwater modeling is below in Section 5.1. For additional detail, see the post-development basin figure in Appendix A. Table 4. Developed Land Coverage Sub-Basin Walks2 (acres) Roofs2 (acres) Roads3 (acres) Landscape1 (acres) Forest1 (acres) A-1 0.06 0.26 - 0.93 - A-2 0.06 0.45 - 1.08 - A-3 0.06 0.31 - 0.71 - A-4 0.01 0.24 - 0.38 - B-1 0.07 - 0.64 0.26 - B-2 0.08 0.25 - 1.14 0.43 B-3 0.06 - 0.57 0.30 - B-4 0.14 - 0.62 0.36 - B-5 - 0.16 - 0.56 - C-1 0.01 0.08 0.34 0.34 - C-2 0.05 0.23 0.58 0.58 - D-1 0.02 - - - 0.45 D-2 0.08 0.54 1.04 1.04 - E-1 0.07 0.11 0.21 0.21 2.00 E-2 0.07 - 0.09 0.09 - E-3 0.03 0.34 0.62 0.62 - TOTAL : 0.87 2.96 2.14 8.59 2.88 1 NPGPS (non-pollution-generating pervious surfaces) – landscaping and other soft surfaces not subject to a source of pollutants. 2 NPGHS (non-pollution-generating hard surfaces) – Roofs, sidewalks, or other hard surfaces not subject to a significant source of pollutants. 3 PGHS (pollution-generating hard surfaces) – Hard surfaces considered to be a significant source of pollutants in stormwater runoff. Such surfaces are subject to vehicular use. Bike lanes, parking lots, driveways, and unfenced fire lanes are all PGHS. Mason Street Neighborhood Preliminary Drainage Report Habitat for Humanity of East Jefferson County February 2025 │ 217-9085-002 9 5. Permanent Stormwater Control Plan A permanent storm control plan is required since the Project must meet Minimum Requirements 1-9. Runoff treatment BMPs remove pollutants generated from hard surfaces to prevent downstream pollution. Flow control facilities are necessary to mitigate potential adverse impacts on downstream properties and waterbodies due to the increase in stormwater runoff caused by increased impervious surfaces. 5.1 Methodology The SWMMWW was used as a reference to complete hydrologic analysis and design to select appropriate BMPs for runoff treatment and flow control. On-site stormwater management BMPs from List #2 were evaluated for feasibility and selected as discussed previously in section 2.2.5. Hydrologic analysis of pre- and post-development conditions are based on hydrographs, water quality flowrates, and discharge flowrate comparisons calculated by the Western Washington Hydrology Model 2012 (WWHM 2012). Pre-development forested surface conditions were analyzed by using long-term recorded precipitation data for regional specificity, historic vegetation and land conditions, and continuous simulation hydrology modeling. The contributing impervious areas were compared to equivalent forested conditions land surface characteristics for vegetation coverage and topographic characteristics. Pre-development sub-basins were modelled as a pervious land use A B, forested land, over flat slopes. WWHM models times of concentrations (Tc) and rainfall events from historical data. Sub- basin characteristics are provided in Table 3. Post-development surface conditions were analyzed comparing the same precipitation data and continuous simulation hydrology modelling with the new land surface characteristics from developed land coverage. Contributing areas were modeled as impervious land use flat roads; flat roofs, and flat walks. Pervious land use were modelled as pervious Type A B forest and lawn. Developed sub- basins land coverage details are provided in Table 4. Each sub-basin was modelled as its own separate WWHM report. The proposed bioretention BMPS were modelled for runoff treatment and flow control requirements. The bioretention facilities in each sub-basin were modelled as a single node with the cumulative contributing areas either directly flowing into the facility or over pervious or impervious lateral flow basins as applicable. An infiltration rate of 6.5-inches per hour is utilized as recommended from geotechnical investigation. A factor of safety of 2 was applied to the design infiltration rate. Preliminary design of the bioretention BMPs was selected based on dimensions required to infiltrate 100% of all contributing runoff. Full and downspout dispersion BMPs were modelled as modelled as a single node with the cumulative contributing areas either directly flowing into the facility or over a flat, forested lateral flow basin. Pre-development and post-development discharge flowrates within the sub-basin were analyzed to confirm there is no increase of discharge flowrates. WWHM 2012 stormwater modelling reports can be found in Appendix E. Mason Street Neighborhood Preliminary Drainage Report Habitat for Humanity of East Jefferson County 10 February 2025 │ 217-9085-002 5.2 Runoff Treatment BMPs Within the project limits, there are sub-basins with more than 5,000 square feet of new pollution- generating hard surface (PGHS) being created. Therefore, the project requires construction of stormwater treatment BMPs for these areas. The sub-basins within the Project site subject to runoff treatment include the three parking areas (B-1, B-4, E-2) and the emergency fire lane (B-3), which are subject to vehicular traffic. Basic Treatment requires selected BMPs to treats at least 91% of the annual runoff generated by PGIS on-site and removes sediment, oils, and metals where applicable to the site. Sediment laden runoff is the primary concern of pollutants on-site. Treatment BMPs designed to satisfy Minimum Requirement #6 were selected – prioritizing on-site infiltration - and designed with the process detailed in Volume V of the Manual. The BMPs are summarized below in Table 5. Bioretention swales and planters will be constructed within the parking areas and along the fire lane. The site will be graded to drain runoff into the bioretention facilities, which will filter runoff through a bioretention soil media mix prior to infiltrating into the subgrade. Furthermore, preliminary geotechnical investigation measured native soil samples with high cation exchange capacity – ranging from 6.1 – 10.4 meq/100g – that meets soil properties suitable for treatment when infiltrating through the native subgrade. Table 5 Runoff Treatment BMP Selection Sub-Basin Runoff Treatment BMP(s) B-1 Bioretention (BMP T7.30) B-2 Bioretention (BMP T7.30) B-4 Bioretention (BMP T7.30) E-2 Bioretention (BMP T7.30) 5.3 Flow Control BMPs The purpose of flow control is to mitigate to the maximum extent practicable the impacts of increased stormwater runoff volumes and flow rates on waterbodies as a result of new development. For projects in which the total of effective impervious surfaces is 10,000 square feet or more in a sub-basin, flow control is required. Flow control BMPs designed to satisfy Minimum Requirement #6 were selected – prioritizing on-site infiltration - and designed with the process detailed in Volume V of the Manual. The BMPs are summarized below in Table 6. The Project proposes to manage run-off through infiltration in bioretention planters and swales located throughout the site. In locations where bioretention facilities cannot be constructed on slopes less than 8%, downspout dispersion through existing forested areas is proposed. Mason Street Neighborhood Preliminary Drainage Report Habitat for Humanity of East Jefferson County February 2025 │ 217-9085-002 11 Table 6 Flow Control BMP Selection Sub-Basin Flow Control BMP(s) A-1 Bioretention (BMP T7.30) A-2 Bioretention (BMP T7.30) A-3 Bioretention (BMP T7.30) A-4 Bioretention (BMP T7.30) B-1 Bioretention (BMP T7.30) B-2 Downspout Dispersion Systems (BMP T5.10B) B-3 Bioretention (BMP T7.30) B-4 Bioretention (BMP T7.30) B-5 Bioretention (BMP T7.30) C-1 Downspout Dispersion Systems (BMP T5.10B) C-2 Bioretention (BMP T7.30) D-1 Full Dispersion (BMP T5.30) D-2 Bioretention (BMP T7.30) E-1 Downspout Dispersion Systems (BMP T5.10B) E-2 Bioretention (BMP T7.30) E-3 Bioretention (BMP T7.30) 6. Off-site Analysis 6.1 Study Area Definition and Maps The Project area is located within Quilcene-Snow watershed in the Water Resource Inventory Area (WRIA) 17 per Ecology. Despite being located in Western Washington and its proximity to the Puget Sound and Salish Sea, the region experiences only moderate rainfall amounts – approximately 20 inches of annual precipitation – as a result of being located on the extents of the Olympic rain shadow. 6.2 Resource Review The Quilcene-Snow watershed includes the Big Quilcene and Little Quilcene rivers and Snow Creek, which originate in the Olympic Mountains, and various smaller creeks on the Quimper and Toandos peninsulas and in the Chimacum Valley area. Annual precipitation ranges from 15 to 30 inches per year. Most of this precipitation arrives during the winter months when water demands are the lowest, and only a fraction becomes available for human and economic uses. Little of the Quilcene-Snow watershed benefits from snow pack so during the summer when there is little rain naturally, low stream flows are dependent on groundwater inflow. Mason Street Neighborhood Preliminary Drainage Report Habitat for Humanity of East Jefferson County 12 February 2025 │ 217-9085-002 6.3 Downstream Water Quality A review of Ecology’s list of impaired water bodies indicates that Chimacum Creek is listed as an impaired water body. The impaired water body is categorized as follows: Category 5 (303d list) for temperature. There is no current total maximum daily load (TMDL) plan in place. Category 5 (303d list) for bacteria-fecal coliform. There is no current total maximum daily load (TMDL) plan in place. Category 1 (meets tested criteria) for ammonia. Chimacum Creek is an identified water body with both aquatic life and recreation use. Therefore, the Department of Ecology has the following Water Quality Standards for this water body: Temperature: 60.8 degrees Fahrenheit. Supplemental spawning: Salmon and trout (55.4°F) from 9/15 to 7/1 DO: 9.5 milligrams per liter (mg/L). pH: pH shall be within the range of 6.5 to 8.5, with a human-caused variation within the above range of less than 0.2 standard units. Turbidity: 5 nephelometric turbidity units (NTUs) over background when the background is 50 NTUs or less; or a 10 percent increase in turbidity when the background turbidity is more than 50 NTUs. Bacteria: Fecal coliform organism levels must not exceed a geometric mean value of 100 colonies per 100 milliliters (mL), with not more than 10 percent of all samples (or any single sample when less than 10 sample points exist) obtained for calculating the geometric mean value exceeding 200 colonies/100 mL. An analysis was conducted to determine if project construction will create any drainage problems downstream of the project limits. The combination of maintaining undeveloped forested areas, reducing impervious surfaces, infiltrating run-off on-site, and dispersing limited runoff through forested areas at pre-development forested flowrates will limit impacts on downstream water bodies. 6.4 Floodplain Analysis The project site is outside of a floodplain. See Appendix A for the FEMA Firmette Map. 7. Conveyance System Any conveyance system shall be designed to convey and contain up to the 25-year storm event. The Project proposes installing a gutter system to collect and convey runoff generated from the building’s rooftop through downspouts with outfalls into bioretention swales or dispersion trenches. The outfall drain pipes are preliminary designed as 6-inch diameter schedule 40 PVC pipe. A 6-inch diameter pipe with a manning’s n roughness value of 0.012 at 1% slope would be approximately 35% full when conveying 0.12 cfs – which 25-year storm’s peak runoff rate – at 2.02 feet per second for all of the sub-basin’s roof area. A similar pipe would be approximately 40% full, Mason Street Neighborhood Preliminary Drainage Report Habitat for Humanity of East Jefferson County February 2025 │ 217-9085-002 13 when conveying the 100-year storm’s peak runoff rate of 0.15 cfs. Therefore, the proposed conveyance system can handle the design flows. Preliminary design indicates that the proposed conveyance system can handle the design flows. 8. Covenants, Dedications, Easements, agreements There are no known covenants, dedications, or easements on the existing parcel. 8.1 Declaration of Covenant for Privately Maintained Flow Control and Runoff Treatment BMPs To ensure future maintenance and allow access for inspection by the County and contracted maintenance crews by the HOA, any Flow Control and Runoff Treatment BMPs that are the responsibility of the HOA must have a declaration of covenant and grant of easement. After approval by the County, the declaration of covenant and grant of easement, or other legal agreement or recordable document, must be signed and recorded at the appropriate records office of the local government. Additionally, there will be drainage easements recorded across sub-divided lots that convey runoff from an upland property through a lower property to the receiving BMP. 9. Other Permits This project will require the following permits from Jefferson County Public Works: Building Permit Right Of Way Use Permit 10. References Jefferson County. Maps/GIS. Available at https://gisweb.jeffcowa.us/LandRecords/ Federal Emergency Management Agency. FEMA Flood Map Service Center. Available at https://msc.fema.gov/portal/home. Soil Survey Staff, Natural Resources Conservation Service, United States Department of Agriculture. Web Soil Survey. Available online at the following link: https://websoilsurvey.sc.egov.usda.gov/. Accessed February 2025. Washington State Department of Ecology (Ecology). 2019. 2019 Stormwater Management Manual for Western Washington as Amended in July 2019. Publication Number 19-10-021. Available at https://ecology.wa.gov/Regulations-Permits/Guidance-technical-assistance/Stormwater- permittee-guidance-resources/Stormwater-manuals. Washington State Department of Ecology (Ecology). 2016. Washington State Water Quality Atlas version 2.0.0.1. Available at https://fortress.wa.gov/ecy/waterqualityatlas/map.aspx. Mason Street Neighborhood Preliminary Drainage Report Habitat for Humanity of East Jefferson County 14 February 2025 │ 217-9085-002 Appendix A Supplemental Figures I I 105 110 115115120115115 110 1151 1 0 11 5 9 0 9 5 10 0 105 11 0 115120 11 5 120 120 PRE-DEVELOPMENT DRAINAGE BASINS HABITAT FOR HUMANITY0 VERTICAL: 1" = 125' 125 MASON STREET PROPERTY BOUNDARY NOTES 1.EXISTING SITE IS RELATIVELY FLAT. 2.THERE ARE NO EXISTING DRAINAGE FACILITIES LOCATED WITHIN THE PROPERTY LIMITS. 3.STORMWATER IS ASSUMED TO PRIMARILY INFILTRATE ON-SITE. RUNOFF MAY LEAVE THE SITE VIA OVERLAND FLOW TOWARDS THE SOUTH BASED ON SLOPES IN THE EXISTING TOPOGRAPHY. LEGEND SUB BASIN A - (4.31-ACRES) SUB BASIN B - (5.65-ACRES) SUB BASIN C - (1.54-ACRES) SUB BASIN D - (2.08-ACRES) SUB BASIN E - (3.85-ACRES)CEDAR AVENUEBASIN A BASIN BBASIN C BASIN E BASIN D I I 105 110 115115120115115 110 115CO CO CO CO CO CO CO CO CO 1 1 0 11 5 9 0 9 5 10 0 105 11 0 115120 11 5 120 120 115115115 115 113113 114114116 116 116 117 1 1 8118 115115115120120120120 12 0 115115115115115 111114114 1151 1 5117116115116117118117118118119118116 113 112POST-DEVELOPMENT DRAINAGE BASINS HABITAT FOR HUMANITY0 VERTICAL: 1" = 125' 125 MASON STREET PROPERTY BOUNDARY NOTES 1.STORMWATER RUNOFF WILL BE MAINTAINED ENTIRELY ON-SITE. 2.SUB-BASINS ARE DEFINED BY THE STORM FACILITY MANAGING RUNOFF WITHIN THE RESPECTIVE BASIN. 3.PRELIMINARY GEOTECHNICAL INVESTIGATION INDICATES INFILTRATION RATES RANGING FROM 6.5-20 IN/HR. LEGEND SUB BASIN A-1 - (1.25-ACRES) SUB BASIN A-2 - (1.59-ACRES) SUB BASIN A-3 - (1.08-ACRES) SUB BASIN A-4 - (0.63-ACRES) SUB BASIN B-1 - (0.97-ACRES) SUB BASIN B-2 - (1.90-ACRES) SUB BASIN B-3 - (0.93-ACRES) SUB BASIN B-4 - (1.11-ACRES) SUB BASIN B-5 - (0.72-ACRES) SUB BASIN C-1 - (0.43-ACRES) SUB BASIN C-2 - (0.85-ACRES) SUB BASIN D-1 - (0.46-ACRES) SUB BASIN D-2 - (1.66-ACRES) SUB BASIN E-1 - (2.39-ACRES) SUB BASIN E-2 - (0.47-ACRES) SUB BASIN E-3 - (0.99-ACRES)CEDAR AVENUEPROPERTY BOUNDARY BASIN A-1 BASIN B-2 BASIN C-2 BASIN E-1 BASIN D-1 BASIN A-2 BASIN A-3 BASIN B-1 BASIN B-4 BASIN C-1 BASIN B-5BASINE-2BASIN D-2 BASIN B-3 BASIN B- 3 BASIN E-3 BASIN A-4 105110110115115110115 120120115 115115 110115111112113114116II114 114 1 1 6 11811 8 116118120120120118116114 1 1 4 1141101101001101 1 6 114 114112 115115 11511511211 2 1131 1 3 1141 1 4 11 6 11 7 11 8 120116117118119 1 1 5 1161161 1 6 117 118118117117117118 118119119119119 115115120116116117117117 117117118119115115 111 112 112112 113 114 116 116 116 117 4''FM 4''FM 4''FM 4''FM COCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOCOSD-00PRELIMINARY UTILITIESSTORM PLAN4OF% REVIEW SUBMITTALIF NOT, SCALE ACCORDINGLYONE INCH AT FULL SCALE.MASON STREETDEVELOPMENTPORT HADLOCK-IRONDALE, WASHINGTON660PRELIM INARY 60120SCALE IN FEET0PROPOSEDBIORETENTIONPLANTEREXISTING GROUND(1-FOOT CONTOUR)PROPOSED GRADE(1-FOOT CONTOUR)LEGENDSTORMWATER MAINGRAVITY SEWER LATERALPRESSURE SEWER MAINWATER MAINUNDERGROUND POWERFIBER OPTIC/TELECOMMUNICATIONSFIRE HYDRANTPOWER TRANSFORMERTELECOM PEDESTALGRINDER PUMP STATIONMANHOLE8" WFMSDPFOSSMASON STREET - PRELIMINARYEARTHWORK QUANTITIESCUT (CY)FILL (CY)NET (CY)11,2928,4612,831 (CUT)T7.30T7.30T7.30T7.30T7.30T7.30T7.30T7.30T7.30T7.30T7.30T7.30T7.30T7.30T7.30T7.30T7.30T7.30T5.10BT5.10BT5.10BT5.30#STORMWATER BMPs:BMP T5.10B DOWNSPOUT DISPERSIONBMP T5.30FULL DISPERSIONBMP T7.30BIORETENTION PLANTER / SWALE National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or Depth Zone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mile Zone X Future Conditions 1% Annual Chance Flood Hazard Zone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to Levee Zone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 2/27/2025 at 8:43 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 122°46'47"W 48°2'19"N 122°46'10"W 48°1'55"N Basemap Imagery Source: USGS National Map 2023 Jefferson County DCD Stormwater Development Requirements for Single-Family residences, Duplexes, Townhomes, and Accessory Buildings to Such Dwellings, Excluding residential Driveways *OR >1.5 acres of veg to lawn conversion, OR >5 acres of veg to pasture conversion YES No Does project have more than 2,000 sq. ft. of new plus replaced hard surface OR more than 7,000 sq. ft. land disturbing activity? Does the project have more than 2,000 sq. feet new plus replaced Hard Surface OR more than 7,000 sq. of land disturbing activity? Does Project have more than 5,000 sq. ft. of hard surface or more than 10,000 sq. ft. land disturbing activity? YES Subject to 2019 SWMMWW (MR 1-9) Drainage Permit Required- Engineering Required Construction BMP Required (CBMP) Attached to Building Permit (BPT) If no BPT, no stormwater permit required but still need to meet CBMP MR2 No MR1-5 Use DCD Stormwater Handout, or if using BMP from 2019 SWMMWW, DCD may require prepared by Engineer YES Does Project have more than 7,000 sq. ft. of hard surface or more than 12,000 sq. ft.* land disturbing activity? Subject to 2019 SWMMWW (MR 1-9) Drainage Permit Required - Engineering Required No No Construction BMP Required (CBMP) Attached to Building Permit (BPT) If no BPT, no stormwater permit required but still need to meet CBMP MR2 MR1-5 Use DCD Stormwater Handout, or if using BMP from 2019 SWMMWW, DCD may require prepared by Engineer Level of Impact Low Slight Moderate High Does project have more than 3,500 sq. ft. of new plus replaced hard surface OR more than 8,500 sq. ft. land disturbing activity? YES YES No MR 1-5 CBMP & BMP from 2019 SWMMWW dispersion, splash blocks, rain gardens, dispersion trenches, or drywells. BMP determined by DCD (Sheet A-1) A1) Does the project have more than 4,500 sq. feet new plus replaced Hard Surface OR more than 9,500 sq. ft* of land disturbing activity? No MR1-5 CBMP & BMP from 2019 SWMMWW dispersion, splash blocks, rain gardens, dispersion trenches, or drywells. BMP determined by DCD (Sheet A-1) YES Is the Proposed Project taking place on 1 acre or more? YES NO Mason Street Neighborhood Preliminary Drainage Report Habitat for Humanity of East Jefferson County February 2025 │ 217-9085-002 15 Appendix B Jefferson County GIS Maps These data are provided on an "AS-IS" basis, without warranty of any type, expressed or implied, including but not limited to any warranty as to their performance, merchantability, or fitness for any particular purpose. This map is not a substitute for accurate field surveys or for locating actual property lines and any adjacent features. Date: 12/6/2023 Flooding Hazard Zone 0 ft SLR 1 ft SLR 2 ft SLR 5 ft SLR FEMA FIRM Panels FEMA Flood Zones A: High Risk 100yr/1% chance no Base Flood Elevation (BFE) determined AE: High Risk 100 year, Base Flood Elevation has been determined AE FLOODWAY: High Risk 100 year Regulatory Floodway VE: Coastal High Risk 100 year, Base Flood Elevation has been determined X: Low to Moderate Risk 500 year Wetlands Hydric Soil DNR Streams Forest Practices Fish Habitat Non-fish Habitat Inventoried Shoreline DNR Water Body Forest Practices Fish Habitat Non-fish Habitat Inventoried Shoreline DNR Streams Type 1-9 Type 1 Type 2 Type 3 Type 4 Type 5 Type 9 DNR Water Body Type 1-9 Type 1 Type 2 Type 3 Type 4 Type 5 Type 9± 0 500250 ft Mason Street - Surface Waters Scale: 1:5,388 These data are provided on an "AS-IS" basis, without warranty of any type, expressed or implied, including but not limited to any warranty as to their performance, merchantability, or fitness for any particular purpose. This map is not a substitute for accurate field surveys or for locating actual property lines and any adjacent features. Date: 12/6/2023 CARA (Critical Aquifer Recharge Areas) SARPA + UNK SARPA + SUSC SUSC SARPA SUSC=UNK± 0 500250 ft Mason Street - Critical Aquifer Recharge Area Scale: 1:5,388 These data are provided on an "AS-IS" basis, without warranty of any type, expressed or implied, including but not limited to any warranty as to their performance, merchantability, or fitness for any particular purpose. This map is not a substitute for accurate field surveys or for locating actual property lines and any adjacent features. Date: 12/6/2023 Soils Erosion Hazard Zone 2040 2060 2100 Erosion Hazard Seismic Hazard Shoreline Slope Stability Unstable-recent slide Unstable slope Unstable-old slide Intermediate slope Modified Stable slope Landslide Hazard High Moderate Slight 1998-99 Slides± 0 500250 ft Mason Street - Geohazard Scale: 1:5,388 These data are provided on an "AS-IS" basis, without warranty of any type, expressed or implied, including but not limited to any warranty as to their performance, merchantability, or fitness for any particular purpose. This map is not a substitute for accurate field surveys or for locating actual property lines and any adjacent features. Date: 12/6/2023 Soil Types for Stormwater Group A Group B Group C Group D Soils Erosion Hazard Zone 2040 2060 2100± 0 500250 ft Mason Street - Soil Type(s) Scale: 1:5,388 Mason Street Neighborhood Preliminary Drainage Report Habitat for Humanity of East Jefferson County 16 February 2025 │ 217-9085-002 Appendix C Geotechnical Engineering Investigation Report & A S S O C I A T E S, I N C. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Offices Serving the Western United States 1230 Finn Hill Road NW, Ste. A, Poulsbo, Washington 98370 •Phone (360) 598-2126 • Fax (360)598-2127 May 21,2024 KA Project No. 102-24006 Bob Collins Habitat for Humanity of East Jefferson County PO Box 658 Port Townsend, WA 98368 Reference:Geotechnical Engineering Investigation Proposed Mason Street Development APN: 901023007 Port Hadlock, WA Dear Mr.Collins, In accordance with your request, we have completed a Geotechnical Engineering Investigation for the referenced site. The results of our investigation are presented in the attached report. If you have any questions,or if we can be of further assistance,please do not hesitate to contact our office. Respectfully submitted, KRAZAN &ASSOCIATES, INC. Vijay Chaudhary, P.E. Project Engineer VC:AG DRAFT GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED MASON STREET DEVELOPMENT ASSESSOR PARCEL NUMBER (APN): 901023007 PORT HADLOCK,WASHINGTON PROJECT NO.102-24006 MAY 21,2024 Prepared for: HABITAT FOR HUMANITY OF EAST JEFFERSON COUNTY P.O.BOX 658 PORT TOWNSEND,WASHINGTON 98368 Prepared by: KRAZAN &ASSOCIATES,INC. GEOTECHNICAL ENGINEERING DIVISION 1230 FINN HILL RD.NW,SUITE A POULSBO,WASHINGTON 98370 (360)598-2126DRAFT & A S S O C I A T E S, I N C. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Offices Serving the Western United States 1230 Finn Hill Road NW, Ste. A, Poulsbo, Washington 98370 •Phone (360) 598-2126 • Fax (360)598-2127 TABLE OF CONTENTS INTRODUCTION .....................................................................................................................................................1 PURPOSE AND SCOPE ..........................................................................................................................................1 SITE DESCRIPTION AND SURFACE CONDITIONS .......................................................................................2 PROPOSED DEVLOPEMENT ...............................................................................................................................3 GEOLOGIC SETTING ............................................................................................................................................3 FIELD INVESTIGATION .......................................................................................................................................3 SOIL PROFILE AND SUBSURFACE CONDITIONS .........................................................................................3 GEOLOGIC HAZARDS ..........................................................................................................................................4 Erosion Concern/Hazard .........................................................................................................................................4 Seismic Hazard ........................................................................................................................................................4 CONCLUSIONS AND RECOMMENDATIONS ..................................................................................................5 General ....................................................................................................................................................................5 Site Preparation .......................................................................................................................................................6 Temporary Excavations...........................................................................................................................................7 Structural Fill...........................................................................................................................................................8 Shallow Foundations ...............................................................................................................................................9 Floor Slabs and Exterior Flatwork ........................................................................................................................10 Lateral Earth Pressures and Retaining Walls.........................................................................................................10 Erosion and Sediment Control...............................................................................................................................12 Groundwater Influence on Structures and Earthwork Construction ......................................................................12 Drainage and Landscape .......................................................................................................................................12 Stormwater Infiltration Rate ..................................................................................................................................13 Utility Trench Backfill ..........................................................................................................................................14 Pavement Design ...................................................................................................................................................14 Testing and Inspection...........................................................................................................................................15 LIMITATIONS .......................................................................................................................................................16 VICINITY MAP ...................................................................................................................................Figure 1 SITE PLAN ...........................................................................................................................................Figure 2 FIELD INVESTIGATION –LABORATORY TESTING .........................................................Appendix A EARTHWORK SPECIFICATIONS ............................................................................................Appendix B PAVEMENT SPECIFICATIONS ................................................................................................Appendix CDRAFT & A S S O C I A T E S, I N C. GEOTECHNICAL ENGINEERING ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Offices Serving the Western United States 1230 Finn Hill Road NW, Ste. A, Poulsbo, Washington 98370 (360) 598-2126 • Fax (360)626-3544 May 21, 2024 KA Project No.102-24006 GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED MASON STREET DEVELOPMENT APN: 901023007 PORT HADLOCK,WASHINGTON INTRODUCTION This report presents the results of our geotechnical engineering investigation for the proposed Mason Street Development located on APN 901023007,at the southwest corner of Mason Street and Cedar Avenue in Port Hadlock,Washington, as shown on the Vicinity Map in Figure 1.Discussions regarding site conditions are presented in this report, together with conclusions and recommendations pertaining to site preparation, excavation, foundations, structural fill, utility trench backfill, concrete slabs and exterior flatwork, drainage, erosion control, and pavements. For our use in preparing this report, we have reviewed the following project related documents: Site Plan Progress, prepared by Schemata Workshop, dated January 8, 2024; Undated aerial view of the proposed structures, prepared by Schemata Workshop; Preliminary Utilities Composite Plan Alternative #1, prepared by Parametrix, dated February 2024. A site plan showing the approximate locations of the test pit explorations is presented following the text of this report in Figure 2.A description of the field investigation,the test pit logs,and laboratory testing results are presented in Appendix A.Appendix B contains a guide to earthwork specifications.Pavement design guidelines are presented in Appendix C.The recommendations in the main text of the report have precedence over the more general specifications in the appendices. PURPOSE AND SCOPE This investigation was conducted to evaluate the subsurface soil and groundwater conditions at the subject property,and evaluate infiltration feasibility for stormwater management.Data acquired from the field investigation and laboratory testing was used to develop geotechnical engineering recommendations for use in the design of specific construction elements, and to provide criteria for site preparation and earthwork construction. Our scope of services was performed in general accordance with our proposal for this project, dated March 11, 2024 (Proposal Number G24006.1WAP) and included the following:DRAFT KA Project No.102-24006 Proposed Mason Street Development May 21, 2024 Page No.2 Krazan & Associates, Inc. Offices Serving the Western United States An exploration of the subsurface soil and groundwater conditions by excavating twenty (20)test pits to depths of 8.5 to 10.5 feet below existing ground surface (bgs), using a client-provided excavator and operator; Provide a site plan showing the test pit locations; Provide comprehensive test pit logs including soil stratification and classification, and groundwater levels where applicable; Provide recommendations for foundation design including foundation type, allowable foundation bearing pressure, anticipated settlements (both total and differential), coefficient of horizontal friction, and frost penetration depth; Provide recommendations for seismic design considerations, including site coefficient and ground acceleration based on the 2018 International Building Code (IBC); Provide recommendations for modulus of subgrade reaction for design of slabs-on-grade, as well as subgrade preparation, slab drainage, capillary break, and/or moisture barriers; Provide recommendations for site preparation and earthwork; Provide lateral earth pressure recommendations for below grade and retaining structures, including surcharge loading; Provide recommendations for structural fill materials, placement, and compaction; Provide recommendations regarding the suitability of on-site soils as structural fill; Discuss potential geological hazards and provide mitigation recommendations as applicable; Provide recommendations for temporary excavations; Provide preliminary design infiltration rates using Soil Grain Size Analysis method in accordance with the Washington State Department of Ecology (DOE) 2019 Stormwater Management Manual for Western Washington (SWMMWW), Volume 5, Chapter 5.4; Provide recommendations for site drainage and erosion control; Provide recommendations for pavement design. Environmental services, such as chemical analysis of soil and groundwater for possible environmental contaminants, were not included in our scope of services for this project.In-situ infiltration testing was not included in our scope of services for this project. SITE DESCRIPTION AND SURFACE CONDITIONS The site consists of a single, rectangular assessor parcel covering an area of approximately 17.12 acres located at the southwest corner of Mason Street and Cedar Avenue in Port Hadlock, Washington. The site is currently undeveloped and is vegetated with grass and groves of large pine trees with light underbrush. Evidence of a small aircraft runway was noted in the central portion of the site.Remnant foundations of single-family residence were noted on the northeast portion of the site.DRAFT KA Project No.102-24006 Proposed Mason Street Development May 21, 2024 Page No.3 Krazan & Associates, Inc. Offices Serving the Western United States In general, the site is relatively level to gently sloping,with the exception of a moderate,south-descending slope on the southwest portion of the site.Lidar images of the site indicates that the elevation of the relatively level portion of the site to range from approximately 110 feet on the northeast portion of the site to 122 feet above sea level on the northwest portion of the site. The slope on the southwest portion of the site descends to the south at approximately 10 percent (6 degrees). We did not observe signs of significant erosion or surface water accumulation during in the proposed development area during our site visit. PROPOSED DEVELOPMENT Based on our review of the preliminary plan sheets,it is our understanding that the proposed site development will include design and construction of forty-nine (49) buildings and associated paved roads and parking spaces, landscaped areas, utilities, and stormwater management systems consisting of bioretention planters. GEOLOGIC SETTING The Geologic Map of Port Townsend South and part of the Port Townsend North 7.5-minute Quadrangles, Jefferson County,Washington,prepared by H.W. Schasse (June 2005)indicates that the site vicinity is underlain by Vashon Stade Recessional Outwash (Qgo).The map describes the recession outwash as pebble to cobble gravel and sand.Deposits are often well-sorted and unconsolidated.Recessional outwash is deposited by meltwater at the toe of a receding glacier.The deposits commonly overlay glacial till deposits formed at the base of a continental glacier. FIELD INVESTIGATION A total of twenty (20)exploratory test pits were completed to evaluate the subsurface soil and groundwater conditions at the proposed development areas of the site.The test pits were completed on March 28 and March 29, 2024 with excavation services provided by a client-provided excavator and operator.The test pits were excavated to depths ranging from approximately 8.5 to 10.5 feet bgs. A geologist from Krazan and Associates was present during the explorations, examined the soils, the geologic conditions encountered, obtained samples of the different soil types, and maintained logs of the explorations.Representative samples of the subsurface soils encountered in the test pits were collected and sealed in plastic bags. These samples were transported to our laboratory for further examination and testing. The soils encountered in the test pit were continuously examined and visually classified in accordance with the Unified Soil Classification System (USCS). SOIL PROFILE AND SUBSURFACE CONDITIONS This section of the report is intended to provide a general description of the subsurface conditions.Detailed descriptions of the soils exposed in the test pits are presented in the test pit logs in Appendix A. Organic Topsoil/Forest Duff:Our test pits exposed about 0.1 to 0.8 feet of organic topsoil and/or forest duff. Native Glacial Soils:Underlying the organic topsoil/forest duff,our test pits generally exposed moist, medium dense,brown silty sand to sand with silt and gravel to a depth of about 1 to 3.5 feet bgs. Underlying the silty sand to sand with silt and gravel, our test pits generally encountered moist, medium dense, grayDRAFT KA Project No.102-24006 Proposed Mason Street Development May 21, 2024 Page No.4 Krazan & Associates, Inc. Offices Serving the Western United States gravel with sand interbedded with gray,sand, and sand with gravel,extending to the maximum depths explored of 8.5 to 10.5 feet bgs. We interpreted this stratum to be native glacial soils. Groundwater Observations:Groundwater seepage was not encountered in any of the test pits at the time of our exploration.Rust mottling,a sign of seasonal groundwater,was encountered in test pit TP-7 at a depth of approximately 7.5 feet bgs. GEOLOGIC HAZARDS Erosion Concern/Hazard The Natural Resources Conservation Services (NRCS) map for Jefferson County Area, Washington, classifies the site area as Hoypus gravelly sandy loam (0 to 15 percent slopes). The NRCS classifies Hoypus gravelly sandy loam as hydrologic soil group A. Hydrologic soil group A soils have low erosion potential when disturbed. It has been our experience that soil erosion due to wind can be minimized by limiting the amount of stripped soil areas exposed during construction activities, frequently wetting the surface soils during construction, and with proper landscaping of the site following completion of construction. Typically, erosion of exposed soils will be most noticeable during periods of rainfall. The potential for erosion may be mitigated by the use of temporary erosion control measures, such as silt fences, hay bales, straw wattles, mulching, control ditches or diversion trenching, and contour furrowing. The walls of excavations should be covered with plastic sheeting, or other erosion control surfacing during periods of rainfall. Erosion control measures should be in place before the onset of wet weather.To minimize erosion concerns, the Erosion and Sediment Control section of this report should be followed. Seismic Hazard The 2018 International Building Code (IBC), Section 1613.2.2, refers to Chapter 20 of ASCE 7-16 for seismic Site Class Definitions. It is our opinion that the overall soil profile corresponds to Site Class D as defined by Table 20.3-1 “Site Class Definitions,” according to the ASCE 7-16 Standard. Site Class D applies to a “stiff soil” profile. The seismic site class is based on a soil profile extending to a depth of 100 feet. The soil explorations on this site extended to a maximum depth of approximately 10.5 feet and this seismic site class designation is based on the assumption that similar medium dense to dense conditions continue below the depth explored. We referred to the American Society of Civil Engineers (ASCE)website and 2018 IBC to obtain values for SS,SMS,SDS,S1,SM1,SD1,Fa,Fv and TS. The ATC website utilizes the most updated published data on seismic conditions from the United States Geological Survey.The seismic design parameters for this site are based on a Risk Category II for the proposed structure and are presented in the following table:DRAFT KA Project No.102-24006 Proposed Mason Street Development May 21, 2024 Page No.5 Krazan & Associates, Inc. Offices Serving the Western United States Seismic Design Parameters (Reference: 2018 IBC Section 1613.2.2, ASCE 7-16, and ATC) Seismic Item Value Site Coefficient Fa 1.000 Ss 1.317 SMS 1.317 SDS 0.878 Site Coefficient Fv 1.821 S1 0.479 SM1 0.872 SD1 0.582 TS 0.662 *Based on Equivalent Lateral Force (ELF) Design Procedure being used. Additional seismic considerations include liquefaction potential and amplification of ground motions by soft soil deposits. The liquefaction potential is highest for loose sand with a high groundwater table. The native soils primarily consisting of medium dense to dense, silty sand, sand, sand with silt, and gravel interpreted to underlie the site are considered to have a low to moderate potential for liquefaction and amplification of ground motion.However, liquefaction may occur in the undocumented fill soils if encountered in unexplored areas of the site. The Liquefaction Susceptibility Map of Jefferson County, Washington, by Stephen Palmer, et al. (WADNR, September 2004) has mapped the site area to have low liquefaction susceptibility.Based on our explorations and review of the above-mentioned map, it is our opinion that the site has low liquefaction hazard.. CONCLUSIONS AND RECOMMENDATIONS General It is our opinion from a geotechnical standpoint that the site is compatible with the proposed development, provided that our recommendations are incorporated into project plans and are implemented during construction. It is recommended that a geotechnical engineer from Krazan review the geotechnical aspects of the project plans. Soil Conditions:Our soil explorations generally exposed about 1-foot of organic topsoil or forest duff overlying the competent native glacial soils, which extended to the maximum explored depths of about 8.5 to 10.5 feet bgs .In general, our explorations did not expose loose/soft soils or undocumented fill. However,there may be thicker layers of loose/soft soils or undocumented fill in unexplored areas of the site.DRAFT KA Project No.102-24006 Proposed Mason Street Development May 21, 2024 Page No.6 Krazan & Associates, Inc. Offices Serving the Western United States Some of the on-site soils exposed at this site are considered moisture-sensitive and will be easily disturbed and difficult to compact when wet.We recommend that construction take place during extended periods of dry weather in the summer months, if possible. If construction is to take place during wet weather, additional expenses and delays should be expected due to the wet conditions. Additional expenses could include the need for placing a blanket of rock spalls to protect exposed subgrades and construction traffic areas.The on-site granular soils may be suitable for use as structural fill material, provided the moisture content is near optimum and the soil could be suitably compacted to specifications.This will depend on the moisture content of the soils at the time of construction.Krazan and Associates should be retained to determine if the on-site soils can be used as structural fill material at the time of construction. Foundations:Based on our explorations, conventional spread footings supported on medium dense or firmer native soil, or on structural fill extending to medium dense or firmer native soil,should provide adequate support for the proposed structure.Detailed geotechnical engineering recommendations for foundation design are presented in this report. Stormwater Drainage:Proper site grading and drainage should help maintain current stability conditions. A comprehensive drainage plan will be an important part of a successful development project at this site. We understand that the stormwater runoff from the proposed impervious areas will be managed on-site. The suitability of on-site soils and the preliminary infiltration rates are further discussed in the Stormwater Infiltration section of this report. Site Preparation In general site clearing should include removal of any vegetation and associated root systems; wood; abandoned utilities; structures including foundations, rubble; and rubbish.After stripping of organic topsoil is completed, the building pad and pavement areas should be proof-rolled with a loaded tandem-axle dump truck and be visually inspected to identify any loose/soft areas.Any loose/soft areas should be excavated to expose the underlying competent native glacial soils. The resulting excavation should be backfilled with material and procedure described in the Structural Fill section of this report. During wet weather conditions, which typically occur from October through May, subgrade stability problems and grading difficulties may develop due to excess moisture, disturbance of moisture sensitive soils and/or the presence of perched groundwater. Earthwork construction during extended periods of wet weather could create the need to remove wet disturbed soils if they cannot be suitably compacted due to elevated moisture contents.Some of the on-site soils exposed in our test pits are considered to be moisture sensitive, and can be easily disturbed when wet. If over-excavation is necessary, it should be confirmed through continuous monitoring and testing by a qualified geotechnical engineer or geologist. Soils that have become unstable may require drying to near their optimal moisture content before compaction is feasible. Selective drying may be accomplished by scarifying or windrowing surficial material during extended periods of dry, warm weather (typically during the summer months). If the soils cannot be dried back to a workable moisture condition, remedial measures may be required. Preparation of the site for wet weather conditions may consist of the placement of a layer of aggregate base for the protection of exposed soils during construction.DRAFT KA Project No.102-24006 Proposed Mason Street Development May 21, 2024 Page No.7 Krazan & Associates, Inc. Offices Serving the Western United States It should be understood that even if Best Management Practices (BMP’s) for soil protection are implemented for the wet season, there is a significant chance that additional soil mitigation work will be needed. Any buried structures encountered during construction should be completely removed and backfilled with structural fill. Excavations, depressions, or soft and pliant areas extending below the planned subgrade elevations should be excavated to expose medium dense or firmer soil, and be backfilled with structural fill. In general, any septic tanks, underground storage tanks, debris pits, cesspools, or similar structures and deleterious materials should be completely removed. Any concrete footings encountered in the planned foundation area should be removed to depth of at least 3 feet below proposed footing elevations or as recommended by the geotechnical engineer. The resulting excavations should be backfilled with structural fill. All fill slopes should be constructed with structural fill. Any permanent slopes should be no steeper than 2 to 1 (horizontal to vertical). Fill materials should not be placed in any section of the slope until the subgrade for that section has been suitably prepared and evaluated by a representative of the geotechnical engineer. Any brush, roots, sod or other perishable or unsuitable material should not be placed in the fill slope. A representative of our firm should be available on request during all grading operations to observe, test and evaluate earthwork construction. This testing and observation are integral parts of our service, as acceptance of earthwork construction is dependent upon compaction and stability of the material. The geotechnical engineer may reject any material that does not meet compaction and stability requirements. Further recommendations, contained in this report, are predicated upon the assumption that earthwork construction will conform to the recommendations set forth in this section and in the Structural Fill section of this report. Temporary Excavations The on-site soils have variable cohesion strengths, therefore the safe angles to which these materials may be cut for temporary excavations is limited, as the soils may be prone to caving and slope failures in temporary excavations deeper than 4 feet.Caving was not encountered in our test pits.Temporary excavations in the existing materials should be sloped no steeper than 1H:1V (horizontal to vertical) where room permits.Flatter inclinations or temporary shoring may be necessary where caving conditions,or groundwater seepage are encountered. All temporary cuts should be in accordance with Washington Administrative Code (WAC) Part N, Excavation, Trenching, and Shoring. The temporary slope cuts should be visually inspected daily by a qualified person during construction work activities and the results of the inspections should be included in daily reports. The contractor is responsible for maintaining the stability of the temporary cut slopes and minimizing slope erosion during construction. The temporary cut slopes should be covered with plastic sheeting to help minimize erosion during wet weather and the slopes should be closely monitored until the permanent retaining systems are complete. Materials should not be stored and equipment operated within 10 feet of the top of any temporary cut slope. A Krazan & Associates geologist or geotechnical engineer should observe, at least periodically, the temporary cut slopes during the excavation work. The reason for this is that all soil conditions may not be fully delineated by the limited sampling of the site from the geotechnical explorations. In the case ofDRAFT KA Project No.102-24006 Proposed Mason Street Development May 21, 2024 Page No.8 Krazan & Associates, Inc. Offices Serving the Western United States temporary slope cuts, the existing soil conditions may not be fully revealed until the excavation work exposes the soil. Typically, as excavation work progresses the maximum inclination of the temporary slope will need to be evaluated by the geotechnical engineer so that supplemental recommendations can be made. Soil and groundwater conditions can be highly variable. Scheduling for soil work will need to be adjustable, to deal with unanticipated conditions, so that the project can proceed smoothly and required deadlines can be met. If any variations or undesirable conditions are encountered during construction, Krazan & Associates should be notified so that supplemental recommendations can be made. Structural Fill Fill placed beneath foundations or other settlement-sensitive structures should be placed as structural fill. Structural fill, by definition, is placed in accordance with prescribed methods and standards, and is monitored by an experienced geotechnical professional. Field monitoring procedures would include the performance of a representative number of in-place density tests to document the attainment of the desired degree of relative compaction. The area to receive the fill should be suitably prepared as described in the Site Preparation subsection of this report prior to beginning fill placement.A representative of the geotechnical engineer should evaluate the subgrade prior to structural fill placement. BMP’s should be followed when considering the suitability of the existing materials for use as structural fill.The on-site soils may be suitable for reuse as structural fill, provided the soil is free of organic material and debris, and it is within ± 2 percent of the optimum moisture content. Laboratory testing of some of the on-site soils indicated percentage of silt and clay (passing no. 200 sieve) to be greater than 5.It should be noted that the on-site soils with silt and clay content greater than 5 percent will be difficult to compact during the wet weather.Cobbles were noted in our explorations.Cobbles and boulders (if any)should be removed from the soil prior to use as structural fill.If the on-site soils are stockpiled for later use as structural fill, the stockpiles should be covered to protect the soil from wet weather conditions. We recommend that a representative of Krazan & Associates be on site during the excavation work to determine which soils are suitable for placement as structural fill. Imported,all-weather granular structural fill material should consist of well-graded gravel or a sand and gravel mixture with a maximum grain size of 3 inches and less than 5 percent fines (material passing the U.S. Standard No. 200 Sieve). Structural fill also can consist of crushed rock, rock spalls and controlled density fill (CDF). All structural fill material should be submitted for approval to the geotechnical engineer at least 48 hours prior to delivery to the site. Granular structural fill soils should be placed in horizontal lifts not exceeding 8 inches in thickness prior to compaction, moisture-conditioned as necessary, (moisture content of soil shall not vary by more than ±2 percent of optimum moisture) and the material should be compacted to at least 95 percent of the maximum dry density based on ASTM D1557 Test Method. In-place density tests should be performed on all structural fill to document proper moisture content and adequate compaction. Additional lifts should not be placed if the previous lift did not meet the compaction requirements or if soil conditions are not considered stable.DRAFT KA Project No.102-24006 Proposed Mason Street Development May 21, 2024 Page No.9 Krazan & Associates, Inc. Offices Serving the Western United States Shallow Foundations General:The proposed structures may be supported on a conventional spread foundation system bearing on the medium dense or firmer native soils or on structural fill extending to the medium dense or firmer native soils. Based on our soil explorations, we interpreted the medium dense or firmer native load bearing soils at this site to be approximately 2 feet bgs. For our bearing capacity and settlement analyses, we have assumed following structural loads: Floor Loads: 100 pounds per square foot (psf) Column Loads: 50,000 pounds Wall Loads: 2,000 pounds per lineal foot Soil Bearing:Footings supported as mentioned-above may be designed using an allowable soil bearing pressure of 2,500 psf for dead plus live loads.This value may be increased by 1/3 for short duration loads such as wind or seismic loading.For frost protection and bearing capacity considerations, exterior footings should have a minimum embedment depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Footing widths should be based on the anticipated loads and allowable soil bearing pressure. Footings should have a minimum width of at least 12 inches regardless of load. Water should not be allowed to accumulate in footing trenches. All loose or disturbed soils should be removed from the foundation excavations prior to placing concrete. Structural Fill in Footing Areas:Structural fill placed for foundation support should follow these recommendations. If structural fill consisting of granular soils or rock spalls are used, then the foundation excavations would need to be widened on both sides of the footing a distance equal to one-half of the depth of the over-excavation below the bottom of the footing. Structural fill consisting of granular soils should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. To reduce the volume of extra excavation needed for the footing trenches and to simplify structural fill placement, it may be practical to place CDF to fill the deeper footing trenches to the planned footing subgrade elevations. If CDF is used, the trench may be excavated only slightly wider (6 inches wider on each side) than the footing. Potential Foundation Settlement:For foundations constructed as recommended, the total settlement is not expected to exceed 1-inch. Differential settlement should be less than ½-inch. Most settlement is expected to occur during construction, as the loads are applied. However, additional post-construction settlement may occur if the foundation soils are flooded or saturated.It should be noted that the risk of liquefaction is considered low, given the density of the native glacial soils. Design Parameters –Lateral Resistance:Resistance to lateral displacement can be computed using an allowable friction factor of 0.40 acting between the bases of foundations and the supporting competent native subgrade soil. Lateral resistance for footings can also be developed using an allowable equivalent fluid passive pressure of 300 pounds per cubic foot (pcf) acting against the appropriate vertical footing faces (neglecting the upper 12 inches). The allowable friction factor and allowable equivalent fluid passive pressure values include a factor of safety of 1.5. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance.DRAFT KA Project No.102-24006 Proposed Mason Street Development May 21, 2024 Page No.10 Krazan & Associates, Inc. Offices Serving the Western United States Foundation Drainage:Seasonal rainfall, water run-off, and the normal practice of watering trees and landscaping areas around the proposed structures should not be permitted to flood and/or saturate foundation subgrade soils. To prevent the buildup of water within the footing areas, continuous footing drains (with cleanouts) should be provided at the base of the footings. The footing drains should consist of a minimum 4-inch diameter rigid perforated PVC pipe, sloped to drain, with perforations placed near the bottom and enveloped in all directions by washed rock and wrapped with filter fabric to limit the migration of silt and clay into the drain. Floor Slabs and Exterior Flatwork The floor slab and exterior flatwork subgrade should be prepared in accordance with the recommendations presented in the Site Preparation section of this report, and may be designed using a modulus of subgrade reaction value of k = 150 pounds per cubic inch (pci). In areas where it is desired to reduce floor dampness, such as areas covered with moisture sensitive floor coverings, we recommend that concrete slab-on-grade floors be underlain by a water vapor retarder system. The water vapor retarder should consist of a vapor retarder sheeting underlain by a minimum of 4-inches of compacted clean (less than 5 percent passing the U.S. Standard No. 200 Sieve), open-graded coarse rock of ¾-inch maximum size. The vapor retarder sheeting should be protected from puncture damage. In addition, ventilation of the structure may be prudent to reduce the accumulation of interior moisture. The exterior floors should be placed separately in order to act independently of the walls and foundation system. Lateral Earth Pressures and Retaining Walls We have developed criteria for the design of retaining or below grade walls. Our design parameters are based on retention of the native soils or structural fill. The wall design criteria are based on the total unit weight of backfill of 132 pounds per cubic foot (pcf) and friction angle of 34 degrees. The parameters are also based on level, well-drained wall backfill conditions. Walls may be designed as “restrained” retaining walls based on “at-rest” earth pressures, plus any surcharge on top of the walls as described below, if the walls are braced to restrain movement and/or movement is not acceptable. Unrestrained walls may be designed based on “active” earth pressure, if the walls are not part of the buildings and some movement of the retaining walls is acceptable. Acceptable lateral movement equal to at least 0.2 percent of the wall height would warrant the use of “active” earth pressure values for design. The following table, titled Wall Design Criteria, presents the recommended soil related design parameters for retaining walls with well- drained level backfill.DRAFT KA Project No.102-24006 Proposed Mason Street Development May 21, 2024 Page No.11 Krazan & Associates, Inc. Offices Serving the Western United States Wall Design Criteria “At-rest” Conditions (Lateral Earth Pressure)58 pcf (Equivalent Fluid Density) (Triangular Distribution) “Active” Conditions (Lateral Earth Pressure)37 pcf (Equivalent Fluid Density) (Triangular Distribution) Seismic Increase for “Active” Conditions (Lateral Earth Pressure) 7 psf x H (Uniform Distribution) Where H is the height of the wall in feet Passive Earth Pressure on Low Side of Wall (includes factor of safety of 1.5)Neglect upper 1-foot, then 300 pcf (Equivalent Fluid Density) Soil-Footing Coefficient of Sliding Friction (includes factor of safety of 1.5)0.40 If passenger vehicular loads are expected to act behind the wall within a horizontal distance of less than or equal to one-half of the wall height, then a live load surcharge should be applied for the design. In this case, we recommend the addition of vehicle surcharges of 70 psf and 100 psf to the active and at-rest earth pressures, respectively. The stated lateral earth pressures do not include the effects of hydrostatic pressure generated by water accumulation behind the retaining walls or loads imposed by construction equipment, foundations or roadways adjacent to the wall (surcharge loads). To minimize the lateral earth pressure and reduce the buildup of water pressure against the walls, continuous footing drains (with cleanouts) should be provided at the bases of the walls. The footing drains should consist of a minimum 4-inch diameter rigid PVC perforated pipe, sloped to drain, with perforations placed near the bottom. The drainpipe should be enveloped by 6 inches of washed gravel in all directions wrapped in filter fabric to prevent the migration of silt and clay into the drain. The wall fills adjacent to and extending a lateral distance of at least 2 feet behind the walls should consist of free-draining granular material. All free-draining backfill should contain less than 3 percent fines (passing the U.S. Standard No. 200 Sieve) based upon the fraction passing the U.S. Standard No. 4 Sieve with at least 30 percent of the material being retained on the U.S. Standard No. 4 Sieve.Alternatively,a drainage composite may be used. It should be realized that the primary purpose of the free-draining material is the reduction of hydrostatic pressure. Some potential for the moisture to contact the back face of the wall may exist, even with treatment, which may require that more extensive waterproofing be specified for walls, which require interior moisture sensitive finishes. We recommend that the wall fill be compacted to at least 95 percent of the maximum dry density based on ASTM D1557 Test Method. In-place density tests should be performed to verify adequate compaction. Soil compactors place transient surcharges on the backfill. Consequently, only light hand operated equipment is recommended for fill compaction within 3 feet of walls so that excessive stress is not imposed on the walls.DRAFT KA Project No.102-24006 Proposed Mason Street Development May 21, 2024 Page No.12 Krazan & Associates, Inc. Offices Serving the Western United States Erosion and Sediment Control Erosion and sediment control (ESC) is used to minimize the transportation of sediment to wetlands, streams, lakes, drainage systems, and adjacent properties. Erosion and sediment control measures should be implemented and these measures should be in general accordance with local regulations. As a minimum, the following basic recommendations should be incorporated into the design of the erosion and sediment control features of the site: 1)Phase the soil, foundation, utility and other work, requiring excavation or the disturbance of the site soils, to take place during the dry season (generally May through September). However, provided precautions are taken using Best Management Practices (BMP’s), grading activities can be undertaken during the wet season (generally October through April), but it should also be known that this may increase the overall cost of the project. 2)All site work should be completed and stabilized as quickly as possible. 3)Additional perimeter erosion and sediment control features may be required to reduce the possibility of sediment entering the surface water. This may include additional silt fences, silt fences with a higher Apparent Opening Size (AOS), construction of a berm, or other filtration systems. 4)Any runoff generated by dewatering discharge should be treated through construction of a sediment trap if there is sufficient space. If space is limited, other filtration methods will need to be incorporated. Groundwater Influence on Structures and Earthwork Construction Groundwater seepage was not encountered during our explorations, but it should be recognized that groundwater elevations may fluctuate with time. The groundwater level will be dependent upon seasonal precipitation, irrigation, land use, and climatic conditions, as well as other factors.Therefore, groundwater levels at the time of the field investigation may be different from those encountered during the construction phase of the project.The evaluation of such factors is beyond the scope of this report. If groundwater is encountered during construction, we should observe the conditions to determine if dewatering will be needed. Design of temporary dewatering systems to remove groundwater should be the responsibility of the contractor.If earthwork is performed during or soon after periods of precipitation, the subgrade soils may become saturated. These soils may “pump,” and the materials may not respond to densification techniques. Typical remedial measures include:disking and aerating the soil during dry weather; mixing the soil with drier materials; removing and replacing the soil with an approved fill material. A qualified geotechnical engineering firm should be consulted prior to implementing remedial measures to observe the unstable subgrade conditions and provide appropriate recommendations. Drainage and Landscape The ground surface should slope away from building pads and pavement areas, toward appropriate drop inlets or other surface drainage devices. It is recommended that adjacent exterior grades be sloped a minimum of 2 percent for a minimum distance of 5 feet away from structures. Roof drains should be tight lined away from foundations. Roof drains should not be connected to the footing drains, but may use theDRAFT KA Project No.102-24006 Proposed Mason Street Development May 21, 2024 Page No.13 Krazan & Associates, Inc. Offices Serving the Western United States same outfall piping if connected well away from the structure and with enough fall such that roof water will not back-up into the footing drains. Subgrade soils in pavement areas should be inclined at a minimum of 1 percent and drainage gradients should be maintained to carry all surface water to collection facilities, and suitable outlets. These grades should be maintained for the life of the project. Water should not be allowed to collect adjacent to the structures. Excessive irrigation within landscaped areas adjacent to the structure should not be allowed to occur. Stormwater Infiltration Rate We understand that stormwater runoff from the proposed development will be managed on-site, provided that the site soils are suitable for infiltration. The site soils exposed in our exploration generally consisted of (insert types here).In our opinion,some of these soils are relatively permeable and may be appropriate for infiltration. For preliminary stormwater system sizing purposes, we have utilized Soil Grain Size Analysis, Option 3 as stated in Volume V, Chapter 5 of the DOE 2019 SWMMWW to obtain preliminary infiltration rates.Based on our laboratory analyses on selected samples from TP-3, TP-6, TP-8, TP-10, and TP-19,the infiltration rates for granular soils are shown in the table below may be utilized for preliminary stormwater system sizing purposes. Preliminary Infiltration Rates Soil Classification Infiltration Rate (inches/hour) Sand with silt (SP-SM)6.5 Sand with gravel (SP)20 Gravel with sand (GW/GP)20 Based on our exploration and laboratory analyses,silty sand (SM) with a relatively high percentage of silt content (45 percent to 47 percent)was encountered in test pits TP-3 and TP-8 to a depth of approximately 3.0 to 3.5 feet bgs and are considered not suitable for infiltration.The infiltration rates shown in the above table may be utilized for granular soils below 3.0 to 3.5 feet bgs in the vicinity of test pits TP-3 and TP-8. Per the DOE 2019 SWMMWW,we understand that the Soil Grain Size Analysis may be utilized for determination of the design infiltration rates of the native soils, if the site soils consist of non-glacial deposits.The on-site soils are interpreted as native glacial deposits. Therefore, the rates provided should not be utilized for final design of the system. Once the preliminary sizing has been completed, further in- situ infiltration testing at the proposed stormwater system will be needed to develop the final design infiltration rates.DRAFT KA Project No.102-24006 Proposed Mason Street Development May 21, 2024 Page No.14 Krazan & Associates, Inc. Offices Serving the Western United States Utility Trench Backfill We recommend that utility trench backfill be placed in general accordance with typical recommendations for structural fill placement. A firm and unyielding subgrade should allow for the proper placement of subsurface utilities. This could include the placement of geotextile and quarry rock in the bottom of utility trenches prior to placement of pipe bedding, utilities and trench backfill. Utility trenches should be excavated according to accepted engineering practices following OSHA (Occupational Safety and Health Administration) standards, by a contractor experienced in such work. The responsibility for the safety of open trenches should be borne by the contractor. Traffic and vibration adjacent to trench walls should be minimized; cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced, especially during or shortly following periods of precipitation. All utility trench backfill for this project should follow the recommendation as per the Structural Fill section of this report. Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. The upper 5 feet of utility trench backfill placed in pavement areas should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. Below 5 feet, utility trench backfill in pavement areas should be compacted to at least 90 percent of the maximum dry density based on ASTM Test Method D1557. Pipe bedding should be in accordance with the pipe manufacturer's recommendations.The contractor is responsible for removing all water-sensitive soils from the trenches regardless of the backfill location and compaction requirements. The contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction. Pavement Design The pavement subgrade should be prepared in accordance with the recommendations presented in the Site Preparation section of this report. It should be noted that subgrade soils that have relatively high silt contents may be highly sensitive to moisture conditions. The subgrade strength and performance characteristics of a silty subgrade material may be dramatically reduced if it becomes wet. Therefore, we recommend that the pavement subgrade not be exposed for long periods, especially during wet weather. Traffic loads were not provided, however, based on our knowledge of the proposed project, we expect the traffic to range from light duty (passenger automobiles) to heavy duty (firetrucks). The following tables show the minimum recommended pavement sections for both light duty and heavy-duty traffic loads.DRAFT KA Project No.102-24006 Proposed Mason Street Development May 21, 2024 Page No.15 Krazan & Associates, Inc. Offices Serving the Western United States ASPHALTIC CONCRETE (FLEXIBLE) PAVEMENT LIGHT DUTY Asphaltic Concrete Aggregate Base* 3.0 in.6.0 in. HEAVY DUTY Asphaltic Concrete Aggregate Base* 4.0 in.6.0 in. PORTLAND CEMENT CONCRETE (RIGID) PAVEMENT LIGHT DUTY Min. PCC Depth Aggregate Base* 6.0 in.6.0 in. HEAVY DUTY Min. PCC Depth Aggregate Base* 8.0 in.6.0 in. * 95% compaction based on ASTM Test Method D1557 The pavement specification in Appendix C provides additional recommendations. The asphaltic concrete depth in the flexible pavement tables should be a surface course type asphalt, such as Washington Department of Transportation (WSDOT) ½ inch HMA. The rigid pavement design is based on a Portland Cement Concrete (PCC) mix that has a 28-day compressive strength of 4,000 pounds per square inch (psi) with a fiber mesh. The design is also based on a concrete flexural strength or modulus of rupture of 575 psi. Testing and Inspection A representative of Krazan & Associates, Inc. should be present at the site during the earthwork activities to confirm that actual subsurface conditions are consistent with the exploratory fieldwork. This activity is an integral part of our services as acceptance of earthwork construction is dependent upon compaction testing and stability of the material. This representative can also verify that the intent of these recommendations is incorporated into the project design and construction. Krazan & Associates, Inc. will not be responsible for grades or staking, since this is the responsibility of the Prime Contractor. Furthermore, Krazan & Associates is not responsible for the contractor’s procedures, methods, scheduling or management of the work site.DRAFT KA Project No.102-24006 Proposed Mason Street Development May 21, 2024 Page No.16 Krazan & Associates, Inc. Offices Serving the Western United States LIMITATIONS This report has been prepared for the exclusive use of Habitat for Humanity of East Jefferson County,and their assigns.Geotechnical engineering is one of the newest divisions of Civil Engineering. This branch of Civil Engineering is constantly improving as new technologies and understanding of earth sciences improves. Although your site was analyzed using the most appropriate current techniques and methods, undoubtedly there will be substantial future improvements in this branch of engineering. In addition to improvements in the field of geotechnical engineering, physical changes in the site either due to excavation or fill placement, new agency regulations or possible changes in the proposed structure after the time of completion of the soils report may require the soils report to be professionally reviewed. In light of this, the owner should be aware that there is a practical limit to the usefulness of this report without critical review. Although the time limit for this review is strictly arbitrary, it is suggested that two years be considered a reasonable time for the usefulness of this report. Foundation and earthwork construction are characterized by the presence of a calculated risk that soil and groundwater conditions have been fully revealed by the original foundation investigation. This risk is derived from the practical necessity of basing interpretations and design conclusions on limited sampling of the earth. Our report, design conclusions and interpretations should not be construed as a warranty of the subsurface conditions. Actual subsurface conditions may differ, sometimes significantly, from those indicated in this report. The recommendations made in this report are based on the assumption that soil conditions do not vary significantly from those disclosed during our field investigation. The findings and conclusions of this report can be affected by the passage of time, such as seasonal weather conditions, manmade influences, such as construction on or adjacent to the site, natural events such as earthquakes, slope instability, flooding, or groundwater fluctuations. If any variations or undesirable conditions are encountered during construction, the geotechnical engineer should be notified so that supplemental recommendations can be made. The conclusions of this report are based on the information provided regarding the proposed construction. If the proposed construction is relocated or redesigned, the conclusions in this report may not be valid. The geotechnical engineer should be notified of any changes so that the recommendations can be reviewed and reevaluated. Misinterpretations of this report by other design team members can result in project delays and cost overruns. These risks can be reduced by having Krazan & Associates, Inc. involved with the design team meetings and discussions after submitting the report. Krazan & Associates, Inc. should also be retained for reviewing pertinent elements of the design team’s plans and specifications. Contractors can also misinterpret this report. To reduce this, risk Krazan & Associates. Inc. should participate in pre-bid and preconstruction meetings, and provide construction observations during the site work. This report is a geotechnical engineering investigation with the purpose of evaluating the soil conditions in terms of foundation design. The scope of our services did not include any environmental site assessment for the presence or absence of hazardous and/or toxic materials in the soil, groundwater or atmosphere, or the presence of wetlands. Any statements or absence of statements, in this report or on any soils log regarding odors, unusual or suspicious items, or conditions observed are strictly for descriptive purposes and are not intended to convey engineering judgment regarding potential hazardous and/or toxic assessments.DRAFT KA Project No.102-24006 Proposed Mason Street Development May 21, 2024 Page No.17 Krazan & Associates, Inc. Offices Serving the Western United States The geotechnical information presented herein is based upon professional interpretation utilizing standard engineering practices and a degree of conservatism deemed proper for this project. It is not warranted that such information and interpretation cannot be superseded by future geotechnical developments. We emphasize that this report is valid for this project as outlined above, and should not be used for any other site. Our report is prepared for the exclusive use of our client. No other party may rely on the product of our services unless we agree in advance to such reliance in writing. If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (360)598-2126. Respectfully submitted, KRAZAN & ASSOCIATES, INC. Vijay Chaudhary, P.E.Andrew Glenn Project Engineer Staff Geologist VC:AG DRAFT Number and Approximate Location of Hand Auger Exploration LEGEND H-1SWCampusDrive132nd Ave NELot C Proposed Building Proposed Building Lot D B-1 B-2 B-1B-2 B-3 B-1 B-2 B-4 B-3 B-5 H-1 H-2 TP-1 TP-1 TP-1 TP-2 TP-6 TP-1 DRAFT Number and Approximate Location of Hand Auger Exploration LEGEND H-1SWCampusDrive132nd Ave NELot C Proposed Building Proposed Building Lot D B-1 B-2 B-1B-2 B-3 B-1 B-2 B-4 B-3 B-5 H-1 H-2 TP-1 TP-1 TP-1 TP-2 TP-6 TP-1 DRAFT Appendix A Page A.1 Krazan & Associates, Inc. Offices Serving the Western United States APPENDIX A FIELD INVESTIGATION –LABORATORY TESTING Field Investigation The field investigation consisted of a surface reconnaissance and a subsurface exploration program. Twenty (20)exploratory test pits were excavated and sampled for subsurface exploration at this site.The test pits were completed on March 28 and March 29, 2024 with excavation services provided by a client- provided excavator and operator.The test pits were excavated to depths of approximately 8.5 feet to 10.5 feet bgs.The test pit explorations were located in the field based on existing site features, and their approximate locations are shown on the Site Plan (Figure 2). The depths shown on the attached test pit logs are from the existing ground surface at the time of our exploration. A field engineer/geologist from Krazan and Associates was present during the explorations, continuously examined and visually classified the soils in general accordance with the Unified Soil Classification System (USCS), and maintained logs of the explorations.Representative samples of the soils encountered in the test pits were collected and transported to a Krazan laboratory for further evaluation and testing. The test pit logs are presented in this Appendix. The depths shown on the attached logs are from the existing ground surface at the time of our exploration. Laboratory Testing The laboratory testing program was developed primarily to determine the index properties of the soils. Test results were used for soil classification and as criteria for determining the engineering suitability of the surface and subsurface materials encountered.Sieve analysis and natural moisture content tests were performed on selected samples.Additionally, organic content test Cation Exchange Capacity test was performed on a selected sample from TP-3 and TP-8.The laboratory test results are included in this appendix.DRAFT Project Number: 102-24006 & A S S O C I A T E S, I N C. Date: Apr 2024 Drawn By: VC References: USCS Soil Classification Proposed Mason Street Development Relative Density with Respect to SPT N-Value Coarse-Grained Soils Density Very Loose Very Soft Soft Medium Stiff Stiff Very Stiff Hard 0 - 4 0 - 1 2 - 4 5 - 8 9 - 15 16 - 30 > 30 5 -10 11 - 30 31 - 50 > 50 Loose Medium Dense Dense Very Dense DensityN-Value (Blows/Ft)N-Value (Blows/Ft) Fine-Grained Soils USCS Soil Classification Major Division Coarse- Grained Soils < 50% passes #200 sieve Gravel and Gravelly Soils < 50% coarse fraction passes #4 sieve Gravel (with little or no fines) GW Well-Graded Gravel Poorly Graded Gravel Silty Gravel Clayey Gravel Well-Graded Sand Poorly Graded Sand Silty Sand Clayey Sand Silt Lean Clay Organic Silt and Clay (Low Plasticity) Inorganic Silt Inorganic Clay Organic Clay and Silt (Med. to High Plasticity) Peat GP GM GC SW SP SM SC ML CL OL MH CH OH PT Sand (with little or no fines) Gravel (with > 12% fines) Sand (with > 12% fines) Sand and Sandy Soils > 50% coarse fraction passes #4 sieve Silt and Clay Liquid Limit < 50 Silt and Clay Liquid Limit > 50 Highly Organic Soils Fine- Grained Soils > 50% passes #200 sieve Group Description DRAFT LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20304050607080 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-1 Mason Street Dev. 102-24006 1 March 28, 2024 ~114 ft.Shold Excavation, Inc. Grab Port Hadlock Organic Topsoil Light brown, sand (SP) (moist, medium dense) -Cobbles were encountered. Gray, gravel with sand (GP) (moist, medium dense) Light brown, sand with silt (SP-SM) (moist, medium dense) Gray, sand with gravel (SP) (moist, medium dense) -Cobbles were encountered. Dark gray, gravel with sand (GP) (moist, medium dense) -Roots were encountered to 6.8 ft. End of Exploratory Test Pit S1 S2 S3 S4 S5 S6 Groundwater was not encountered. Moderate caving was observed at 3.2 ft.AGDRAFT LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20304050607080 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-2 Mason Street Dev. 102-24006 1 March 28, 2024 ~116 ft.Shold Excavation, Inc. Grab Port Hadlock Organic Topsoil Light brown, silty sand (SM) (moist, loose) -Cobbles were encountered. Gray to light brown, sand with gravel (SP) (moist, medium dense) -Becomes light brown sand without gravel. Gray, gravel with sand (GP) (moist, medium dense) -0.5-foot sand with gravel lenses were encountered. -Roots were encountered to 6.0 ft. Light brown, sand (SP) (moist, medium dense) End of Exploratory Test Pit S1 S2 Groundwater was not encountered. Moderate caving was observed at 2.4 ft.AGDRAFT LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20304050607080 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-3 Mason Street Dev. 102-24006 1 March 28, 2024 ~110 ft.Shold Excavation, Inc. Grab Port Hadlock Organic Topsoil Brownish gray, silty sand (SM) (moist, medium dense) Grayish brown, gravel with sand (GM) (moist, medium dense) Dark brown, sand with gravel (SP) (moist, medium dense) Light brown, silty sand with gravel (SM) (moist, medium dense) Gray, gravel with silt and sand (GP-GM) (moist, medium dense) End of Exploratory Test Pit S1 S2 S3 S4 S5 Groundwater was not encountered. Caving was not observed.AGDRAFT LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20304050607080 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-4 Mason Street Dev. 102-24006 1 March 28, 2024 ~115 ft.Shold Excavation, Inc. Grab Port Hadlock Organic Topsoil Light brown, sand with silt (SP-SM) (moist, medium dense) Gray, silty sand (SM) (moist, dense) Gray, gravel with sand (GP) (moist, medium dense) Brownish gray, sand with silt and gravel (SP-SM) (moist, medium dense) Gray, sand (SP) (moist, medium dense) -Flocculated masses of ash were encountered. End of Exploratory Test Pit S1 S2 Groundwater was not encountered. Significant caving was observed at 0.4 ft and 2.7 ft.AGDRAFT LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20304050607080 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-5 Mason Street Dev. 102-24006 1 March 28, 2024 ~115 ft.Shold Excavation, Inc. Grab Port Hadlock Organic Topsoil Gray, silty sand with gravel (SM) (moist, dense) Brown to gray, sand with gravel (SP) (moist, medium dense) -Becomes gray sand without gravel. End of Exploratory Test Pit S1 S2 Groundwater was not encountered. Caving was not observed.AGDRAFT LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20304050607080 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-6 Mason Street Dev. 102-24006 1 March 28, 2024 ~115 ft.Shold Excavation, Inc. Grab Port Hadlock Organic Topsoil Gray and brown, silty sand with gravel (SM) (moist, dense) Gray, gravel with sand (GP) (moist, medium dense) Gray, sand with gravel (SP) (moist, medium dense) Brownish gray, sand with silt (SP-SM) (moist, medium dense) -Roots were ecountered to 5.0 ft. Gray, sand (SP) (moist, medium dense) End of Exploratory Test Pit S1 S2 Groundwater was not encountered. Significant caving was observed at 0.8 ft.AGDRAFT LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20304050607080 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-7 Mason Street Dev. 102-24006 1 March 28, 2024 ~114 ft.Shold Excavation, Inc. Grab Port Hadlock Organic Topsoil Brownish gray, silty sand (SM) (moist, medium dense) Brown & gray to gray, sand with gravel (SP) (moist, medium dense) -Roots to 6.5 ft. -Becomes gray. End of Exploratory Test Pit S1 Groundwater was not encountered. Caving was not observed.AGDRAFT LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20304050607080 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-8 Mason Street Dev. 102-24006 1 March 28, 2024 ~112 ft.Shold Excavation, Inc. Grab Port Hadlock Organic Topsoil Brown to gray, silty sand with gravel (SM) (moist, medium dense) -Becomes gray silty sand without gravel. -Becomes brown, silty sand with gravel (45% fines) -Becomes gray & brown with decreased fine content. Dark gray, sand with gravel (SP) (moist, medium dense) End of Exploratory Test Pit S1 S2 S3 S4 S5 Groundwater was not encountered. Caving was not observed.AGDRAFT LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20304050607080 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-9 Mason Street Dev. 102-24006 1 March 28, 2024 ~117 ft.Shold Excavation, Inc. Grab Port Hadlock Organic Topsoil Brown, sand with silt and gravel (SP-SM) (moist, medium dense) Dark gray, gravel with sand (GP) (moist, medium dense) Brownish gray, sand (SP) (moist, medium dense) Gray, gravel with sand (GP) (moist, medium dense) -Roots to 7.5 ft. End of Exploratory Test Pit Groundwater was not encountered. Caving was not observed.AGDRAFT LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20304050607080 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-10 Mason Street Dev. 102-24006 1 March 28, 2024 ~119 ft.Shold Excavation, Inc. Grab Port Hadlock Organic Topsoil Brown, sand with silt (SP-SM) (moist, medium dense) Dark gray, gravel with sand (GP) (moist, medium dense) -Cobbles were encountered. Gray, sand (SP) (moist, medium dense) End of Exploratory Test Pit S1 S2 Groundwater was not encountered. Significant caving was observed at 0.8 ft.AGDRAFT LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20304050607080 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-11 Mason Street Dev. 102-24006 1 March 28, 2024 ~119 ft.Shold Excavation, Inc. Grab Port Hadlock Organic Topsoil Brown, sand with silt and gravel (SP-SM) (moist, medium dense) Dark gray, gravel with sand (GP) (moist, medium dense) -Cobbles were encountered. Dark gray to gray, sand with gravel (SP) (moist, medium dense) -Becomes gray sand without gravel. End of Exploratory Test Pit S1 S2 Groundwater was not encountered. Significant caving was observed at 1.0 ft.AGDRAFT LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20304050607080 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-12 Mason Street Dev. 102-24006 1 March 28, 2024 ~117 ft.Shold Excavation, Inc. Grab Port Hadlock Organic Topsoil Brown, sand with silt and gravel (SP-SM) (moist, dense) Dark gray, gravel with sand (GP) (moist, medium dense) - Up to 0.7 ft. thick interbedded sand with gravel layers were encountered throughout. Dark gray, sand with gravel (SP) (moist, medium dense) -Up to 0.7 ft. thick interbedded gravel with sand layers were encountered throughout. End of Exploratory Test Pit S1 S2 Groundwater was not encountered. Significant caving was observed at 1.0 ft.AGDRAFT LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20304050607080 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-13 Mason Street Dev. 102-24006 1 March 28, 2024 ~117 ft.Shold Excavation, Inc. Grab Port Hadlock Organic Topsoil Reddish brown, silty sand (SM) (moist, medium dense) Dark gray, gravel with sand (GP) (moist, medium dense) Brownish gray, sand (SP) (moist, medium dense) -Roots were encountered to 9.0 ft. End of Exploratory Test Pit S1 S2 Groundwater was not encountered. Caving was not observed.AGDRAFT LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20304050607080 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-14 Mason Street Dev. 102-24006 1 March 28, 2024 ~115 ft.Shold Excavation, Inc. Grab Port Hadlock Organic Topsoil Reddish brown, silty sand with gravel (SM) (moist, medium dense) Dark gray, gravel with sand (GP) (moist, medium dense) -0.7 ft. thick interbedded sand with gravel layers were encountered throughout. Gray, sand with gravel (SP) (moist, medium dense) -Cobbles were encountered. Gray, gravel (GP) (moist, medium dense) -Ash layer with roots was encountered at ~7.5 ft. End of Exploratory Test Pit Groundwater was not encountered. Significant caving was encountered at 1.0 ft. and 2.0 ft.AGDRAFT LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20304050607080 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-15 Mason Street Dev. 102-24006 1 March 29, 2024 ~119 ft.Shold Excavation, Inc. Grab Port Hadlock Organic Topsoil Brown, silty sand with gravel (SM) (moist, medium dense) Dark gray, gravel with sand (GP) (moist, medium dense) Gray to light brown, sand with gravel (SP) (moist, medium dense) -Becomes light brown sand without gravel. Gray, gravel with sand (GP) (moist, medium dense) -0.5 ft. thick interbedded sand with gravel layers were encountered throughout. End of Exploratory Test Pit S1 S2 Groundwater was not encountered. Significant caving was encountered at 1.0 ft. and 4.4 ft.AGDRAFT LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20304050607080 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-16 Mason Street Dev. 102-24006 1 March 29, 2024 ~119 ft.Shold Excavation, Inc. Grab Port Hadlock Organic Topsoil Brown, sand with silt and gravel (SP-SM) (moist, medium dense) Brownish gray, sand (SP) (moist, medium dense) Dark gray, gravel with sand (GP) (moist, medium dense) -0.8 ft. interbedded sand with gravel layer was encountered. Brownish gray, sand with gravel (SP) (moist, medium dense) Gray, gravel with sand (GP) (moist, medium dense) -Roots were encountered to 8.0 ft. Gray, sand (SP) (moist, medium dense) End of Exploratory Test Pit S1 S2 Groundwater was not encountered. Caving was not observed.AGDRAFT LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20304050607080 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-17 Mason Street Dev. 102-24006 1 March 29, 2024 ~117 ft.Shold Excavation, Inc. Grab Port Hadlock Organic Topsoil Brown, sand with silt and gravel (SP-SM) (moist, dense) Brownish gray, sand (SP) (moist, medium dense) -Charred wood was enountered at 2.0 ft. Dark gray, gravel with sand (GP) (moist, medium dense) -0.9 ft. interbedded sand with gravel layer was encountered. Gray, sand (SP) (moist, medium dense) End of Exploratory Test Pit S1 S2 Groundwater was not encountered. Moderate caving was observed at 1.3 ft.AGDRAFT LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20304050607080 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-18 Mason Street Dev. 102-24006 1 March 29, 2024 ~119 ft.Shold Excavation, Inc. Grab Port Hadlock Organic Topsoil Brown, sand with silt and gravel (SP-SM) (moist, dense) Gray, silty sand with gravel (SM) (moist, medium dense) Gray, gravel with sand (GP) (moist, medium dense) -0.9 ft. thick interbedded sand with gravel layer was encountered. Grayish brown to gray, sand with gravel (SP) (moist, medium dense) -Becomes gray sand without gravel. End of Exploratory Test Pit S1 S2 Groundwater was not encountered. Caving was not observed.AGDRAFT LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20304050607080 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-19 Mason Street Dev. 102-24006 1 March 29, 2024 ~121 ft.Shold Excavation, Inc. Grab Port Hadlock Organic Topsoil / Forest Duff Brown, sand with silt and gravel (SP-SM) (moist, dense) Brownish gray to gray, sand with gravel (SP) (moist, medium dense) -Becomes gray. End of Exploratory Test Pit S1 S2 Groundwater was not encountered. Caving was not observed.AGDRAFT LOG OF EXPLORATORY TEST PIT PROJECT: PROJECT NO.:PAGE: 1 of 1 DATE: SURFACE ELEV.:CONTRACTOR: SAMPLE METHOD:LOCATION: Water Observations: Notes:Logged By:DEPTH (ft)1 2 3 4 5 6 7 8 9 10 11 USC SYMBOLWATER LEVELMATERIAL DESCRIPTION SAMPLE No.SAMPLE TYPEMoisture Content and Atterberg Limits 10 20304050607080 KRAZAN AND ASSOCIATES, INC. Water Level Initial: # Final: $ TP-20 Mason Street Dev. 102-24006 1 March 29, 2024 ~109 ft.Shold Excavation, Inc. Grab Port Hadlock Organic Topsoil / Forest Duff Brown, sand with silt and gravel (SP-SM) (moist, medium dense) Brown and gray, silty sand with gravel (SM) (moist, medium dense) Gray, gravel with sand (GP) (moist, medium dense) End of Exploratory Test Pit S1 Groundwater was not encountered. Caving was not observed.AGDRAFT DRAFT DRAFT DRAFT DRAFT DRAFT DRAFT DRAFT DRAFT DRAFT DRAFT 2545 W Falls Avenue Kennewick, WA 99336 509.783.7450 www.nwag.com lab@nwag.com Sample ID Cation Exchange Capacity TP8-S3 8.6 meq/100g TP3-S1 6.1 meq/100g TP3-S2 10.4 meq/100g Method EPA 9081 Krazan & Associates 1230 Finn Hill Rd NW STE A Poulsbo, WA 98370 Report: 68093-1-1 Date: April 29, 2024 Project Name: Proposed Mason Street Development Project Number: 10224006 DRAFT Appendix B Page B.1 Krazan & Associates, Inc. Offices Serving the Western United States APPENDIX B EARTHWORK SPECIFICATIONS GENERAL When the text of the report conflicts with the general specifications in this appendix, the recommendations in the report have precedence. SCOPE OF WORK:These specifications and applicable plans pertain to and include all earthwork associated with the site rough grading, including but not limited to the furnishing of all labor, tools, and equipment necessary for site clearing and grubbing, stripping, preparation of foundation materials for receiving fill, excavation, processing, placement and compaction of fill and backfill materials to the lines and grades shown on the project grading plans, and disposal of excess materials. PERFORMANCE:The Contractor shall be responsible for the satisfactory completion of all earthwork in accordance with the project plans and specifications. This work shall be inspected and tested by a representative of Krazan and Associates, Inc., hereinafter known as the Geotechnical Engineer and/or Testing Agency. Attainment of design grades when achieved shall be certified to by the project Civil Engineer. Both the Geotechnical Engineer and Civil Engineer are the Owner’s representatives. If the contractor should fail to meet the technical or design requirements embodied in this document and on the applicable plans, he shall make the necessary readjustments until all work is deemed satisfactory as determined by both the Geotechnical Engineer and Civil Engineer. No deviation from these specifications shall be made except upon written approval of the Geotechnical Engineer, Civil Engineer or project Architect. No earthwork shall be performed without the physical presence or approval of the Geotechnical Engineer. The Contractor shall notify the Geotechnical Engineer at least 2 working days prior to the commencement of any aspect of the site earthwork. The Contractor agrees that he shall assume sole and complete responsibility for job site conditions during the course of construction of this project, including safety of all persons and property; that this requirement shall apply continuously and not be limited to normal working hours; and that the Contractor shall defend, indemnify and hold the Owner and the Engineers harmless from any and all liability, real or alleged, in connection with the performance of work on this project, except for liability arising from the sole negligence of the Owner of the Engineers. TECHNICAL REQUIREMENTS:All compacted materials shall be densified to a density not less than 95 percent of maximum dry density as determined by ASTM Test Method D1557 as specified in the technical portion of the Geotechnical Engineering Report.The results of these tests and compliance with these specifications shall be the basis upon which satisfactory completion of work will be judged the Geotechnical Engineer. SOIL AND FOUNDATION CONDITIONS:The Contractor is presumed to have visited the site and to have familiarized himself with existing site conditions and the contents of the data presented in the soil report. The Contractor shall make his own interpretation of the data contained in said report, and the Contractor shall not be relieved of liability under the contractor for any loss sustained as a result of any variance between conditions indicated by or deduced from said report and the actual conditions encountered during the progress of the work.DRAFT Appendix B Page B.2 Krazan & Associates, Inc. Offices Serving the Western United States DUST CONTROL:The work includes dust control as required for the alleviation or prevention of any dust nuisance on or about the site or the borrow area, or off-site if caused by the Contractor’s operation either during the performance of the earthwork or resulting from the conditions in which the Contractor leaves the site. The Contractor shall assume all liability, including Court costs of codefendants, for all claims related to dust or windblown materials attributable to his work. SITE PREPARATION: Site preparation shall consist of site clearing and grabbing and preparations of foundation materials for receiving fill. CLEARING AND GRUBBING:The Contractor shall accept the site in this present condition and shall demolish and/or remove from the area of designated project earthwork all structures, both surface and subsurface, trees, brush, roots, debris, organic matter, and all other matter determined by the Geotechnical Engineer to be deleterious. Such materials shall become the property of the Contractor and shall be removed from the site. Tree root systems in proposed building areas should be removed to a minimum depth of 3 feet and to such an extent which would permit removal of all roots larger than 1 inch. Tree root removed in parking areas may be limited to the upper 1½ feet of the ground surface. Backfill or tree root excavation should not be permitted until all exposed surfaces have been inspected and the Geotechnical Engineer is present for the proper control of backfill placement and compaction. Burning in areas, which are to receive fill materials, shall not be permitted. SUBGRADE PREPARATION:Subgrade should be prepared as described in our site preparation section of this report. EXCAVATION:All excavation shall be accomplished to the tolerance normally defined by the Civil Engineer as shown on the project grading plans. All over excavation below the grades specified shall be backfilled at the Contractor’s expense and shall be compacted in accordance with the applicable technical requirements. FILL AND BACKFILL MATERIAL:No material shall be moved or compacted without the presence of the Geotechnical Engineer. Material from the required site excavation may be utilized for construction site fills provided prior approval is given by the Geotechnical Engineer. All materials utilized for constructing site fills shall be free from vegetable or other deleterious matter as determined by the Geotechnical Engineer. PLACEMENT, SPREADING AND COMPACTION:The placement and spreading of approved fill materials and the processing and compaction of approved fill and native materials shall be the responsibility of the Contractor. However, compaction of fill materials by flooding, ponding, or jetting shall not be permitted unless specifically approved by local code, as well as the Geotechnical Engineer. Both cut and fill shall be surface compacted to the satisfaction of the Geotechnical Engineer prior to final acceptance. SEASONAL LIMITS:No fill material shall be placed, spread, or rolled while it is frozen or thawing or during unfavorable wet weather conditions. When the work is interrupted by heavy rains, fill operations shall not be resumed until the Geotechnical Engineer indicates that the moisture content and density of previously placed fill are as specified.DRAFT Appendix C Page C.1 Krazan & Associates, Inc. Offices Serving the Western United States APPENDIX C PAVEMENT SPECIFICATIONS 1. DEFINITIONS –The term “pavement” shall include asphalt concrete surfacing, untreated aggregate base, and aggregate subbase. The term “subgrade” is that portion of the area on which surfacing, base, or subbase is to be placed. 2. SCOPE OF WORK –This portion of the work shall include all labor, materials, tools and equipment necessary for and reasonable incidental to the completion of the pavement shown on the plans and as herein specified, except work specifically noted as “Work Not Included.” 3. PREPARATION OF THE SUBGRADE –The Contractor shall prepare the surface of the various subgrades receiving subsequent pavement courses to the lines, grades, and dimensions given on the plans and as per the pavement design section of this report. The upper 12 inches of the soil subgrade beneath the pavement section shall be compacted to a minimum compaction of 95% of maximum dry density as determined by test method ASTM D1557. The finished subgrades shall be tested and approved by the Geotechnical Engineer prior to the placement of additional pavement of additional pavement courses. 4. AGGREGATE BASE –The aggregate base shall be spread and compacted on the prepared subgrade in conformity with the lines, grades, and dimensions shown on the plans. The aggregate base should conform to WSDOT Standard Specification for Crushed Surfacing Base Course or Top Course (Item 9- 03.9(3)). The base material shall be compacted to a minimum compaction of 95% as determined by ASTM D1557. Each layer of subbase shall be tested and approved by the Geotechnical Engineer prior to the placement of successive layers. 5. ASPHALTIC CONCRETE SURFACING –Asphaltic concrete surfacing shall consist of a mixture of mineral aggregate and paving grade asphalt, mixed at central mixing plant and spread and compacted on a prepared base in conformity with the lines, grades, and dimensions shown on the plans. The drying, proportioning, and mixing of the materials shall conform to WSDOT Specifications. The prime coat, spreading and compacting equipment, and spreading and compacting the mixture shall conform to WSDOT Specifications, with the exception that no surface course shall be placed when the atmospheric temperature is below 50 degrees F. The surfacing shall be rolled with combination steel- wheel and pneumatic rollers, as described in WSDOT Specifications. The surface course shall be placed with an approved self-propelled mechanical spreading and finishing machine. 6. TACK COAT –The tack (mixing type asphaltic emulsion) shall conform to and be applied in accordance with the requirements of WSDOT Specifications.DRAFT United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Jefferson County Area, WashingtonNatural Resources Conservation Service November 17, 2023 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Jefferson County Area, Washington...............................................................13 HvC—Hoypus gravelly sandy loam, 0 to 15 percent slopes.......................13 Soil Information for All Uses...............................................................................14 Soil Properties and Qualities..............................................................................14 Soil Chemical Properties.................................................................................14 Cation-Exchange Capacity (CEC-7)............................................................14 Soil Qualities and Features.............................................................................17 Drainage Class............................................................................................17 Drainage Class............................................................................................20 Drainage Class............................................................................................23 Hydrologic Soil Group.................................................................................26 Unified Soil Classification (Surface)............................................................30 Soil Reports........................................................................................................35 Soil Physical Properties..................................................................................35 Physical Soil Properties...............................................................................35 References............................................................................................................39 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 53199805320050532012053201905320260532033053204005319980532005053201205320190532026053203305320400516420 516490 516560 516630 516700 516770 516840 516910 516980 517050 516420 516490 516560 516630 516700 516770 516840 516910 516980 517050 48° 2' 12'' N 122° 46' 48'' W48° 2' 12'' N122° 46' 15'' W48° 1' 57'' N 122° 46' 48'' W48° 1' 57'' N 122° 46' 15'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 150 300 600 900Feet 0 45 90 180 270Meters Map Scale: 1:3,170 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:20,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Jefferson County Area, Washington Survey Area Data: Version 22, Aug 29, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 31, 2022—Aug 8, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI HvC Hoypus gravelly sandy loam, 0 to 15 percent slopes 21.2 100.0% Totals for Area of Interest 21.2 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. Custom Soil Resource Report 11 An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Jefferson County Area, Washington HvC—Hoypus gravelly sandy loam, 0 to 15 percent slopes Map Unit Setting National map unit symbol: 2grq Elevation: 100 to 720 feet Mean annual precipitation: 24 inches Mean annual air temperature: 48 degrees F Frost-free period: 200 to 240 days Farmland classification: Not prime farmland Map Unit Composition Hoypus and similar soils:100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Hoypus Setting Landform:Terraces Parent material:Glacial outwash Typical profile H1 - 0 to 2 inches: gravelly fine sandy loam H2 - 2 to 10 inches: gravelly sandy loam H3 - 10 to 26 inches: gravelly loamy sand H4 - 26 to 60 inches: gravelly loamy sand Properties and qualities Slope:0 to 15 percent Depth to restrictive feature:More than 80 inches Drainage class:Somewhat excessively drained Capacity of the most limiting layer to transmit water (Ksat):High to very high (5.95 to 19.98 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Very low (about 1.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: A Ecological site: F002XA001WA - Puget Lowlands Dry Forest Forage suitability group: Droughty Soils (G002XN402WA) Other vegetative classification: Droughty Soils (G002XN402WA) Hydric soil rating: No Custom Soil Resource Report 13 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Chemical Properties Soil Chemical Properties are measured or inferred from direct observations in the field or laboratory. Examples of soil chemical properties include pH, cation exchange capacity, calcium carbonate, gypsum, and electrical conductivity. Cation-Exchange Capacity (CEC-7) Cation-exchange capacity (CEC-7) is the total amount of extractable cations that can be held by the soil, expressed in terms of milliequivalents per 100 grams of soil at neutrality (pH 7.0) or at some other stated pH value. Soils having a low cation- exchange capacity hold fewer cations and may require more frequent applications of fertilizer than soils having a high cation-exchange capacity. The ability to retain cations reduces the hazard of ground-water pollution. For each soil layer, this attribute is actually recorded as three separate values in the database. A low value and a high value indicate the range of this attribute for the soil component. A "representative" value indicates the expected value of this attribute for the component. For this soil property, only the representative value is used. 14 15 Custom Soil Resource Report Map—Cation-Exchange Capacity (CEC-7)53199805320050532012053201905320260532033053204005319980532005053201205320190532026053203305320400516420 516490 516560 516630 516700 516770 516840 516910 516980 517050 516420 516490 516560 516630 516700 516770 516840 516910 516980 517050 48° 2' 12'' N 122° 46' 48'' W48° 2' 12'' N122° 46' 15'' W48° 1' 57'' N 122° 46' 48'' W48° 1' 57'' N 122° 46' 15'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 150 300 600 900Feet 0 45 90 180 270Meters Map Scale: 1:3,170 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons = 1.6 Not rated or not available Soil Rating Lines = 1.6 Not rated or not available Soil Rating Points = 1.6 Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:20,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Jefferson County Area, Washington Survey Area Data: Version 22, Aug 29, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 31, 2022—Aug 8, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 16 Table—Cation-Exchange Capacity (CEC-7) Map unit symbol Map unit name Rating (milliequivalents per 100 grams) Acres in AOI Percent of AOI HvC Hoypus gravelly sandy loam, 0 to 15 percent slopes 1.6 21.2 100.0% Totals for Area of Interest 21.2 100.0% Rating Options—Cation-Exchange Capacity (CEC-7) Units of Measure: milliequivalents per 100 grams Aggregation Method: Weighted Average Component Percent Cutoff: None Specified Tie-break Rule: Higher Interpret Nulls as Zero: No Layer Options (Horizon Aggregation Method): All Layers (Weighted Average) Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Drainage Class "Drainage class (natural)" refers to the frequency and duration of wet periods under conditions similar to those under which the soil formed. Alterations of the water regime by human activities, either through drainage or irrigation, are not a consideration unless they have significantly changed the morphology of the soil. Seven classes of natural soil drainage are recognized-excessively drained, somewhat excessively drained, well drained, moderately well drained, somewhat poorly drained, poorly drained, and very poorly drained. These classes are defined in the "Soil Survey Manual." Custom Soil Resource Report 17 18 Custom Soil Resource Report Map—Drainage Class 53199805320050532012053201905320260532033053204005319980532005053201205320190532026053203305320400516420 516490 516560 516630 516700 516770 516840 516910 516980 517050 516420 516490 516560 516630 516700 516770 516840 516910 516980 517050 48° 2' 12'' N 122° 46' 48'' W48° 2' 12'' N122° 46' 15'' W48° 1' 57'' N 122° 46' 48'' W48° 1' 57'' N 122° 46' 15'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 150 300 600 900Feet 0 45 90 180 270Meters Map Scale: 1:3,170 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons Excessively drained Somewhat excessively drained Well drained Moderately well drained Somewhat poorly drained Poorly drained Very poorly drained Subaqueous Not rated or not available Soil Rating Lines Excessively drained Somewhat excessively drained Well drained Moderately well drained Somewhat poorly drained Poorly drained Very poorly drained Subaqueous Not rated or not available Soil Rating Points Excessively drained Somewhat excessively drained Well drained Moderately well drained Somewhat poorly drained Poorly drained Very poorly drained Subaqueous Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:20,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Jefferson County Area, Washington Survey Area Data: Version 22, Aug 29, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 31, 2022—Aug 8, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 19 Table—Drainage Class Map unit symbol Map unit name Rating Acres in AOI Percent of AOI HvC Hoypus gravelly sandy loam, 0 to 15 percent slopes Somewhat excessively drained 21.2 100.0% Totals for Area of Interest 21.2 100.0% Rating Options—Drainage Class Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Drainage Class "Drainage class (natural)" refers to the frequency and duration of wet periods under conditions similar to those under which the soil formed. Alterations of the water regime by human activities, either through drainage or irrigation, are not a consideration unless they have significantly changed the morphology of the soil. Seven classes of natural soil drainage are recognized-excessively drained, somewhat excessively drained, well drained, moderately well drained, somewhat poorly drained, poorly drained, and very poorly drained. These classes are defined in the "Soil Survey Manual." Custom Soil Resource Report 20 21 Custom Soil Resource Report Map—Drainage Class 53199805320050532012053201905320260532033053204005319980532005053201205320190532026053203305320400516420 516490 516560 516630 516700 516770 516840 516910 516980 517050 516420 516490 516560 516630 516700 516770 516840 516910 516980 517050 48° 2' 12'' N 122° 46' 48'' W48° 2' 12'' N122° 46' 15'' W48° 1' 57'' N 122° 46' 48'' W48° 1' 57'' N 122° 46' 15'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 150 300 600 900Feet 0 45 90 180 270Meters Map Scale: 1:3,170 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons Excessively drained Somewhat excessively drained Well drained Moderately well drained Somewhat poorly drained Poorly drained Very poorly drained Subaqueous Not rated or not available Soil Rating Lines Excessively drained Somewhat excessively drained Well drained Moderately well drained Somewhat poorly drained Poorly drained Very poorly drained Subaqueous Not rated or not available Soil Rating Points Excessively drained Somewhat excessively drained Well drained Moderately well drained Somewhat poorly drained Poorly drained Very poorly drained Subaqueous Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:20,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Jefferson County Area, Washington Survey Area Data: Version 22, Aug 29, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 31, 2022—Aug 8, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 22 Table—Drainage Class Map unit symbol Map unit name Rating Acres in AOI Percent of AOI HvC Hoypus gravelly sandy loam, 0 to 15 percent slopes Somewhat excessively drained 21.2 100.0% Totals for Area of Interest 21.2 100.0% Rating Options—Drainage Class Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Drainage Class "Drainage class (natural)" refers to the frequency and duration of wet periods under conditions similar to those under which the soil formed. Alterations of the water regime by human activities, either through drainage or irrigation, are not a consideration unless they have significantly changed the morphology of the soil. Seven classes of natural soil drainage are recognized-excessively drained, somewhat excessively drained, well drained, moderately well drained, somewhat poorly drained, poorly drained, and very poorly drained. These classes are defined in the "Soil Survey Manual." Custom Soil Resource Report 23 24 Custom Soil Resource Report Map—Drainage Class 53199805320050532012053201905320260532033053204005319980532005053201205320190532026053203305320400516420 516490 516560 516630 516700 516770 516840 516910 516980 517050 516420 516490 516560 516630 516700 516770 516840 516910 516980 517050 48° 2' 12'' N 122° 46' 48'' W48° 2' 12'' N122° 46' 15'' W48° 1' 57'' N 122° 46' 48'' W48° 1' 57'' N 122° 46' 15'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 150 300 600 900Feet 0 45 90 180 270Meters Map Scale: 1:3,170 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons Excessively drained Somewhat excessively drained Well drained Moderately well drained Somewhat poorly drained Poorly drained Very poorly drained Subaqueous Not rated or not available Soil Rating Lines Excessively drained Somewhat excessively drained Well drained Moderately well drained Somewhat poorly drained Poorly drained Very poorly drained Subaqueous Not rated or not available Soil Rating Points Excessively drained Somewhat excessively drained Well drained Moderately well drained Somewhat poorly drained Poorly drained Very poorly drained Subaqueous Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:20,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Jefferson County Area, Washington Survey Area Data: Version 22, Aug 29, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 31, 2022—Aug 8, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 25 Table—Drainage Class Map unit symbol Map unit name Rating Acres in AOI Percent of AOI HvC Hoypus gravelly sandy loam, 0 to 15 percent slopes Somewhat excessively drained 21.2 100.0% Totals for Area of Interest 21.2 100.0% Rating Options—Drainage Class Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. Custom Soil Resource Report 26 If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Custom Soil Resource Report 27 28 Custom Soil Resource Report Map—Hydrologic Soil Group 53199805320050532012053201905320260532033053204005319980532005053201205320190532026053203305320400516420 516490 516560 516630 516700 516770 516840 516910 516980 517050 516420 516490 516560 516630 516700 516770 516840 516910 516980 517050 48° 2' 12'' N 122° 46' 48'' W48° 2' 12'' N122° 46' 15'' W48° 1' 57'' N 122° 46' 48'' W48° 1' 57'' N 122° 46' 15'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 150 300 600 900Feet 0 45 90 180 270Meters Map Scale: 1:3,170 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:20,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Jefferson County Area, Washington Survey Area Data: Version 22, Aug 29, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 31, 2022—Aug 8, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 29 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI HvC Hoypus gravelly sandy loam, 0 to 15 percent slopes A 21.2 100.0% Totals for Area of Interest 21.2 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Unified Soil Classification (Surface) The Unified soil classification system classifies mineral and organic mineral soils for engineering purposes on the basis of particle-size characteristics, liquid limit, and plasticity index. It identifies three major soil divisions: (i) coarse-grained soils having less than 50 percent, by weight, particles smaller than 0.074 mm in diameter; (ii) fine-grained soils having 50 percent or more, by weight, particles smaller than 0.074 mm in diameter; and (iii) highly organic soils that demonstrate certain organic characteristics. These divisions are further subdivided into a total of 15 basic soil groups. The major soil divisions and basic soil groups are determined on the basis of estimated or measured values for grain-size distribution and Atterberg limits. ASTM D 2487 shows the criteria chart used for classifying soil in the Unified system and the 15 basic soil groups of the system and the plasticity chart for the Unified system. The various groupings of this classification correlate in a general way with the engineering behavior of soils. This correlation provides a useful first step in any field or laboratory investigation for engineering purposes. It can serve to make some general interpretations relating to probable performance of the soil for engineering uses. For each soil horizon in the database one or more Unified soil classifications may be listed. One is marked as the representative or most commonly occurring. The representative classification is shown here for the surface layer of the soil. Custom Soil Resource Report 30 31 Custom Soil Resource Report Map—Unified Soil Classification (Surface)53199805320050532012053201905320260532033053204005319980532005053201205320190532026053203305320400516420 516490 516560 516630 516700 516770 516840 516910 516980 517050 516420 516490 516560 516630 516700 516770 516840 516910 516980 517050 48° 2' 12'' N 122° 46' 48'' W48° 2' 12'' N122° 46' 15'' W48° 1' 57'' N 122° 46' 48'' W48° 1' 57'' N 122° 46' 15'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 150 300 600 900Feet 0 45 90 180 270Meters Map Scale: 1:3,170 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons CH CL CL-A (proposed) CL-K (proposed) CL-ML CL-O (proposed) CL-T (proposed) GC GC-GM GM GP GP-GC GP-GM GW GW-GC GW-GM MH MH-A (proposed) MH-K (proposed) MH-O (proposed) MH-T (proposed) ML ML-A (proposed) ML-K (proposed) ML-O (proposed) ML-T (proposed) OH OH-T (proposed) OL PT SC SC-SM SM SP SP-SC SP-SM SW SW-SC SW-SM Not rated or not available Soil Rating Lines CH CL CL-A (proposed) CL-K (proposed) CL-ML CL-O (proposed) CL-T (proposed) GC GC-GM GM GP GP-GC GP-GM GW GW-GC GW-GM MH MH-A (proposed) MH-K (proposed) MH-O (proposed) MH-T (proposed) ML ML-A (proposed) ML-K (proposed) ML-O (proposed) ML-T (proposed) OH OH-T (proposed) OL PT SC SC-SM SM SP SP-SC SP-SM SW SW-SC SW-SM Not rated or not available Soil Rating Points CH CL CL-A (proposed) CL-K (proposed) CL-ML CL-O (proposed) CL-T (proposed) GC GC-GM GM GP GP-GC GP-GM GW GW-GC GW-GM MH MH-A (proposed) MH-K (proposed) MH-O (proposed) MH-T (proposed) ML ML-A (proposed) ML-K (proposed) ML-O (proposed) ML-T (proposed) OH OH-T (proposed) OL PT SC SC-SM SM SP SP-SC SP-SM SW SW-SC SW-SM Not rated or not available Water Features Streams and Canals Transportation Rails Custom Soil Resource Report 32 MAP INFORMATION Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:20,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Jefferson County Area, Washington Survey Area Data: Version 22, Aug 29, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 31, 2022—Aug 8, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 33 Table—Unified Soil Classification (Surface) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI HvC Hoypus gravelly sandy loam, 0 to 15 percent slopes SM 21.2 100.0% Totals for Area of Interest 21.2 100.0% Rating Options—Unified Soil Classification (Surface) Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Lower Layer Options (Horizon Aggregation Method): Surface Layer (Not applicable) Custom Soil Resource Report 34 Soil Reports The Soil Reports section includes various formatted tabular and narrative reports (tables) containing data for each selected soil map unit and each component of each unit. No aggregation of data has occurred as is done in reports in the Soil Properties and Qualities and Suitabilities and Limitations sections. The reports contain soil interpretive information as well as basic soil properties and qualities. A description of each report (table) is included. Soil Physical Properties This folder contains a collection of tabular reports that present soil physical properties. The reports (tables) include all selected map units and components for each map unit. Soil physical properties are measured or inferred from direct observations in the field or laboratory. Examples of soil physical properties include percent clay, organic matter, saturated hydraulic conductivity, available water capacity, and bulk density. Physical Soil Properties This table shows estimates of some physical characteristics and features that affect soil behavior. These estimates are given for the layers of each soil in the survey area. The estimates are based on field observations and on test data for these and similar soils. Depth to the upper and lower boundaries of each layer is indicated. Particle size is the effective diameter of a soil particle as measured by sedimentation, sieving, or micrometric methods. Particle sizes are expressed as classes with specific effective diameter class limits. The broad classes are sand, silt, and clay, ranging from the larger to the smaller. Sand as a soil separate consists of mineral soil particles that are 0.05 millimeter to 2 millimeters in diameter. In this table, the estimated sand content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. Silt as a soil separate consists of mineral soil particles that are 0.002 to 0.05 millimeter in diameter. In this table, the estimated silt content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. Clay as a soil separate consists of mineral soil particles that are less than 0.002 millimeter in diameter. In this table, the estimated clay content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. The content of sand, silt, and clay affects the physical behavior of a soil. Particle size is important for engineering and agronomic interpretations, for determination of soil hydrologic qualities, and for soil classification. Custom Soil Resource Report 35 The amount and kind of clay affect the fertility and physical condition of the soil and the ability of the soil to adsorb cations and to retain moisture. They influence shrink- swell potential, saturated hydraulic conductivity (Ksat), plasticity, the ease of soil dispersion, and other soil properties. The amount and kind of clay in a soil also affect tillage and earthmoving operations. Moist bulk density is the weight of soil (ovendry) per unit volume. Volume is measured when the soil is at field moisture capacity, that is, the moisture content at 1/3- or 1/10-bar (33kPa or 10kPa) moisture tension. Weight is determined after the soil is dried at 105 degrees C. In the table, the estimated moist bulk density of each soil horizon is expressed in grams per cubic centimeter of soil material that is less than 2 millimeters in diameter. Bulk density data are used to compute linear extensibility, shrink-swell potential, available water capacity, total pore space, and other soil properties. The moist bulk density of a soil indicates the pore space available for water and roots. Depending on soil texture, a bulk density of more than 1.4 can restrict water storage and root penetration. Moist bulk density is influenced by texture, kind of clay, content of organic matter, and soil structure. Saturated hydraulic conductivity (Ksat) refers to the ease with which pores in a saturated soil transmit water. The estimates in the table are expressed in terms of micrometers per second. They are based on soil characteristics observed in the field, particularly structure, porosity, and texture. Saturated hydraulic conductivity (Ksat) is considered in the design of soil drainage systems and septic tank absorption fields. Available water capacity refers to the quantity of water that the soil is capable of storing for use by plants. The capacity for water storage is given in inches of water per inch of soil for each soil layer. The capacity varies, depending on soil properties that affect retention of water. The most important properties are the content of organic matter, soil texture, bulk density, and soil structure. Available water capacity is an important factor in the choice of plants or crops to be grown and in the design and management of irrigation systems. Available water capacity is not an estimate of the quantity of water actually available to plants at any given time. Linear extensibility refers to the change in length of an unconfined clod as moisture content is decreased from a moist to a dry state. It is an expression of the volume change between the water content of the clod at 1/3- or 1/10-bar tension (33kPa or 10kPa tension) and oven dryness. The volume change is reported in the table as percent change for the whole soil. The amount and type of clay minerals in the soil influence volume change. Linear extensibility is used to determine the shrink-swell potential of soils. The shrink-swell potential is low if the soil has a linear extensibility of less than 3 percent; moderate if 3 to 6 percent; high if 6 to 9 percent; and very high if more than 9 percent. If the linear extensibility is more than 3, shrinking and swelling can cause damage to buildings, roads, and other structures and to plant roots. Special design commonly is needed. Organic matter is the plant and animal residue in the soil at various stages of decomposition. In this table, the estimated content of organic matter is expressed as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. The content of organic matter in a soil can be maintained by returning crop residue to the soil. Organic matter has a positive effect on available water capacity, water infiltration, soil organism activity, and tilth. It is a source of nitrogen and other nutrients for crops and soil organisms. Custom Soil Resource Report 36 Erosion factors are shown in the table as the K factor (Kw and Kf) and the T factor. Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by water. Factor K is one of six factors used in the Universal Soil Loss Equation (USLE) and the Revised Universal Soil Loss Equation (RUSLE) to predict the average annual rate of soil loss by sheet and rill erosion in tons per acre per year. The estimates are based primarily on percentage of silt, sand, and organic matter and on soil structure and Ksat. Values of K range from 0.02 to 0.69. Other factors being equal, the higher the value, the more susceptible the soil is to sheet and rill erosion by water. Erosion factor Kw indicates the erodibility of the whole soil. The estimates are modified by the presence of rock fragments. Erosion factor Kf indicates the erodibility of the fine-earth fraction, or the material less than 2 millimeters in size. Erosion factor T is an estimate of the maximum average annual rate of soil erosion by wind and/or water that can occur without affecting crop productivity over a sustained period. The rate is in tons per acre per year. Wind erodibility groups are made up of soils that have similar properties affecting their susceptibility to wind erosion in cultivated areas. The soils assigned to group 1 are the most susceptible to wind erosion, and those assigned to group 8 are the least susceptible. The groups are described in the "National Soil Survey Handbook." Wind erodibility index is a numerical value indicating the susceptibility of soil to wind erosion, or the tons per acre per year that can be expected to be lost to wind erosion. There is a close correlation between wind erosion and the texture of the surface layer, the size and durability of surface clods, rock fragments, organic matter, and a calcareous reaction. Soil moisture and frozen soil layers also influence wind erosion. Reference: United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. (http://soils.usda.gov) Custom Soil Resource Report 37 Three values are provided to identify the expected Low (L), Representative Value (R), and High (H). Physical Soil Properties–Jefferson County Area, Washington Map symbol and soil name Depth Sand Silt Clay Moist bulk density Saturated hydraulic conductivity Available water capacity Linear extensibility Organic matter Erosion factors Wind erodibility group Wind erodibility indexKwKfT In Pct Pct Pct g/cc micro m/sec In/In Pct Pct HvC—Hoypus gravelly sandy loam, 0 to 15 percent slopes Hoypus 0-2 -65--27-5- 8- 10 1.20-1.30- 1.40 42.00-92.00-14 1.00 0.07-0.09-0.1 0 0.0- 1.5- 2.9 1.0- 2.5- 4.0 .10 .20 5 5 56 2-10 -69--24-5- 8- 10 1.35-1.45- 1.55 42.00-92.00-14 1.00 0.05-0.07-0.0 8 0.0- 1.5- 2.9 0.5- 0.8- 1.0 .10 .24 10-26 -82--17-0- 2- 3 1.35-1.45- 1.55 42.00-92.00-14 1.00 0.01-0.02-0.0 3 0.0- 1.5- 2.9 0.0- 0.3- 0.5 .10 .24 26-60 -82--17-0- 2- 3 1.40-1.48- 1.55 42.00-92.00-14 1.00 0.01-0.02-0.0 3 0.0- 1.5- 2.9 0.0- 0.3- 0.5 .10 .24 Custom Soil Resource Report 38 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 39 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 40 Mason Street Neighborhood Preliminary Drainage Report Habitat for Humanity of East Jefferson County February 2025 │ 217-9085-002 17 Appendix D Construction Stormwater Pollution Prevention Plan (SWPPP) Mason Street Neighborhood Preliminary Construction Stormwater Pollution Prevention Plan (SWPPP) Prepared for Habitat for Humanity of East Jefferson County February 2025 Mason Street Neighborhood Preliminary Construction Stormwater Pollution Prevention Plan (SWPPP) Prepared for Habitat for Humanity of East Jefferson County Prepared by Parametrix 1019 39th Avenue SE, Suite 100 Puyallup, WA 98374 T. 253.604.6600 F. 1.206.649.6353 www.parametrix.com February 2025 │ Citation Parametrix. 2025. Mason Street Neighborhood Preliminary Construction Stormwater Pollution Prevention Plan (SWPPP). Prepared for Habitat for Humanity of East Jefferson County by Parametrix, Puyallup, Washington. February 2025. Mason Street Neighborhood Preliminary Construction Stormwater Pollution Prevention Plan (SWPPP) Habitat for Humanity of East Jefferson County February 2025 │ i Contents 1. Project Description ........................................................................................................................... 1 1.1 Location ........................................................................................................................................ 1 1.2 Project Overview .......................................................................................................................... 1 2. Existing Conditions ........................................................................................................................... 1 2.1 Existing Site Topography and Vegetation ................................................................................... 1 2.2 Existing Drainage System ............................................................................................................ 2 2.3 Adjacent Areas ............................................................................................................................. 2 3. CRITICAL AREAS ............................................................................................................................... 2 4. EROSION PROBLEM AREAS ............................................................................................................. 2 5. CONSTRUCTION STORMWATER POLLUTION PREVENTION ELEMENTS ........................................... 2 5.1 Objective of the Stormwater Pollution Prevention Plan ............................................................ 2 5.2 Summary of Elements ................................................................................................................. 3 5.3 Element #1: Preserve Vegetation/Mark Clearing Limits ........................................................... 3 5.4 Element #2: Establish Construction Access .............................................................................. 3 5.5 Element #3: Control Flow Rates ................................................................................................. 4 5.6 Element #4: Install Sediment Controls ...................................................................................... 5 5.7 Element #5: Stabilize Soils ......................................................................................................... 5 5.8 Element #6: Protect Slopes ........................................................................................................ 6 5.9 Element #7: Protect Drain Inlets ................................................................................................ 6 5.10 Element #8: Stabilize Channels and Outlets ............................................................................. 7 5.11 Element #9: Control Pollutants ................................................................................................... 8 5.12 Element #10: Control Dewatering .............................................................................................. 8 5.13 Element #11: Maintain BMPs ..................................................................................................... 9 5.14 Element #12: Manage the Project ............................................................................................. 9 5.14.1 Phasing of Construction ............................................................................................... 9 5.14.2 Seasonal Work Limitations ........................................................................................ 10 5.14.3 Inspection and Monitoring ......................................................................................... 10 5.14.4 Maintenance of the SWPPP ...................................................................................... 10 5.15 Element #13: Protect Low-Impact Development (LID) BMPs ................................................ 11 Mason Street Neighborhood Preliminary Construction Stormwater Pollution Prevention Plan (SWPPP) Habitat for Humanity of East Jefferson County Contents (continued) ii February 2025 │ 6. ESTIMATED CONSTRUCTION SCHEDULE ...................................................................................... 11 7. REPORTING AND RECORD KEEPING ............................................................................................. 12 7.1 Record Keeping ........................................................................................................................ 12 7.1.1 Site Logbook ............................................................................................................... 12 7.1.2 Records Retention ..................................................................................................... 12 7.1.3 Updating the SWPPP .................................................................................................. 12 7.2 Reporting ................................................................................................................................... 13 7.2.1 Discharge Monitoring Reports .................................................................................. 13 7.2.2 Notification of Noncompliance .................................................................................. 13 8. SITE PLAN ...................................................................................................................................... 13 TABLES Table 1 Preliminary Phase 1 Construction Schedule ............................................................................. 11 APPENDICES A Erosion & Sediment Control BMPs Mason Street Neighborhood Preliminary Construction Stormwater Pollution Prevention Plan (SWPPP) Habitat for Humanity of East Jefferson County February 2025 │ iii Acronyms and Abbreviations AC .................................................................................................................................................. Acres BMPs ......................................................................................................... best management practices CESCL ............................................................................ Certified Erosion and Sediment Control Lead County .......................................................................................................................... Jefferson County CSWGP ................................................................................. Construction Stormwater General Permit CSWPPP .............................................................. Construction Stormwater Pollution Prevention Plan CWA ............................................................................................................................... Clean Water Act CY ....................................................................................................................................... Cubic Yards DMR .......................................................................................................... Discharge Monitoring Report Ecology ................................................................................ Washington State Department of Ecology EPA ............................................................................ United States Environmental Protection Agency GULD ..................................................................................................... General Use Level Designation LID .................................................................................................................. low-impact development NPDES ..................................................................... National Pollutant Discharge Elimination System pH ............................................................................................................................ Power of Hydrogen SPCC ......................................................................... Spill Prevention, Control, and Countermeasures SF ....................................................................................................................................... Square Feet su .................................................................................................................................. Standard Units SWMMWW ................................... 2019 Stormwater Management Manual for Western Washington TESC .................................................................................... Temporary Erosion and Sediment Control TMDL .............................................................................................................. total maximum daily load TSS ..................................................................................................................... total suspended solids WAC .................................................................................................... Washington Administrative Code WSDOT .............................................................................. Washington Department of Transportation Mason Street Neighborhood Preliminary Construction Stormwater Pollution Prevention Plan (SWPPP) Habitat for Humanity of East Jefferson County February 2025 │ 1 1. Project Description 1.1 Location The Mason Street Neighborhood Project (Project) is a residential subdivision project owned by Habitat for Humanity of East Jefferson County. The project site is Parcel 901-023-007 in Port Hadlock-Irondale, Washington in Jefferson County. The site is generally located between the intersection of Mason Street and Cedar Avenue. 1.2 Project Overview The Project proposes constructing 138 residential lots – consisting of duplex, fourplex, and group homes – with 148 dwelling units amongst supporting utilities, roadways, and open space improvements. The Project area will be approximately 14.5-acres of development built over three phases that includes constructing the following: Forty-eight residential lots o Twenty-four duplexes o Twenty-two fourplexes o Two group homes Approximately 2,700 linear feet of roadways and parking areas Domestic water and sewer mains and service laterals Stormwater management facilities include bioretention swales and planters To incorporate low-impact development (LID) best management practices (BMPs), the site’s stormwater facilities will include preserving existing vegetation and forested areas, minimizing pollution generating hard surfaces (PGHS) with narrower road sections; planting trees and other native plants; managing runoff close to the of the site’s proposed impervious surfaces; constructing bioretention facilities; amongst other BMPs. The Project site includes Group A Hoypus gravelly sandy loam (HvC) soils with high infiltration capacity. As such, all run-off generated on-site will be infiltrated to the maximum extent practicable. 2. Existing Conditions 2.1 Existing Site Topography and Vegetation Habitat for Humanity of East Jefferson County owns the 17.44-acre property, which is primarily undeveloped. There are remnants of unoccupied buildings and structures. There are thickets of trees and shrubs intermittently across the northern portion of the property. The southern boundary of the property includes several dense stands of trees exhibiting forested conditions. A large grass field bisects the property, which previously was used as a private airfield . Mason Street Neighborhood Preliminary Construction Stormwater Pollution Prevention Plan (SWPPP) Habitat for Humanity of East Jefferson County 2 February 2025 │ The Project site is relatively flat with a gradual slope from the west to east across the property. Elevations range from 121 feet to 110 feet. The forested portion of the property slopes moderately (less than 15%) to the southern boundary. There are intermittent low points throughout the property, but there are no existing drainage structures or defined drainage channels throughout the property. As such, the dominant presence of pervious, vegetated land surfaces in combination with the flat terrain, runoff is estimated to be limited and that it collects and infiltrates entirely within the property limits. There are no hydrologic features – included but not limited to streams, wetland areas, or water bodies – within the property limits. 2.2 Existing Drainage System There are no existing drainage facilities within the property limits. As a result of run-off remaining entirely within the property boundary. 2.3 Adjacent Areas Nearby land use includes primary school campus, public library, and single-family residential neighborhoods. 3. CRITICAL AREAS There are no wetlands or critical areas in the immediate vicinity of the project property. Chimacum Creek is approximately 600 feet downslope of the property. A review of Ecology’s list of impaired water bodies indicates that Chimacum Creek is listed as an impaired water body. 4. EROSION PROBLEM AREAS There are no specific areas identified as erosion prone or higher susceptibility. The primary anticipated erosion is sediment laden runoff as uncovered areas of the site encounter rainfall. Precautions and observations of exposed surface will be critical to minimize erosion and prevent/reduce stormwater pollution. Depending on the depth of excavation needed to prepare the structure’s foundation, retaining the excavated footprint should be monitored for stability and any erosion tracking off-site. 5. CONSTRUCTION STORMWATER POLLUTION PREVENTION ELEMENTS 5.1 Objective of the Stormwater Pollution Prevention Plan The purpose of a Construction Stormwater Pollution Prevention Plan (SWPPP) is to describe the potential for erosion, sediment, and pollution problems on a construction project. The SWPPP also explains and illustrates the measures to be taken on the construction site to control these problems. Mason Street Neighborhood Preliminary Construction Stormwater Pollution Prevention Plan (SWPPP) Habitat for Humanity of East Jefferson County February 2025 │ 3 This SWPPP is prepared according to the guidance of the Washington State Department of Ecology (Ecology) 2019 Stormwater Management Manual for Western Washington (SWMMWW). The SWMMWW describes thirteen necessary elements of construction stormwater pollution prevention. These elements have been addressed as follows. 5.2 Summary of Elements The BMPs listed in this report, or their equivalent, are required. Any revisions by the contractor to the BMPs listed in the SWPPP shall be approved by the Engineer. Therefore, if the contractor does not require a BMP or needs to modify a BMP, the contractor shall document the reasons and update the SWPPP to match what is being implemented in the field. A copy of the BMPs can be found in Appendix A. 5.3 Element #1: Preserve Vegetation/Mark Clearing Limits The clearing limits shall be marked prior to any clearing to restrict clearing to the approved limits. Natural vegetation and forested areas outside of the clearing limits shall be preserved. Trees that are to be protected within the clearing limits shall be fenced according to a tree protection plan. A high visibility fence shall be installed to delineate the extents of construction activities in accordance with BMP 103. No clearing or grubbing will begin until the limits have been delineated. The Contractor shall use best judgement selecting of the type of fencing (high orange fencing, chain-link with placards, or high visible silt fence) to be utilized. The following BMPs may be implemented where appropriate: BMP C101 – Preserving Natural Vegetation BMP C103 – High Visibility Fence Installation Schedule: Spring 2026 Inspection and Maintenance Plan: If the fencing or clearing limits are observed to be damaged or visibility is reduced, it shall be repaired and/or replaced immediately and visibility restored. Fence or clearly mark areas around trees that are to be saved at least to the extents of the dripline. Responsible Staff: CESCL 5.4 Element #2: Establish Construction Access A stabilized construction access is required to reduce the amount of sediment transported onto paved roads outside the project site. This stabilized construction entrance shall be constructed with a quarry spall pad in accordance with the requirements of BMP C105. If sediment is tracked off-site, public roads shall be cleaned thoroughly at the end of each day, or more frequently during wet weather. Sediment shall be removed from roads by shoveling or pickup sweeping and shall be transported to a controlled sediment disposal area. Street washing will be Mason Street Neighborhood Preliminary Construction Stormwater Pollution Prevention Plan (SWPPP) Habitat for Humanity of East Jefferson County 4 February 2025 │ allowed only after sediment is removed. Should tracking of sediments off-site continue to occur, wheel washes may be needed in accordance with BMP C106. The following BMPs may be implemented where appropriate: BMP C105 – Stabilized Construction Entrance BMP C106 – Wheel Wash BMP C107 – Construction Road/Parking Area Stabilization Installation Schedule: Spring/Summer 2026 Inspection and Maintenance Plan: If sediment or quarry spalls are observed being tracked onto pavement, then alternative measures to keep the street free of sediment shall be used. This may include replacement/cleaning of existing quarry spalls, street sweeping, an increase in the dimensions of the entrance, or the installation of a wheel wash. If a wheel wash is installed, the wheel wash should start out the day with fresh water, and the wash water should be changed a minimum once per day. The Contractor shall determine the frequency of changing the wash water. Inspect stabilized areas regularly, especially after large storm events. Crushed rock, gravel base, etc. shall be added as required to maintain a stable driving surface and to stabilize areas that have eroded. Responsible Staff: CESCL 5.5 Element #3: Control Flow Rates In order to protect properties and waterways downstream of the Project from erosion and the associated discharge of turbid waters due to increases in the velocity and peak volumetric flow rate of stormwater runoff from the project site, appropriate BMPs will be selected. Stormwater runoff shall be observed during storm events to ensure flow rates are not increased to cause erosion to off- site locations. The site is relatively flat with slopes less than 5%, so channelized runoff potential is limited. Straw wattles (BMP C235) will be placed intermittently throughout the site to dissipate stormwater flows from concentrated flow into dispersed segmental flows. Permanent infiltration facilities – including bioretention (BMP T7.30) swales and planters – may be used throughout the construction process for temporary flow control. Special care must be taken to protect these BMPs from siltation and compaction throughout the construction process. Check dams (BMP C207) shall be installed within swales to slow the rate of runoff through the channel. The following BMPs may be implemented where appropriate: BMP C207 – Check Dams BMP C235 – Straw Wattles BMP T7.30 - Bioretention Mason Street Neighborhood Preliminary Construction Stormwater Pollution Prevention Plan (SWPPP) Habitat for Humanity of East Jefferson County February 2025 │ 5 Installation Schedule: Spring/Summer 2026 Inspection and Maintenance Plan: Inspect wattles regularly, especially after large storm events. Remove sediment build up from permanent infiltration facilities Responsible Staff: CESCL 5.6 Element #4: Install Sediment Controls To minimize the discharge of pollutants off site, erosion and sediment controls will be installed along site perimeter. Stormwater runoff from disturbed areas shall be routed through an appropriate sediment removal BMP per the Contractor’s best judgement prior to runoff discharging off-site. The following BMPs may be implemented where appropriate: BMP C230 – Straw Bale Barrier BMP C233 – Silt Fence BMPC234 – Vegetation Strip BMP C235 – Straw Wattles BMP C240 – Sediment Trap BMP C 251 – Construction Stormwater Filtration Installation Schedule: Spring/Summer 2026 Inspection and Maintenance Plan: Repair any damage immediately. Replace filter fabric that has deteriorated due to ultraviolet breakdown. Responsible Staff: CESCL 5.7 Element #5: Stabilize Soils All exposed and unworked soils shall be stabilized by application of effective BMPs, which protect the soil from the erosive forces of raindrop impact, flowing water, and from wind erosion. Site demolition schedule phasing shall be planned to reduce the amount of soil exposed during construction activity. From October 1 through April 30, no soils shall remain exposed and un-worked for more than 2 days. From May 1 to September 30, no soils shall remain exposed and un-worked for more than 7 days. This condition applies to all soils on-site, whether at final grade or not. Soils to be stabilized at the end of shifts prior to holidays or weekends based on weather forecasts per Contractor’s best judgement. Mason Street Neighborhood Preliminary Construction Stormwater Pollution Prevention Plan (SWPPP) Habitat for Humanity of East Jefferson County 6 February 2025 │ In areas where the soils will remain un-worked for more than 30 days or have reached final grade, plastic covering shall be used in accordance with BMP C123. If the soil stockpile slope is 2H:1V or greater with at least 10 feet of vertical relief, nets, or blankets shall be used according to BMP C122. Dust control shall be used as needed to prevent wind transport of dust from disturbed soil surfaces and in accordance with BMP C140. Contractor to utilize available non-potable water from on-site sources or provide water tanker in order to spray down disturbed soils to minimize dust produced from construction activities. The following BMPs may be implemented where appropriate: BMP C120 – Temporary and Permanent Seeding BMP C121 – Mulching BMP C122 – Nets and Blankets BMP C123 – Plastic Covering BMP C124 –Sodding BMP C125 – Topsoiling / Composting BMP C140 – Dust Control Installation Schedule: Summer/Fall 2026 Inspection and Maintenance Plan: Reseed any seeded areas that fail to establish at least 80 percent cover. If reseeding is ineffective, use an alternative method such as sodding, mulching, or nets/blankets to stabilize soils. Respray areas as needed to keep dust to a minimum. Responsible Staff: CESCL 5.8 Element #6: Protect Slopes There are no cut slopes over 4 feet high or slopes steeper than 2:1 (H:V), and no fill slopes over 4 feet high or slopes steeper than 3:1 (H:V) proposed during the mass grading of the project. As such, there are no identified slopes within the project area that are anticipated to be prone to erosion or slope stability. However, if slope stability concerns are identified, the contractor shall contact the Engineer or employ soil stability BMPs listed above as appropriate. 5.9 Element #7: Protect Drain Inlets The are no existing stormwater inlets within the project site and surrounding County right-of-way. There are existing drainage ditches surrounding the property. Additionally, there are no proposed drain inlets associated with the project. Mason Street Neighborhood Preliminary Construction Stormwater Pollution Prevention Plan (SWPPP) Habitat for Humanity of East Jefferson County February 2025 │ 7 Contractor to prevent sediment and street wash water to enter County drainage ditches without prior and adequate treatment. Installation Schedule: Spring/Summer 2026 Inspection and Maintenance Plan: Inlets to be inspected weekly at a minimum and daily during storm events. Inlet protection devices shall be cleaned, removed, and replaced when sediment has filled one-third of the available storage (unless a different standard is specified by the product manufacturer). Do not wash sediment into storm drains while cleaning. Responsible Staff: CESCL 5.10 Element #8: Stabilize Channels and Outlets All temporary and permanent conveyance channels shall be designed, constructed, and stabilized to limit erosion. The Contractor shall provide stabilization, including armoring material, adequate to prevent erosion of outlets, slopes, and downstream reaches at the outlets of all conveyance systems. Permanent infiltration BMPs may be used provided adequate protections are provided to ensure long-term performance of them. Temporary nets and blankets may be used throughout the construction process to protect slope stability and infiltration capacity of bioretention swales. Temporary vegetation or other channel lining may be considered. Check dams (BMP C207) shall be installed within swales to slow the rate of runoff through the channel. The following BMPs may be implemented where appropriate: BMP C122 – Nets and Blankets BMP C207 – Check Dams BMP C235 – Straw Wattles BMP T7.30 - Bioretention Installation Schedule: Spring/Summer 2026 Inspection and Maintenance Plan: Inspect wattles regularly, especially after large storm events. Remove sediment build up from permanent infiltration facilities Responsible Staff: CESCL Mason Street Neighborhood Preliminary Construction Stormwater Pollution Prevention Plan (SWPPP) Habitat for Humanity of East Jefferson County 8 February 2025 │ 5.11 Element #9: Control Pollutants Cement/concrete and associated curing waters from concrete production are the primary pollutants anticipated. All pollutants, including waste materials and demolition debris, that occur on-site during construction shall be handled and disposed of in a manner that does not cause contamination of stormwater. Maintenance and repair of heavy equipment and vehicles involving oil changes, hydraulic system drain down, solvent, and de-greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff must be conducted using spill prevention measures, such as drip pans. Emergency repairs may be performed on-site using temporary plastic placed beneath, and if it is raining, over the vehicle. If a wheel wash is utilized, wastewater shall be treated by an on-site treatment system that prevents discharge to surface waters, sanitary sewers, or wetland areas. It may be combined with wastewater from concrete washout areas if properly disposed of at an off-site location or treatment facility. Source control BMPs that will apply to this project include: A Spill Prevention Control and Countermeasures Plan (prepared by Contractor) BMP C151 – Concrete Handling BMP C153 – Material Delivery, Storage, and Containment BMP C251 – Construction Stormwater Filtration BMP C154 – Concrete Washout Area Street Sweeping (as needed during construction by Contractor) Installation Schedule: Summer/Fall 2026 Inspection and Maintenance Plan: Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Source control BMPs shall be utilized to prevent the likelihood of pollutants being introduced on-site. Responsible Staff: CESCL 5.12 Element #10: Control Dewatering Groundwater is not anticipated based on geotechnical engineering investigations and mass grading concepts. However, if dewatering is required, dewatering water is to be treated similarly to on-site stormwater runoff. It must be conveyed through appropriate BMPs prior to off-site discharge. On-site infiltration is the preferred option to manage dewatering waters. The following BMPs may be implemented where appropriate: Mason Street Neighborhood Preliminary Construction Stormwater Pollution Prevention Plan (SWPPP) Habitat for Humanity of East Jefferson County February 2025 │ 9 BMP T7.30 - Bioretention Installation Schedule: Fall/Winter 2026 Inspection and Maintenance Plan: Transport off site in a vehicle, such as a vacuum flush truck, for legal disposal. Observe the turbidity of the dewatering water to determine the appropriate BMP and discharge location. Responsible Staff: CESCL 5.13 Element #11: Maintain BMPs All temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to ensure continued performance of their intended function. All maintenance and repair shall be in accordance with BMPs. Sediment control BMPs shall be inspected weekly or after a runoff-producing storm event during the dry season and daily during the wet season. All temporary erosion and sediment control 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 removed or stabilized on-site. Disturbed soil areas resulting from removal of BMPs or vegetation shall be permanently stabilized. The following BMPs may be implemented where appropriate: BMP C150 – Materials on Hand BMP C160 – Certified Erosion and Sediment Control Lead Installation Schedule: Summer/Fall 2026 Inspection and Maintenance Plan: Inspect BMPs at regular intervals, especially following large storm events. Responsible Staff: CESCL 5.14 Element #12: Manage the Project 5.14.1 Phasing of Construction The project shall be phased where feasible in order to prevent, to the maximum extent practicable, the transport of sediment from the site during construction. The Contractor will install the aforementioned erosion and sediment control BMPs prior to any construction activities. BMPs will be installed and in place during and throughout the transition between phases as applicable. At the Mason Street Neighborhood Preliminary Construction Stormwater Pollution Prevention Plan (SWPPP) Habitat for Humanity of East Jefferson County 10 February 2025 │ completion of the demolition and site restoration, workers will do a final policing of the area, picking up any remaining debris, then remove the SWPPP control measures and security fencing. 5.14.2 Seasonal Work Limitations From October 1 through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if silt-laden runoff will be prevented from leaving the construction site. The following activities are exempt from the seasonal clearing and grading limitations: Routine maintenance and necessary repair of erosion and sediment control BMPs; Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to the soil; and Activities where there is 100 percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. 5.14.3 Inspection and Monitoring All BMPs shall be inspected, maintained, and repaired as needed to ensure continued performance of their intended function. Sampling and analysis of the stormwater discharges from the construction site may be necessary to ensure compliance with standards. Whenever inspection and/or monitoring reveals that the BMPs identified in the construction SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, the construction SWPPP shall be modified, as appropriate, in a timely manner. Site inspections shall be conducted by the identified CESCL. The CESCL must be on-site or on-call at all times during the duration of construction activities. The CESCL must examine stormwater visually for the presence of suspended sediment, turbidity, discoloration, and oil sheen, and it is upon the CESCL’s evaluation of the effectiveness of BMPs to determine if it is necessary to install, maintain, or repair BMPs to improve quality of stormwater discharges. The CESCL 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. The CESCL may reduce this inspection frequency for temporary stabilized or inactive sites to once every calendar month through the duration of construction activities. 5.14.4 Maintenance of the SWPPP The construction SWPPP shall be retained on-site or within reasonable access to the site. The construction SWPPP shall be modified by the Contractor and/or Engineer whenever there is a significant change in the design, construction, operation, or maintenance of any BMP. Mason Street Neighborhood Preliminary Construction Stormwater Pollution Prevention Plan (SWPPP) Habitat for Humanity of East Jefferson County February 2025 │ 11 5.15 Element #13: Protect Low-Impact Development (LID) BMPs The Contractor shall protect all LID BMPs (including but not limited to BMP T7.30: Bioretention) from sedimentation through installation and maintenance of erosion and sediment control BMPs on portions of the site that drain into the LID BMPs. Restore the BMPs to their fully functioning condition if they accumulate sediment during construction. Restoring the BMP must include removal of sediment and any sediment-laden Bioretention soils and replacing the removed soils with soils meeting the design specification. Maintain the infiltration capabilities of LID BMPs by protecting against compaction by construction equipment and foot traffic. Protect completed lawn and landscaped areas from compaction due to construction equipment. Keep all heavy equipment off existing soils under LID BMPs that have been excavated to final grade to retain the infiltration rate of the soils. The following BMPs may be implemented where appropriate: BMP C102 – Buffer Zones BMP C207 – Check Dams BMP C233 – Silt Fence BMP C234 – Vegetated Strip Installation Schedule: Summer/Fall 2026 Inspection and Maintenance Plan: Inspect BMPs at regular intervals, especially following large storm events. Responsible Staff: CESCL 6. ESTIMATED CONSTRUCTION SCHEDULE Table 1 Preliminary Phase 1 Construction Schedule Construction Activity Date of Completion Project Start Spring 2026 Install Erosion and Sediment Control BMPs Spring 2026 Notify Utility Providers for Shut Off Spring/Summer 2026 Mass Grading Spring 2026 Trenching & Utility Installation Spring/Summer 2026 Foundation Summer 2026 Structural Summer/Fall 2026 Exterior Winter/Spring 2026-27 Interior (Finishing) Spring/Summer 2027 Interior (Utilities & HVAC) Spring/Summer 2027 Occupancy Fall 2027 Mason Street Neighborhood Preliminary Construction Stormwater Pollution Prevention Plan (SWPPP) Habitat for Humanity of East Jefferson County 12 February 2025 │ 7. REPORTING AND RECORD KEEPING 7.1 Record Keeping 7.1.1 Site Logbook A site logbook 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 7.1.2 Records Retention Records will be retained during the life of the project and for a minimum of 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 Logbook 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 accordance with Special Condition S5.G.2.b of the CSWGP. 7.1.3 Updating the SWPPP The SWPPP will be modified if: Found ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. 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 7 days if inspections or investigations determine additional or modified BMPs are necessary for compliance. An updated timeline for BMP implementation will be prepared. Mason Street Neighborhood Preliminary Construction Stormwater Pollution Prevention Plan (SWPPP) Habitat for Humanity of East Jefferson County February 2025 │ 13 7.2 Reporting 7.2.1 Discharge Monitoring Reports 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. 7.2.2 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. 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. 8. SITE PLAN Refer to the Civil Plans and the Contractor’s TESC plans submitted for this project for site location, project boundary, stormwater discharge, and erosion control plan. Mason Street Neighborhood Preliminary Construction Stormwater Pollution Prevention Plan (SWPPP) Habitat for Humanity of East Jefferson County 14 February 2025 │ Appendix A Erosion & Sediment Control BMPs x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x BMP C120E: Temporary and Permanent Seeding Purpose Seeding reduces erosion by stabilizing exposed soils. A well-established vegetative cover is one of the most effective methods of reducing erosion. Conditions of Use Use seeding throughout the project on disturbed areas that have reached final grade or that will remain unworked for > 30 days. See Element #5: Stabilize Soils for specific timelines for stabilizing exposed soils. The optimum permanent seeding window for eastern Washington is October 1 through November 15. The acceptable permanent seeding window for eastern Washington is September 1 through April 30. Seeding permanent species is not recommended for eastern Washington from May 1 through August 31, unless irrigation is conducted. Review all disturbed areas in late August to early September and complete all seeing by the end of April. Otherwise, vegetation will not establish itself well enough to provide more than average protection. Mulch is required at all times for seeding because it protects seeds from heat, moisture loss, and transport due to runoff. Mulch can be applied on top of the seed or simultaneously by hydroseeding. See BMP C121E: Mulching for specifications. Seed and mulch all disturbed areas not otherwise vegetated at final site stabilization. Final stabilization means the completion of all soil disturbing activities at the site and the establishment of a permanent vegetative cover, or equivalent permanent stabilization measures (such as pavement, riprap, gabions or geotextiles) which will prevent erosion. See BMP F6.61: Amending Construction Site Soils. Design and Installation Specifications General Install channels intended for vegetation before starting major earthwork and hydroseed with a bonded fiber matrix (BFM). For vegetated channels that will have high flows, install erosion control blankets over hydroseed. Before allowing water to flow in vegetated channels, establish a 50% vegetation cover of all seeded areas after 3 months of active growth following germination during the growing season. If vegetated channels cannot be established by seed before water flow, install sod or prevegetated mats in the channel bottom over hydromulch and blankets. Confirm the installation of all required stormwater control measures to prevent seed from washing away. Hydroseed applications shall include a minimum of 1,500 pounds per acre (lb/acre) of mulch with 3% tackifier. Mulch is always required for seeding. Apply mulch on top of the seed or simultaneously by hydroseeding. See BMP C121E: Mulching for specifications. Areas that will have seeding only and not landscaping may need compost or meal-based mulch included in the hydroseed in order to establish vegetation. Reinstall native topsoil on the disturbed soil surface before application. See BMP F6.61: Amending Construction Site Soils in Chapter 6 - Flow Control BMP Design. When installing seed via hydroseeding operations, only about one-third of the seed actually ends up in contact with the soil surface. This reduces the ability to establish a good stand of grass quickly. One way to overcome this is to increase seed quantities by up to 50%. Vegetation establishment can be enhanced by one of the following two approaches: Approach 1: Enhance vegetation establishment by dividing the hydromulch operation into two phases: Phase 1 – Install all seed and fertilizer with 25% to 30% mulch and tackifier onto the soil in the first lift. Phase 2 – Install the remaining mulch and tackifier over the first lift. Approach 2: Vegetation can also be enhanced by: Installing the mulch, seed, fertilizer, and tackifier in one lift; Spreading or blowing straw over the top of the hydromulch at a rate of about 800 to 1,000 lb/acre; or Holding straw in place with a standard tackifier. Both of these approaches (Approach 1 and Approach 2) will increase cost moderately but will greatly improve and enhance vegetative establishment. The increased cost may be offset by the reduced need for: Irrigation, Reapplication of mulch, and Repair of failed slope surfaces. Either of these approaches can use standard hydromulch (1,500 lb/acre minimum) and BFM/mechanically bonded fiber matrix (MBFM) (3,000 lb/acre minimum). Seed may be installed by hand if it is: Temporary and covered by straw, mulch, or topsoil; or Permanent in small areas (usually < 1 acre) and covered with mulch, topsoil, or erosion blankets. The seed mixes listed in Table 7.3: Temporary Seeding through Table 7.12: Permanent Seed Mixes: Stabilization of Ski Slopes and Subalpine Areas include recommended mixes for both temporary and permanent seeding. Alternative seed mixes approved by the local jurisdiction may be used. Because it is difficult to generalize soil and climate conditions in eastern Washington, the project proponent is directed to check with the local suppliers or the local conservation district for appropriate seed mixes and application rates for their site based on a variety of factors, including location, exposure, soil type, slope, and expected foot traffic. In addition to meeting erosion control functions and not hindering maintenance operations, selection of long- lived, successional growth native vegetation that can compete against or exclude weeds and grow with minimal maintenance after plant establishment is preferred. Provide diversity to the greatest extent possible and plan for a succession of flowering times to improve pollinator habitat. Table 7.3: Temporary Seeding shows seeding rates for four different seed mixes (A, B, C, and D) for the temporary stabilization of disturbed areas until permanent vegetation or other long-term erosion control measures can be established. These annual plants will generally not survive more than one growing season. Table 7.3: Temporary Seeding Common Name Seeding Rate for Four Seed Mixes (lb/acre) A B C D Winter or spring wheat (I)80 Spring barley (I) 80 Regreen (I)a or triticale (I) 50 Annual ryegrass (I) 15 aSterile wheat x wheatgrass hybrid I = introduced, nonnative plant species Table 7.4: Permanent Seed Mixes: Upland Areas with Less than 12 Inches Precipitation shows three different erosion control seed mixes (A, B, and C) for upland areas that receive less than 12 inches effective precipitation. For each, drilled seeding rates are given (in lb/acre); double seed rates if broadcast or hydroseeded. Consideration should be given to the traffic hazard for wildlife when selecting food species for roadside stabilization. Table 7.4: Permanent Seed Mixes: Upland Areas with Less than 12 Inches Precipitation Common Name Seeding Rate for Three Seed Mixes (lb/acre)a A B C Common Name Seeding Rate for Three Seed Mixes (lb/acre)a A B C Crested or Siberian wheatgrass* (droughty, coarse soils) (I)7 Bluebunch wheatgrass (N) 7 Indian ricegrass (sandy soil)(N)2 Thickspike wheatgrass (N) 8 Sheep fescue (I) 1 1 Big bluegrass (N) or needle and thread grass (N)1 1 TOTAL 10 9 9 Seeds/sq ft/mixture 63 56 64 aExpressed as pure live seed I = introduced, nonnative plant species N = native plant species sf = square feet Table 7.5: Permanent Seed Mixes: Upland Areas That Receive 12 to 15 Inches Precipitation shows three different erosion control seed mixes (A, B, and C) for upland areas that receive 12 to 15 inches effective precipitation. For each, drilled seeding rates are given (in lb/acre); double seed rates if broadcast or hydroseeded. Consideration should be given to the traffic hazard for wildlife when selecting food species for roadside stabilization. Table 7.5: Permanent Seed Mixes: Upland Areas That Receive 12 to 15 Inches Precipitation Common Name Seeding Rate for Three Seed Mixes (lb/acre)a A B C Common Name Seeding Rate for Three Seed Mixes (lb/acre)a A B Pubescent wheatgrass (I) or red fescue (I) 8 Hard fescue (I) 5 Sheep fescue (I)2 2 White clover (I) or bentgrasses (I) 2 Lupine (N)2 TOTAL 14 17 aExpressed as pure live seed I = introduced, nonnative plant species N = native plant species Roughening and Rototilling The seedbed should be firm and rough. Roughen all soil no matter what the slope. Track walk slopes before seeding if engineering purposes require compaction. Back-blading or smoothing of slopes > 4H:1V is not allowed if they are to be seeded. Restoration-based landscape practices require deeper incorporation than that provided by a simple single-pass rototilling treatment. Wherever practical, initially rip the subgrade to improve long-term permeability, infiltration, and water inflow qualities. At a minimum, permanent areas shall receive soil amendments to achieve organic matter and permeability performance defined in amended soil/landscape systems. For systems that are deeper than 8 inches, complete the rototilling process in multiple lifts, or prepare the soil amendments to achieve the specified depth. Fertilizers Conducting soil tests to determine the exact type and quantity of fertilizer needed is recommended. This will prevent the overapplication of fertilizer. Organic matter is the most appropriate form of fertilizer because it provides nutrients (including nitrogen, phosphorus, and potassium) in the least water-soluble form. A natural system typically releases 20% to 10% of its nutrients annually. Chemical fertilizers have been formulated to simulate what organic matter does naturally. Always use slow-release fertilizers because they are more efficient and have fewer environmental impacts. Do not add fertilizer to the hydromulch machine, or agitate, more than 20 minutes before use. Too much agitation destroys the slow release coating. There are numerous products available to take the place of chemical fertilizers, including several with seaweed extracts that are beneficial to soil microbes and organisms. If 100% cottonseed meal is used as the mulch in hydroseed, chemical fertilizer may not be necessary. Cottonseed meal provides a good source of long-term, slow- release, available nitrogen. Bonded Fiber Matrix and Mechanically Bonded Fiber Matrix On steep slopes, use BFM or MBFM products. Apply BFM/MBFM products at a minimum rate of 3,000 lb per acre of mulch with approximately 10% tackifier. Achieve a minimum of 95% soil coverage during application. Numerous products are available commercially. Install products per manufacturer’s instructions. Most products require 24 to 36 hours to cure before a rainfall and cannot be installed on wet or saturated soils. Generally, products come in 40- to 50-pound bags and include all necessary ingredients except for seed and fertilizer. BFMs and MBFMs provide good alternatives to blankets in most areas requiring vegetation establishment. Advantages over blankets include the following: BFM and MBFMs do not require surface preparation. Helicopters can assist in installing BFM and MBFMs in remote areas. On slopes steeper than 2.5H:1V, blanket installers may require ropes and harnesses for safety. Installing BFM and MBFMs can save at least $1,000 per acre compared to blankets. In most cases, the shear strength of blankets is not a factor when used on slopes, only when used in channels. Areas to be permanently landscaped shall provide a healthy topsoil or amend the existing soil to reduce the need for fertilizers, improve overall topsoil quality, provide for better plant health and vitality, improve hydrologic characteristics, and reduce the need for irrigation. Areas that already have good topsoil, such as undisturbed areas, do not require soil amendments. Maintenance Standards Reseed any seeded areas that fail to establish ≥ 50% cover (100% cover for areas that receive sheet or concentrated flows) of all seeded areas after 3 months of active growth following germination during the growing season. If reseeding is ineffective, use an alternative method, such as sodding, mulching, or nets/blankets. If winter weather prevents adequate grass growth, this time limit may be relaxed at the discretion of the local authority when sensitive areas would otherwise be protected. Reseed and protect by mulch any areas that experience erosion after achieving adequate cover. If the erosion problem is drainage related, the problem shall be fixed and the eroded area reseeded and protected by mulch. Seeded areas shall be supplied with adequate moisture, but not watered to the extent that causes runoff. Approved as Equivalent The Washington State Department of Ecology (Ecology) has approved products as able to meet the requirements of BMP C120E: Temporary and Permanent Seeding. The products did not pass through the Technology Assessment Protocol–Ecology (TAPE) process. Local jurisdictions may choose not to accept this product approved as equivalent or may require additional testing prior to consideration for local use. The products are available for review on Ecology’s Emerging Stormwater Treatment Technologies (TAPE) web page at the following address: https://ecology.wa.gov/Regulations-Permits/Guidance-technical-assistance/Stormwater-permittee-guidance- resources/Emerging-stormwater-treatment-technologies Washington State Department of Ecology 2019 Stormwater Management Manual for Eastern Washington (2019 SWMMEW) Publication No. 18-10-044 x x x x x x x x x x x x x x You are here: 2019 SWMMWW > Volume II - Construction Stormwater Pollution Prevention > II-3 Construction Stormwater BMPs > BMP C154: Concrete Washout Area BMP C154: Concrete Washout Area Purpose Prevent or reduce the discharge of pollutants from concrete waste to stormwater by conducting washout off-site, or performing on-site washout in a designated area. Conditions of Use Concrete washout areas are implemented on construction projects where: Concrete is used as a construction material It is not possible to dispose of all concrete wastewater and washout off-site (ready mix plant, etc.). Concrete truck drums are washed on-site. Note that auxiliary concrete truck components (e.g. chutes and hoses) and small concrete handling equipment (e.g. hand tools, screeds, shovels, rakes, floats, trowels, and wheelbarrows) may be washed into formed areas awaiting concrete pour. At no time shall concrete be washed off into the footprint of an area where an infiltration feature will be installed. Design and Installation Specifications Implementation Perform washout of concrete truck drums at an approved off-site location or in designated concrete washout areas only. Do not wash out concrete onto non-formed areas, or into storm drains, open ditches, streets, or streams. Wash equipment difficult to move, such as concrete paving machines, in areas that do not directly drain to natural or constructed stormwater conveyance or potential infiltration areas. Do not allow excess concrete to be dumped on-site, except in designated concrete washout areas as allowed above. Concrete washout areas may be prefabricated concrete washout containers, or self-installed structures (above-grade or below-grade). Prefabricated containers are most resistant to damage and protect against spills and leaks. Companies may offer delivery service and provide regular maintenance and disposal of solid and liquid waste. If self-installed concrete washout areas are used, below-grade structures are preferred over above-grade structures because they are less prone to spills and leaks. Self-installed above-grade structures should only be used if excavation is not practical. Concrete washout areas shall be constructed and maintained in sufficient quantity and size to contain all liquid and concrete waste generated by washout operations. Education Discuss the concrete management techniques described in this BMP with the ready-mix concrete supplier before any deliveries are made. Educate employees and subcontractors on the concrete waste management techniques described in this BMP. Arrange for the contractor’s superintendent or Certified Erosion and Sediment Control Lead (CESCL) to oversee and enforce concrete waste management procedures. A sign should be installed adjacent to each concrete washout area to inform concrete equipment operators to utilize the proper facilities. Contracts Incorporate requirements for concrete waste management into concrete supplier and subcontractor agreements. Location and Placement Locate concrete washout areas at least 50 feet from sensitive areas such as storm drains, open ditches, water bodies, or wetlands. Allow convenient access to the concrete washout area for concrete trucks, preferably near the area where the concrete is being poured. If trucks need to leave a paved area to access the concrete washout area, prevent track-out with a pad of rock or quarry spalls (see BMP C105: Stabilized Construction Access). These areas should be far enough away from other construction traffic to reduce the likelihood of accidental damage and spills. The number of concrete washout areas you install should depend on the expected demand for storage capacity. On large sites with extensive concrete work, concrete washout areas should be placed in multiple locations for ease of use by concrete truck drivers. Concrete Truck Washout Procedures Washout of concrete truck drums shall be performed in designated concrete washout areas only. Concrete washout from concrete pumper bins can be washed into concrete pumper trucks and discharged into designated concrete washout areas or properly disposed of off-site. Concrete Washout Area Installation Concrete washout areas should be constructed as shown in the figures below, with a recommended minimum length and minimum width of 10 ft, but with sufficient quantity and volume to contain all liquid and concrete waste generated by washout operations. Plastic lining material should be a minimum of 10 mil polyethylene sheeting and should be free of holes, tears, or other defects that compromise the impermeability of the material. Lath and flagging should be commercial type. Liner seams shall be installed in accordance with manufacturers’ recommendations. Soil base shall be prepared free of rocks or other debris that may cause tears or holes in the plastic lining material. Maintenance Standards Inspection and Maintenance Inspect and verify that concrete washout areas are in place prior to the commencement of concrete work. Once concrete wastes are washed into the designated washout area and allowed to harden, the concrete should be broken up, removed, and disposed of per applicable solid waste regulations. Dispose of hardened concrete on a regular basis. During periods of concrete work, inspect the concrete washout areas daily to verify continued performance. Check overall condition and performance. Check remaining capacity (% full). If using self-installed concrete washout areas, verify plastic liners are intact and sidewalls are not damaged. If using prefabricated containers, check for leaks. Maintain the concrete washout areas to provide adequate holding capacity with a minimum freeboard of 12 inches. Concrete washout areas must be cleaned, or new concrete washout areas must be constructed and ready for use once the concrete washout area is 75% full. If the concrete washout area is nearing capacity, vacuum and dispose of the waste material in an approved manner. Do not discharge liquid or slurry to waterways, storm drains or directly onto ground. Do not discharge to the sanitary sewer without local approval. Place a secure, non-collapsing, non-water collecting cover over the concrete washout area prior to predicted wet weather to prevent accumulation and overflow of precipitation. Remove and dispose of hardened concrete and return the structure to a functional condition. Concrete may be reused on-site or hauled away for disposal or recycling. When you remove materials from a self-installed concrete washout area, build a new structure; or, if the previous structure is still intact, inspect for signs of weakening or damage, and make any necessary repairs. Re-line the structure with new plastic after each cleaning. Removal of Concrete Washout Areas When concrete washout areas are no longer required for the work, the hardened concrete, slurries and liquids shall be removed and properly disposed of. Materials used to construct concrete washout areas shall be removed from the site of the work and disposed of or recycled. Holes, depressions or other ground disturbance caused by the removal of the concrete washout areas shall be backfilled, repaired, and stabilized to prevent erosion. Figure II-3.7: Concrete Washout Area with Wood Planks pdf download Figure II-3.8: Concrete Washout Area with Straw Bales pdf download Figure II-3.9: Prefabricated Concrete Washout Container w/Ramp pdf download Washington State Department of Ecology 2019 Stormwater Management Manual for Western Washington (2019 SWMMWW) Publication No.19-10-021 D EPARTMENT OF ECOLOGY State of Washington Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, limitation of liability, and disclaimer. Concrete Washout Area with Straw Bales Revised June 2016 NOT TO SCALE Type "Above Grade" with Straw Bales Plan Section B-B Concrete Washout Sign Detail (or equivalent) Staple Detail Wood or metal stakes (2 per bale) Staples (2 per bale) Straw bale 10 mil plastic lining Native material (optional) Binding wire CONCRETE WASHOUT 915 mm 915 mm Plywood 1200 mm x 610 mm painted white Black letters 150 mm height Lag screws (12.5 mm) Wood post (89 mm x 89 mm x 2.4 m) 50 mm 200 mm 3.05 mm dia. steel wire 3m Minimum Varies 10 mil plastic lining Stake (typ) Straw bale (typ.) BB Notes: 1. Actual layout determined in the field. 2. The concrete washout sign shall be installed within 10 m of the temporary concrete washout facility. You are here: 2019 SWMMWW > Volume II - Construction Stormwater Pollution Prevention > II-3 Construction Stormwater BMPs > BMP C160: Certified Erosion and Sediment Control Lead BMP C160: Certified Erosion and Sediment Control Lead Purpose The project proponent designates at least one person as the responsible representative in charge of erosion and sediment control (ESC), and water quality protection. The designated person shall be responsible for ensuring compliance with all local, state, and federal erosion and sediment control and water quality requirements. Construction sites one acre or larger that discharge to waters of the State must designate a Certified Erosion and Sediment Control Lead (CESCL) as the responsible representative. Conditions of Use A CESCL shall be made available on projects one acre or larger that discharge stormwater to surface waters of the state. Sites less than one acre may have a person without CESCL certification conduct inspections. The CESCL shall: Have a current certificate proving attendance in an erosion and sediment control training course that meets the minimum ESC training and certification requirements established by Ecology. Ecology has provided the minimum requirements for CESCL course training, as well as a list of ESC training and certification providers at: https://ecology.wa.gov/Regulations-Permits/Permits-certifications/Certified-erosion-sediment-control OR Be a Certified Professional in Erosion and Sediment Control (CPESC). For additional information go to: http://www.envirocertintl.org/cpesc/ Specifications CESCL certification shall remain valid for three years. The CESCL shall have authority to act on behalf of the contractor or project proponent and shall be available, or on-call, 24 hours per day throughout the period of construction. The Construction SWPPP shall include the name, telephone number, fax number, and address of the designated CESCL. See II-2 Construction Stormwater Pollution Prevention Plans (Construction SWPPPs). A CESCL may provide inspection and compliance services for multiple construction projects in the same geographic region, but must be on site whenever earthwork activities are occurring that could generate release of turbid water. Duties and responsibilities of the CESCL shall include, but are not limited to the following: Maintaining a permit file on site at all times which includes the Construction SWPPP and any associated permits and plans. Directing BMP installation, inspection, maintenance, modification, and removal. Updating all project drawings and the Construction SWPPP with changes made. Completing any sampling requirements including reporting results using electronic Discharge Monitoring Reports (WebDMR). Facilitate, participate in, and take corrective actions resulting from inspections performed by outside agencies or the owner. Keeping daily logs, and inspection reports. Inspection reports should include: Inspection date/time. Weather information; general conditions during inspection and approximate amount of precipitation since the last inspection. Visual monitoring results, including a description of discharged stormwater. The presence of suspended sediment, turbid water, discoloration, and oil sheen shall be noted, as applicable. Any water quality monitoring performed during inspection. General comments and notes, including a brief description of any BMP repairs, maintenance or installations made as a result of the inspection. A summary or list of all BMPs implemented, including observations of all erosion/sediment control structures or practices. The following shall be noted: 1. Locations of BMPs inspected. 2. Locations of BMPs that need maintenance. 3. Locations of BMPs that failed to operate as designed or intended. 4. Locations of where additional or different BMPs are required. Washington State Department of Ecology 2019 Stormwater Management Manual for Western Washington (2019 SWMMWW) Publication No.19-10-021 You are here: 2019 SWMMWW > Volume II - Construction Stormwater Pollution Prevention > II-3 Construction Stormwater BMPs > BMP C202: Riprap Channel Lining BMP C202: Riprap Channel Lining Purpose To protect channels by providing a channel liner using riprap. Conditions of Use Use this BMP when natural soils or vegetated stabilized soils in a channel are not adequate to prevent channel erosion. Use this BMP when a permanent ditch or pipe system is to be installed and a temporary measure is needed. An alternative to riprap channel lining is BMP C122: Nets and Blankets. The Federal Highway Administration recommends not using geotextile liners whenever the slope exceeds 10 percent or the shear stress exceeds 8 lbs/ft2. Design and Installation Specifications Since riprap is typically used where erosion potential is high, construction must be sequenced so that the riprap is put in place with the minimum possible delay. Disturb areas awaiting riprap only when final preparation and placement of the riprap can follow immediately behind the initial disturbance. Where riprap is used for outlet protection, the riprap should be placed before or in conjunction with the construction of the pipe or channel so that it is in place when the pipe or channel begins to operate. The designer, after determining the riprap size that will be stable under the flow conditions, shall consider that size to be a minimum size and then, based on riprap gradations actually available in the area, select the size or sizes that equal or exceed the minimum size. The possibility of drainage structure damage by others shall be considered in selecting a riprap size, especially if there is nearby water or a gully in which to toss the stones. Stone for riprap shall consist of field stone or quarry stone of approximately rectangular shape. The stone shall be hard and angular and of such quality that it will not disintegrate on exposure to water or weathering and it shall be suitable in all respects for the purpose intended. See Section 9-13 of WSDOT's Standard Specifications for Road, Bridge, and Municipal Construction (WSDOT, 2016). A lining of engineering filter fabric (geotextile) shall be placed between the riprap and the underlying soil surface to prevent soil movement into or through the riprap. The geotextile should be keyed in at the top of the bank. Filter fabric shall not be used on slopes greater than 1.5H:1V as slippage may occur. It should be used in conjunction with a layer of coarse aggregate (granular filter blanket) when the riprap to be placed is 12 inches and larger. Maintenance Standards Replace riprap as needed. Washington State Department of Ecology 2019 Stormwater Management Manual for Western Washington (2019 SWMMWW) Publication No.19-10-021 You are here: 2019 SWMMWW > Volume II - Construction Stormwater Pollution Prevention > II-3 Construction Stormwater BMPs > BMP C209: Outlet Protection BMP C209: Outlet Protection Purpose Outlet protection prevents scour at conveyance outlets and minimizes the potential for downstream erosion by reducing the velocity of concentrated stormwater flows. Conditions of Use Use outlet protection at the outlets of all ponds, pipes, ditches, or other conveyances that discharge to a natural or manmade drainage feature such as a stream, wetland, lake, or ditch. Design and Installation Specifications The receiving channel at the outlet of a pipe shall be protected from erosion by lining a minimum of 6 feet downstream and extending up the channel sides a minimum of 1–foot above the maximum tailwater elevation, or 1-foot above the crown, whichever is higher. For pipes larger than 18 inches in diameter, the outlet protection lining of the channel shall be four times the diameter of the outlet pipe. Standard wingwalls, tapered outlets, and paved channels should also be considered when appropriate for permanent culvert outlet protection (WSDOT, 2015). BMP C122: Nets and Blankets or BMP C202: Riprap Channel Lining provide suitable options for lining materials. With low flows, BMP C201: Grass-Lined Channels can be an effective alternative for lining material. The following guidelines shall be used for outlet protection with riprap: If the discharge velocity at the outlet is less than 5 fps, use 2-inch to 8-inch riprap. Minimum thickness is 1-foot. For 5 to 10 fps discharge velocity at the outlet, use 24-inch to 48-inch riprap. Minimum thickness is 2 feet. For outlets at the base of steep slope pipes (pipe slope greater than 10 percent), use an engineered energy dissipator. Filter fabric or erosion control blankets should always be used under riprap to prevent scour and channel erosion. See BMP C122: Nets and Blankets. Bank stabilization, bioengineering, and habitat features may be required for disturbed areas. This work may require a Hydraulic Project Approval (HPA) from the Washington State Department of Fish and Wildlife. See I-2.11 Hydraulic Project Approvals. Maintenance Standards Inspect and repair as needed. Add rock as needed to maintain the intended function. Clean energy dissipator if sediment builds up. Washington State Department of Ecology 2019 Stormwater Management Manual for Western Washington (2019 SWMMWW) Publication No.19-10-021 Drop Inlet Protection Excavated drop inlet protection Yes, temporary flooding will occur Earthen Applicable for heavy flows. Easy to maintain. Large area Requirement: 30’ X 30’/acre Block and gravel drop inlet protection Yes Paved or Earthen Applicable for heavy concentrated flows. Will not pond. Gravel and wire drop inlet protection No Applicable for heavy concentrated flows. Will pond. Can withstand traffic. Catch basin filters Yes Paved or Earthen Frequent maintenance required. Curb Inlet Protection Curb inlet protection with a wooden weir Small capacity overflow Paved Used for sturdy, more compact installation. Block and gravel curb inlet protection Yes Paved Sturdy, but limited filtration. Culvert Inlet Protection Culvert inlet sediment trap 18 month expected life. x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x DRAWN BY: LISA CYFORDNOTES 1. 2. 3. 4. OVERFLOW BYPASS 5" MAX. GRATE FRAME FILTERED WATER SEDIMENT AND DEBRIS APPROVED FOR PUBLICATION DATESTATE DESIGN ENGINEER Washington State Department of Transportation SHEET 1 OF 1 SHEET STORM DRAIN INLET PROTECTION STANDARD PLAN I-40.20-00 DRAINAGE GRATE OVERFLOW BYPASS (TYP.) DRAINAGE GRATE ~ RECTANGULAR GRATE SHOWN ISOMETRIC VIEW RETRIEVAL SYSTEM (TYP.) TRIM BELOW INLET GRATE DEVICE SECTION VIEW NOT TO SCALE Size the Below Inlet Grate Device (BIGD) for the storm water structure it will service. The BIGD shall have a built-in high-flow relief system (overflow bypass). The retrieval system must allow removal of the BIGD without spilling the collected material. Perform maintenance in accordance with Standard Specification 8-01.3(15). BELOW INLET GRATE DEVICE STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT CERTIFICATE NO. 000598 MARK W. MAURER Pasco Bakotich III 09-20-07 MENT BUT AN ELECTRONIC DUPLICATE. THE ORIGINAL, SIGNED BY THE ENGINEER AND APPROVED FOR PUBLICATION, IS KEPT ON FILE AT THE WASHINGTON STATE DEPART- MENT OF TRANSPORTATION. A COPY MAY BE OBTAINED UPON REQUEST. NOTE: THIS PLAN IS NOT A LEGAL ENGINEERING DOCU- x x x x x x x x x x x x x x x x x You are here: 2019 SWMMWW > Volume II - Construction Stormwater Pollution Prevention > II-3 Construction Stormwater BMPs > BMP C236: Vegetative Filtration BMP C236: Vegetative Filtration Purpose Vegetative filtration as a BMP is used in conjunction with detention storage in the form of portable tanks or BMP C241: Sediment Pond (Temporary), BMP C206: Level Spreader, and a pumping system with surface intake. Vegetative filtration improves turbidity levels of stormwater discharges by filtering runoff through existing vegetation where undisturbed forest floor duff layer or established lawn with thatch layer are present. Vegetative filtration can also be used to infiltrate dewatering waste from foundations, vaults, and trenches as long as runoff does not occur. Conditions of Use For every five acres of disturbed soil use one acre of grass field, farm pasture, or wooded area. Reduce or increase this area depending on project size, ground water table height, and other site conditions. Wetlands shall not be used for vegetative filtration. Do not use this BMP in areas with a high ground water table, or in areas that will have a high seasonal ground water table during the use of this BMP. This BMP may be less effective on soils that prevent the infiltration of the water, such as hard till. Using other effective source control measures throughout a construction site will prevent the generation of additional highly turbid water and may reduce the time period or area need for this BMP. Stop distributing water into the vegetated filtration area if standing water or erosion results. On large projects that phase the clearing of the site, areas retained with native vegetation may be used as a temporary vegetative filtration area. Design Criteria Find land adjacent to the project site that has a vegetated field, preferably a farm field, or wooded area. If the site does not contain enough vegetated field area consider obtaining permission from adjacent landowners (especially for farm fields). Install a pump and downstream distribution manifold depending on the project size. Generally, the main distribution line should reach 100 to 200-feet long (large projects, or projects on tight soil, will require systems that reach several thousand feet long with numerous branch lines off of the main distribution line). The manifold should have several valves, allowing for control over the distribution area in the field. Install several branches of 4-inch diameter schedule 20 polyvinyl chloride (PVC), swaged-fit common septic tight-lined sewer line, or 6-inch diameter fire hose, which can convey the turbid water out to various sections of the field. See Figure II-3.25: Manifold and Branches in a Wooded, Vegetated Spray Field. Determine the branch length based on the field area geography and number of branches. Typically, branches stretch from 200-feet to several thousand feet. Lay the branches on contour with the slope. On uneven ground, sprinklers perform well. Space sprinkler heads so that spray patterns do not overlap. On relatively even surfaces, a level spreader using 4-inch perforated pipe may be used as an alternative option to the sprinkler head setup. Install drain pipe at the highest point on the field and at various lower elevations to ensure full coverage of the filtration area. Place the pipe with the holes up to allow for gentle weeping evenly out all holes. Leveling the pipe by staking and using sandbags may be required. To prevent over saturating of the vegetative filtration area, rotate the use of branches or spray heads. Repeat as needed based on monitoring the spray field. Table II-3.13: Flowpath Guidelines for Vegetative Filtration Average Slope Average Area % Slope Estimated Flowpath Length (ft) 1.5H:1V 67%250 2H:1V 50%200 4H:1V 25%150 6H:1V 16.7%115 10H:1V 10%100 Figure II-3.25: Manifold and Branches in a Wooded, Vegetated Spray Field pdf download Maintenance Standards Monitor the spray field on a daily basis to ensure that over saturation of any portion of the field doesn’t occur at any time. The presence of standing puddles of water or creation of concentrated flows visually signify that over saturation of the field has occurred. Monitor the vegetated spray field all the way down to the nearest surface water, or farthest spray area, to ensure that the water has not caused overland or concentrated flows, and has not created erosion around the spray nozzle(s). Do not exceed water quality standards for turbidity. Ecology recommends that a separate inspection log be developed, maintained and kept with the existing site logbook to aid the operator conducting inspections. This separate “Field Filtration Logbook” can also aid in demonstrating compliance with permit conditions. Inspect the spray nozzles daily, at a minimum, for leaks and plugging from sediment particles. If erosion, concentrated flows, or over saturation of the field occurs, rotate the use of branches or spray heads or move the branches to a new field location. Check all branches and the manifold for unintended leaks. Washington State Department of Ecology 2019 Stormwater Management Manual for Western Washington (2019 SWMMWW) Publication No.19-10-021 x x x x x x x x x x x x x x x x x x x x x S x x x x Mason Street Neighborhood Preliminary Drainage Report Habitat for Humanity of East Jefferson County 18 February 2025 │ 217-9085-002 Appendix E Western Washington Hydrology Model 2012 Reports WWHM2012 PROJECT REPORT MSN - DB A 2/18/2025 4:28:10 PM Page 2 General Model Information Project Name: MSN - DB A Site Name: Mason Street Site Address: 91 Mason Street City: Port Hadlock-Irondale, WA 98339 Report Date: 2/18/2025 Gage:Port Angeles Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 0.800 Version Date: 2021/08/18 Version: 4.2.18 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 100 Year MSN - DB A 2/18/2025 4:28:10 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin A Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat 4.312 Pervious Total 4.312 Impervious Land Use acre Impervious Total 0 Basin Total 4.312 Element Flows To: Surface Interflow Groundwater MSN - DB A 2/18/2025 4:28:10 PM Page 4 Mitigated Land Use Basin A-1 Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.26 Impervious Total 0.26 Basin Total 0.26 Element Flows To: Surface Interflow Groundwater Surface A-1 SWALE Surface A-1 SWALE MSN - DB A 2/18/2025 4:28:10 PM Page 5 Basin A-1 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat .93 Element Flows To: Surface Interflow Groundwater Surface A-1 SWALE Surface A-1 SWALE MSN - DB A 2/18/2025 4:28:10 PM Page 6 Basin A-1 Bypass:No Impervious Land Use acre SIDEWALKS FLAT 0.06 Element Flows To: Outlet 1 Outlet 2 Basin A-1 MSN - DB A 2/18/2025 4:28:10 PM Page 7 Basin A-2 Bypass:No Impervious Land Use acre SIDEWALKS FLAT 0.06 Element Flows To: Outlet 1 Outlet 2 Basin A-2 MSN - DB A 2/18/2025 4:28:10 PM Page 8 Basin A-2 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat 1.08 Element Flows To: Surface Interflow Groundwater Surface A-2 SWALE Surface A-2 SWALE MSN - DB A 2/18/2025 4:28:10 PM Page 9 Basin A-2 Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.45 Impervious Total 0.45 Basin Total 0.45 Element Flows To: Surface Interflow Groundwater Surface A-2 SWALE Surface A-2 SWALE MSN - DB A 2/18/2025 4:28:10 PM Page 10 Basin A-3 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat .71 Element Flows To: Surface Interflow Groundwater Surface A-3 SWALE Surface A-3 SWALE MSN - DB A 2/18/2025 4:28:10 PM Page 11 Basin A-3 Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.31 Impervious Total 0.31 Basin Total 0.31 Element Flows To: Surface Interflow Groundwater Surface A-3 SWALE Surface A-3 SWALE MSN - DB A 2/18/2025 4:28:10 PM Page 12 Basin A-3 Bypass:No Impervious Land Use acre SIDEWALKS FLAT 0.06 Element Flows To: Outlet 1 Outlet 2 Basin A-3 MSN - DB A 2/18/2025 4:28:10 PM Page 13 Basin A-4 Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.24 Impervious Total 0.24 Basin Total 0.24 Element Flows To: Surface Interflow Groundwater Surface A-4 SWALE Surface A-4 SWALE MSN - DB A 2/18/2025 4:28:10 PM Page 14 Basin A-4 Bypass:No Impervious Land Use acre SIDEWALKS FLAT 0.01 Element Flows To: Outlet 1 Outlet 2 Basin A-4 MSN - DB A 2/18/2025 4:28:10 PM Page 15 Basin A-4 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat .38 Element Flows To: Surface Interflow Groundwater Surface A-4 SWALE Surface A-4 SWALE MSN - DB A 2/18/2025 4:28:10 PM Page 16 Routing Elements Predeveloped Routing MSN - DB A 2/18/2025 4:28:10 PM Page 17 Mitigated Routing A-1 SWALE Bottom Length: 240.00 ft. Bottom Width: 0.10 ft. Material thickness of first layer: 0.25 Material type for first layer: ASTM 100 Material thickness of second layer: 1.5 Material type for second layer: SMMWW Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate:6.5 Infiltration safety factor:0.5 Wetted surface area On Total Volume Infiltrated (ac-ft.):20.977 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 20.977 Percent Infiltrated:100 Total Precip Applied to Facility:2.898 Total Evap From Facility:0.78 Underdrain not used Discharge Structure Riser Height:0.5 ft. Riser Diameter:12 in. Element Flows To: Outlet 1 Outlet 2 Bioretention Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.0610 0.0000 0.0000 0.0000 0.0302 0.0600 0.0000 0.0000 0.0000 0.0604 0.0589 0.0000 0.0000 0.0000 0.0907 0.0578 0.0001 0.0000 0.0000 0.1209 0.0567 0.0002 0.0000 0.0000 0.1511 0.0556 0.0002 0.0000 0.0000 0.1813 0.0546 0.0003 0.0000 0.0000 0.2115 0.0535 0.0004 0.0000 0.0001 0.2418 0.0524 0.0006 0.0000 0.0001 0.2720 0.0513 0.0007 0.0000 0.0002 0.3022 0.0503 0.0008 0.0000 0.0002 0.3324 0.0492 0.0009 0.0000 0.0003 0.3626 0.0481 0.0011 0.0000 0.0004 0.3929 0.0471 0.0012 0.0000 0.0006 0.4231 0.0460 0.0014 0.0000 0.0008 0.4533 0.0449 0.0016 0.0000 0.0010 0.4835 0.0439 0.0018 0.0000 0.0012 0.5137 0.0428 0.0020 0.0000 0.0015 0.5440 0.0417 0.0022 0.0000 0.0019 0.5742 0.0407 0.0025 0.0000 0.0023 0.6044 0.0396 0.0027 0.0000 0.0027 0.6346 0.0386 0.0030 0.0000 0.0033 0.6648 0.0375 0.0032 0.0000 0.0038 0.6951 0.0365 0.0035 0.0000 0.0045 0.7253 0.0354 0.0038 0.0000 0.0053 MSN - DB A 2/18/2025 4:28:10 PM Page 18 0.7555 0.0344 0.0041 0.0000 0.0061 0.7857 0.0333 0.0044 0.0000 0.0070 0.8159 0.0323 0.0048 0.0000 0.0081 0.8462 0.0312 0.0051 0.0000 0.0092 0.8764 0.0302 0.0055 0.0000 0.0104 0.9066 0.0291 0.0059 0.0000 0.0118 0.9368 0.0281 0.0062 0.0000 0.0132 0.9670 0.0270 0.0066 0.0000 0.0148 0.9973 0.0260 0.0070 0.0000 0.0166 1.0275 0.0250 0.0075 0.0000 0.0185 1.0577 0.0239 0.0079 0.0000 0.0205 1.0879 0.0229 0.0084 0.0000 0.0227 1.1181 0.0219 0.0088 0.0000 0.0250 1.1484 0.0208 0.0093 0.0000 0.0275 1.1786 0.0198 0.0098 0.0000 0.0302 1.2088 0.0188 0.0103 0.0000 0.0331 1.2390 0.0178 0.0108 0.0000 0.0362 1.2692 0.0167 0.0113 0.0000 0.0394 1.2995 0.0157 0.0119 0.0000 0.0429 1.3297 0.0147 0.0124 0.0000 0.0466 1.3599 0.0137 0.0130 0.0000 0.0505 1.3901 0.0127 0.0135 0.0000 0.0546 1.4203 0.0116 0.0141 0.0000 0.0590 1.4505 0.0106 0.0147 0.0000 0.0636 1.4808 0.0096 0.0154 0.0000 0.0684 1.5110 0.0086 0.0160 0.0000 0.0735 1.5412 0.0076 0.0166 0.0000 0.0752 1.5714 0.0066 0.0173 0.0000 0.0804 1.6016 0.0056 0.0180 0.0000 0.0842 1.6319 0.0046 0.0186 0.0000 0.0858 1.6621 0.0036 0.0193 0.0000 0.0874 1.6923 0.0026 0.0200 0.0000 0.0891 1.7225 0.0016 0.0208 0.0000 0.0907 1.7500 0.0006 0.0214 0.0000 0.1383 Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 1.7500 0.0609570.021427 0.0000 0.0010 0.0036 1.7802 0.0620450.023285 0.0000 0.0010 0.0071 1.8104 0.0631340.025177 0.0000 0.0010 0.0107 1.8407 0.0642250.027101 0.0000 0.0010 0.0143 1.8709 0.0653170.029058 0.0000 0.0010 0.0179 1.9011 0.0664100.031049 0.0000 0.0011 0.0215 1.9313 0.0675050.033072 0.0000 0.0011 0.0251 1.9615 0.0686020.035129 0.0000 0.0011 0.0287 1.9918 0.0697000.037218 0.0000 0.0011 0.0323 2.0220 0.0708000.039341 0.0000 0.0011 0.0359 2.0522 0.0719010.041498 0.0000 0.0011 0.0395 2.0824 0.0730040.043687 0.0000 0.0012 0.0431 2.1126 0.0741080.045910 0.0000 0.0012 0.0467 2.1429 0.0752140.048166 0.0000 0.0012 0.0503 2.1731 0.0763210.050456 0.0000 0.0012 0.0540 2.2033 0.0774300.052779 0.0000 0.0012 0.0576 2.2335 0.0785400.055136 0.0000 0.0012 0.0613 2.2637 0.0796520.057526 0.0171 0.0013 0.0649 2.2940 0.0807650.059950 0.0977 0.0013 0.0686 2.3242 0.0818800.062407 0.2137 0.0013 0.0722 2.3544 0.0829960.064899 0.3555 0.0013 0.0759 MSN - DB A 2/18/2025 4:28:10 PM Page 19 2.3846 0.0841140.067424 0.5168 0.0013 0.0796 2.4148 0.0852330.069982 0.6924 0.0013 0.0832 2.4451 0.0863540.072575 0.8770 0.0014 0.0869 2.4753 0.0874760.075202 1.0650 0.0014 0.0906 2.5055 0.0886000.077862 1.2510 0.0014 0.0943 2.5357 0.0897250.080556 1.4294 0.0014 0.0980 2.5659 0.0908520.083285 1.5953 0.0014 0.1017 2.5962 0.0919800.086048 1.7445 0.0014 0.1054 2.6264 0.0931100.088844 1.8738 0.0015 0.1091 2.6566 0.0942410.091675 1.9818 0.0015 0.1128 2.6868 0.0953740.094540 2.0691 0.0015 0.1165 2.7170 0.0965090.097440 2.1391 0.0015 0.1202 2.7473 0.0976450.100373 2.1982 0.0015 0.1206 2.7500 0.0977480.100642 2.2875 0.0015 0.0000 MSN - DB A 2/18/2025 4:28:10 PM Page 20 Surface A-1 SWALE Element Flows To: Outlet 1 Outlet 2 A-1 SWALE MSN - DB A 2/18/2025 4:28:10 PM Page 21 A-2 SWALE Bottom Length: 500.00 ft. Bottom Width: 0.10 ft. Material thickness of first layer: 0.25 Material type for first layer: ASTM 100 Material thickness of second layer: 1.5 Material type for second layer: SMMWW Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate:6.5 Infiltration safety factor:0.5 Wetted surface area On Total Volume Infiltrated (ac-ft.):36.655 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 36.655 Percent Infiltrated:100 Total Precip Applied to Facility:5.513 Total Evap From Facility:1.46 Underdrain not used Discharge Structure Riser Height:0.5 ft. Riser Diameter:12 in. Element Flows To: Outlet 1 Outlet 2 Bioretention Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.1242 0.0000 0.0000 0.0000 0.0302 0.1223 0.0000 0.0000 0.0000 0.0604 0.1201 0.0001 0.0000 0.0000 0.0907 0.1179 0.0002 0.0000 0.0000 0.1209 0.1158 0.0003 0.0000 0.0000 0.1511 0.1136 0.0005 0.0000 0.0000 0.1813 0.1114 0.0007 0.0000 0.0001 0.2115 0.1093 0.0009 0.0000 0.0001 0.2418 0.1071 0.0012 0.0000 0.0002 0.2720 0.1050 0.0014 0.0000 0.0003 0.3022 0.1028 0.0016 0.0000 0.0005 0.3324 0.1007 0.0019 0.0000 0.0007 0.3626 0.0985 0.0022 0.0000 0.0009 0.3929 0.0964 0.0026 0.0000 0.0012 0.4231 0.0942 0.0029 0.0000 0.0016 0.4533 0.0921 0.0033 0.0000 0.0020 0.4835 0.0899 0.0037 0.0000 0.0025 0.5137 0.0878 0.0041 0.0000 0.0031 0.5440 0.0856 0.0046 0.0000 0.0039 0.5742 0.0835 0.0051 0.0000 0.0047 0.6044 0.0813 0.0056 0.0000 0.0056 0.6346 0.0792 0.0061 0.0000 0.0067 0.6648 0.0771 0.0067 0.0000 0.0079 0.6951 0.0749 0.0073 0.0000 0.0093 0.7253 0.0728 0.0079 0.0000 0.0109 0.7555 0.0707 0.0085 0.0000 0.0126 0.7857 0.0685 0.0092 0.0000 0.0145 MSN - DB A 2/18/2025 4:28:10 PM Page 22 0.8159 0.0664 0.0099 0.0000 0.0166 0.8462 0.0643 0.0106 0.0000 0.0189 0.8764 0.0622 0.0113 0.0000 0.0215 0.9066 0.0600 0.0121 0.0000 0.0242 0.9368 0.0579 0.0129 0.0000 0.0273 0.9670 0.0558 0.0137 0.0000 0.0305 0.9973 0.0537 0.0146 0.0000 0.0341 1.0275 0.0515 0.0154 0.0000 0.0380 1.0577 0.0494 0.0163 0.0000 0.0421 1.0879 0.0473 0.0172 0.0000 0.0466 1.1181 0.0452 0.0182 0.0000 0.0514 1.1484 0.0431 0.0192 0.0000 0.0565 1.1786 0.0410 0.0202 0.0000 0.0620 1.2088 0.0389 0.0212 0.0000 0.0679 1.2390 0.0368 0.0222 0.0000 0.0742 1.2692 0.0346 0.0233 0.0000 0.0808 1.2995 0.0325 0.0244 0.0000 0.0879 1.3297 0.0304 0.0256 0.0000 0.0954 1.3599 0.0283 0.0267 0.0000 0.1034 1.3901 0.0262 0.0279 0.0000 0.1118 1.4203 0.0241 0.0291 0.0000 0.1207 1.4505 0.0220 0.0303 0.0000 0.1301 1.4808 0.0199 0.0316 0.0000 0.1399 1.5110 0.0178 0.0329 0.0000 0.1502 1.5412 0.0158 0.0342 0.0000 0.1536 1.5714 0.0137 0.0355 0.0000 0.1642 1.6016 0.0116 0.0369 0.0000 0.1718 1.6319 0.0095 0.0383 0.0000 0.1751 1.6621 0.0074 0.0397 0.0000 0.1784 1.6923 0.0053 0.0412 0.0000 0.1816 1.7225 0.0032 0.0426 0.0000 0.1849 1.7500 0.0011 0.0440 0.0000 0.2818 Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 1.7500 0.1242260.043987 0.0000 0.0021 0.0071 1.7802 0.1263960.047774 0.0000 0.0021 0.0142 1.8104 0.1285680.051626 0.0000 0.0021 0.0213 1.8407 0.1307400.055544 0.0000 0.0021 0.0285 1.8709 0.1329150.059528 0.0000 0.0022 0.0356 1.9011 0.1350910.063577 0.0000 0.0022 0.0427 1.9313 0.1372680.067693 0.0000 0.0022 0.0499 1.9615 0.1394470.071874 0.0000 0.0023 0.0570 1.9918 0.1416270.076121 0.0000 0.0023 0.0642 2.0220 0.1438090.080434 0.0000 0.0023 0.0713 2.0522 0.1459930.084813 0.0000 0.0024 0.0785 2.0824 0.1481780.089258 0.0000 0.0024 0.0857 2.1126 0.1503640.093769 0.0000 0.0024 0.0928 2.1429 0.1525520.098346 0.0000 0.0025 0.1000 2.1731 0.1547410.102989 0.0000 0.0025 0.1072 2.2033 0.1569320.107698 0.0000 0.0026 0.1144 2.2335 0.1591250.112474 0.0000 0.0026 0.1216 2.2637 0.1613190.117316 0.0171 0.0026 0.1288 2.2940 0.1635140.122224 0.0977 0.0027 0.1359 2.3242 0.1657110.127198 0.2137 0.0027 0.1432 2.3544 0.1679100.132239 0.3555 0.0027 0.1504 2.3846 0.1701100.137347 0.5168 0.0028 0.1576 2.4148 0.1723110.142521 0.6924 0.0028 0.1648 MSN - DB A 2/18/2025 4:28:10 PM Page 23 2.4451 0.1745140.147761 0.8770 0.0028 0.1720 2.4753 0.1767190.153068 1.0650 0.0029 0.1793 2.5055 0.1789250.158442 1.2510 0.0029 0.1865 2.5357 0.1811330.163882 1.4294 0.0029 0.1937 2.5659 0.1833420.169390 1.5953 0.0030 0.2010 2.5962 0.1855520.174964 1.7445 0.0030 0.2082 2.6264 0.1877640.180604 1.8738 0.0030 0.2155 2.6566 0.1899780.186312 1.9818 0.0031 0.2227 2.6868 0.1921930.192087 2.0691 0.0031 0.2300 2.7170 0.1944100.197928 2.1391 0.0031 0.2373 2.7473 0.1966280.203837 2.1982 0.0032 0.2379 2.7500 0.1968300.204377 2.2875 0.0032 0.0000 MSN - DB A 2/18/2025 4:28:10 PM Page 24 Surface A-2 SWALE Element Flows To: Outlet 1 Outlet 2 A-2 SWALE MSN - DB A 2/18/2025 4:28:10 PM Page 25 A-3 SWALE Bottom Length: 350.00 ft. Bottom Width: 0.10 ft. Material thickness of first layer: 0.25 Material type for first layer: ASTM 100 Material thickness of second layer: 1.5 Material type for second layer: SMMWW Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate:6.5 Infiltration safety factor:0.5 Wetted surface area On Total Volume Infiltrated (ac-ft.):25.294 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 25.294 Percent Infiltrated:100 Total Precip Applied to Facility:3.836 Total Evap From Facility:1.003 Underdrain not used Discharge Structure Riser Height:0.5 ft. Riser Diameter:12 in. Element Flows To: Outlet 1 Outlet 2 Bioretention Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.0877 0.0000 0.0000 0.0000 0.0302 0.0863 0.0000 0.0000 0.0000 0.0604 0.0848 0.0001 0.0000 0.0000 0.0907 0.0832 0.0001 0.0000 0.0000 0.1209 0.0817 0.0002 0.0000 0.0000 0.1511 0.0802 0.0003 0.0000 0.0000 0.1813 0.0786 0.0005 0.0000 0.0001 0.2115 0.0771 0.0006 0.0000 0.0001 0.2418 0.0756 0.0008 0.0000 0.0001 0.2720 0.0740 0.0010 0.0000 0.0002 0.3022 0.0725 0.0012 0.0000 0.0003 0.3324 0.0710 0.0013 0.0000 0.0005 0.3626 0.0694 0.0016 0.0000 0.0006 0.3929 0.0679 0.0018 0.0000 0.0008 0.4231 0.0664 0.0020 0.0000 0.0011 0.4533 0.0649 0.0023 0.0000 0.0014 0.4835 0.0633 0.0026 0.0000 0.0018 0.5137 0.0618 0.0029 0.0000 0.0022 0.5440 0.0603 0.0032 0.0000 0.0027 0.5742 0.0588 0.0036 0.0000 0.0033 0.6044 0.0573 0.0039 0.0000 0.0040 0.6346 0.0558 0.0043 0.0000 0.0047 0.6648 0.0542 0.0047 0.0000 0.0056 0.6951 0.0527 0.0051 0.0000 0.0066 0.7253 0.0512 0.0055 0.0000 0.0076 0.7555 0.0497 0.0060 0.0000 0.0088 0.7857 0.0482 0.0064 0.0000 0.0102 MSN - DB A 2/18/2025 4:28:10 PM Page 26 0.8159 0.0467 0.0069 0.0000 0.0117 0.8462 0.0452 0.0074 0.0000 0.0133 0.8764 0.0437 0.0080 0.0000 0.0151 0.9066 0.0422 0.0085 0.0000 0.0170 0.9368 0.0407 0.0091 0.0000 0.0192 0.9670 0.0392 0.0096 0.0000 0.0215 0.9973 0.0377 0.0102 0.0000 0.0240 1.0275 0.0362 0.0108 0.0000 0.0267 1.0577 0.0347 0.0115 0.0000 0.0296 1.0879 0.0332 0.0121 0.0000 0.0328 1.1181 0.0317 0.0128 0.0000 0.0362 1.1484 0.0303 0.0135 0.0000 0.0398 1.1786 0.0288 0.0142 0.0000 0.0437 1.2088 0.0273 0.0149 0.0000 0.0478 1.2390 0.0258 0.0156 0.0000 0.0522 1.2692 0.0243 0.0164 0.0000 0.0570 1.2995 0.0228 0.0172 0.0000 0.0619 1.3297 0.0214 0.0180 0.0000 0.0673 1.3599 0.0199 0.0188 0.0000 0.0729 1.3901 0.0184 0.0196 0.0000 0.0788 1.4203 0.0169 0.0205 0.0000 0.0851 1.4505 0.0155 0.0213 0.0000 0.0917 1.4808 0.0140 0.0222 0.0000 0.0987 1.5110 0.0125 0.0231 0.0000 0.1060 1.5412 0.0110 0.0241 0.0000 0.1084 1.5714 0.0096 0.0250 0.0000 0.1158 1.6016 0.0081 0.0260 0.0000 0.1212 1.6319 0.0066 0.0270 0.0000 0.1236 1.6621 0.0052 0.0280 0.0000 0.1259 1.6923 0.0037 0.0290 0.0000 0.1282 1.7225 0.0023 0.0300 0.0000 0.1306 1.7500 0.0008 0.0310 0.0000 0.1990 Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 1.7500 0.0877250.030971 0.0000 0.0014 0.0051 1.7802 0.0892700.033646 0.0000 0.0014 0.0101 1.8104 0.0908170.036367 0.0000 0.0015 0.0152 1.8407 0.0923660.039135 0.0000 0.0015 0.0203 1.8709 0.0939160.041949 0.0000 0.0015 0.0254 1.9011 0.0954670.044811 0.0000 0.0015 0.0305 1.9313 0.0970200.047719 0.0000 0.0016 0.0356 1.9615 0.0985750.050675 0.0000 0.0016 0.0407 1.9918 0.1001310.053677 0.0000 0.0016 0.0458 2.0220 0.1016880.056727 0.0000 0.0016 0.0509 2.0522 0.1032480.059823 0.0000 0.0017 0.0560 2.0824 0.1048080.062967 0.0000 0.0017 0.0611 2.1126 0.1063700.066158 0.0000 0.0017 0.0662 2.1429 0.1079340.069396 0.0000 0.0017 0.0714 2.1731 0.1094990.072681 0.0000 0.0018 0.0765 2.2033 0.1110650.076014 0.0000 0.0018 0.0816 2.2335 0.1126330.079394 0.0000 0.0018 0.0868 2.2637 0.1142030.082821 0.0171 0.0018 0.0919 2.2940 0.1157740.086296 0.0977 0.0019 0.0971 2.3242 0.1173470.089819 0.2137 0.0019 0.1022 2.3544 0.1189210.093389 0.3555 0.0019 0.1074 2.3846 0.1204970.097006 0.5168 0.0019 0.1126 2.4148 0.1220740.100672 0.6924 0.0020 0.1177 MSN - DB A 2/18/2025 4:28:10 PM Page 27 2.4451 0.1236520.104385 0.8770 0.0020 0.1229 2.4753 0.1252330.108145 1.0650 0.0020 0.1281 2.5055 0.1268140.111954 1.2510 0.0020 0.1333 2.5357 0.1283980.115810 1.4294 0.0021 0.1385 2.5659 0.1299820.119714 1.5953 0.0021 0.1437 2.5962 0.1315680.123666 1.7445 0.0021 0.1489 2.6264 0.1331560.127666 1.8738 0.0021 0.1541 2.6566 0.1347450.131714 1.9818 0.0022 0.1593 2.6868 0.1363360.135810 2.0691 0.0022 0.1645 2.7170 0.1379280.139954 2.1391 0.0022 0.1697 2.7473 0.1395220.144146 2.1982 0.0022 0.1702 2.7500 0.1396670.144530 2.2875 0.0022 0.0000 MSN - DB A 2/18/2025 4:28:10 PM Page 28 Surface A-3 SWALE Element Flows To: Outlet 1 Outlet 2 A-3 SWALE MSN - DB A 2/18/2025 4:28:10 PM Page 29 A-4 SWALE Bottom Length: 110.00 ft. Bottom Width: 1.00 ft. Material thickness of first layer: 0.25 Material type for first layer: ASTM 100 Material thickness of second layer: 1.5 Material type for second layer: SMMWW Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate:6.5 Infiltration safety factor:0.5 Wetted surface area On Total Volume Infiltrated (ac-ft.):18.218 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 18.218 Percent Infiltrated:100 Total Precip Applied to Facility:1.564 Total Evap From Facility:0.716 Underdrain not used Discharge Structure Riser Height:1 ft. Riser Diameter:12 in. Element Flows To: Outlet 1 Outlet 2 Bioretention Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.0318 0.0000 0.0000 0.0000 0.0357 0.0312 0.0001 0.0000 0.0000 0.0714 0.0305 0.0001 0.0000 0.0000 0.1071 0.0299 0.0002 0.0000 0.0000 0.1429 0.0292 0.0003 0.0000 0.0000 0.1786 0.0286 0.0004 0.0000 0.0000 0.2143 0.0280 0.0005 0.0000 0.0000 0.2500 0.0273 0.0006 0.0000 0.0001 0.2857 0.0267 0.0007 0.0000 0.0001 0.3214 0.0261 0.0008 0.0000 0.0002 0.3571 0.0254 0.0009 0.0000 0.0002 0.3929 0.0248 0.0010 0.0000 0.0003 0.4286 0.0242 0.0011 0.0000 0.0005 0.4643 0.0235 0.0013 0.0000 0.0006 0.5000 0.0229 0.0014 0.0000 0.0008 0.5357 0.0223 0.0016 0.0000 0.0010 0.5714 0.0217 0.0017 0.0000 0.0012 0.6071 0.0211 0.0019 0.0000 0.0015 0.6429 0.0205 0.0021 0.0000 0.0019 0.6786 0.0199 0.0023 0.0000 0.0023 0.7143 0.0192 0.0024 0.0000 0.0027 0.7500 0.0186 0.0026 0.0000 0.0032 0.7857 0.0180 0.0029 0.0000 0.0038 0.8214 0.0174 0.0031 0.0000 0.0044 0.8571 0.0168 0.0033 0.0000 0.0051 0.8929 0.0162 0.0035 0.0000 0.0059 0.9286 0.0156 0.0038 0.0000 0.0068 MSN - DB A 2/18/2025 4:28:10 PM Page 30 0.9643 0.0150 0.0040 0.0000 0.0077 1.0000 0.0145 0.0043 0.0000 0.0088 1.0357 0.0139 0.0046 0.0000 0.0100 1.0714 0.0133 0.0049 0.0000 0.0112 1.1071 0.0127 0.0052 0.0000 0.0126 1.1429 0.0121 0.0054 0.0000 0.0141 1.1786 0.0115 0.0058 0.0000 0.0157 1.2143 0.0110 0.0061 0.0000 0.0175 1.2500 0.0104 0.0064 0.0000 0.0194 1.2857 0.0098 0.0067 0.0000 0.0214 1.3214 0.0092 0.0071 0.0000 0.0236 1.3571 0.0087 0.0074 0.0000 0.0259 1.3929 0.0081 0.0078 0.0000 0.0284 1.4286 0.0075 0.0082 0.0000 0.0311 1.4643 0.0070 0.0085 0.0000 0.0339 1.5000 0.0064 0.0089 0.0000 0.0369 1.5357 0.0058 0.0093 0.0000 0.0401 1.5714 0.0053 0.0097 0.0000 0.0432 1.6071 0.0047 0.0101 0.0000 0.0442 1.6429 0.0042 0.0106 0.0000 0.0452 1.6786 0.0036 0.0110 0.0000 0.0462 1.7143 0.0031 0.0114 0.0000 0.0471 1.7500 0.0025 0.0119 0.0000 0.0882 Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 1.7500 0.0318 0.0119 0.0000 0.0045 0.0021 1.7857 0.0325 0.0130 0.0000 0.0045 0.0043 1.8214 0.0331 0.0142 0.0000 0.0046 0.0064 1.8571 0.0338 0.0154 0.0000 0.0047 0.0086 1.8929 0.0344 0.0166 0.0000 0.0048 0.0107 1.9286 0.0351 0.0179 0.0000 0.0049 0.0129 1.9643 0.0357 0.0191 0.0000 0.0050 0.0151 2.0000 0.0364 0.0204 0.0000 0.0051 0.0172 2.0357 0.0371 0.0217 0.0000 0.0052 0.0194 2.0714 0.0377 0.0231 0.0000 0.0053 0.0216 2.1071 0.0384 0.0244 0.0000 0.0054 0.0238 2.1429 0.0391 0.0258 0.0000 0.0055 0.0260 2.1786 0.0398 0.0272 0.0000 0.0055 0.0282 2.2143 0.0404 0.0286 0.0000 0.0056 0.0305 2.2500 0.0411 0.0301 0.0000 0.0057 0.0327 2.2857 0.0418 0.0316 0.0000 0.0058 0.0349 2.3214 0.0425 0.0331 0.0000 0.0059 0.0372 2.3571 0.0432 0.0346 0.0000 0.0060 0.0394 2.3929 0.0438 0.0362 0.0000 0.0061 0.0417 2.4286 0.0445 0.0377 0.0000 0.0062 0.0439 2.4643 0.0452 0.0393 0.0000 0.0063 0.0462 2.5000 0.0459 0.0410 0.0000 0.0064 0.0485 2.5357 0.0466 0.0426 0.0000 0.0065 0.0508 2.5714 0.0473 0.0443 0.0000 0.0065 0.0531 2.6071 0.0480 0.0460 0.0000 0.0066 0.0554 2.6429 0.0487 0.0477 0.0000 0.0067 0.0577 2.6786 0.0494 0.0495 0.0000 0.0068 0.0600 2.7143 0.0501 0.0513 0.0000 0.0069 0.0623 2.7500 0.0508 0.0531 0.0000 0.0070 0.0646 2.7857 0.0515 0.0549 0.0716 0.0071 0.0669 2.8214 0.0522 0.0567 0.2020 0.0072 0.0693 2.8571 0.0530 0.0586 0.3694 0.0073 0.0716 MSN - DB A 2/18/2025 4:28:10 PM Page 31 2.8929 0.0537 0.0605 0.5635 0.0074 0.0740 2.9286 0.0544 0.0625 0.7756 0.0075 0.0763 2.9643 0.0551 0.0644 0.9966 0.0075 0.0787 3.0000 0.0558 0.0664 1.2176 0.0076 0.0811 3.0357 0.0566 0.0684 1.4294 0.0077 0.0835 3.0714 0.0573 0.0704 1.6238 0.0078 0.0859 3.1071 0.0580 0.0725 1.7939 0.0079 0.0882 3.1429 0.0587 0.0746 1.9353 0.0080 0.0906 3.1786 0.0595 0.0767 2.0472 0.0081 0.0931 3.2143 0.0602 0.0788 2.1333 0.0082 0.0955 3.2500 0.0609 0.0810 2.2271 0.0083 0.0955 3.2500 0.0609 0.0810 2.3053 0.0083 0.0000 MSN - DB A 2/18/2025 4:28:10 PM Page 32 Surface A-4 SWALE Element Flows To: Outlet 1 Outlet 2 A-4 SWALE MSN - DB A 2/18/2025 4:28:10 PM Page 33 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 4.312 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 3.1 Total Impervious Area: 1.45 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.002413 5 year 0.003361 10 year 0.003838 25 year 0.004305 50 year 0.004574 100 year 0.004792 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 MSN - DB A 2/18/2025 4:29:24 PM Page 34 Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.003 0.000 1950 0.003 0.000 1951 0.003 0.000 1952 0.003 0.000 1953 0.003 0.000 1954 0.003 0.000 1955 0.003 0.000 1956 0.002 0.000 1957 0.002 0.000 1958 0.001 0.000 1959 0.003 0.000 1960 0.003 0.000 1961 0.003 0.000 1962 0.002 0.000 1963 0.003 0.000 1964 0.003 0.000 1965 0.003 0.000 1966 0.002 0.000 1967 0.002 0.000 1968 0.003 0.000 1969 0.002 0.000 1970 0.002 0.000 1971 0.002 0.000 1972 0.002 0.000 1973 0.002 0.000 1974 0.001 0.000 1975 0.003 0.000 1976 0.002 0.000 1977 0.001 0.000 1978 0.001 0.000 1979 0.002 0.000 1980 0.003 0.000 1981 0.003 0.000 1982 0.003 0.000 1983 0.003 0.000 1984 0.002 0.000 1985 0.003 0.000 1986 0.003 0.000 1987 0.002 0.000 1988 0.002 0.000 1989 0.002 0.000 1990 0.002 0.000 1991 0.003 0.000 1992 0.003 0.000 1993 0.001 0.000 1994 0.000 0.000 1995 0.002 0.000 1996 0.003 0.000 1997 0.003 0.000 1998 0.000 0.000 1999 0.003 0.000 2000 0.003 0.000 2001 0.001 0.000 2002 0.003 0.000 2003 0.003 0.000 2004 0.003 0.000 MSN - DB A 2/18/2025 4:29:24 PM Page 35 2005 0.003 0.000 2006 0.003 0.000 2007 0.003 0.000 2008 0.002 0.000 2009 0.002 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0035 0.0000 2 0.0034 0.0000 3 0.0034 0.0000 4 0.0034 0.0000 5 0.0033 0.0000 6 0.0033 0.0000 7 0.0033 0.0000 8 0.0033 0.0000 9 0.0032 0.0000 10 0.0032 0.0000 11 0.0032 0.0000 12 0.0032 0.0000 13 0.0032 0.0000 14 0.0032 0.0000 15 0.0032 0.0000 16 0.0031 0.0000 17 0.0031 0.0000 18 0.0031 0.0000 19 0.0031 0.0000 20 0.0031 0.0000 21 0.0030 0.0000 22 0.0029 0.0000 23 0.0029 0.0000 24 0.0029 0.0000 25 0.0028 0.0000 26 0.0028 0.0000 27 0.0027 0.0000 28 0.0027 0.0000 29 0.0027 0.0000 30 0.0026 0.0000 31 0.0025 0.0000 32 0.0025 0.0000 33 0.0025 0.0000 34 0.0025 0.0000 35 0.0025 0.0000 36 0.0024 0.0000 37 0.0024 0.0000 38 0.0024 0.0000 39 0.0023 0.0000 40 0.0022 0.0000 41 0.0022 0.0000 42 0.0022 0.0000 43 0.0021 0.0000 44 0.0018 0.0000 45 0.0018 0.0000 46 0.0018 0.0000 47 0.0018 0.0000 48 0.0017 0.0000 49 0.0017 0.0000 MSN - DB A 2/18/2025 4:29:24 PM Page 36 50 0.0017 0.0000 51 0.0017 0.0000 52 0.0017 0.0000 53 0.0015 0.0000 54 0.0015 0.0000 55 0.0013 0.0000 56 0.0013 0.0000 57 0.0010 0.0000 58 0.0009 0.0000 59 0.0008 0.0000 60 0.0004 0.0000 61 0.0003 0.0000 MSN - DB A 2/18/2025 4:29:24 PM Page 37 LID Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0002 6051 0 0 Pass 0.0002 5784 0 0 Pass 0.0002 5533 0 0 Pass 0.0002 5287 0 0 Pass 0.0002 5067 0 0 Pass 0.0002 4872 0 0 Pass 0.0003 4680 0 0 Pass 0.0003 4513 0 0 Pass 0.0003 4338 0 0 Pass 0.0003 4175 0 0 Pass 0.0003 4002 0 0 Pass 0.0003 3863 0 0 Pass 0.0003 3713 0 0 Pass 0.0003 3574 0 0 Pass 0.0003 3437 0 0 Pass 0.0003 3305 0 0 Pass 0.0004 3191 0 0 Pass 0.0004 3091 0 0 Pass 0.0004 2992 0 0 Pass 0.0004 2915 0 0 Pass 0.0004 2832 0 0 Pass 0.0004 2742 0 0 Pass 0.0004 2648 0 0 Pass 0.0004 2575 0 0 Pass 0.0004 2498 0 0 Pass 0.0004 2430 0 0 Pass 0.0005 2353 0 0 Pass 0.0005 2295 0 0 Pass 0.0005 2248 0 0 Pass 0.0005 2186 0 0 Pass 0.0005 2132 0 0 Pass 0.0005 2073 0 0 Pass 0.0005 2036 0 0 Pass 0.0005 1997 0 0 Pass 0.0005 1957 0 0 Pass 0.0006 1918 0 0 Pass 0.0006 1881 0 0 Pass 0.0006 1821 0 0 Pass 0.0006 1777 0 0 Pass 0.0006 1735 0 0 Pass 0.0006 1699 0 0 Pass 0.0006 1646 0 0 Pass 0.0006 1603 0 0 Pass 0.0006 1561 0 0 Pass 0.0006 1523 0 0 Pass 0.0007 1494 0 0 Pass 0.0007 1464 0 0 Pass 0.0007 1417 0 0 Pass 0.0007 1384 0 0 Pass 0.0007 1350 0 0 Pass 0.0007 1325 0 0 Pass 0.0007 1301 0 0 Pass 0.0007 1274 0 0 Pass MSN - DB A 2/18/2025 4:29:24 PM Page 38 0.0007 1244 0 0 Pass 0.0007 1214 0 0 Pass 0.0008 1195 0 0 Pass 0.0008 1184 0 0 Pass 0.0008 1162 0 0 Pass 0.0008 1142 0 0 Pass 0.0008 1114 0 0 Pass 0.0008 1086 0 0 Pass 0.0008 1053 0 0 Pass 0.0008 1029 0 0 Pass 0.0008 1011 0 0 Pass 0.0008 997 0 0 Pass 0.0009 975 0 0 Pass 0.0009 961 0 0 Pass 0.0009 947 0 0 Pass 0.0009 931 0 0 Pass 0.0009 915 0 0 Pass 0.0009 900 0 0 Pass 0.0009 880 0 0 Pass 0.0009 862 0 0 Pass 0.0009 853 0 0 Pass 0.0010 840 0 0 Pass 0.0010 830 0 0 Pass 0.0010 812 0 0 Pass 0.0010 801 0 0 Pass 0.0010 788 0 0 Pass 0.0010 779 0 0 Pass 0.0010 767 0 0 Pass 0.0010 749 0 0 Pass 0.0010 736 0 0 Pass 0.0010 719 0 0 Pass 0.0011 705 0 0 Pass 0.0011 692 0 0 Pass 0.0011 679 0 0 Pass 0.0011 668 0 0 Pass 0.0011 661 0 0 Pass 0.0011 651 0 0 Pass 0.0011 642 0 0 Pass 0.0011 631 0 0 Pass 0.0011 624 0 0 Pass 0.0011 609 0 0 Pass 0.0012 597 0 0 Pass 0.0012 584 0 0 Pass 0.0012 575 0 0 Pass 0.0012 561 0 0 Pass 0.0012 546 0 0 Pass 0.0012 530 0 0 Pass MSN - DB A 2/18/2025 4:29:38 PM Page 39 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0012 530 0 0 Pass 0.0012 505 0 0 Pass 0.0013 477 0 0 Pass 0.0013 453 0 0 Pass 0.0014 429 0 0 Pass 0.0014 402 0 0 Pass 0.0014 378 0 0 Pass 0.0015 363 0 0 Pass 0.0015 336 0 0 Pass 0.0015 325 0 0 Pass 0.0016 314 0 0 Pass 0.0016 297 0 0 Pass 0.0016 291 0 0 Pass 0.0017 274 0 0 Pass 0.0017 258 0 0 Pass 0.0017 246 0 0 Pass 0.0018 236 0 0 Pass 0.0018 221 0 0 Pass 0.0019 209 0 0 Pass 0.0019 197 0 0 Pass 0.0019 186 0 0 Pass 0.0020 176 0 0 Pass 0.0020 163 0 0 Pass 0.0020 154 0 0 Pass 0.0021 151 0 0 Pass 0.0021 146 0 0 Pass 0.0021 140 0 0 Pass 0.0022 136 0 0 Pass 0.0022 134 0 0 Pass 0.0023 124 0 0 Pass 0.0023 115 0 0 Pass 0.0023 108 0 0 Pass 0.0024 106 0 0 Pass 0.0024 102 0 0 Pass 0.0024 99 0 0 Pass 0.0025 96 0 0 Pass 0.0025 89 0 0 Pass 0.0025 83 0 0 Pass 0.0026 78 0 0 Pass 0.0026 74 0 0 Pass 0.0027 71 0 0 Pass 0.0027 68 0 0 Pass 0.0027 63 0 0 Pass 0.0028 56 0 0 Pass 0.0028 51 0 0 Pass 0.0028 49 0 0 Pass 0.0029 48 0 0 Pass 0.0029 45 0 0 Pass 0.0029 39 0 0 Pass 0.0030 33 0 0 Pass 0.0030 29 0 0 Pass 0.0031 27 0 0 Pass 0.0031 22 0 0 Pass MSN - DB A 2/18/2025 4:29:38 PM Page 40 0.0031 20 0 0 Pass 0.0032 18 0 0 Pass 0.0032 15 0 0 Pass 0.0032 13 0 0 Pass 0.0033 9 0 0 Pass 0.0033 4 0 0 Pass 0.0033 4 0 0 Pass 0.0034 4 0 0 Pass 0.0034 3 0 0 Pass 0.0035 1 0 0 Pass 0.0035 0 0 0 Pass 0.0035 0 0 0 Pass 0.0036 0 0 0 Pass 0.0036 0 0 0 Pass 0.0036 0 0 0 Pass 0.0037 0 0 0 Pass 0.0037 0 0 0 Pass 0.0037 0 0 0 Pass 0.0038 0 0 0 Pass 0.0038 0 0 0 Pass 0.0039 0 0 0 Pass 0.0039 0 0 0 Pass 0.0039 0 0 0 Pass 0.0040 0 0 0 Pass 0.0040 0 0 0 Pass 0.0040 0 0 0 Pass 0.0041 0 0 0 Pass 0.0041 0 0 0 Pass 0.0041 0 0 0 Pass 0.0042 0 0 0 Pass 0.0042 0 0 0 Pass 0.0042 0 0 0 Pass 0.0043 0 0 0 Pass 0.0043 0 0 0 Pass 0.0044 0 0 0 Pass 0.0044 0 0 0 Pass 0.0044 0 0 0 Pass 0.0045 0 0 0 Pass 0.0045 0 0 0 Pass 0.0045 0 0 0 Pass 0.0046 0 0 0 Pass 0.0046 0 0 0 Pass 0.0046 0 0 0 Pass 0.0047 0 0 0 Pass 0.0047 0 0 0 Pass 0.0048 0 0 0 Pass 0.0048 0 0 0 Pass MSN - DB A 2/18/2025 4:29:38 PM Page 41 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. MSN - DB A 2/18/2025 4:29:38 PM Page 42 LID Report MSN - DB A 2/18/2025 4:29:51 PM 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. MSN - DB A 2/18/2025 4:29:51 PM Page 44 Appendix Predeveloped Schematic MSN - DB A 2/18/2025 4:29:53 PM Page 45 Mitigated Schematic MSN - DB A 2/18/2025 4:29:53 PM 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 MSN - DB A.wdm MESSU 25 PreMSN - DB A.MES 27 PreMSN - DB A.L61 28 PreMSN - DB A.L62 30 POCMSN - DB A1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin A MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 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 *** 1 A/B, Forest, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 1 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 ********* 1 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO MSN - DB A 2/18/2025 4:29:53 PM Page 47 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 1 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 1 0 5 2 400 0.05 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 1 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 1 0.2 0.5 0.35 0 0.7 0.7 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 1 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 MSN - DB A 2/18/2025 4:29:53 PM Page 48 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin A*** PERLND 1 4.312 COPY 501 12 PERLND 1 4.312 COPY 501 13 ******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 <-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 EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 0.8 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 0.8 IMPLND 1 999 EXTNL PREC MSN - DB A 2/18/2025 4:29:53 PM Page 49 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 END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** 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 END MASS-LINK END RUN MSN - DB A 2/18/2025 4:29:53 PM 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 MSN - DB A.wdm MESSU 25 MitMSN - DB A.MES 27 MitMSN - DB A.L61 28 MitMSN - DB A.L62 30 POCMSN - DB A1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 4 IMPLND 16 IMPLND 17 IMPLND 19 IMPLND 20 PERLND 38 PERLND 39 PERLND 40 PERLND 41 GENER 2 RCHRES 1 RCHRES 2 GENER 4 RCHRES 3 RCHRES 4 GENER 6 RCHRES 5 RCHRES 6 GENER 8 RCHRES 7 RCHRES 8 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Surface A-1 SWALE MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** 2 24 4 24 6 24 8 24 END OPCODE MSN - DB A 2/18/2025 4:29:53 PM Page 51 PARM # # K *** 2 0. 4 0. 6 0. 8 0. END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 38 A/B, Lawn, Flat 1 1 1 1 27 0 39 A/B, Lawn, Flat 1 1 1 1 27 0 40 A/B, Lawn, Flat 1 1 1 1 27 0 41 A/B, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 38 0 0 1 0 0 0 0 0 0 0 0 0 39 0 0 1 0 0 0 0 0 0 0 0 0 40 0 0 1 0 0 0 0 0 0 0 0 0 41 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 ********* 38 0 0 4 0 0 0 0 0 0 0 0 0 1 9 39 0 0 4 0 0 0 0 0 0 0 0 0 1 9 40 0 0 4 0 0 0 0 0 0 0 0 0 1 9 41 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 *** 38 0 0 0 0 0 0 0 0 0 0 0 39 0 0 0 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 0 0 41 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 38 0 5 0.8 400 0.05 0.3 0.996 39 0 5 0.8 400 0.05 0.3 0.996 40 0 5 0.8 400 0.05 0.3 0.996 41 0 5 0.8 400 0.05 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 38 0 0 2 2 0 0 0 39 0 0 2 2 0 0 0 40 0 0 2 2 0 0 0 41 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 38 0.1 0.5 0.25 0 0.7 0.25 39 0.1 0.5 0.25 0 0.7 0.25 40 0.1 0.5 0.25 0 0.7 0.25 MSN - DB A 2/18/2025 4:29:53 PM Page 52 41 0.1 0.5 0.25 0 0.7 0.25 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 38 0 0 0 0 3 1 0 39 0 0 0 0 3 1 0 40 0 0 0 0 3 1 0 41 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 4 ROOF TOPS/FLAT 1 1 1 27 0 16 SIDEWALKS/FLAT 1 1 1 27 0 17 SIDEWALKS/FLAT 1 1 1 27 0 19 SIDEWALKS/FLAT 1 1 1 27 0 20 SIDEWALKS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 16 0 0 1 0 0 0 17 0 0 1 0 0 0 19 0 0 1 0 0 0 20 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 4 0 0 4 0 0 0 1 9 16 0 0 4 0 0 0 1 9 17 0 0 4 0 0 0 1 9 19 0 0 4 0 0 0 1 9 20 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 *** 4 0 0 0 0 0 16 0 0 0 0 0 17 0 0 0 0 0 19 0 0 0 0 0 20 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 16 400 0.01 0.1 0.1 17 400 0.01 0.1 0.1 19 400 0.01 0.1 0.1 20 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** MSN - DB A 2/18/2025 4:29:53 PM Page 53 # - # ***PETMAX PETMIN 4 0 0 16 0 0 17 0 0 19 0 0 20 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 16 0 0 17 0 0 19 0 0 20 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin A-1*** IMPLND 4 0.26 RCHRES 1 5 Basin A-1*** PERLND 38 0.93 RCHRES 1 2 PERLND 38 0.93 RCHRES 1 3 Basin A-1*** IMPLND 16 0.0645 PERLND 38 50 Basin A-2*** IMPLND 4 0.45 RCHRES 3 5 Basin A-3*** IMPLND 4 0.31 RCHRES 5 5 Basin A-4*** IMPLND 4 0.24 RCHRES 7 5 Basin A-2*** IMPLND 17 0.0556 PERLND 39 50 Basin A-2*** PERLND 39 1.08 RCHRES 3 2 PERLND 39 1.08 RCHRES 3 3 Basin A-3*** PERLND 40 0.71 RCHRES 5 2 PERLND 40 0.71 RCHRES 5 3 Basin A-3*** IMPLND 19 0.0845 PERLND 40 50 Basin A-4*** PERLND 41 0.38 RCHRES 7 2 PERLND 41 0.38 RCHRES 7 3 Basin A-4*** IMPLND 20 0.0263 PERLND 41 50 ******Routing****** IMPLND 4 0.26 COPY 1 15 PERLND 38 0.93 COPY 1 12 PERLND 38 0.93 COPY 1 13 RCHRES 1 1 RCHRES 2 8 RCHRES 3 1 RCHRES 4 8 RCHRES 3 COPY 1 18 RCHRES 5 1 RCHRES 6 8 RCHRES 5 COPY 1 18 RCHRES 7 1 RCHRES 8 8 RCHRES 7 COPY 1 18 RCHRES 2 1 COPY 501 17 RCHRES 1 1 COPY 501 17 RCHRES 4 1 COPY 501 17 RCHRES 6 1 COPY 501 17 RCHRES 8 1 COPY 501 17 END SCHEMATIC MSN - DB A 2/18/2025 4:29:53 PM Page 54 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 GENER 2 OUTPUT TIMSER .0011111 RCHRES 1 EXTNL OUTDGT 1 GENER 4 OUTPUT TIMSER .0011111 RCHRES 3 EXTNL OUTDGT 1 GENER 6 OUTPUT TIMSER .0011111 RCHRES 5 EXTNL OUTDGT 1 GENER 8 OUTPUT TIMSER .0011111 RCHRES 7 EXTNL OUTDGT 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 Surface A-1 SWAL-008 3 1 1 1 28 0 1 2 A-1 SWALE 2 1 1 1 28 0 1 3 Surface bioreten-013 3 1 1 1 28 0 1 4 A-2 bioretention-012 2 1 1 1 28 0 1 5 Surface bioreten-017 3 1 1 1 28 0 1 6 A-3 bioretention-016 2 1 1 1 28 0 1 7 Surface bioreten-024 3 1 1 1 28 0 1 8 A-4 bioretention-023 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 4 1 0 0 0 0 0 0 0 0 0 5 1 0 0 0 0 0 0 0 0 0 6 1 0 0 0 0 0 0 0 0 0 7 1 0 0 0 0 0 0 0 0 0 8 1 0 0 0 0 0 0 0 0 0 END ACTIVITY 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 4 4 0 0 0 0 0 0 0 0 0 1 9 5 4 0 0 0 0 0 0 0 0 0 1 9 6 4 0 0 0 0 0 0 0 0 0 1 9 7 4 0 0 0 0 0 0 0 0 0 1 9 8 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 6 0 0 0 1 0 0 0 2 1 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 6 0 0 0 1 0 0 0 2 1 2 2 2 4 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 5 0 1 0 0 4 5 6 0 0 0 1 0 0 0 2 1 2 2 2 6 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 7 0 1 0 0 4 5 6 0 0 0 1 0 0 0 2 1 2 2 2 8 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 MSN - DB A 2/18/2025 4:29:53 PM Page 55 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 0.0 0.0 0.0 2 2 0.05 0.0 0.0 0.0 0.0 3 3 0.01 0.0 0.0 0.0 0.0 4 4 0.09 0.0 0.0 0.0 0.0 5 5 0.01 0.0 0.0 0.0 0.0 6 6 0.07 0.0 0.0 0.0 0.0 7 7 0.01 0.0 0.0 0.0 0.0 8 8 0.02 0.0 0.0 0.0 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 6.0 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 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5 0 4.0 5.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7 0 4.0 5.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8 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 *** User-Defined Variable Quantity Lines *** addr *** <------> *** kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol2 RCHRES 2 VOL 4 UVQUAN v2m2 GLOBAL WORKSP 1 3 UVQUAN vpo2 GLOBAL WORKSP 2 3 UVQUAN v2d2 GENER 2 K 1 3 *** User-Defined Variable Quantity Lines *** addr *** <------> *** kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol4 RCHRES 4 VOL 4 UVQUAN v2m4 GLOBAL WORKSP 3 3 UVQUAN vpo4 GLOBAL WORKSP 4 3 UVQUAN v2d4 GENER 4 K 1 3 *** User-Defined Variable Quantity Lines *** addr *** <------> *** kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol6 RCHRES 6 VOL 4 UVQUAN v2m6 GLOBAL WORKSP 5 3 UVQUAN vpo6 GLOBAL WORKSP 6 3 UVQUAN v2d6 GENER 6 K 1 3 *** User-Defined Variable Quantity Lines *** addr *** <------> *** kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol8 RCHRES 8 VOL 4 UVQUAN v2m8 GLOBAL WORKSP 7 3 UVQUAN vpo8 GLOBAL WORKSP 8 3 UVQUAN v2d8 GENER 8 K 1 3 *** User-Defined Target Variable Names *** addr or addr or *** <------> <------> MSN - DB A 2/18/2025 4:29:53 PM Page 56 *** kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m2 1 WORKSP 1 1.0 QUAN UVNAME vpo2 1 WORKSP 2 1.0 QUAN UVNAME v2d2 1 K 1 1.0 QUAN *** User-Defined Target Variable Names *** addr or addr or *** <------> <------> *** kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m4 1 WORKSP 3 1.0 QUAN UVNAME vpo4 1 WORKSP 4 1.0 QUAN UVNAME v2d4 1 K 1 1.0 QUAN *** User-Defined Target Variable Names *** addr or addr or *** <------> <------> *** kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m6 1 WORKSP 5 1.0 QUAN UVNAME vpo6 1 WORKSP 6 1.0 QUAN UVNAME v2d6 1 K 1 1.0 QUAN *** User-Defined Target Variable Names *** addr or addr or *** <------> <------> *** kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m8 1 WORKSP 7 1.0 QUAN UVNAME vpo8 1 WORKSP 8 1.0 QUAN UVNAME v2d8 1 K 1 1.0 QUAN *** opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 2 v2m2 = 1057.81 *** Compute remaining available pore space GENER 2 vpo2 = v2m2 GENER 2 vpo2 -= vol2 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo2 < 0.0) THEN GENER 2 vpo2 = 0.0 END IF *** Infiltration volume GENER 2 v2d2 = vpo2 *** opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 4 v2m4 = 2169.72 *** Compute remaining available pore space GENER 4 vpo4 = v2m4 GENER 4 vpo4 -= vol4 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo4 < 0.0) THEN GENER 4 vpo4 = 0.0 END IF *** Infiltration volume GENER 4 v2d4 = vpo4 *** opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 6 v2m6 = 1528.23 *** Compute remaining available pore space GENER 6 vpo6 = v2m6 GENER 6 vpo6 -= vol6 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo6 < 0.0) THEN GENER 6 vpo6 = 0.0 END IF *** Infiltration volume GENER 6 v2d6 = vpo6 *** opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 8 v2m8 = 596.98 *** Compute remaining available pore space GENER 8 vpo8 = v2m8 MSN - DB A 2/18/2025 4:29:53 PM Page 57 GENER 8 vpo8 -= vol8 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo8 < 0.0) THEN GENER 8 vpo8 = 0.0 END IF *** Infiltration volume GENER 8 v2d8 = vpo8 END SPEC-ACTIONS FTABLES FTABLE 2 59 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.060957 0.000000 0.000000 0.000000 0.030220 0.059970 0.000016 0.000000 0.000000 0.060440 0.058885 0.000047 0.000000 0.000000 0.090659 0.057802 0.000094 0.000000 0.000000 0.120879 0.056720 0.000156 0.000000 0.000000 0.151099 0.055640 0.000233 0.000000 0.000000 0.181319 0.054561 0.000326 0.000000 0.000036 0.211538 0.053484 0.000434 0.000000 0.000062 0.241758 0.052409 0.000557 0.000000 0.000100 0.271978 0.051335 0.000668 0.000000 0.000153 0.302198 0.050262 0.000790 0.000000 0.000223 0.332418 0.049191 0.000925 0.000000 0.000314 0.362637 0.048121 0.001073 0.000000 0.000430 0.392857 0.047053 0.001233 0.000000 0.000575 0.423077 0.045986 0.001405 0.000000 0.000751 0.453297 0.044921 0.001589 0.000000 0.000964 0.483516 0.043858 0.001786 0.000000 0.001217 0.513736 0.042796 0.001995 0.000000 0.001516 0.543956 0.041735 0.002217 0.000000 0.001863 0.574176 0.040676 0.002451 0.000000 0.002265 0.604396 0.039619 0.002698 0.000000 0.002727 0.634615 0.038563 0.002957 0.000000 0.003252 0.664835 0.037508 0.003228 0.000000 0.003847 0.695055 0.036455 0.003513 0.000000 0.004516 0.725275 0.035404 0.003809 0.000000 0.005266 0.755495 0.034354 0.004119 0.000000 0.006101 0.785714 0.033305 0.004440 0.000000 0.007027 0.815934 0.032258 0.004775 0.000000 0.008051 0.846154 0.031213 0.005122 0.000000 0.009179 0.876374 0.030169 0.005482 0.000000 0.010415 0.906593 0.029126 0.005854 0.000000 0.011768 0.936813 0.028085 0.006239 0.000000 0.013242 0.967033 0.027046 0.006637 0.000000 0.014845 0.997253 0.026008 0.007047 0.000000 0.016582 1.027473 0.024972 0.007470 0.000000 0.018462 1.057692 0.023937 0.007906 0.000000 0.020490 1.087912 0.022903 0.008355 0.000000 0.022673 1.118132 0.021872 0.008817 0.000000 0.025019 1.148352 0.020841 0.009291 0.000000 0.027534 1.178571 0.019812 0.009778 0.000000 0.030226 1.208791 0.018785 0.010278 0.000000 0.033102 1.239011 0.017759 0.010791 0.000000 0.036168 1.269231 0.016735 0.011316 0.000000 0.039433 1.299451 0.015712 0.011855 0.000000 0.042904 1.329670 0.014691 0.012407 0.000000 0.046588 1.359890 0.013671 0.012971 0.000000 0.050491 1.390110 0.012653 0.013548 0.000000 0.054622 1.420330 0.011636 0.014139 0.000000 0.058985 1.450549 0.010621 0.014742 0.000000 0.063587 1.480769 0.009607 0.015358 0.000000 0.068430 1.510989 0.008595 0.015988 0.000000 0.073509 1.541209 0.007584 0.016630 0.000000 0.075176 1.571429 0.006575 0.017286 0.000000 0.080381 1.601648 0.005567 0.017954 0.000000 0.084156 1.631868 0.004561 0.018636 0.000000 0.085789 1.662088 0.003556 0.019331 0.000000 0.087426 1.692308 0.002553 0.020039 0.000000 0.089064 MSN - DB A 2/18/2025 4:29:53 PM Page 58 1.722527 0.001551 0.020760 0.000000 0.090704 1.750000 0.000551 0.024284 0.000000 0.138297 END FTABLE 2 FTABLE 1 35 6 Depth Area Volume Outflow1 Outflow2 Outflow3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.000551 0.000000 0.000000 0.000000 0.003564 0.030220 0.062045 0.001859 0.000000 0.000989 0.003564 0.060440 0.063134 0.003750 0.000000 0.001006 0.007133 0.090659 0.064225 0.005674 0.000000 0.001023 0.010707 0.120879 0.065317 0.007632 0.000000 0.001039 0.014286 0.151099 0.066410 0.009622 0.000000 0.001056 0.017870 0.181319 0.067505 0.011646 0.000000 0.001073 0.021459 0.211538 0.068602 0.013702 0.000000 0.001090 0.025053 0.241758 0.069700 0.015792 0.000000 0.001107 0.028651 0.271978 0.070800 0.017915 0.000000 0.001123 0.032255 0.302198 0.071901 0.020071 0.000000 0.001140 0.035864 0.332418 0.073004 0.022260 0.000000 0.001157 0.039477 0.362637 0.074108 0.024483 0.000000 0.001174 0.043096 0.392857 0.075214 0.026740 0.000000 0.001190 0.046719 0.423077 0.076321 0.029029 0.000000 0.001207 0.050348 0.453297 0.077430 0.031352 0.000000 0.001224 0.053981 0.483516 0.078540 0.033709 0.000000 0.001241 0.057619 0.513736 0.079652 0.036099 0.017087 0.001258 0.061263 0.543956 0.080765 0.038523 0.097690 0.001274 0.064911 0.574176 0.081880 0.040981 0.213745 0.001291 0.068564 0.604396 0.082996 0.043472 0.355486 0.001308 0.072222 0.634615 0.084114 0.045997 0.516834 0.001325 0.075885 0.664835 0.085233 0.048556 0.692447 0.001342 0.079553 0.695055 0.086354 0.051148 0.876999 0.001358 0.083226 0.725275 0.087476 0.053775 1.065020 0.001375 0.086904 0.755495 0.088600 0.056435 1.250960 0.001392 0.090587 0.785714 0.089725 0.059130 1.429395 0.001409 0.094274 0.815934 0.090852 0.061858 1.595314 0.001426 0.097967 0.846154 0.091980 0.064621 1.744468 0.001442 0.101665 0.876374 0.093110 0.067418 1.873776 0.001459 0.105367 0.906593 0.094241 0.070249 1.981777 0.001476 0.109075 0.936813 0.095374 0.073114 2.069120 0.001493 0.112787 0.967033 0.096509 0.076013 2.139092 0.001509 0.116505 0.997253 0.097645 0.078947 2.198180 0.001526 0.120227 1.000000 0.097748 0.079215 2.287491 0.001528 0.120566 END FTABLE 1 FTABLE 4 59 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.124226 0.000000 0.000000 0.000000 0.030220 0.122255 0.000033 0.000000 0.000000 0.060440 0.120088 0.000099 0.000000 0.000000 0.090659 0.117923 0.000196 0.000000 0.000000 0.120879 0.115759 0.000324 0.000000 0.000000 0.151099 0.113596 0.000485 0.000000 0.000000 0.181319 0.111435 0.000678 0.000000 0.000074 0.211538 0.109276 0.000902 0.000000 0.000129 0.241758 0.107118 0.001159 0.000000 0.000208 0.271978 0.104962 0.001388 0.000000 0.000317 0.302198 0.102807 0.001643 0.000000 0.000463 0.332418 0.100653 0.001923 0.000000 0.000652 0.362637 0.098502 0.002228 0.000000 0.000892 0.392857 0.096351 0.002560 0.000000 0.001191 0.423077 0.094202 0.002916 0.000000 0.001556 0.453297 0.092055 0.003298 0.000000 0.001997 0.483516 0.089909 0.003706 0.000000 0.002520 0.513736 0.087765 0.004139 0.000000 0.003137 0.543956 0.085622 0.004598 0.000000 0.003855 0.574176 0.083481 0.005082 0.000000 0.004685 0.604396 0.081341 0.005592 0.000000 0.005637 MSN - DB A 2/18/2025 4:29:53 PM Page 59 0.634615 0.079203 0.006127 0.000000 0.006720 0.664835 0.077066 0.006689 0.000000 0.007946 0.695055 0.074931 0.007276 0.000000 0.009325 0.725275 0.072797 0.007888 0.000000 0.010868 0.755495 0.070665 0.008526 0.000000 0.012587 0.785714 0.068534 0.009190 0.000000 0.014494 0.815934 0.066405 0.009880 0.000000 0.016599 0.846154 0.064277 0.010595 0.000000 0.018916 0.876374 0.062151 0.011337 0.000000 0.021457 0.906593 0.060026 0.012104 0.000000 0.024233 0.936813 0.057903 0.012896 0.000000 0.027259 0.967033 0.055781 0.013715 0.000000 0.030547 0.997253 0.053661 0.014559 0.000000 0.034110 1.027473 0.051543 0.015430 0.000000 0.037961 1.057692 0.049425 0.016326 0.000000 0.042115 1.087912 0.047310 0.017248 0.000000 0.046586 1.118132 0.045196 0.018196 0.000000 0.051386 1.148352 0.043083 0.019170 0.000000 0.056530 1.178571 0.040972 0.020170 0.000000 0.062034 1.208791 0.038862 0.021196 0.000000 0.067910 1.239011 0.036754 0.022248 0.000000 0.074174 1.269231 0.034648 0.023326 0.000000 0.080839 1.299451 0.032543 0.024430 0.000000 0.087921 1.329670 0.030439 0.025560 0.000000 0.095434 1.359890 0.028337 0.026716 0.000000 0.103392 1.390110 0.026237 0.027898 0.000000 0.111808 1.420330 0.024138 0.029106 0.000000 0.120695 1.450549 0.022040 0.030340 0.000000 0.130062 1.480769 0.019944 0.031601 0.000000 0.139915 1.510989 0.017849 0.032887 0.000000 0.150246 1.541209 0.015757 0.034200 0.000000 0.153596 1.571429 0.013665 0.035539 0.000000 0.164170 1.601648 0.011575 0.036904 0.000000 0.171814 1.631868 0.009487 0.038296 0.000000 0.175085 1.662088 0.007400 0.039713 0.000000 0.178358 1.692308 0.005314 0.041157 0.000000 0.181633 1.722527 0.003230 0.042627 0.000000 0.184911 1.750000 0.001148 0.049810 0.000000 0.281839 END FTABLE 4 FTABLE 3 35 6 Depth Area Volume Outflow1 Outflow2 Outflow3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.001148 0.000000 0.000000 0.000000 0.007111 0.030220 0.126396 0.003787 0.000000 0.002060 0.007111 0.060440 0.128568 0.007639 0.000000 0.002095 0.014226 0.090659 0.130740 0.011557 0.000000 0.002130 0.021347 0.120879 0.132915 0.015541 0.000000 0.002165 0.028473 0.151099 0.135091 0.019591 0.000000 0.002200 0.035603 0.181319 0.137268 0.023706 0.000000 0.002235 0.042739 0.211538 0.139447 0.027887 0.000000 0.002270 0.049879 0.241758 0.141627 0.032134 0.000000 0.002305 0.057024 0.271978 0.143809 0.036447 0.000000 0.002340 0.064175 0.302198 0.145993 0.040826 0.000000 0.002375 0.071330 0.332418 0.148178 0.045271 0.000000 0.002410 0.078490 0.362637 0.150364 0.049782 0.000000 0.002445 0.085655 0.392857 0.152552 0.054359 0.000000 0.002480 0.092825 0.423077 0.154741 0.059002 0.000000 0.002515 0.100000 0.453297 0.156932 0.063711 0.000000 0.002550 0.107180 0.483516 0.159125 0.068487 0.000000 0.002585 0.114365 0.513736 0.161319 0.073329 0.017087 0.002620 0.121555 0.543956 0.163514 0.078237 0.097690 0.002655 0.128750 0.574176 0.165711 0.083212 0.213745 0.002690 0.135950 0.604396 0.167910 0.088253 0.355486 0.002725 0.143155 0.634615 0.170110 0.093360 0.516834 0.002760 0.150364 0.664835 0.172311 0.098534 0.692447 0.002795 0.157579 0.695055 0.174514 0.103774 0.876999 0.002830 0.164798 0.725275 0.176719 0.109082 1.065020 0.002865 0.172023 MSN - DB A 2/18/2025 4:29:53 PM Page 60 0.755495 0.178925 0.114455 1.250960 0.002900 0.179252 0.785714 0.181133 0.119896 1.429395 0.002935 0.186487 0.815934 0.183342 0.125403 1.595314 0.002970 0.193726 0.846154 0.185552 0.130977 1.744468 0.003005 0.200970 0.876374 0.187764 0.136618 1.873776 0.003040 0.208220 0.906593 0.189978 0.142325 1.981777 0.003075 0.215474 0.936813 0.192193 0.148100 2.069120 0.003110 0.222733 0.967033 0.194410 0.153941 2.139092 0.003145 0.229997 0.997253 0.196628 0.159850 2.198180 0.003180 0.237266 1.000000 0.196830 0.160390 2.287491 0.003183 0.237927 END FTABLE 3 FTABLE 6 59 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.087725 0.000000 0.000000 0.000000 0.030220 0.086321 0.000023 0.000000 0.000000 0.060440 0.084779 0.000069 0.000000 0.000000 0.090659 0.083238 0.000137 0.000000 0.000000 0.120879 0.081698 0.000227 0.000000 0.000000 0.151099 0.080160 0.000340 0.000000 0.000000 0.181319 0.078624 0.000475 0.000000 0.000052 0.211538 0.077088 0.000632 0.000000 0.000090 0.241758 0.075555 0.000812 0.000000 0.000145 0.271978 0.074023 0.000972 0.000000 0.000222 0.302198 0.072492 0.001151 0.000000 0.000324 0.332418 0.070963 0.001347 0.000000 0.000457 0.362637 0.069436 0.001562 0.000000 0.000626 0.392857 0.067910 0.001794 0.000000 0.000835 0.423077 0.066386 0.002044 0.000000 0.001092 0.453297 0.064863 0.002312 0.000000 0.001401 0.483516 0.063341 0.002598 0.000000 0.001769 0.513736 0.061821 0.002902 0.000000 0.002201 0.543956 0.060303 0.003224 0.000000 0.002706 0.574176 0.058786 0.003564 0.000000 0.003289 0.604396 0.057270 0.003922 0.000000 0.003958 0.634615 0.055757 0.004298 0.000000 0.004719 0.664835 0.054244 0.004692 0.000000 0.005581 0.695055 0.052733 0.005105 0.000000 0.006551 0.725275 0.051224 0.005535 0.000000 0.007636 0.755495 0.049716 0.005983 0.000000 0.008845 0.785714 0.048210 0.006450 0.000000 0.010186 0.815934 0.046705 0.006935 0.000000 0.011668 0.846154 0.045202 0.007438 0.000000 0.013298 0.876374 0.043700 0.007959 0.000000 0.015087 0.906593 0.042199 0.008498 0.000000 0.017042 0.936813 0.040701 0.009056 0.000000 0.019172 0.967033 0.039203 0.009631 0.000000 0.021488 0.997253 0.037708 0.010226 0.000000 0.023998 1.027473 0.036213 0.010838 0.000000 0.026712 1.057692 0.034720 0.011469 0.000000 0.029639 1.087912 0.033229 0.012118 0.000000 0.032790 1.118132 0.031739 0.012785 0.000000 0.036174 1.148352 0.030251 0.013471 0.000000 0.039802 1.178571 0.028765 0.014175 0.000000 0.043683 1.208791 0.027279 0.014897 0.000000 0.047828 1.239011 0.025796 0.015638 0.000000 0.052247 1.269231 0.024313 0.016397 0.000000 0.056951 1.299451 0.022833 0.017175 0.000000 0.061950 1.329670 0.021354 0.017971 0.000000 0.067254 1.359890 0.019876 0.018786 0.000000 0.072873 1.390110 0.018400 0.019619 0.000000 0.078816 1.420330 0.016925 0.020471 0.000000 0.085093 1.450549 0.015452 0.021341 0.000000 0.091711 1.480769 0.013980 0.022230 0.000000 0.098673 1.510989 0.012510 0.023138 0.000000 0.105975 1.541209 0.011042 0.024064 0.000000 0.108354 1.571429 0.009574 0.025008 0.000000 0.115830 1.601648 0.008109 0.025972 0.000000 0.121242 1.631868 0.006645 0.026953 0.000000 0.123568 MSN - DB A 2/18/2025 4:29:53 PM Page 61 1.662088 0.005182 0.027954 0.000000 0.125897 1.692308 0.003721 0.028973 0.000000 0.128228 1.722527 0.002262 0.030011 0.000000 0.130561 1.750000 0.000803 0.035083 0.000000 0.199026 END FTABLE 6 FTABLE 5 35 6 Depth Area Volume Outflow1 Outflow2 Outflow3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.000803 0.000000 0.000000 0.000000 0.005065 0.030220 0.089270 0.002674 0.000000 0.001442 0.005065 0.060440 0.090817 0.005395 0.000000 0.001467 0.010134 0.090659 0.092366 0.008163 0.000000 0.001491 0.015209 0.120879 0.093916 0.010978 0.000000 0.001516 0.020288 0.151099 0.095467 0.013840 0.000000 0.001540 0.025372 0.181319 0.097020 0.016748 0.000000 0.001565 0.030462 0.211538 0.098575 0.019704 0.000000 0.001589 0.035556 0.241758 0.100131 0.022706 0.000000 0.001614 0.040655 0.271978 0.101688 0.025755 0.000000 0.001638 0.045759 0.302198 0.103248 0.028852 0.000000 0.001663 0.050869 0.332418 0.104808 0.031996 0.000000 0.001687 0.055983 0.362637 0.106370 0.035187 0.000000 0.001712 0.061102 0.392857 0.107934 0.038425 0.000000 0.001736 0.066226 0.423077 0.109499 0.041710 0.000000 0.001761 0.071355 0.453297 0.111065 0.045043 0.000000 0.001785 0.076488 0.483516 0.112633 0.048423 0.000000 0.001810 0.081627 0.513736 0.114203 0.051850 0.017087 0.001834 0.086771 0.543956 0.115774 0.055325 0.097690 0.001859 0.091920 0.574176 0.117347 0.058848 0.213745 0.001883 0.097073 0.604396 0.118921 0.062418 0.355486 0.001907 0.102232 0.634615 0.120497 0.066035 0.516834 0.001932 0.107395 0.664835 0.122074 0.069700 0.692447 0.001956 0.112564 0.695055 0.123652 0.073413 0.876999 0.001981 0.117737 0.725275 0.125233 0.077174 1.065020 0.002005 0.122916 0.755495 0.126814 0.080982 1.250960 0.002030 0.128099 0.785714 0.128398 0.084839 1.429395 0.002054 0.133287 0.815934 0.129982 0.088743 1.595314 0.002079 0.138481 0.846154 0.131568 0.092695 1.744468 0.002103 0.143679 0.876374 0.133156 0.096695 1.873776 0.002128 0.148882 0.906593 0.134745 0.100743 1.981777 0.002152 0.154090 0.936813 0.136336 0.104839 2.069120 0.002177 0.159303 0.967033 0.137928 0.108983 2.139092 0.002201 0.164521 0.997253 0.139522 0.113175 2.198180 0.002226 0.169744 1.000000 0.139667 0.113558 2.287491 0.002228 0.170219 END FTABLE 5 FTABLE 8 50 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.031812 0.000000 0.000000 0.000000 0.035714 0.031164 0.000050 0.000000 0.000000 0.071429 0.030518 0.000111 0.000000 0.000000 0.107143 0.029874 0.000181 0.000000 0.000000 0.142857 0.029232 0.000261 0.000000 0.000000 0.178571 0.028592 0.000352 0.000000 0.000000 0.214286 0.027954 0.000452 0.000000 0.000043 0.250000 0.027319 0.000562 0.000000 0.000072 0.285714 0.026685 0.000658 0.000000 0.000114 0.321429 0.026054 0.000762 0.000000 0.000170 0.357143 0.025424 0.000874 0.000000 0.000243 0.392857 0.024797 0.000994 0.000000 0.000338 0.428571 0.024172 0.001122 0.000000 0.000456 0.464286 0.023549 0.001259 0.000000 0.000601 0.500000 0.022928 0.001403 0.000000 0.000778 0.535714 0.022309 0.001556 0.000000 0.000988 0.571429 0.021693 0.001718 0.000000 0.001237 0.607143 0.021078 0.001887 0.000000 0.001529 0.642857 0.020466 0.002065 0.000000 0.001866 MSN - DB A 2/18/2025 4:29:53 PM Page 62 0.678571 0.019855 0.002251 0.000000 0.002255 0.714286 0.019247 0.002446 0.000000 0.002698 0.750000 0.018641 0.002649 0.000000 0.003202 0.785714 0.018037 0.002860 0.000000 0.003769 0.821429 0.017435 0.003080 0.000000 0.004406 0.857143 0.016835 0.003309 0.000000 0.005117 0.892857 0.016238 0.003546 0.000000 0.005907 0.928571 0.015642 0.003792 0.000000 0.006782 0.964286 0.015048 0.004046 0.000000 0.007747 1.000000 0.014457 0.004309 0.000000 0.008807 1.035714 0.013868 0.004581 0.000000 0.009967 1.071429 0.013281 0.004861 0.000000 0.011235 1.107143 0.012696 0.005150 0.000000 0.012615 1.142857 0.012113 0.005448 0.000000 0.014113 1.178571 0.011532 0.005755 0.000000 0.015735 1.214286 0.010953 0.006070 0.000000 0.017488 1.250000 0.010376 0.006395 0.000000 0.019377 1.285714 0.009802 0.006728 0.000000 0.021410 1.321429 0.009230 0.007070 0.000000 0.023591 1.357143 0.008659 0.007421 0.000000 0.025927 1.392857 0.008091 0.007781 0.000000 0.028424 1.428571 0.007525 0.008150 0.000000 0.031088 1.464286 0.006961 0.008528 0.000000 0.033922 1.500000 0.006399 0.008915 0.000000 0.036930 1.535714 0.005839 0.009312 0.000000 0.040106 1.571429 0.005282 0.009717 0.000000 0.043245 1.607143 0.004726 0.010132 0.000000 0.044213 1.642857 0.004173 0.010555 0.000000 0.045184 1.678571 0.003622 0.010988 0.000000 0.046158 1.714286 0.003072 0.011431 0.000000 0.047136 1.750000 0.002525 0.013705 0.000000 0.088213 END FTABLE 8 FTABLE 7 44 6 Depth Area Volume Outflow1 Outflow2 Outflow3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.002525 0.000000 0.000000 0.000000 0.002131 0.035714 0.032463 0.001148 0.000000 0.004547 0.002131 0.071429 0.033115 0.002319 0.000000 0.004638 0.004270 0.107143 0.033770 0.003513 0.000000 0.004729 0.006415 0.142857 0.034427 0.004731 0.000000 0.004820 0.008567 0.178571 0.035086 0.005972 0.000000 0.004911 0.010726 0.214286 0.035746 0.007237 0.000000 0.005002 0.012892 0.250000 0.036410 0.008526 0.000000 0.005093 0.015065 0.285714 0.037075 0.009838 0.000000 0.005184 0.017245 0.321429 0.037742 0.011174 0.000000 0.005274 0.019432 0.357143 0.038411 0.012534 0.000000 0.005365 0.021625 0.392857 0.039083 0.013918 0.000000 0.005456 0.023826 0.428571 0.039756 0.015325 0.000000 0.005547 0.026033 0.464286 0.040432 0.016757 0.000000 0.005638 0.028248 0.500000 0.041110 0.018213 0.000000 0.005729 0.030469 0.535714 0.041790 0.019694 0.000000 0.005820 0.032697 0.571429 0.042472 0.021199 0.000000 0.005911 0.034932 0.607143 0.043156 0.022728 0.000000 0.006002 0.037174 0.642857 0.043842 0.024281 0.000000 0.006093 0.039423 0.678571 0.044531 0.025859 0.000000 0.006184 0.041679 0.714286 0.045221 0.027462 0.000000 0.006275 0.043941 0.750000 0.045914 0.029089 0.000000 0.006366 0.046211 0.785714 0.046608 0.030741 0.000000 0.006457 0.048487 0.821429 0.047305 0.032419 0.000000 0.006548 0.050771 0.857143 0.048004 0.034120 0.000000 0.006639 0.053061 0.892857 0.048705 0.035847 0.000000 0.006730 0.055358 0.928571 0.049408 0.037599 0.000000 0.006820 0.057663 0.964286 0.050113 0.039377 0.000000 0.006911 0.059974 1.000000 0.050821 0.041179 0.000000 0.007002 0.062292 1.035714 0.051530 0.043007 0.071570 0.007093 0.064617 1.071429 0.052242 0.044860 0.202028 0.007184 0.066948 1.107143 0.052955 0.046738 0.369426 0.007275 0.069287 MSN - DB A 2/18/2025 4:29:53 PM Page 63 1.142857 0.053671 0.048642 0.563536 0.007366 0.071633 1.178571 0.054389 0.050572 0.775552 0.007457 0.073985 1.214286 0.055109 0.052527 0.996598 0.007548 0.076345 1.250000 0.055831 0.054508 1.217555 0.007639 0.078711 1.285714 0.056555 0.056515 1.429395 0.007730 0.081084 1.321429 0.057282 0.058548 1.623789 0.007821 0.083464 1.357143 0.058010 0.060607 1.793902 0.007912 0.085851 1.392857 0.058740 0.062692 1.935341 0.008003 0.088245 1.428571 0.059473 0.064803 2.047214 0.008094 0.090646 1.464286 0.060208 0.066940 2.133304 0.008185 0.093054 1.500000 0.060945 0.069103 2.227125 0.008275 0.095469 1.500000 0.060945 0.069103 2.305293 0.008275 0.095469 END FTABLE 7 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 0.8 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 0.8 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 WDM 2 PREC ENGL 0.8 RCHRES 1 EXTNL PREC WDM 2 PREC ENGL 0.8 RCHRES 3 EXTNL PREC WDM 2 PREC ENGL 0.8 RCHRES 5 EXTNL PREC WDM 2 PREC ENGL 0.8 RCHRES 7 EXTNL PREC WDM 1 EVAP ENGL 0.5 RCHRES 1 EXTNL POTEV WDM 1 EVAP ENGL 0.76 RCHRES 2 EXTNL POTEV WDM 1 EVAP ENGL 0.5 RCHRES 3 EXTNL POTEV WDM 1 EVAP ENGL 0.76 RCHRES 4 EXTNL POTEV WDM 1 EVAP ENGL 0.5 RCHRES 5 EXTNL POTEV WDM 1 EVAP ENGL 0.76 RCHRES 6 EXTNL POTEV WDM 1 EVAP ENGL 0.5 RCHRES 7 EXTNL POTEV WDM 1 EVAP ENGL 0.76 RCHRES 8 EXTNL POTEV 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 2 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 2 HYDR O 1 1 1 WDM 1001 FLOW ENGL REPL RCHRES 2 HYDR O 2 1 1 WDM 1002 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1003 STAG ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1004 STAG ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1005 FLOW 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 4 HYDR RO 1 1 1 WDM 1006 FLOW ENGL REPL RCHRES 4 HYDR O 1 1 1 WDM 1007 FLOW ENGL REPL RCHRES 4 HYDR O 2 1 1 WDM 1008 FLOW ENGL REPL RCHRES 4 HYDR STAGE 1 1 1 WDM 1009 STAG ENGL REPL RCHRES 3 HYDR STAGE 1 1 1 WDM 1010 STAG ENGL REPL RCHRES 3 HYDR O 1 1 1 WDM 1011 FLOW ENGL REPL RCHRES 6 HYDR RO 1 1 1 WDM 1012 FLOW ENGL REPL RCHRES 6 HYDR O 1 1 1 WDM 1013 FLOW ENGL REPL RCHRES 6 HYDR O 2 1 1 WDM 1014 FLOW ENGL REPL RCHRES 6 HYDR STAGE 1 1 1 WDM 1015 STAG ENGL REPL RCHRES 5 HYDR STAGE 1 1 1 WDM 1016 STAG ENGL REPL RCHRES 5 HYDR O 1 1 1 WDM 1017 FLOW ENGL REPL RCHRES 8 HYDR RO 1 1 1 WDM 1018 FLOW ENGL REPL RCHRES 8 HYDR O 1 1 1 WDM 1019 FLOW ENGL REPL RCHRES 8 HYDR O 2 1 1 WDM 1020 FLOW ENGL REPL RCHRES 8 HYDR STAGE 1 1 1 WDM 1021 STAG ENGL REPL RCHRES 7 HYDR STAGE 1 1 1 WDM 1022 STAG ENGL REPL RCHRES 7 HYDR O 1 1 1 WDM 1023 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** MSN - DB A 2/18/2025 4:29:53 PM Page 64 <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 8 RCHRES OFLOW OVOL 2 RCHRES INFLOW IVOL END MASS-LINK 8 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 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 MASS-LINK 18 RCHRES OFLOW OVOL 2 COPY INPUT MEAN END MASS-LINK 18 MASS-LINK 50 IMPLND IWATER SURO PERLND EXTNL SURLI END MASS-LINK 50 END MASS-LINK END RUN MSN - DB A 2/18/2025 4:29:53 PM Page 65 Predeveloped HSPF Message File MSN - DB A 2/18/2025 4:29:53 PM Page 66 Mitigated HSPF Message File MSN - DB A 2/18/2025 4:29:53 PM Page 67 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. 2005-2025; 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 WWHM2012 PROJECT REPORT MSN - DB B 2/18/2025 7:24:47 PM Page 2 General Model Information Project Name: MSN - DB B Site Name: Mason Street Site Address: 91 Mason Street City: Port Hadlock-Irondale, WA 98339 Report Date: 2/18/2025 Gage:Port Angeles Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 0.800 Version Date: 2021/08/18 Version: 4.2.18 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 100 Year MSN - DB B 2/18/2025 7:24:47 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin B Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat 5.654 Pervious Total 5.654 Impervious Land Use acre Impervious Total 0 Basin Total 5.654 Element Flows To: Surface Interflow Groundwater MSN - DB B 2/18/2025 7:24:47 PM Page 4 Mitigated Land Use Basin B-1 Bypass:No Impervious Land Use acre PARKING FLAT 0.64 Element Flows To: Outlet 1 Outlet 2 Surface B-1 Swale MSN - DB B 2/18/2025 7:24:47 PM Page 5 B-3 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat 0.3 Pervious Total 0.3 Impervious Land Use acre ROADS FLAT 0.63 Impervious Total 0.63 Basin Total 0.93 Element Flows To: Surface Interflow Groundwater Surface B-3 Swale Surface B-3 Swale MSN - DB B 2/18/2025 7:24:47 PM Page 6 Basin B-1 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat .26 Element Flows To: Surface Interflow Groundwater Basin B-1 Basin B-1 MSN - DB B 2/18/2025 7:24:47 PM Page 7 B-5 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat 0.56 Pervious Total 0.56 Impervious Land Use acre ROOF TOPS FLAT 0.16 Impervious Total 0.16 Basin Total 0.72 Element Flows To: Surface Interflow Groundwater Surface B-5 SWALE Surface B-5 SWALE MSN - DB B 2/18/2025 7:24:47 PM Page 8 Basin B-1 Bypass:No Impervious Land Use acre SIDEWALKS FLAT 0.07 Element Flows To: Outlet 1 Outlet 2 Basin B-1 MSN - DB B 2/18/2025 7:24:47 PM Page 9 B-2 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat 1.14 Element Flows To: Surface Interflow Groundwater B-2 B-2 B-2 MSN - DB B 2/18/2025 7:24:47 PM Page 10 B-2 Bypass:No Impervious Land Use acre ROOF TOPS FLAT 0.25 Element Flows To: Outlet 1 Outlet 2 B-2 MSN - DB B 2/18/2025 7:24:47 PM Page 11 B-2 Bypass:No Impervious Land Use acre SIDEWALKS FLAT 0.08 Element Flows To: Outlet 1 Outlet 2 B-2 MSN - DB B 2/18/2025 7:24:47 PM Page 12 B-2 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat .43 Element Flows To: Surface Interflow Groundwater MSN - DB B 2/18/2025 7:24:47 PM Page 13 B-4 Bypass:No Impervious Land Use acre ROADS FLAT 0.62 Element Flows To: Outlet 1 Outlet 2 Surface B-4 SWALE MSN - DB B 2/18/2025 7:24:47 PM Page 14 B-4 Bypass:No Impervious Land Use acre SIDEWALKS FLAT 0.14 Element Flows To: Outlet 1 Outlet 2 B-4 MSN - DB B 2/18/2025 7:24:47 PM Page 15 B-4 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat .36 Element Flows To: Surface Interflow Groundwater Surface B-4 SWALE Surface B-4 SWALE MSN - DB B 2/18/2025 7:24:47 PM Page 16 Routing Elements Predeveloped Routing MSN - DB B 2/18/2025 7:24:47 PM Page 17 Mitigated Routing B-3 Swale Bottom Length: 785.00 ft. Bottom Width: 2.00 ft. Material thickness of first layer: 0.25 Material type for first layer: ASTM 100 Material thickness of second layer: 1.5 Material type for second layer: SMMWW Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate:6.5 Infiltration safety factor:0.5 Wetted surface area On Total Volume Infiltrated (ac-ft.):48.275 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 48.275 Percent Infiltrated:100 Total Precip Applied to Facility:7.163 Total Evap From Facility:4.429 Underdrain not used Discharge Structure Riser Height:0.5 ft. Riser Diameter:12 in. Element Flows To: Outlet 1 Outlet 2 Bioretention Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.2935 0.0000 0.0000 0.0000 0.0302 0.2894 0.0006 0.0000 0.0000 0.0604 0.2848 0.0012 0.0000 0.0000 0.0907 0.2803 0.0020 0.0000 0.0000 0.1209 0.2758 0.0027 0.0000 0.0000 0.1511 0.2713 0.0036 0.0000 0.0000 0.1813 0.2668 0.0045 0.0000 0.0003 0.2115 0.2623 0.0055 0.0000 0.0005 0.2418 0.2578 0.0065 0.0000 0.0008 0.2720 0.2533 0.0074 0.0000 0.0012 0.3022 0.2488 0.0084 0.0000 0.0017 0.3324 0.2443 0.0094 0.0000 0.0023 0.3626 0.2398 0.0104 0.0000 0.0030 0.3929 0.2353 0.0115 0.0000 0.0039 0.4231 0.2308 0.0127 0.0000 0.0050 0.4533 0.2263 0.0139 0.0000 0.0062 0.4835 0.2219 0.0151 0.0000 0.0077 0.5137 0.2174 0.0165 0.0000 0.0094 0.5440 0.2129 0.0178 0.0000 0.0114 0.5742 0.2084 0.0193 0.0000 0.0137 0.6044 0.2040 0.0207 0.0000 0.0162 0.6346 0.1995 0.0223 0.0000 0.0191 0.6648 0.1950 0.0238 0.0000 0.0223 0.6951 0.1906 0.0255 0.0000 0.0259 0.7253 0.1861 0.0272 0.0000 0.0299 MSN - DB B 2/18/2025 7:24:47 PM Page 18 0.7555 0.1816 0.0289 0.0000 0.0343 0.7857 0.1772 0.0307 0.0000 0.0391 0.8159 0.1727 0.0326 0.0000 0.0444 0.8462 0.1683 0.0345 0.0000 0.0502 0.8764 0.1638 0.0364 0.0000 0.0566 0.9066 0.1594 0.0385 0.0000 0.0634 0.9368 0.1550 0.0405 0.0000 0.0709 0.9670 0.1505 0.0426 0.0000 0.0790 0.9973 0.1461 0.0448 0.0000 0.0877 1.0275 0.1416 0.0471 0.0000 0.0970 1.0577 0.1372 0.0493 0.0000 0.1071 1.0879 0.1328 0.0517 0.0000 0.1179 1.1181 0.1284 0.0541 0.0000 0.1294 1.1484 0.1239 0.0565 0.0000 0.1417 1.1786 0.1195 0.0590 0.0000 0.1549 1.2088 0.1151 0.0616 0.0000 0.1689 1.2390 0.1107 0.0642 0.0000 0.1837 1.2692 0.1063 0.0669 0.0000 0.1995 1.2995 0.1019 0.0696 0.0000 0.2162 1.3297 0.0975 0.0723 0.0000 0.2338 1.3599 0.0931 0.0752 0.0000 0.2525 1.3901 0.0886 0.0781 0.0000 0.2722 1.4203 0.0843 0.0810 0.0000 0.2929 1.4505 0.0799 0.0840 0.0000 0.3147 1.4808 0.0755 0.0870 0.0000 0.3376 1.5110 0.0711 0.0901 0.0000 0.3616 1.5412 0.0667 0.0933 0.0000 0.3687 1.5714 0.0623 0.0965 0.0000 0.3931 1.6016 0.0579 0.0998 0.0000 0.4104 1.6319 0.0535 0.1031 0.0000 0.4172 1.6621 0.0492 0.1065 0.0000 0.4240 1.6923 0.0448 0.1099 0.0000 0.4308 1.7225 0.0404 0.1134 0.0000 0.4377 1.7500 0.0360 0.1166 0.0000 0.6658 Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 1.7500 0.2935 0.1166 0.0000 0.0647 0.0148 1.7802 0.2980 0.1255 0.0000 0.0647 0.0297 1.8104 0.3025 0.1346 0.0000 0.0658 0.0445 1.8407 0.3071 0.1438 0.0000 0.0669 0.0594 1.8709 0.3116 0.1531 0.0000 0.0680 0.0742 1.9011 0.3161 0.1626 0.0000 0.0691 0.0891 1.9313 0.3207 0.1723 0.0000 0.0702 0.1040 1.9615 0.3252 0.1820 0.0000 0.0713 0.1189 1.9918 0.3298 0.1919 0.0000 0.0724 0.1338 2.0220 0.3343 0.2019 0.0000 0.0735 0.1487 2.0522 0.3388 0.2121 0.0000 0.0746 0.1636 2.0824 0.3434 0.2224 0.0000 0.0757 0.1785 2.1126 0.3480 0.2329 0.0000 0.0768 0.1934 2.1429 0.3525 0.2435 0.0000 0.0779 0.2084 2.1731 0.3571 0.2542 0.0000 0.0790 0.2233 2.2033 0.3616 0.2650 0.0000 0.0801 0.2383 2.2335 0.3662 0.2760 0.0000 0.0812 0.2533 2.2637 0.3708 0.2872 0.0171 0.0823 0.2682 2.2940 0.3753 0.2984 0.0977 0.0834 0.2832 2.3242 0.3799 0.3099 0.2137 0.0845 0.2982 2.3544 0.3845 0.3214 0.3555 0.0856 0.3132 MSN - DB B 2/18/2025 7:24:47 PM Page 19 2.3846 0.3891 0.3331 0.5168 0.0867 0.3282 2.4148 0.3936 0.3449 0.6924 0.0878 0.3433 2.4451 0.3982 0.3569 0.8770 0.0889 0.3583 2.4753 0.4028 0.3690 1.0650 0.0900 0.3733 2.5055 0.4074 0.3812 1.2510 0.0911 0.3884 2.5357 0.4120 0.3936 1.4294 0.0922 0.4034 2.5659 0.4166 0.4061 1.5953 0.0933 0.4185 2.5962 0.4212 0.4188 1.7445 0.0944 0.4336 2.6264 0.4258 0.4316 1.8738 0.0954 0.4486 2.6566 0.4304 0.4445 1.9818 0.0965 0.4637 2.6868 0.4350 0.4576 2.0691 0.0976 0.4788 2.7170 0.4396 0.4708 2.1391 0.0987 0.4940 2.7473 0.4442 0.4842 2.1982 0.0998 0.4953 2.7500 0.4446 0.4854 2.2875 0.0999 0.0000 MSN - DB B 2/18/2025 7:24:47 PM Page 20 Surface B-3 Swale Element Flows To: Outlet 1 Outlet 2 B-3 Swale MSN - DB B 2/18/2025 7:24:47 PM Page 21 B-4 SWALE Bottom Length: 490.00 ft. Bottom Width: 1.50 ft. Material thickness of first layer: 0.25 Material type for first layer: ASTM 100 Material thickness of second layer: 1.5 Material type for second layer: SMMWW Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate:6.5 Infiltration safety factor:0.5 Wetted surface area On Total Volume Infiltrated (ac-ft.):47.076 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 47.076 Percent Infiltrated:100 Total Precip Applied to Facility:5.216 Total Evap From Facility:2.993 Underdrain not used Discharge Structure Riser Height:0.75 ft. Riser Diameter:12 in. Element Flows To: Outlet 1 Outlet 2 Bioretention Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.1379 0.0000 0.0000 0.0000 0.0330 0.1377 0.0003 0.0000 0.0000 0.0659 0.1354 0.0006 0.0000 0.0000 0.0989 0.1330 0.0010 0.0000 0.0000 0.1319 0.1307 0.0014 0.0000 0.0000 0.1648 0.1284 0.0019 0.0000 0.0000 0.1978 0.1261 0.0024 0.0000 0.0002 0.2308 0.1238 0.0029 0.0000 0.0003 0.2637 0.1214 0.0033 0.0000 0.0005 0.2967 0.1191 0.0038 0.0000 0.0007 0.3297 0.1168 0.0043 0.0000 0.0010 0.3626 0.1145 0.0048 0.0000 0.0014 0.3956 0.1122 0.0054 0.0000 0.0018 0.4286 0.1099 0.0060 0.0000 0.0024 0.4615 0.1076 0.0066 0.0000 0.0030 0.4945 0.1053 0.0073 0.0000 0.0038 0.5275 0.1030 0.0080 0.0000 0.0047 0.5604 0.1007 0.0087 0.0000 0.0058 0.5934 0.0984 0.0094 0.0000 0.0070 0.6264 0.0961 0.0102 0.0000 0.0084 0.6593 0.0938 0.0110 0.0000 0.0099 0.6923 0.0915 0.0118 0.0000 0.0117 0.7253 0.0892 0.0127 0.0000 0.0137 0.7582 0.0869 0.0136 0.0000 0.0160 0.7912 0.0846 0.0145 0.0000 0.0184 0.8242 0.0824 0.0155 0.0000 0.0212 0.8571 0.0801 0.0165 0.0000 0.0242 MSN - DB B 2/18/2025 7:24:47 PM Page 22 0.8901 0.0778 0.0175 0.0000 0.0275 0.9231 0.0755 0.0185 0.0000 0.0311 0.9560 0.0732 0.0196 0.0000 0.0351 0.9890 0.0710 0.0207 0.0000 0.0394 1.0220 0.0687 0.0218 0.0000 0.0441 1.0549 0.0664 0.0230 0.0000 0.0491 1.0879 0.0641 0.0242 0.0000 0.0546 1.1209 0.0619 0.0254 0.0000 0.0605 1.1538 0.0596 0.0267 0.0000 0.0668 1.1868 0.0573 0.0280 0.0000 0.0735 1.2198 0.0551 0.0293 0.0000 0.0808 1.2527 0.0528 0.0306 0.0000 0.0885 1.2857 0.0506 0.0320 0.0000 0.0968 1.3187 0.0483 0.0334 0.0000 0.1056 1.3516 0.0460 0.0348 0.0000 0.1149 1.3846 0.0438 0.0363 0.0000 0.1248 1.4176 0.0415 0.0378 0.0000 0.1353 1.4505 0.0393 0.0394 0.0000 0.1464 1.4835 0.0370 0.0409 0.0000 0.1581 1.5165 0.0348 0.0425 0.0000 0.1703 1.5495 0.0325 0.0441 0.0000 0.1831 1.5824 0.0303 0.0458 0.0000 0.1907 1.6154 0.0281 0.0475 0.0000 0.1942 1.6484 0.0258 0.0492 0.0000 0.1977 1.6813 0.0236 0.0509 0.0000 0.2012 1.7143 0.0213 0.0527 0.0000 0.2047 1.7473 0.0191 0.0545 0.0000 0.2082 1.7500 0.0169 0.0547 0.0000 0.3476 Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 1.7500 0.1379 0.0547 0.0000 0.0303 0.0076 1.7830 0.1402 0.0592 0.0000 0.0303 0.0153 1.8159 0.1425 0.0639 0.0000 0.0309 0.0229 1.8489 0.1449 0.0686 0.0000 0.0315 0.0306 1.8819 0.1472 0.0735 0.0000 0.0320 0.0382 1.9148 0.1495 0.0783 0.0000 0.0326 0.0459 1.9478 0.1519 0.0833 0.0000 0.0331 0.0535 1.9808 0.1542 0.0884 0.0000 0.0337 0.0612 2.0137 0.1566 0.0935 0.0000 0.0343 0.0689 2.0467 0.1589 0.0987 0.0000 0.0348 0.0766 2.0797 0.1612 0.1040 0.0000 0.0354 0.0842 2.1126 0.1636 0.1093 0.0000 0.0359 0.0919 2.1456 0.1659 0.1147 0.0000 0.0365 0.0996 2.1786 0.1683 0.1203 0.0000 0.0371 0.1073 2.2115 0.1706 0.1258 0.0000 0.0376 0.1151 2.2445 0.1730 0.1315 0.0000 0.0382 0.1228 2.2775 0.1753 0.1372 0.0000 0.0387 0.1305 2.3104 0.1777 0.1431 0.0000 0.0393 0.1382 2.3434 0.1801 0.1490 0.0000 0.0399 0.1460 2.3764 0.1824 0.1549 0.0000 0.0404 0.1537 2.4093 0.1848 0.1610 0.0000 0.0410 0.1615 2.4423 0.1871 0.1671 0.0000 0.0416 0.1692 2.4753 0.1895 0.1733 0.0000 0.0421 0.1770 2.5082 0.1919 0.1796 0.0079 0.0427 0.1847 2.5412 0.1942 0.1860 0.0887 0.0432 0.1925 2.5742 0.1966 0.1924 0.2137 0.0438 0.2003 2.6071 0.1990 0.1989 0.3694 0.0444 0.2081 MSN - DB B 2/18/2025 7:24:47 PM Page 23 2.6401 0.2014 0.2055 0.5479 0.0449 0.2158 2.6731 0.2037 0.2122 0.7421 0.0455 0.2236 2.7060 0.2061 0.2190 0.9453 0.0460 0.2314 2.7390 0.2085 0.2258 1.1501 0.0466 0.2392 2.7720 0.2109 0.2327 1.3496 0.0472 0.2471 2.8049 0.2133 0.2397 1.5367 0.0477 0.2549 2.8379 0.2157 0.2468 1.7057 0.0483 0.2627 2.8709 0.2180 0.2539 1.8518 0.0488 0.2705 2.9038 0.2204 0.2612 1.9728 0.0494 0.2784 2.9368 0.2228 0.2685 2.0691 0.0500 0.2862 2.9698 0.2252 0.2759 2.1448 0.0505 0.2934 3.0000 0.2274 0.2827 2.2332 0.0510 0.0000 MSN - DB B 2/18/2025 7:24:47 PM Page 24 Surface B-4 SWALE Element Flows To: Outlet 1 Outlet 2 B-4 SWALE MSN - DB B 2/18/2025 7:24:47 PM Page 25 B-1 Swale Bottom Length: 2900.00 ft. Bottom Width: 2.00 ft. Material thickness of first layer: 0.25 Material type for first layer: ASTM 100 Material thickness of second layer: 1.5 Material type for second layer: SMMWW Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate:6.5 Infiltration safety factor:0.5 Wetted surface area On Total Volume Infiltrated (ac-ft.):53.606 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 53.606 Percent Infiltrated:100 Total Precip Applied to Facility:5.585 Total Evap From Facility:3.307 Underdrain not used Discharge Structure Riser Height:1 ft. Riser Diameter:12 in. Element Flows To: Outlet 1 Outlet 2 Bioretention Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 1.0703 0.0000 0.0000 0.0000 0.0357 1.0511 0.0026 0.0000 0.0000 0.0714 1.0319 0.0055 0.0000 0.0000 0.1071 1.0127 0.0087 0.0000 0.0000 0.1429 0.9935 0.0124 0.0000 0.0000 0.1786 0.9743 0.0163 0.0000 0.0000 0.2143 0.9551 0.0206 0.0000 0.0018 0.2500 0.9359 0.0252 0.0000 0.0030 0.2857 0.9167 0.0292 0.0000 0.0047 0.3214 0.8975 0.0334 0.0000 0.0069 0.3571 0.8783 0.0379 0.0000 0.0097 0.3929 0.8592 0.0427 0.0000 0.0134 0.4286 0.8400 0.0477 0.0000 0.0179 0.4643 0.8208 0.0531 0.0000 0.0234 0.5000 0.8017 0.0587 0.0000 0.0300 0.5357 0.7825 0.0645 0.0000 0.0378 0.5714 0.7633 0.0707 0.0000 0.0470 0.6071 0.7442 0.0771 0.0000 0.0577 0.6429 0.7250 0.0838 0.0000 0.0700 0.6786 0.7059 0.0908 0.0000 0.0841 0.7143 0.6867 0.0980 0.0000 0.1001 0.7500 0.6676 0.1055 0.0000 0.1182 0.7857 0.6484 0.1133 0.0000 0.1385 0.8214 0.6293 0.1214 0.0000 0.1611 0.8571 0.6102 0.1297 0.0000 0.1863 0.8929 0.5911 0.1383 0.0000 0.2141 0.9286 0.5719 0.1472 0.0000 0.2448 MSN - DB B 2/18/2025 7:24:47 PM Page 26 0.9643 0.5528 0.1564 0.0000 0.2785 1.0000 0.5337 0.1658 0.0000 0.3154 1.0357 0.5146 0.1755 0.0000 0.3556 1.0714 0.4955 0.1855 0.0000 0.3994 1.1071 0.4764 0.1958 0.0000 0.4469 1.1429 0.4573 0.2063 0.0000 0.4983 1.1786 0.4382 0.2171 0.0000 0.5537 1.2143 0.4191 0.2282 0.0000 0.6134 1.2500 0.4000 0.2396 0.0000 0.6775 1.2857 0.3809 0.2512 0.0000 0.7462 1.3214 0.3618 0.2631 0.0000 0.8198 1.3571 0.3428 0.2753 0.0000 0.8983 1.3929 0.3237 0.2877 0.0000 0.9820 1.4286 0.3046 0.3005 0.0000 1.0709 1.4643 0.2855 0.3135 0.0000 1.1653 1.5000 0.2665 0.3268 0.0000 1.2652 1.5357 0.2474 0.3403 0.0000 1.3703 1.5714 0.2284 0.3541 0.0000 1.4736 1.6071 0.2093 0.3683 0.0000 1.5027 1.6429 0.1903 0.3826 0.0000 1.5317 1.6786 0.1712 0.3973 0.0000 1.5608 1.7143 0.1522 0.4122 0.0000 1.5898 1.7500 0.1331 0.4274 0.0000 2.9680 Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 1.7500 1.0703 0.4274 0.0000 0.2397 0.0630 1.7857 1.0896 0.4660 0.0000 0.2397 0.1260 1.8214 1.1088 0.5053 0.0000 0.2445 0.1890 1.8571 1.1280 0.5452 0.0000 0.2493 0.2520 1.8929 1.1472 0.5858 0.0000 0.2541 0.3151 1.9286 1.1665 0.6272 0.0000 0.2589 0.3781 1.9643 1.1857 0.6692 0.0000 0.2637 0.4412 2.0000 1.2050 0.7119 0.0000 0.2685 0.5042 2.0357 1.2242 0.7552 0.0000 0.2733 0.5673 2.0714 1.2435 0.7993 0.0000 0.2781 0.6304 2.1071 1.2627 0.8440 0.0000 0.2829 0.6935 2.1429 1.2820 0.8895 0.0000 0.2877 0.7566 2.1786 1.3012 0.9356 0.0000 0.2925 0.8198 2.2143 1.3205 0.9824 0.0000 0.2973 0.8829 2.2500 1.3398 1.0299 0.0000 0.3021 0.9461 2.2857 1.3590 1.0781 0.0000 0.3069 1.0092 2.3214 1.3783 1.1270 0.0000 0.3117 1.0724 2.3571 1.3976 1.1766 0.0000 0.3165 1.1356 2.3929 1.4169 1.2268 0.0000 0.3213 1.1988 2.4286 1.4362 1.2778 0.0000 0.3261 1.2620 2.4643 1.4555 1.3294 0.0000 0.3309 1.3253 2.5000 1.4747 1.3817 0.0000 0.3356 1.3885 2.5357 1.4940 1.4348 0.0000 0.3404 1.4518 2.5714 1.5133 1.4885 0.0000 0.3452 1.5150 2.6071 1.5327 1.5429 0.0000 0.3500 1.5783 2.6429 1.5520 1.5979 0.0000 0.3548 1.6416 2.6786 1.5713 1.6537 0.0000 0.3596 1.7049 2.7143 1.5906 1.7102 0.0000 0.3644 1.7682 2.7500 1.6099 1.7673 0.0000 0.3692 1.8316 2.7857 1.6292 1.8252 0.0716 0.3740 1.8949 2.8214 1.6486 1.8837 0.2020 0.3788 1.9583 2.8571 1.6679 1.9429 0.3694 0.3836 2.0216 MSN - DB B 2/18/2025 7:24:47 PM Page 27 2.8929 1.6872 2.0028 0.5635 0.3884 2.0850 2.9286 1.7066 2.0634 0.7756 0.3932 2.1484 2.9643 1.7259 2.1247 0.9966 0.3980 2.2118 3.0000 1.7453 2.1867 1.2176 0.4028 2.2752 3.0357 1.7646 2.2494 1.4294 0.4076 2.3386 3.0714 1.7840 2.3128 1.6238 0.4124 2.4021 3.1071 1.8033 2.3768 1.7939 0.4172 2.4655 3.1429 1.8227 2.4416 1.9353 0.4220 2.5290 3.1786 1.8421 2.5070 2.0472 0.4268 2.5925 3.2143 1.8614 2.5732 2.1333 0.4315 2.6560 3.2500 1.8808 2.6400 2.2271 0.4363 2.6560 3.2500 1.8808 2.6400 2.3053 0.4363 0.0000 MSN - DB B 2/18/2025 7:24:47 PM Page 28 Surface B-1 Swale Element Flows To: Outlet 1 Outlet 2 B-1 Swale MSN - DB B 2/18/2025 7:24:47 PM Page 29 B-5 SWALE Bottom Length: 375.00 ft. Bottom Width: 0.50 ft. Material thickness of first layer: 0.25 Material type for first layer: ASTM 100 Material thickness of second layer: 1.5 Material type for second layer: SMMWW Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate:6.5 Infiltration safety factor:0.5 Wetted surface area On Total Volume Infiltrated (ac-ft.):13.22 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 13.22 Percent Infiltrated:100 Total Precip Applied to Facility:2.323 Total Evap From Facility:0.703 Underdrain not used Discharge Structure Riser Height:0.5 ft. Riser Diameter:12 in. Element Flows To: Outlet 1 Outlet 2 Bioretention Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.1295 0.0000 0.0000 0.0000 0.0302 0.1275 0.0001 0.0000 0.0000 0.0604 0.1252 0.0002 0.0000 0.0000 0.0907 0.1230 0.0003 0.0000 0.0000 0.1209 0.1208 0.0005 0.0000 0.0000 0.1511 0.1185 0.0007 0.0000 0.0000 0.1813 0.1163 0.0010 0.0000 0.0001 0.2115 0.1141 0.0012 0.0000 0.0002 0.2418 0.1119 0.0015 0.0000 0.0002 0.2720 0.1096 0.0018 0.0000 0.0004 0.3022 0.1074 0.0021 0.0000 0.0005 0.3324 0.1052 0.0024 0.0000 0.0007 0.3626 0.1030 0.0028 0.0000 0.0010 0.3929 0.1008 0.0031 0.0000 0.0013 0.4231 0.0986 0.0035 0.0000 0.0017 0.4533 0.0964 0.0040 0.0000 0.0022 0.4835 0.0942 0.0044 0.0000 0.0028 0.5137 0.0920 0.0049 0.0000 0.0034 0.5440 0.0898 0.0054 0.0000 0.0042 0.5742 0.0876 0.0059 0.0000 0.0051 0.6044 0.0854 0.0065 0.0000 0.0061 0.6346 0.0833 0.0070 0.0000 0.0072 0.6648 0.0811 0.0076 0.0000 0.0085 0.6951 0.0789 0.0083 0.0000 0.0100 0.7253 0.0767 0.0089 0.0000 0.0116 0.7555 0.0745 0.0096 0.0000 0.0134 0.7857 0.0724 0.0103 0.0000 0.0154 MSN - DB B 2/18/2025 7:24:47 PM Page 30 0.8159 0.0702 0.0111 0.0000 0.0176 0.8462 0.0680 0.0118 0.0000 0.0201 0.8764 0.0659 0.0126 0.0000 0.0227 0.9066 0.0637 0.0134 0.0000 0.0256 0.9368 0.0616 0.0142 0.0000 0.0288 0.9670 0.0594 0.0151 0.0000 0.0323 0.9973 0.0572 0.0160 0.0000 0.0360 1.0275 0.0551 0.0169 0.0000 0.0400 1.0577 0.0529 0.0179 0.0000 0.0443 1.0879 0.0508 0.0188 0.0000 0.0490 1.1181 0.0487 0.0198 0.0000 0.0540 1.1484 0.0465 0.0209 0.0000 0.0594 1.1786 0.0444 0.0219 0.0000 0.0651 1.2088 0.0423 0.0230 0.0000 0.0712 1.2390 0.0401 0.0241 0.0000 0.0778 1.2692 0.0380 0.0252 0.0000 0.0847 1.2995 0.0359 0.0264 0.0000 0.0921 1.3297 0.0337 0.0276 0.0000 0.0999 1.3599 0.0316 0.0288 0.0000 0.1082 1.3901 0.0295 0.0300 0.0000 0.1169 1.4203 0.0274 0.0313 0.0000 0.1262 1.4505 0.0253 0.0326 0.0000 0.1359 1.4808 0.0232 0.0339 0.0000 0.1462 1.5110 0.0211 0.0352 0.0000 0.1569 1.5412 0.0190 0.0366 0.0000 0.1603 1.5714 0.0169 0.0380 0.0000 0.1713 1.6016 0.0148 0.0394 0.0000 0.1793 1.6319 0.0127 0.0409 0.0000 0.1826 1.6621 0.0106 0.0423 0.0000 0.1860 1.6923 0.0085 0.0438 0.0000 0.1894 1.7225 0.0064 0.0454 0.0000 0.1928 1.7500 0.0043 0.0468 0.0000 0.2938 Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 1.7500 0.1295 0.0468 0.0000 0.0077 0.0073 1.7802 0.1317 0.0507 0.0000 0.0077 0.0147 1.8104 0.1340 0.0548 0.0000 0.0079 0.0221 1.8407 0.1362 0.0588 0.0000 0.0080 0.0294 1.8709 0.1385 0.0630 0.0000 0.0081 0.0368 1.9011 0.1407 0.0672 0.0000 0.0083 0.0442 1.9313 0.1430 0.0715 0.0000 0.0084 0.0516 1.9615 0.1452 0.0758 0.0000 0.0085 0.0590 1.9918 0.1475 0.0803 0.0000 0.0086 0.0664 2.0220 0.1498 0.0848 0.0000 0.0088 0.0738 2.0522 0.1520 0.0893 0.0000 0.0089 0.0813 2.0824 0.1543 0.0939 0.0000 0.0090 0.0887 2.1126 0.1566 0.0986 0.0000 0.0092 0.0961 2.1429 0.1588 0.1034 0.0000 0.0093 0.1036 2.1731 0.1611 0.1082 0.0000 0.0094 0.1111 2.2033 0.1634 0.1131 0.0000 0.0096 0.1185 2.2335 0.1657 0.1181 0.0000 0.0097 0.1260 2.2637 0.1679 0.1232 0.0171 0.0098 0.1335 2.2940 0.1702 0.1283 0.0977 0.0100 0.1410 2.3242 0.1725 0.1335 0.2137 0.0101 0.1485 2.3544 0.1748 0.1387 0.3555 0.0102 0.1561 2.3846 0.1771 0.1440 0.5168 0.0103 0.1636 2.4148 0.1794 0.1494 0.6924 0.0105 0.1711 MSN - DB B 2/18/2025 7:24:47 PM Page 31 2.4451 0.1817 0.1549 0.8770 0.0106 0.1787 2.4753 0.1840 0.1604 1.0650 0.0107 0.1862 2.5055 0.1863 0.1660 1.2510 0.0109 0.1938 2.5357 0.1886 0.1716 1.4294 0.0110 0.2014 2.5659 0.1909 0.1774 1.5953 0.0111 0.2089 2.5962 0.1932 0.1832 1.7445 0.0113 0.2165 2.6264 0.1956 0.1891 1.8738 0.0114 0.2241 2.6566 0.1979 0.1950 1.9818 0.0115 0.2317 2.6868 0.2002 0.2010 2.0691 0.0117 0.2393 2.7170 0.2025 0.2071 2.1391 0.0118 0.2470 2.7473 0.2049 0.2133 2.1982 0.0119 0.2477 2.7500 0.2051 0.2138 2.2875 0.0119 0.0000 MSN - DB B 2/18/2025 7:24:47 PM Page 32 Surface B-5 SWALE Element Flows To: Outlet 1 Outlet 2 B-5 SWALE MSN - DB B 2/18/2025 7:24:47 PM Page 33 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 5.654 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 3.05 Total Impervious Area: 2.59 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.003164 5 year 0.004406 10 year 0.005033 25 year 0.005644 50 year 0.005998 100 year 0.006283 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.000241 5 year 0.000334 10 year 0.000381 25 year 0.000427 50 year 0.000453 100 year 0.000475 Annual Peaks MSN - DB B 2/18/2025 7:25:36 PM Page 34 Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.004 0.000 1950 0.004 0.000 1951 0.004 0.000 1952 0.004 0.000 1953 0.004 0.000 1954 0.004 0.000 1955 0.005 0.000 1956 0.002 0.000 1957 0.003 0.000 1958 0.002 0.000 1959 0.003 0.000 1960 0.004 0.000 1961 0.004 0.000 1962 0.002 0.000 1963 0.003 0.000 1964 0.004 0.000 1965 0.004 0.000 1966 0.002 0.000 1967 0.003 0.000 1968 0.003 0.000 1969 0.003 0.000 1970 0.003 0.000 1971 0.003 0.000 1972 0.003 0.000 1973 0.002 0.000 1974 0.001 0.000 1975 0.003 0.000 1976 0.003 0.000 1977 0.002 0.000 1978 0.001 0.000 1979 0.002 0.000 1980 0.004 0.000 1981 0.004 0.000 1982 0.005 0.000 1983 0.004 0.000 1984 0.002 0.000 1985 0.004 0.000 1986 0.004 0.000 1987 0.003 0.000 1988 0.003 0.000 1989 0.003 0.000 1990 0.002 0.000 1991 0.004 0.000 1992 0.004 0.000 1993 0.002 0.000 1994 0.000 0.000 1995 0.002 0.000 1996 0.004 0.000 1997 0.004 0.000 1998 0.001 0.000 1999 0.004 0.000 2000 0.005 0.000 2001 0.001 0.000 2002 0.004 0.000 2003 0.004 0.000 2004 0.004 0.000 MSN - DB B 2/18/2025 7:25:36 PM Page 35 2005 0.004 0.000 2006 0.004 0.000 2007 0.004 0.000 2008 0.002 0.000 2009 0.002 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0046 0.0003 2 0.0045 0.0003 3 0.0045 0.0003 4 0.0044 0.0003 5 0.0043 0.0003 6 0.0043 0.0003 7 0.0043 0.0003 8 0.0043 0.0003 9 0.0043 0.0003 10 0.0043 0.0003 11 0.0042 0.0003 12 0.0042 0.0003 13 0.0042 0.0003 14 0.0042 0.0003 15 0.0041 0.0003 16 0.0041 0.0003 17 0.0041 0.0003 18 0.0040 0.0003 19 0.0040 0.0003 20 0.0040 0.0003 21 0.0039 0.0003 22 0.0038 0.0003 23 0.0038 0.0003 24 0.0037 0.0003 25 0.0037 0.0003 26 0.0037 0.0003 27 0.0036 0.0003 28 0.0036 0.0003 29 0.0035 0.0003 30 0.0034 0.0003 31 0.0033 0.0003 32 0.0033 0.0003 33 0.0033 0.0003 34 0.0033 0.0002 35 0.0032 0.0002 36 0.0032 0.0002 37 0.0032 0.0002 38 0.0031 0.0002 39 0.0030 0.0002 40 0.0029 0.0002 41 0.0029 0.0002 42 0.0028 0.0002 43 0.0027 0.0002 44 0.0024 0.0002 45 0.0024 0.0002 46 0.0024 0.0002 47 0.0023 0.0002 48 0.0022 0.0002 49 0.0022 0.0002 MSN - DB B 2/18/2025 7:25:36 PM Page 36 50 0.0022 0.0002 51 0.0022 0.0002 52 0.0022 0.0002 53 0.0020 0.0002 54 0.0019 0.0001 55 0.0017 0.0001 56 0.0017 0.0001 57 0.0014 0.0001 58 0.0011 0.0001 59 0.0010 0.0001 60 0.0006 0.0000 61 0.0004 0.0000 MSN - DB B 2/18/2025 7:25:36 PM Page 37 LID Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0003 6053 87 1 Pass 0.0003 5788 71 1 Pass 0.0003 5540 52 0 Pass 0.0003 5274 41 0 Pass 0.0003 5065 23 0 Pass 0.0003 4872 13 0 Pass 0.0003 4680 3 0 Pass 0.0003 4496 0 0 Pass 0.0004 4331 0 0 Pass 0.0004 4188 0 0 Pass 0.0004 3998 0 0 Pass 0.0004 3863 0 0 Pass 0.0004 3709 0 0 Pass 0.0004 3580 0 0 Pass 0.0004 3429 0 0 Pass 0.0005 3302 0 0 Pass 0.0005 3189 0 0 Pass 0.0005 3091 0 0 Pass 0.0005 2992 0 0 Pass 0.0005 2911 0 0 Pass 0.0005 2825 0 0 Pass 0.0005 2742 0 0 Pass 0.0005 2650 0 0 Pass 0.0006 2577 0 0 Pass 0.0006 2494 0 0 Pass 0.0006 2421 0 0 Pass 0.0006 2353 0 0 Pass 0.0006 2295 0 0 Pass 0.0006 2248 0 0 Pass 0.0006 2186 0 0 Pass 0.0007 2134 0 0 Pass 0.0007 2073 0 0 Pass 0.0007 2036 0 0 Pass 0.0007 1996 0 0 Pass 0.0007 1959 0 0 Pass 0.0007 1919 0 0 Pass 0.0007 1879 0 0 Pass 0.0007 1821 0 0 Pass 0.0008 1777 0 0 Pass 0.0008 1735 0 0 Pass 0.0008 1699 0 0 Pass 0.0008 1644 0 0 Pass 0.0008 1603 0 0 Pass 0.0008 1561 0 0 Pass 0.0008 1523 0 0 Pass 0.0009 1491 0 0 Pass 0.0009 1461 0 0 Pass 0.0009 1416 0 0 Pass 0.0009 1383 0 0 Pass 0.0009 1350 0 0 Pass 0.0009 1323 0 0 Pass 0.0009 1302 0 0 Pass 0.0010 1273 0 0 Pass MSN - DB B 2/18/2025 7:25:36 PM Page 38 0.0010 1244 0 0 Pass 0.0010 1214 0 0 Pass 0.0010 1195 0 0 Pass 0.0010 1184 0 0 Pass 0.0010 1159 0 0 Pass 0.0010 1142 0 0 Pass 0.0010 1114 0 0 Pass 0.0011 1087 0 0 Pass 0.0011 1054 0 0 Pass 0.0011 1027 0 0 Pass 0.0011 1011 0 0 Pass 0.0011 997 0 0 Pass 0.0011 975 0 0 Pass 0.0011 961 0 0 Pass 0.0012 946 0 0 Pass 0.0012 935 0 0 Pass 0.0012 915 0 0 Pass 0.0012 900 0 0 Pass 0.0012 879 0 0 Pass 0.0012 862 0 0 Pass 0.0012 853 0 0 Pass 0.0012 839 0 0 Pass 0.0013 830 0 0 Pass 0.0013 812 0 0 Pass 0.0013 801 0 0 Pass 0.0013 787 0 0 Pass 0.0013 779 0 0 Pass 0.0013 767 0 0 Pass 0.0013 749 0 0 Pass 0.0014 736 0 0 Pass 0.0014 718 0 0 Pass 0.0014 705 0 0 Pass 0.0014 692 0 0 Pass 0.0014 679 0 0 Pass 0.0014 668 0 0 Pass 0.0014 661 0 0 Pass 0.0014 651 0 0 Pass 0.0015 642 0 0 Pass 0.0015 631 0 0 Pass 0.0015 622 0 0 Pass 0.0015 610 0 0 Pass 0.0015 597 0 0 Pass 0.0015 584 0 0 Pass 0.0015 575 0 0 Pass 0.0016 561 0 0 Pass 0.0016 547 0 0 Pass 0.0016 529 0 0 Pass MSN - DB B 2/18/2025 7:25:49 PM Page 39 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0016 529 0 0 Pass 0.0016 505 0 0 Pass 0.0017 476 0 0 Pass 0.0017 454 0 0 Pass 0.0018 429 0 0 Pass 0.0018 402 0 0 Pass 0.0019 378 0 0 Pass 0.0019 363 0 0 Pass 0.0020 337 0 0 Pass 0.0020 325 0 0 Pass 0.0021 314 0 0 Pass 0.0021 297 0 0 Pass 0.0022 291 0 0 Pass 0.0022 274 0 0 Pass 0.0022 260 0 0 Pass 0.0023 246 0 0 Pass 0.0023 236 0 0 Pass 0.0024 221 0 0 Pass 0.0024 209 0 0 Pass 0.0025 197 0 0 Pass 0.0025 186 0 0 Pass 0.0026 177 0 0 Pass 0.0026 163 0 0 Pass 0.0027 154 0 0 Pass 0.0027 151 0 0 Pass 0.0028 146 0 0 Pass 0.0028 140 0 0 Pass 0.0029 136 0 0 Pass 0.0029 134 0 0 Pass 0.0030 124 0 0 Pass 0.0030 115 0 0 Pass 0.0031 108 0 0 Pass 0.0031 106 0 0 Pass 0.0031 102 0 0 Pass 0.0032 99 0 0 Pass 0.0032 96 0 0 Pass 0.0033 89 0 0 Pass 0.0033 83 0 0 Pass 0.0034 78 0 0 Pass 0.0034 74 0 0 Pass 0.0035 71 0 0 Pass 0.0035 68 0 0 Pass 0.0036 63 0 0 Pass 0.0036 56 0 0 Pass 0.0037 51 0 0 Pass 0.0037 49 0 0 Pass 0.0038 48 0 0 Pass 0.0038 45 0 0 Pass 0.0039 39 0 0 Pass 0.0039 33 0 0 Pass 0.0040 29 0 0 Pass 0.0040 27 0 0 Pass 0.0041 22 0 0 Pass MSN - DB B 2/18/2025 7:25:49 PM Page 40 0.0041 20 0 0 Pass 0.0041 18 0 0 Pass 0.0042 15 0 0 Pass 0.0042 13 0 0 Pass 0.0043 9 0 0 Pass 0.0043 4 0 0 Pass 0.0044 4 0 0 Pass 0.0044 4 0 0 Pass 0.0045 3 0 0 Pass 0.0045 1 0 0 Pass 0.0046 0 0 0 Pass 0.0046 0 0 0 Pass 0.0047 0 0 0 Pass 0.0047 0 0 0 Pass 0.0048 0 0 0 Pass 0.0048 0 0 0 Pass 0.0049 0 0 0 Pass 0.0049 0 0 0 Pass 0.0050 0 0 0 Pass 0.0050 0 0 0 Pass 0.0050 0 0 0 Pass 0.0051 0 0 0 Pass 0.0051 0 0 0 Pass 0.0052 0 0 0 Pass 0.0052 0 0 0 Pass 0.0053 0 0 0 Pass 0.0053 0 0 0 Pass 0.0054 0 0 0 Pass 0.0054 0 0 0 Pass 0.0055 0 0 0 Pass 0.0055 0 0 0 Pass 0.0056 0 0 0 Pass 0.0056 0 0 0 Pass 0.0057 0 0 0 Pass 0.0057 0 0 0 Pass 0.0058 0 0 0 Pass 0.0058 0 0 0 Pass 0.0059 0 0 0 Pass 0.0059 0 0 0 Pass 0.0060 0 0 0 Pass 0.0060 0 0 0 Pass 0.0060 0 0 0 Pass 0.0061 0 0 0 Pass 0.0061 0 0 0 Pass 0.0062 0 0 0 Pass 0.0062 0 0 0 Pass 0.0063 0 0 0 Pass MSN - DB B 2/18/2025 7:25:49 PM Page 41 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0005 acre-feet On-line facility target flow: 0.0026 cfs. Adjusted for 15 min: 0.0026 cfs. Off-line facility target flow: 0.0013 cfs. Adjusted for 15 min: 0.0013 cfs. MSN - DB B 2/18/2025 7:25:49 PM Page 42 LID Report MSN - DB B 2/18/2025 7:25:55 PM 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. MSN - DB B 2/18/2025 7:25:55 PM Page 44 Appendix Predeveloped Schematic MSN - DB B 2/18/2025 7:25:56 PM Page 45 Mitigated Schematic MSN - DB B 2/18/2025 7:25:56 PM 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 MSN - DB B.wdm MESSU 25 PreMSN - DB B.MES 27 PreMSN - DB B.L61 28 PreMSN - DB B.L62 30 POCMSN - DB B1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin B MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 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 *** 1 A/B, Forest, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 1 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 ********* 1 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO MSN - DB B 2/18/2025 7:25:56 PM Page 47 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 1 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 1 0 5 2 400 0.05 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 1 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 1 0.2 0.5 0.35 0 0.7 0.7 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 1 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 MSN - DB B 2/18/2025 7:25:56 PM Page 48 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin B*** PERLND 1 5.654 COPY 501 12 PERLND 1 5.654 COPY 501 13 ******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 <-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 EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 0.8 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 0.8 IMPLND 1 999 EXTNL PREC MSN - DB B 2/18/2025 7:25:56 PM Page 49 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 END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** 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 END MASS-LINK END RUN MSN - DB B 2/18/2025 7:25:56 PM 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 MSN - DB B.wdm MESSU 25 MitMSN - DB B.MES 27 MitMSN - DB B.L61 28 MitMSN - DB B.L62 30 POCMSN - DB B1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 7 IMPLND 1 PERLND 41 IMPLND 4 IMPLND 23 IMPLND 25 IMPLND 27 IMPLND 28 GENER 2 RCHRES 1 RCHRES 2 GENER 4 RCHRES 3 RCHRES 4 IMPLND 26 PERLND 44 IMPLND 16 PERLND 42 GENER 6 RCHRES 5 RCHRES 6 GENER 8 RCHRES 7 RCHRES 8 PERLND 43 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Surface B-3 Swale MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** 2 24 MSN - DB B 2/18/2025 7:25:56 PM Page 51 4 24 6 24 8 24 END OPCODE PARM # # K *** 2 0. 4 0. 6 0. 8 0. END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 7 A/B, Lawn, Flat 1 1 1 1 27 0 41 A/B, Lawn, Flat 1 1 1 1 27 0 44 A/B, Lawn, Flat 1 1 1 1 27 0 42 A/B, Lawn, Flat 1 1 1 1 27 0 43 A/B, Forest, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 7 0 0 1 0 0 0 0 0 0 0 0 0 41 0 0 1 0 0 0 0 0 0 0 0 0 44 0 0 1 0 0 0 0 0 0 0 0 0 42 0 0 1 0 0 0 0 0 0 0 0 0 43 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 ********* 7 0 0 4 0 0 0 0 0 0 0 0 0 1 9 41 0 0 4 0 0 0 0 0 0 0 0 0 1 9 44 0 0 4 0 0 0 0 0 0 0 0 0 1 9 42 0 0 4 0 0 0 0 0 0 0 0 0 1 9 43 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 *** 7 0 0 0 0 0 0 0 0 0 0 0 41 0 0 0 0 0 0 0 0 0 0 0 44 0 0 0 0 0 0 0 0 0 0 0 42 0 0 0 0 0 0 0 0 0 0 0 43 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 7 0 5 0.8 400 0.05 0.3 0.996 41 0 5 0.8 400 0.05 0.3 0.996 44 0 5 0.8 400 0.05 0.3 0.996 42 0 5 0.8 400 0.05 0.3 0.996 43 0 5 2 400 0.05 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 7 0 0 2 2 0 0 0 41 0 0 2 2 0 0 0 MSN - DB B 2/18/2025 7:25:56 PM Page 52 44 0 0 2 2 0 0 0 42 0 0 2 2 0 0 0 43 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 7 0.1 0.5 0.25 0 0.7 0.25 41 0.1 0.5 0.25 0 0.7 0.25 44 0.1 0.5 0.25 0 0.7 0.25 42 0.1 0.5 0.25 0 0.7 0.25 43 0.2 0.5 0.35 0 0.7 0.7 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 7 0 0 0 0 3 1 0 41 0 0 0 0 3 1 0 44 0 0 0 0 3 1 0 42 0 0 0 0 3 1 0 43 0 0 0 0 3 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 4 ROOF TOPS/FLAT 1 1 1 27 0 23 SIDEWALKS/FLAT 1 1 1 27 0 25 ROOF TOPS/FLAT 1 1 1 27 0 27 ROADS/FLAT 1 1 1 27 0 28 SIDEWALKS/FLAT 1 1 1 27 0 26 SIDEWALKS/FLAT 1 1 1 27 0 16 PARKING/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 4 0 0 1 0 0 0 23 0 0 1 0 0 0 25 0 0 1 0 0 0 27 0 0 1 0 0 0 28 0 0 1 0 0 0 26 0 0 1 0 0 0 16 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 4 0 0 4 0 0 0 1 9 23 0 0 4 0 0 0 1 9 25 0 0 4 0 0 0 1 9 27 0 0 4 0 0 0 1 9 28 0 0 4 0 0 0 1 9 26 0 0 4 0 0 0 1 9 16 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 MSN - DB B 2/18/2025 7:25:56 PM Page 53 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 4 0 0 0 0 0 23 0 0 0 0 0 25 0 0 0 0 0 27 0 0 0 0 0 28 0 0 0 0 0 26 0 0 0 0 0 16 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 4 400 0.01 0.1 0.1 23 400 0.01 0.1 0.1 25 400 0.01 0.1 0.1 27 400 0.01 0.1 0.1 28 400 0.01 0.1 0.1 26 400 0.01 0.1 0.1 16 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 4 0 0 23 0 0 25 0 0 27 0 0 28 0 0 26 0 0 16 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 4 0 0 23 0 0 25 0 0 27 0 0 28 0 0 26 0 0 16 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin B-1*** IMPLND 16 0.64 RCHRES 7 5 B-3*** PERLND 7 0.3 RCHRES 1 2 PERLND 7 0.3 RCHRES 1 3 IMPLND 1 0.63 RCHRES 1 5 B-5*** PERLND 7 0.56 RCHRES 3 2 PERLND 7 0.56 RCHRES 3 3 IMPLND 4 0.16 RCHRES 3 5 Basin B-1*** IMPLND 23 0.1094 IMPLND 16 53 Basin B-1*** PERLND 41 0.4062 IMPLND 16 54 MSN - DB B 2/18/2025 7:25:56 PM Page 54 PERLND 41 0.4062 IMPLND 16 55 B-2*** PERLND 42 2.6512 PERLND 43 30 PERLND 42 2.6512 PERLND 43 34 PERLND 42 2.6512 PERLND 43 38 B-4*** PERLND 44 0.36 RCHRES 5 2 PERLND 44 0.36 RCHRES 5 3 B-2*** IMPLND 25 3.125 IMPLND 26 53 B-2*** IMPLND 26 0.0702 PERLND 42 50 B-4*** IMPLND 27 0.62 RCHRES 5 5 B-4*** IMPLND 28 0.3889 PERLND 44 50 B-2*** PERLND 43 0.43 COPY 501 12 PERLND 43 0.43 COPY 501 13 ******Routing****** IMPLND 16 0.64 COPY 1 15 PERLND 7 0.3 COPY 1 12 IMPLND 1 0.63 COPY 1 15 PERLND 7 0.3 COPY 1 13 RCHRES 1 1 RCHRES 2 8 RCHRES 5 1 RCHRES 6 8 RCHRES 7 1 RCHRES 8 8 PERLND 7 0.56 COPY 1 12 IMPLND 4 0.16 COPY 1 15 PERLND 7 0.56 COPY 1 13 RCHRES 3 1 RCHRES 4 8 PERLND 42 1.14 COPY 1 12 PERLND 42 1.14 COPY 1 13 PERLND 42 1.14 COPY 1 14 IMPLND 27 0.62 COPY 1 15 PERLND 44 0.36 COPY 1 12 PERLND 44 0.36 COPY 1 13 RCHRES 2 1 COPY 501 17 RCHRES 1 1 COPY 501 17 RCHRES 6 1 COPY 501 17 RCHRES 5 1 COPY 501 17 RCHRES 8 1 COPY 501 17 RCHRES 7 1 COPY 501 17 RCHRES 4 1 COPY 501 17 RCHRES 3 1 COPY 501 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 GENER 2 OUTPUT TIMSER .0011111 RCHRES 1 EXTNL OUTDGT 1 GENER 4 OUTPUT TIMSER .0011111 RCHRES 3 EXTNL OUTDGT 1 GENER 6 OUTPUT TIMSER .0011111 RCHRES 5 EXTNL OUTDGT 1 GENER 8 OUTPUT TIMSER .0011111 RCHRES 7 EXTNL OUTDGT 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 Surface B-3 Swal-013 3 1 1 1 28 0 1 2 B-3 Swale 2 1 1 1 28 0 1 MSN - DB B 2/18/2025 7:25:56 PM Page 55 3 Surface B-5 SWAL-028 3 1 1 1 28 0 1 4 B-5 SWALE 2 1 1 1 28 0 1 5 Surface B-4 SWAL-017 3 1 1 1 28 0 1 6 B-4 SWALE 2 1 1 1 28 0 1 7 Surface B-1 Swal-021 3 1 1 1 28 0 1 8 B-1 Swale 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 4 1 0 0 0 0 0 0 0 0 0 5 1 0 0 0 0 0 0 0 0 0 6 1 0 0 0 0 0 0 0 0 0 7 1 0 0 0 0 0 0 0 0 0 8 1 0 0 0 0 0 0 0 0 0 END ACTIVITY 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 4 4 0 0 0 0 0 0 0 0 0 1 9 5 4 0 0 0 0 0 0 0 0 0 1 9 6 4 0 0 0 0 0 0 0 0 0 1 9 7 4 0 0 0 0 0 0 0 0 0 1 9 8 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 6 0 0 0 1 0 0 0 2 1 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 6 0 0 0 1 0 0 0 2 1 2 2 2 4 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 5 0 1 0 0 4 5 6 0 0 0 1 0 0 0 2 1 2 2 2 6 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 7 0 1 0 0 4 5 6 0 0 0 1 0 0 0 2 1 2 2 2 8 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 0.0 0.0 2 2 0.15 0.0 0.0 0.0 0.0 3 3 0.01 0.0 0.0 0.0 0.0 4 4 0.07 0.0 0.0 0.0 0.0 5 5 0.01 0.0 0.0 0.0 0.0 6 6 0.09 0.0 0.0 0.0 0.0 7 7 0.01 0.0 0.0 0.0 0.0 8 8 0.55 0.0 0.0 0.0 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 6.0 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 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 MSN - DB B 2/18/2025 7:25:56 PM Page 56 4 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5 0 4.0 5.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7 0 4.0 5.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8 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 *** User-Defined Variable Quantity Lines *** addr *** <------> *** kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol2 RCHRES 2 VOL 4 UVQUAN v2m2 GLOBAL WORKSP 1 3 UVQUAN vpo2 GLOBAL WORKSP 2 3 UVQUAN v2d2 GENER 2 K 1 3 *** User-Defined Variable Quantity Lines *** addr *** <------> *** kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol4 RCHRES 4 VOL 4 UVQUAN v2m4 GLOBAL WORKSP 3 3 UVQUAN vpo4 GLOBAL WORKSP 4 3 UVQUAN v2d4 GENER 4 K 1 3 *** User-Defined Variable Quantity Lines *** addr *** <------> *** kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol6 RCHRES 6 VOL 4 UVQUAN v2m6 GLOBAL WORKSP 5 3 UVQUAN vpo6 GLOBAL WORKSP 6 3 UVQUAN v2d6 GENER 6 K 1 3 *** User-Defined Variable Quantity Lines *** addr *** <------> *** kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol8 RCHRES 8 VOL 4 UVQUAN v2m8 GLOBAL WORKSP 7 3 UVQUAN vpo8 GLOBAL WORKSP 8 3 UVQUAN v2d8 GENER 8 K 1 3 *** User-Defined Target Variable Names *** addr or addr or *** <------> <------> *** kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m2 1 WORKSP 1 1.0 QUAN UVNAME vpo2 1 WORKSP 2 1.0 QUAN UVNAME v2d2 1 K 1 1.0 QUAN *** User-Defined Target Variable Names *** addr or addr or *** <------> <------> *** kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m4 1 WORKSP 3 1.0 QUAN UVNAME vpo4 1 WORKSP 4 1.0 QUAN UVNAME v2d4 1 K 1 1.0 QUAN *** User-Defined Target Variable Names *** addr or addr or *** <------> <------> *** kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m6 1 WORKSP 5 1.0 QUAN UVNAME vpo6 1 WORKSP 6 1.0 QUAN UVNAME v2d6 1 K 1 1.0 QUAN *** User-Defined Target Variable Names MSN - DB B 2/18/2025 7:25:56 PM Page 57 *** addr or addr or *** <------> <------> *** kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m8 1 WORKSP 7 1.0 QUAN UVNAME vpo8 1 WORKSP 8 1.0 QUAN UVNAME v2d8 1 K 1 1.0 QUAN *** opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 2 v2m2 = 5677.4 *** Compute remaining available pore space GENER 2 vpo2 = v2m2 GENER 2 vpo2 -= vol2 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo2 < 0.0) THEN GENER 2 vpo2 = 0.0 END IF *** Infiltration volume GENER 2 v2d2 = vpo2 *** opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 4 v2m4 = 2302.71 *** Compute remaining available pore space GENER 4 vpo4 = v2m4 GENER 4 vpo4 -= vol4 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo4 < 0.0) THEN GENER 4 vpo4 = 0.0 END IF *** Infiltration volume GENER 4 v2d4 = vpo4 *** opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 6 v2m6 = 2693.8 *** Compute remaining available pore space GENER 6 vpo6 = v2m6 GENER 6 vpo6 -= vol6 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo6 < 0.0) THEN GENER 6 vpo6 = 0.0 END IF *** Infiltration volume GENER 6 v2d6 = vpo6 *** opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 8 v2m8 = 21290.63 *** Compute remaining available pore space GENER 8 vpo8 = v2m8 GENER 8 vpo8 -= vol8 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo8 < 0.0) THEN GENER 8 vpo8 = 0.0 END IF *** Infiltration volume GENER 8 v2d8 = vpo8 END SPEC-ACTIONS FTABLES FTABLE 2 59 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.293480 0.000000 0.000000 0.000000 0.030220 0.289369 0.000583 0.000000 0.000000 0.060440 0.284850 0.001233 0.000000 0.000000 0.090659 0.280333 0.001950 0.000000 0.000000 0.120879 0.275819 0.002734 0.000000 0.000000 0.151099 0.271308 0.003584 0.000000 0.000000 0.181319 0.266799 0.004502 0.000000 0.000339 0.211538 0.262293 0.005486 0.000000 0.000545 0.241758 0.257789 0.006537 0.000000 0.000826 MSN - DB B 2/18/2025 7:25:57 PM Page 58 0.271978 0.253289 0.007426 0.000000 0.001198 0.302198 0.248791 0.008368 0.000000 0.001676 0.332418 0.244295 0.009364 0.000000 0.002276 0.362637 0.239803 0.010413 0.000000 0.003015 0.392857 0.235313 0.011515 0.000000 0.003911 0.423077 0.230825 0.012671 0.000000 0.004983 0.453297 0.226341 0.013880 0.000000 0.006250 0.483516 0.221859 0.015142 0.000000 0.007730 0.513736 0.217380 0.016459 0.000000 0.009446 0.543956 0.212903 0.017828 0.000000 0.011417 0.574176 0.208429 0.019252 0.000000 0.013666 0.604396 0.203958 0.020729 0.000000 0.016214 0.634615 0.199490 0.022259 0.000000 0.019085 0.664835 0.195024 0.023843 0.000000 0.022301 0.695055 0.190561 0.025481 0.000000 0.025887 0.725275 0.186100 0.027173 0.000000 0.029867 0.755495 0.181643 0.028919 0.000000 0.034266 0.785714 0.177188 0.030718 0.000000 0.039108 0.815934 0.172735 0.032571 0.000000 0.044421 0.846154 0.168285 0.034478 0.000000 0.050231 0.876374 0.163838 0.036439 0.000000 0.056563 0.906593 0.159394 0.038454 0.000000 0.063446 0.936813 0.154952 0.040523 0.000000 0.070908 0.967033 0.150513 0.042646 0.000000 0.078976 0.997253 0.146077 0.044822 0.000000 0.087679 1.027473 0.141644 0.047053 0.000000 0.097046 1.057692 0.137213 0.049339 0.000000 0.107106 1.087912 0.132784 0.051678 0.000000 0.117890 1.118132 0.128359 0.054071 0.000000 0.129427 1.148352 0.123936 0.056519 0.000000 0.141747 1.178571 0.119516 0.059020 0.000000 0.154881 1.208791 0.115098 0.061577 0.000000 0.168861 1.239011 0.110684 0.064187 0.000000 0.183716 1.269231 0.106271 0.066852 0.000000 0.199478 1.299451 0.101862 0.069571 0.000000 0.216177 1.329670 0.097455 0.072344 0.000000 0.233844 1.359890 0.093051 0.075172 0.000000 0.252508 1.390110 0.088650 0.078054 0.000000 0.272198 1.420330 0.084251 0.080991 0.000000 0.292938 1.450549 0.079855 0.083983 0.000000 0.314748 1.480769 0.075462 0.087028 0.000000 0.337637 1.510989 0.071071 0.090129 0.000000 0.361580 1.541209 0.066683 0.093284 0.000000 0.368672 1.571429 0.062298 0.096494 0.000000 0.393055 1.601648 0.057915 0.099758 0.000000 0.410353 1.631868 0.053535 0.103078 0.000000 0.417176 1.662088 0.049158 0.106452 0.000000 0.424004 1.692308 0.044783 0.109880 0.000000 0.430835 1.722527 0.040411 0.113364 0.000000 0.437671 1.750000 0.036042 0.130335 0.000000 0.665833 END FTABLE 2 FTABLE 1 35 6 Depth Area Volume Outflow1 Outflow2 Outflow3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.036042 0.000000 0.000000 0.000000 0.014827 0.030220 0.298005 0.008937 0.000000 0.064698 0.014827 0.060440 0.302532 0.018011 0.000000 0.065796 0.029664 0.090659 0.307062 0.027222 0.000000 0.066894 0.044509 0.120879 0.311595 0.036570 0.000000 0.067993 0.059363 0.151099 0.316130 0.046055 0.000000 0.069091 0.074225 0.181319 0.320668 0.055677 0.000000 0.070189 0.089097 0.211538 0.325209 0.065436 0.000000 0.071287 0.103977 0.241758 0.329752 0.075332 0.000000 0.072386 0.118866 0.271978 0.334298 0.085366 0.000000 0.073484 0.133764 0.302198 0.338847 0.095537 0.000000 0.074582 0.148671 0.332418 0.343398 0.105846 0.000000 0.075681 0.163586 0.362637 0.347953 0.116292 0.000000 0.076779 0.178510 MSN - DB B 2/18/2025 7:25:57 PM Page 59 0.392857 0.352509 0.126876 0.000000 0.077877 0.193443 0.423077 0.357069 0.137598 0.000000 0.078975 0.208385 0.453297 0.361631 0.148457 0.000000 0.080074 0.223336 0.483516 0.366196 0.159455 0.000000 0.081172 0.238295 0.513736 0.370763 0.170590 0.017087 0.082270 0.253263 0.543956 0.375334 0.181863 0.097690 0.083368 0.268240 0.574176 0.379906 0.193275 0.213745 0.084467 0.283226 0.604396 0.384482 0.204825 0.355486 0.085565 0.298220 0.634615 0.389060 0.216513 0.516834 0.086663 0.313224 0.664835 0.393641 0.228339 0.692447 0.087761 0.328236 0.695055 0.398225 0.240304 0.876999 0.088860 0.343257 0.725275 0.402811 0.252408 1.065020 0.089958 0.358287 0.755495 0.407400 0.264650 1.250960 0.091056 0.373325 0.785714 0.411992 0.277031 1.429395 0.092155 0.388373 0.815934 0.416586 0.289551 1.595314 0.093253 0.403429 0.846154 0.421183 0.302210 1.744468 0.094351 0.418494 0.876374 0.425783 0.315007 1.873776 0.095449 0.433567 0.906593 0.430385 0.327944 1.981777 0.096548 0.448650 0.936813 0.434991 0.341019 2.069120 0.097646 0.463741 0.967033 0.439598 0.354234 2.139092 0.098744 0.478841 0.997253 0.444209 0.367589 2.198180 0.099842 0.493950 1.000000 0.444628 0.368810 2.287491 0.099942 0.495324 END FTABLE 1 FTABLE 6 55 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.137879 0.000000 0.000000 0.000000 0.032967 0.137685 0.000299 0.000000 0.000000 0.065934 0.135359 0.000636 0.000000 0.000000 0.098901 0.133034 0.001010 0.000000 0.000000 0.131868 0.130712 0.001421 0.000000 0.000000 0.164835 0.128391 0.001870 0.000000 0.000000 0.197802 0.126072 0.002355 0.000000 0.000192 0.230769 0.123755 0.002878 0.000000 0.000314 0.263736 0.121439 0.003324 0.000000 0.000482 0.296703 0.119126 0.003799 0.000000 0.000705 0.329670 0.116814 0.004304 0.000000 0.000993 0.362637 0.114504 0.004839 0.000000 0.001357 0.395604 0.112196 0.005404 0.000000 0.001807 0.428571 0.109889 0.005998 0.000000 0.002354 0.461538 0.107585 0.006623 0.000000 0.003011 0.494505 0.105282 0.007277 0.000000 0.003789 0.527473 0.102981 0.007961 0.000000 0.004700 0.560440 0.100682 0.008675 0.000000 0.005758 0.593407 0.098384 0.009419 0.000000 0.006976 0.626374 0.096089 0.010193 0.000000 0.008368 0.659341 0.093795 0.010997 0.000000 0.009947 0.692308 0.091503 0.011831 0.000000 0.011729 0.725275 0.089213 0.012695 0.000000 0.013728 0.758242 0.086924 0.013589 0.000000 0.015958 0.791209 0.084637 0.014513 0.000000 0.018437 0.824176 0.082353 0.015467 0.000000 0.021178 0.857143 0.080070 0.016451 0.000000 0.024199 0.890110 0.077788 0.017466 0.000000 0.027517 0.923077 0.075509 0.018511 0.000000 0.031146 0.956044 0.073231 0.019586 0.000000 0.035106 0.989011 0.070955 0.020691 0.000000 0.039413 1.021978 0.068681 0.021826 0.000000 0.044085 1.054945 0.066409 0.022992 0.000000 0.049139 1.087912 0.064138 0.024188 0.000000 0.054594 1.120879 0.061870 0.025414 0.000000 0.060468 1.153846 0.059603 0.026671 0.000000 0.066780 1.186813 0.057338 0.027958 0.000000 0.073548 1.219780 0.055074 0.029275 0.000000 0.080791 1.252747 0.052813 0.030623 0.000000 0.088529 1.285714 0.050553 0.032002 0.000000 0.096780 1.318681 0.048295 0.033410 0.000000 0.105562 1.351648 0.046039 0.034850 0.000000 0.114895 1.384615 0.043785 0.036319 0.000000 0.124796 MSN - DB B 2/18/2025 7:25:57 PM Page 60 1.417582 0.041532 0.037820 0.000000 0.135281 1.450549 0.039282 0.039351 0.000000 0.146364 1.483516 0.037033 0.040912 0.000000 0.158052 1.516484 0.034786 0.042504 0.000000 0.170333 1.549451 0.032540 0.044127 0.000000 0.183109 1.582418 0.030297 0.045780 0.000000 0.190684 1.615385 0.028055 0.047464 0.000000 0.194191 1.648352 0.025815 0.049179 0.000000 0.197702 1.681319 0.023577 0.050925 0.000000 0.201214 1.714286 0.021341 0.052701 0.000000 0.204730 1.747253 0.019106 0.054508 0.000000 0.208248 1.750000 0.016873 0.061841 0.000000 0.347569 END FTABLE 6 FTABLE 5 39 6 Depth Area Volume Outflow1 Outflow2 Outflow3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.016873 0.000000 0.000000 0.000000 0.007629 0.032967 0.140207 0.004584 0.000000 0.030335 0.007629 0.065934 0.142537 0.009244 0.000000 0.030896 0.015265 0.098901 0.144869 0.013982 0.000000 0.031457 0.022906 0.131868 0.147202 0.018796 0.000000 0.032018 0.030553 0.164835 0.149537 0.023688 0.000000 0.032579 0.038206 0.197802 0.151874 0.028656 0.000000 0.033140 0.045865 0.230769 0.154213 0.033701 0.000000 0.033701 0.053530 0.263736 0.156554 0.038824 0.000000 0.034262 0.061200 0.296703 0.158897 0.044024 0.000000 0.034822 0.068877 0.329670 0.161241 0.049301 0.000000 0.035383 0.076559 0.362637 0.163587 0.054655 0.000000 0.035944 0.084248 0.395604 0.165935 0.060087 0.000000 0.036505 0.091942 0.428571 0.168284 0.065596 0.000000 0.037066 0.099642 0.461538 0.170636 0.071182 0.000000 0.037627 0.107348 0.494505 0.172989 0.076846 0.000000 0.038188 0.115060 0.527473 0.175344 0.082588 0.000000 0.038749 0.122777 0.560440 0.177701 0.088408 0.000000 0.039310 0.130501 0.593407 0.180060 0.094305 0.000000 0.039870 0.138230 0.626374 0.182420 0.100280 0.000000 0.040431 0.145966 0.659341 0.184782 0.106332 0.000000 0.040992 0.153707 0.692308 0.187146 0.112463 0.000000 0.041553 0.161454 0.725275 0.189512 0.118672 0.000000 0.042114 0.169207 0.758242 0.191880 0.124958 0.007944 0.042675 0.176966 0.791209 0.194249 0.131323 0.088687 0.043236 0.184731 0.824176 0.196621 0.137766 0.213745 0.043797 0.192502 0.857143 0.198994 0.144287 0.369426 0.044358 0.200278 0.890110 0.201368 0.150887 0.547857 0.044919 0.208061 0.923077 0.203745 0.157564 0.742120 0.045479 0.215849 0.956044 0.206124 0.164320 0.945261 0.046040 0.223644 0.989011 0.208504 0.171155 1.150127 0.046601 0.231444 1.021978 0.210886 0.178068 1.349552 0.047162 0.239250 1.054945 0.213270 0.185060 1.536717 0.047723 0.247062 1.087912 0.215655 0.192130 1.705654 0.048284 0.254880 1.120879 0.218043 0.199279 1.851833 0.048845 0.262703 1.153846 0.220432 0.206506 1.972840 0.049406 0.270533 1.186813 0.222823 0.213813 2.069120 0.049967 0.278368 1.219780 0.225216 0.221198 2.144788 0.050528 0.286210 1.250000 0.227410 0.228037 2.233235 0.051042 0.293403 END FTABLE 5 FTABLE 8 50 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 1.070340 0.000000 0.000000 0.000000 0.035714 1.051123 0.002573 0.000000 0.000000 0.071429 1.031911 0.005490 0.000000 0.000000 0.107143 1.012702 0.008750 0.000000 0.000000 0.142857 0.993497 0.012353 0.000000 0.000000 0.178571 0.974296 0.016300 0.000000 0.000000 0.214286 0.955098 0.020591 0.000000 0.001819 MSN - DB B 2/18/2025 7:25:57 PM Page 61 0.250000 0.935904 0.025225 0.000000 0.003006 0.285714 0.916714 0.029183 0.000000 0.004656 0.321429 0.897528 0.033414 0.000000 0.006865 0.357143 0.878346 0.037919 0.000000 0.009733 0.392857 0.859167 0.042697 0.000000 0.013366 0.428571 0.839992 0.047748 0.000000 0.017874 0.464286 0.820820 0.053074 0.000000 0.023370 0.500000 0.801653 0.058673 0.000000 0.029976 0.535714 0.782489 0.064545 0.000000 0.037815 0.571429 0.763329 0.070691 0.000000 0.047015 0.607143 0.744173 0.077112 0.000000 0.057708 0.642857 0.725020 0.083806 0.000000 0.070030 0.678571 0.705871 0.090773 0.000000 0.084121 0.714286 0.686726 0.098015 0.000000 0.100124 0.750000 0.667585 0.105531 0.000000 0.118188 0.785714 0.648447 0.113321 0.000000 0.138462 0.821429 0.629314 0.121385 0.000000 0.161101 0.857143 0.610183 0.129723 0.000000 0.186262 0.892857 0.591057 0.138336 0.000000 0.214107 0.928571 0.571935 0.147223 0.000000 0.244798 0.964286 0.552816 0.156384 0.000000 0.278503 1.000000 0.533701 0.165819 0.000000 0.315391 1.035714 0.514589 0.175529 0.000000 0.355635 1.071429 0.495482 0.185513 0.000000 0.399409 1.107143 0.476378 0.195772 0.000000 0.446891 1.142857 0.457278 0.206306 0.000000 0.498260 1.178571 0.438181 0.217114 0.000000 0.553697 1.214286 0.419089 0.228197 0.000000 0.613385 1.250000 0.400000 0.239555 0.000000 0.677508 1.285714 0.380915 0.251188 0.000000 0.746247 1.321429 0.361834 0.263095 0.000000 0.819787 1.357143 0.342756 0.275277 0.000000 0.898304 1.392857 0.323682 0.287735 0.000000 0.981970 1.428571 0.304612 0.300467 0.000000 1.070940 1.464286 0.285546 0.313475 0.000000 1.165334 1.500000 0.266483 0.326757 0.000000 1.265193 1.535714 0.247424 0.340315 0.000000 1.370265 1.571429 0.228369 0.354148 0.000000 1.473622 1.607143 0.209318 0.368256 0.000000 1.502664 1.642857 0.190270 0.382640 0.000000 1.531712 1.678571 0.171226 0.397299 0.000000 1.560765 1.714286 0.152186 0.412234 0.000000 1.589824 1.750000 0.133150 0.488766 0.000000 2.967963 END FTABLE 8 FTABLE 7 44 6 Depth Area Volume Outflow1 Outflow2 Outflow3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.133150 0.000000 0.000000 0.000000 0.062986 0.035714 1.089560 0.038570 0.000000 0.239749 0.062986 0.071429 1.108784 0.077826 0.000000 0.244544 0.125984 0.107143 1.128011 0.117769 0.000000 0.249339 0.188994 0.142857 1.147242 0.158398 0.000000 0.254134 0.252016 0.178571 1.166477 0.199714 0.000000 0.258929 0.315051 0.214286 1.185716 0.241718 0.000000 0.263724 0.378098 0.250000 1.204959 0.284409 0.000000 0.268519 0.441157 0.285714 1.224205 0.327786 0.000000 0.273314 0.504229 0.321429 1.243455 0.371852 0.000000 0.278109 0.567313 0.357143 1.262709 0.416605 0.000000 0.282904 0.630409 0.392857 1.281966 0.462045 0.000000 0.287699 0.693518 0.428571 1.301227 0.508174 0.000000 0.292494 0.756638 0.464286 1.320492 0.554990 0.000000 0.297289 0.819771 0.500000 1.339761 0.602495 0.000000 0.302084 0.882917 0.535714 1.359034 0.650688 0.000000 0.306879 0.946074 0.571429 1.378310 0.699569 0.000000 0.311674 1.009244 0.607143 1.397590 0.749138 0.000000 0.316469 1.072426 0.642857 1.416874 0.799397 0.000000 0.321263 1.135621 0.678571 1.436161 0.850344 0.000000 0.326058 1.198827 MSN - DB B 2/18/2025 7:25:57 PM Page 62 0.714286 1.455452 0.901980 0.000000 0.330853 1.262046 0.750000 1.474747 0.954305 0.000000 0.335648 1.325278 0.785714 1.494046 1.007319 0.000000 0.340443 1.388521 0.821429 1.513349 1.061022 0.000000 0.345238 1.451777 0.857143 1.532655 1.115415 0.000000 0.350033 1.515045 0.892857 1.551965 1.170498 0.000000 0.354828 1.578326 0.928571 1.571279 1.226270 0.000000 0.359623 1.641618 0.964286 1.590596 1.282732 0.000000 0.364418 1.704923 1.000000 1.609917 1.339884 0.000000 0.369213 1.768241 1.035714 1.629242 1.397726 0.071570 0.374008 1.831570 1.071429 1.648571 1.456259 0.202028 0.378803 1.894912 1.107143 1.667904 1.515481 0.369426 0.383598 1.958266 1.142857 1.687240 1.575395 0.563536 0.388393 2.021633 1.178571 1.706580 1.635998 0.775552 0.393188 2.085011 1.214286 1.725923 1.697293 0.996598 0.397983 2.148402 1.250000 1.745271 1.759279 1.217555 0.402778 2.211806 1.285714 1.764622 1.821955 1.429395 0.407573 2.275221 1.321429 1.783977 1.885323 1.623789 0.412368 2.338649 1.357143 1.803336 1.949382 1.793902 0.417163 2.402089 1.392857 1.822698 2.014133 1.935341 0.421958 2.465541 1.428571 1.842064 2.079575 2.047214 0.426753 2.529006 1.464286 1.861434 2.145709 2.133304 0.431548 2.592483 1.500000 1.880808 2.212535 2.227125 0.436343 2.655972 1.500000 1.880808 2.212535 2.305293 0.436343 2.655972 END FTABLE 7 FTABLE 4 59 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.129488 0.000000 0.000000 0.000000 0.030220 0.127453 0.000082 0.000000 0.000000 0.060440 0.125218 0.000195 0.000000 0.000000 0.090659 0.122985 0.000340 0.000000 0.000000 0.120879 0.120754 0.000518 0.000000 0.000000 0.151099 0.118527 0.000727 0.000000 0.000000 0.181319 0.116302 0.000968 0.000000 0.000092 0.211538 0.114080 0.001241 0.000000 0.000155 0.241758 0.111860 0.001547 0.000000 0.000245 0.271978 0.109643 0.001815 0.000000 0.000368 0.302198 0.107429 0.002109 0.000000 0.000531 0.332418 0.105218 0.002429 0.000000 0.000740 0.362637 0.103009 0.002774 0.000000 0.001004 0.392857 0.100803 0.003145 0.000000 0.001329 0.423077 0.098599 0.003541 0.000000 0.001725 0.453297 0.096398 0.003963 0.000000 0.002201 0.483516 0.094200 0.004412 0.000000 0.002764 0.513736 0.092005 0.004885 0.000000 0.003424 0.543956 0.089812 0.005385 0.000000 0.004191 0.574176 0.087622 0.005911 0.000000 0.005075 0.604396 0.085435 0.006462 0.000000 0.006086 0.634615 0.083250 0.007040 0.000000 0.007235 0.664835 0.081068 0.007643 0.000000 0.008532 0.695055 0.078889 0.008272 0.000000 0.009989 0.725275 0.076712 0.008928 0.000000 0.011617 0.755495 0.074538 0.009609 0.000000 0.013428 0.785714 0.072367 0.010317 0.000000 0.015433 0.815934 0.070199 0.011051 0.000000 0.017645 0.846154 0.068033 0.011811 0.000000 0.020077 0.876374 0.065870 0.012597 0.000000 0.022741 0.906593 0.063709 0.013409 0.000000 0.025649 0.936813 0.061551 0.014248 0.000000 0.028816 0.967033 0.059396 0.015113 0.000000 0.032255 0.997253 0.057244 0.016004 0.000000 0.035980 1.027473 0.055094 0.016921 0.000000 0.040003 1.057692 0.052947 0.017865 0.000000 0.044340 1.087912 0.050802 0.018836 0.000000 0.049005 1.118132 0.048661 0.019833 0.000000 0.054012 1.148352 0.046522 0.020856 0.000000 0.059376 1.178571 0.044385 0.021906 0.000000 0.065111 1.208791 0.042252 0.022982 0.000000 0.071233 MSN - DB B 2/18/2025 7:25:57 PM Page 63 1.239011 0.040121 0.024085 0.000000 0.077757 1.269231 0.037992 0.025215 0.000000 0.084697 1.299451 0.035867 0.026371 0.000000 0.092070 1.329670 0.033744 0.027554 0.000000 0.099889 1.359890 0.031624 0.028764 0.000000 0.108169 1.390110 0.029506 0.030000 0.000000 0.116924 1.420330 0.027391 0.031264 0.000000 0.126168 1.450549 0.025279 0.032554 0.000000 0.135910 1.480769 0.023169 0.033871 0.000000 0.146156 1.510989 0.021062 0.035214 0.000000 0.156897 1.541209 0.018958 0.036585 0.000000 0.160347 1.571429 0.016857 0.037983 0.000000 0.171339 1.601648 0.014758 0.039407 0.000000 0.179272 1.631868 0.012662 0.040859 0.000000 0.182641 1.662088 0.010569 0.042338 0.000000 0.186014 1.692308 0.008478 0.043843 0.000000 0.189392 1.722527 0.006390 0.045376 0.000000 0.192773 1.750000 0.004304 0.052863 0.000000 0.293776 END FTABLE 4 FTABLE 3 35 6 Depth Area Volume Outflow1 Outflow2 Outflow3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.004304 0.000000 0.000000 0.000000 0.007343 0.030220 0.131729 0.003947 0.000000 0.007727 0.007343 0.060440 0.133972 0.007962 0.000000 0.007858 0.014695 0.090659 0.136218 0.012044 0.000000 0.007989 0.022056 0.120879 0.138467 0.016195 0.000000 0.008120 0.029426 0.151099 0.140719 0.020413 0.000000 0.008251 0.036804 0.181319 0.142973 0.024700 0.000000 0.008382 0.044191 0.211538 0.145230 0.029054 0.000000 0.008514 0.051587 0.241758 0.147489 0.033477 0.000000 0.008645 0.058992 0.271978 0.149752 0.037969 0.000000 0.008776 0.066405 0.302198 0.152017 0.042528 0.000000 0.008907 0.073828 0.332418 0.154284 0.047157 0.000000 0.009038 0.081259 0.362637 0.156554 0.051853 0.000000 0.009169 0.088699 0.392857 0.158827 0.056619 0.000000 0.009301 0.096147 0.423077 0.161103 0.061453 0.000000 0.009432 0.103605 0.453297 0.163381 0.066356 0.000000 0.009563 0.111071 0.483516 0.165662 0.071327 0.000000 0.009694 0.118546 0.513736 0.167946 0.076368 0.017087 0.009825 0.126030 0.543956 0.170232 0.081478 0.097690 0.009956 0.133523 0.574176 0.172522 0.086657 0.213745 0.010088 0.141024 0.604396 0.174813 0.091905 0.355486 0.010219 0.148535 0.634615 0.177108 0.097223 0.516834 0.010350 0.156054 0.664835 0.179405 0.102610 0.692447 0.010481 0.163582 0.695055 0.181705 0.108066 0.876999 0.010612 0.171118 0.725275 0.184007 0.113592 1.065020 0.010743 0.178664 0.755495 0.186312 0.119187 1.250960 0.010875 0.186218 0.785714 0.188620 0.124853 1.429395 0.011006 0.193781 0.815934 0.190931 0.130587 1.595314 0.011137 0.201353 0.846154 0.193244 0.136392 1.744468 0.011268 0.208933 0.876374 0.195560 0.142267 1.873776 0.011399 0.216523 0.906593 0.197878 0.148212 1.981777 0.011530 0.224121 0.936813 0.200200 0.154227 2.069120 0.011662 0.231728 0.967033 0.202524 0.160312 2.139092 0.011793 0.239344 0.997253 0.204850 0.166467 2.198180 0.011924 0.246968 1.000000 0.205062 0.167030 2.287491 0.011936 0.247662 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 0.8 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 0.8 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 MSN - DB B 2/18/2025 7:25:57 PM Page 64 WDM 2 PREC ENGL 0.8 RCHRES 1 EXTNL PREC WDM 2 PREC ENGL 0.8 RCHRES 3 EXTNL PREC WDM 2 PREC ENGL 0.8 RCHRES 5 EXTNL PREC WDM 2 PREC ENGL 0.8 RCHRES 7 EXTNL PREC WDM 1 EVAP ENGL 0.5 RCHRES 1 EXTNL POTEV WDM 1 EVAP ENGL 0.76 RCHRES 2 EXTNL POTEV WDM 1 EVAP ENGL 0.5 RCHRES 3 EXTNL POTEV WDM 1 EVAP ENGL 0.76 RCHRES 4 EXTNL POTEV WDM 1 EVAP ENGL 0.5 RCHRES 5 EXTNL POTEV WDM 1 EVAP ENGL 0.76 RCHRES 6 EXTNL POTEV WDM 1 EVAP ENGL 0.5 RCHRES 7 EXTNL POTEV WDM 1 EVAP ENGL 0.76 RCHRES 8 EXTNL POTEV 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 2 HYDR RO 1 1 1 WDM 1006 FLOW ENGL REPL RCHRES 2 HYDR O 1 1 1 WDM 1007 FLOW ENGL REPL RCHRES 2 HYDR O 2 1 1 WDM 1008 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1009 STAG ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1010 STAG ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1011 FLOW 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 6 HYDR RO 1 1 1 WDM 1012 FLOW ENGL REPL RCHRES 6 HYDR O 1 1 1 WDM 1013 FLOW ENGL REPL RCHRES 6 HYDR O 2 1 1 WDM 1014 FLOW ENGL REPL RCHRES 6 HYDR STAGE 1 1 1 WDM 1015 STAG ENGL REPL RCHRES 5 HYDR STAGE 1 1 1 WDM 1016 STAG ENGL REPL RCHRES 5 HYDR O 1 1 1 WDM 1017 FLOW ENGL REPL RCHRES 8 HYDR RO 1 1 1 WDM 1018 FLOW ENGL REPL RCHRES 8 HYDR O 1 1 1 WDM 1019 FLOW ENGL REPL RCHRES 8 HYDR O 2 1 1 WDM 1020 FLOW ENGL REPL RCHRES 8 HYDR STAGE 1 1 1 WDM 1021 STAG ENGL REPL RCHRES 7 HYDR STAGE 1 1 1 WDM 1022 STAG ENGL REPL RCHRES 7 HYDR O 1 1 1 WDM 1023 FLOW ENGL REPL RCHRES 4 HYDR RO 1 1 1 WDM 1030 FLOW ENGL REPL RCHRES 4 HYDR O 1 1 1 WDM 1031 FLOW ENGL REPL RCHRES 4 HYDR O 2 1 1 WDM 1032 FLOW ENGL REPL RCHRES 4 HYDR STAGE 1 1 1 WDM 1033 STAG ENGL REPL RCHRES 3 HYDR STAGE 1 1 1 WDM 1034 STAG ENGL REPL RCHRES 3 HYDR O 1 1 1 WDM 1035 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 8 RCHRES OFLOW OVOL 2 RCHRES INFLOW IVOL END MASS-LINK 8 MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 MSN - DB B 2/18/2025 7:25:57 PM Page 65 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 14 PERLND PWATER AGWO 0.083333 COPY INPUT MEAN END MASS-LINK 14 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 MASS-LINK 30 PERLND PWATER SURO PERLND EXTNL SURLI END MASS-LINK 30 MASS-LINK 34 PERLND PWATER IFWO PERLND EXTNL IFWLI END MASS-LINK 34 MASS-LINK 38 PERLND PWATER AGWO PERLND EXTNL AGWLI END MASS-LINK 38 MASS-LINK 50 IMPLND IWATER SURO PERLND EXTNL SURLI END MASS-LINK 50 MASS-LINK 53 IMPLND IWATER SURO IMPLND EXTNL SURLI END MASS-LINK 53 MASS-LINK 54 PERLND PWATER SURO IMPLND EXTNL SURLI END MASS-LINK 54 MASS-LINK 55 PERLND PWATER IFWO IMPLND EXTNL SURLI END MASS-LINK 55 END MASS-LINK END RUN MSN - DB B 2/18/2025 7:25:57 PM Page 66 Predeveloped HSPF Message File MSN - DB B 2/18/2025 7:25:57 PM Page 67 Mitigated HSPF Message File MSN - DB B 2/18/2025 7:25:57 PM Page 68 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. 2005-2025; 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 WWHM2012 PROJECT REPORT DB-C 2/18/2025 7:52:39 PM Page 2 General Model Information Project Name: DB-C Site Name: Mason Street Site Address: 91 Mason Street City: Port Hadlock-Irondale, WA 98339 Report Date: 2/18/2025 Gage:Port Angeles Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 0.800 Version Date: 2021/08/18 Version: 4.2.18 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 100 Year DB-C 2/18/2025 7:52:39 PM Page 3 Landuse Basin Data Predeveloped Land Use DB-C Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat 1.541 Pervious Total 1.541 Impervious Land Use acre Impervious Total 0 Basin Total 1.541 Element Flows To: Surface Interflow Groundwater DB-C 2/18/2025 7:52:39 PM Page 4 Mitigated Land Use C-2 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat 0.58 Pervious Total 0.58 Impervious Land Use acre ROOF TOPS FLAT 0.23 SIDEWALKS FLAT 0.05 Impervious Total 0.28 Basin Total 0.86 Element Flows To: Surface Interflow Groundwater Surface bioretention Surface bioretention DB-C 2/18/2025 7:52:39 PM Page 5 C-1 Bypass:No Impervious Land Use acre ROOF TOPS FLAT 0.09 Element Flows To: Outlet 1 Outlet 2 C-1 DB-C 2/18/2025 7:52:39 PM Page 6 C-1 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Mod .34 Element Flows To: Surface Interflow Groundwater DB-C 2/18/2025 7:52:39 PM Page 7 Routing Elements Predeveloped Routing DB-C 2/18/2025 7:52:39 PM Page 8 Mitigated Routing C-2 bioretention Bottom Length: 185.00 ft. Bottom Width: 2.00 ft. Material thickness of first layer: 0.25 Material type for first layer: ASTM 100 Material thickness of second layer: 1.5 Material type for second layer: SMMWW Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate:6.5 Infiltration safety factor:0.5 Wetted surface area On Total Volume Infiltrated (ac-ft.):21.05 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 21.05 Percent Infiltrated:100 Total Precip Applied to Facility:2.097 Total Evap From Facility:1.319 Underdrain not used Discharge Structure Riser Height:1 ft. Riser Diameter:12 in. Element Flows To: Outlet 1 Outlet 2 Bioretention Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.0561 0.0000 0.0000 0.0000 0.0357 0.0551 0.0002 0.0000 0.0000 0.0714 0.0541 0.0003 0.0000 0.0000 0.1071 0.0530 0.0005 0.0000 0.0000 0.1429 0.0520 0.0007 0.0000 0.0000 0.1786 0.0510 0.0010 0.0000 0.0000 0.2143 0.0500 0.0012 0.0000 0.0001 0.2500 0.0490 0.0015 0.0000 0.0002 0.2857 0.0480 0.0017 0.0000 0.0003 0.3214 0.0470 0.0019 0.0000 0.0004 0.3571 0.0460 0.0022 0.0000 0.0005 0.3929 0.0450 0.0024 0.0000 0.0007 0.4286 0.0440 0.0027 0.0000 0.0010 0.4643 0.0430 0.0030 0.0000 0.0013 0.5000 0.0420 0.0033 0.0000 0.0016 0.5357 0.0410 0.0036 0.0000 0.0020 0.5714 0.0400 0.0040 0.0000 0.0025 0.6071 0.0390 0.0043 0.0000 0.0031 0.6429 0.0380 0.0047 0.0000 0.0037 0.6786 0.0370 0.0050 0.0000 0.0045 0.7143 0.0361 0.0054 0.0000 0.0053 0.7500 0.0351 0.0058 0.0000 0.0063 0.7857 0.0341 0.0062 0.0000 0.0073 0.8214 0.0331 0.0067 0.0000 0.0085 0.8571 0.0322 0.0071 0.0000 0.0098 DB-C 2/18/2025 7:52:39 PM Page 9 0.8929 0.0312 0.0075 0.0000 0.0113 0.9286 0.0302 0.0080 0.0000 0.0129 0.9643 0.0292 0.0085 0.0000 0.0146 1.0000 0.0283 0.0090 0.0000 0.0166 1.0357 0.0273 0.0095 0.0000 0.0187 1.0714 0.0264 0.0100 0.0000 0.0210 1.1071 0.0254 0.0106 0.0000 0.0234 1.1429 0.0244 0.0111 0.0000 0.0261 1.1786 0.0235 0.0117 0.0000 0.0290 1.2143 0.0225 0.0123 0.0000 0.0321 1.2500 0.0216 0.0129 0.0000 0.0355 1.2857 0.0206 0.0135 0.0000 0.0391 1.3214 0.0197 0.0141 0.0000 0.0429 1.3571 0.0187 0.0147 0.0000 0.0470 1.3929 0.0178 0.0154 0.0000 0.0514 1.4286 0.0169 0.0161 0.0000 0.0561 1.4643 0.0159 0.0167 0.0000 0.0610 1.5000 0.0150 0.0174 0.0000 0.0662 1.5357 0.0141 0.0181 0.0000 0.0717 1.5714 0.0131 0.0189 0.0000 0.0772 1.6071 0.0122 0.0196 0.0000 0.0787 1.6429 0.0113 0.0204 0.0000 0.0802 1.6786 0.0103 0.0211 0.0000 0.0818 1.7143 0.0094 0.0219 0.0000 0.0833 1.7500 0.0085 0.0227 0.0000 0.1556 Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 1.7500 0.0561 0.0227 0.0000 0.0153 0.0034 1.7857 0.0571 0.0247 0.0000 0.0153 0.0067 1.8214 0.0582 0.0268 0.0000 0.0156 0.0101 1.8571 0.0592 0.0289 0.0000 0.0159 0.0135 1.8929 0.0602 0.0310 0.0000 0.0162 0.0169 1.9286 0.0612 0.0332 0.0000 0.0165 0.0202 1.9643 0.0623 0.0354 0.0000 0.0168 0.0236 2.0000 0.0633 0.0376 0.0000 0.0171 0.0270 2.0357 0.0644 0.0399 0.0000 0.0174 0.0305 2.0714 0.0654 0.0422 0.0000 0.0177 0.0339 2.1071 0.0664 0.0446 0.0000 0.0180 0.0373 2.1429 0.0675 0.0470 0.0000 0.0184 0.0407 2.1786 0.0685 0.0494 0.0000 0.0187 0.0442 2.2143 0.0696 0.0519 0.0000 0.0190 0.0476 2.2500 0.0706 0.0544 0.0000 0.0193 0.0511 2.2857 0.0717 0.0569 0.0000 0.0196 0.0545 2.3214 0.0727 0.0595 0.0000 0.0199 0.0580 2.3571 0.0738 0.0621 0.0000 0.0202 0.0615 2.3929 0.0749 0.0648 0.0000 0.0205 0.0650 2.4286 0.0759 0.0675 0.0000 0.0208 0.0684 2.4643 0.0770 0.0702 0.0000 0.0211 0.0719 2.5000 0.0781 0.0730 0.0000 0.0214 0.0754 2.5357 0.0791 0.0758 0.0000 0.0217 0.0790 2.5714 0.0802 0.0786 0.0000 0.0220 0.0825 2.6071 0.0813 0.0815 0.0000 0.0223 0.0860 2.6429 0.0823 0.0844 0.0000 0.0226 0.0895 2.6786 0.0834 0.0874 0.0000 0.0229 0.0931 2.7143 0.0845 0.0904 0.0000 0.0232 0.0966 2.7500 0.0856 0.0934 0.0000 0.0236 0.1001 2.7857 0.0867 0.0965 0.0716 0.0239 0.1037 DB-C 2/18/2025 7:52:39 PM Page 10 2.8214 0.0877 0.0996 0.2020 0.0242 0.1073 2.8571 0.0888 0.1027 0.3694 0.0245 0.1108 2.8929 0.0899 0.1059 0.5635 0.0248 0.1144 2.9286 0.0910 0.1092 0.7756 0.0251 0.1180 2.9643 0.0921 0.1124 0.9966 0.0254 0.1216 3.0000 0.0932 0.1157 1.2176 0.0257 0.1252 3.0357 0.0943 0.1191 1.4294 0.0260 0.1288 3.0714 0.0954 0.1225 1.6238 0.0263 0.1324 3.1071 0.0965 0.1259 1.7939 0.0266 0.1360 3.1429 0.0976 0.1294 1.9353 0.0269 0.1397 3.1786 0.0987 0.1329 2.0472 0.0272 0.1433 3.2143 0.0998 0.1364 2.1333 0.0275 0.1469 3.2500 0.1009 0.1400 2.2271 0.0278 0.1469 3.2500 0.1009 0.1400 2.3053 0.0278 0.0000 DB-C 2/18/2025 7:52:39 PM Page 11 Surface bioretention Element Flows To: Outlet 1 Outlet 2 C-2 bioretention DB-C 2/18/2025 7:52:39 PM Page 12 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 1.541 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.92 Total Impervious Area: 0.37 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.000862 5 year 0.001201 10 year 0.001372 25 year 0.001538 50 year 0.001635 100 year 0.001712 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.000222 5 year 0.000282 10 year 0.000311 25 year 0.000338 50 year 0.000353 100 year 0.000365 Annual Peaks DB-C 2/18/2025 7:53:22 PM Page 13 Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.001 0.000 1950 0.001 0.000 1951 0.001 0.000 1952 0.001 0.000 1953 0.001 0.000 1954 0.001 0.000 1955 0.001 0.000 1956 0.001 0.000 1957 0.001 0.000 1958 0.000 0.000 1959 0.001 0.000 1960 0.001 0.000 1961 0.001 0.000 1962 0.001 0.000 1963 0.001 0.000 1964 0.001 0.000 1965 0.001 0.000 1966 0.001 0.000 1967 0.001 0.000 1968 0.001 0.000 1969 0.001 0.000 1970 0.001 0.000 1971 0.001 0.000 1972 0.001 0.000 1973 0.001 0.000 1974 0.000 0.000 1975 0.001 0.000 1976 0.001 0.000 1977 0.000 0.000 1978 0.000 0.000 1979 0.001 0.000 1980 0.001 0.000 1981 0.001 0.000 1982 0.001 0.000 1983 0.001 0.000 1984 0.001 0.000 1985 0.001 0.000 1986 0.001 0.000 1987 0.001 0.000 1988 0.001 0.000 1989 0.001 0.000 1990 0.001 0.000 1991 0.001 0.000 1992 0.001 0.000 1993 0.001 0.000 1994 0.000 0.000 1995 0.001 0.000 1996 0.001 0.000 1997 0.001 0.000 1998 0.000 0.000 1999 0.001 0.000 2000 0.001 0.000 2001 0.000 0.000 2002 0.001 0.000 2003 0.001 0.000 2004 0.001 0.000 DB-C 2/18/2025 7:53:22 PM Page 14 2005 0.001 0.000 2006 0.001 0.000 2007 0.001 0.000 2008 0.001 0.000 2009 0.001 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0012 0.0003 2 0.0012 0.0003 3 0.0012 0.0003 4 0.0012 0.0003 5 0.0012 0.0003 6 0.0012 0.0003 7 0.0012 0.0003 8 0.0012 0.0003 9 0.0012 0.0003 10 0.0012 0.0003 11 0.0011 0.0003 12 0.0011 0.0003 13 0.0011 0.0003 14 0.0011 0.0003 15 0.0011 0.0003 16 0.0011 0.0003 17 0.0011 0.0003 18 0.0011 0.0003 19 0.0011 0.0003 20 0.0011 0.0003 21 0.0011 0.0003 22 0.0010 0.0003 23 0.0010 0.0003 24 0.0010 0.0002 25 0.0010 0.0002 26 0.0010 0.0002 27 0.0010 0.0002 28 0.0010 0.0002 29 0.0010 0.0002 30 0.0009 0.0002 31 0.0009 0.0002 32 0.0009 0.0002 33 0.0009 0.0002 34 0.0009 0.0002 35 0.0009 0.0002 36 0.0009 0.0002 37 0.0009 0.0002 38 0.0009 0.0002 39 0.0008 0.0002 40 0.0008 0.0002 41 0.0008 0.0002 42 0.0008 0.0002 43 0.0007 0.0002 44 0.0007 0.0002 45 0.0007 0.0002 46 0.0006 0.0002 47 0.0006 0.0002 48 0.0006 0.0002 49 0.0006 0.0002 DB-C 2/18/2025 7:53:22 PM Page 15 50 0.0006 0.0002 51 0.0006 0.0002 52 0.0006 0.0002 53 0.0005 0.0002 54 0.0005 0.0002 55 0.0005 0.0001 56 0.0005 0.0001 57 0.0004 0.0001 58 0.0003 0.0001 59 0.0003 0.0001 60 0.0002 0.0001 61 0.0001 0.0000 DB-C 2/18/2025 7:53:22 PM Page 16 LID Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0001 6124 1915 31 Pass 0.0001 5818 1766 30 Pass 0.0001 5540 1650 29 Pass 0.0001 5339 1564 29 Pass 0.0001 5082 1462 28 Pass 0.0001 4879 1371 28 Pass 0.0001 4721 1302 27 Pass 0.0001 4528 1184 26 Pass 0.0001 4336 1080 24 Pass 0.0001 4216 1024 24 Pass 0.0001 4021 948 23 Pass 0.0001 3863 878 22 Pass 0.0001 3730 843 22 Pass 0.0001 3593 798 22 Pass 0.0001 3444 736 21 Pass 0.0001 3332 694 20 Pass 0.0001 3202 645 20 Pass 0.0001 3097 601 19 Pass 0.0001 3012 554 18 Pass 0.0001 2924 525 17 Pass 0.0001 2825 494 17 Pass 0.0001 2759 472 17 Pass 0.0001 2659 438 16 Pass 0.0002 2575 411 15 Pass 0.0002 2513 389 15 Pass 0.0002 2432 360 14 Pass 0.0002 2353 345 14 Pass 0.0002 2306 321 13 Pass 0.0002 2250 301 13 Pass 0.0002 2186 277 12 Pass 0.0002 2143 268 12 Pass 0.0002 2076 250 12 Pass 0.0002 2042 226 11 Pass 0.0002 2000 206 10 Pass 0.0002 1965 191 9 Pass 0.0002 1924 177 9 Pass 0.0002 1884 161 8 Pass 0.0002 1822 151 8 Pass 0.0002 1790 140 7 Pass 0.0002 1741 132 7 Pass 0.0002 1701 122 7 Pass 0.0002 1657 111 6 Pass 0.0002 1607 100 6 Pass 0.0002 1565 88 5 Pass 0.0002 1532 81 5 Pass 0.0002 1497 73 4 Pass 0.0002 1464 65 4 Pass 0.0002 1426 59 4 Pass 0.0002 1389 46 3 Pass 0.0002 1350 40 2 Pass 0.0003 1329 39 2 Pass 0.0003 1305 33 2 Pass 0.0003 1276 26 2 Pass DB-C 2/18/2025 7:53:22 PM Page 17 0.0003 1250 20 1 Pass 0.0003 1216 13 1 Pass 0.0003 1196 7 0 Pass 0.0003 1185 4 0 Pass 0.0003 1163 0 0 Pass 0.0003 1142 0 0 Pass 0.0003 1119 0 0 Pass 0.0003 1089 0 0 Pass 0.0003 1053 0 0 Pass 0.0003 1032 0 0 Pass 0.0003 1012 0 0 Pass 0.0003 997 0 0 Pass 0.0003 977 0 0 Pass 0.0003 962 0 0 Pass 0.0003 951 0 0 Pass 0.0003 935 0 0 Pass 0.0003 919 0 0 Pass 0.0003 903 0 0 Pass 0.0003 883 0 0 Pass 0.0003 863 0 0 Pass 0.0003 856 0 0 Pass 0.0003 842 0 0 Pass 0.0003 830 0 0 Pass 0.0003 819 0 0 Pass 0.0004 803 0 0 Pass 0.0004 788 0 0 Pass 0.0004 780 0 0 Pass 0.0004 767 0 0 Pass 0.0004 749 0 0 Pass 0.0004 737 0 0 Pass 0.0004 721 0 0 Pass 0.0004 705 0 0 Pass 0.0004 693 0 0 Pass 0.0004 681 0 0 Pass 0.0004 668 0 0 Pass 0.0004 661 0 0 Pass 0.0004 652 0 0 Pass 0.0004 643 0 0 Pass 0.0004 632 0 0 Pass 0.0004 626 0 0 Pass 0.0004 610 0 0 Pass 0.0004 600 0 0 Pass 0.0004 586 0 0 Pass 0.0004 575 0 0 Pass 0.0004 567 0 0 Pass 0.0004 548 0 0 Pass 0.0004 530 0 0 Pass DB-C 2/18/2025 7:53:34 PM Page 18 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0004 530 0 0 Pass 0.0004 507 0 0 Pass 0.0005 479 0 0 Pass 0.0005 454 0 0 Pass 0.0005 430 0 0 Pass 0.0005 403 0 0 Pass 0.0005 379 0 0 Pass 0.0005 364 0 0 Pass 0.0005 338 0 0 Pass 0.0005 325 0 0 Pass 0.0006 314 0 0 Pass 0.0006 297 0 0 Pass 0.0006 291 0 0 Pass 0.0006 274 0 0 Pass 0.0006 260 0 0 Pass 0.0006 246 0 0 Pass 0.0006 236 0 0 Pass 0.0007 222 0 0 Pass 0.0007 211 0 0 Pass 0.0007 198 0 0 Pass 0.0007 186 0 0 Pass 0.0007 177 0 0 Pass 0.0007 164 0 0 Pass 0.0007 154 0 0 Pass 0.0007 152 0 0 Pass 0.0008 146 0 0 Pass 0.0008 140 0 0 Pass 0.0008 136 0 0 Pass 0.0008 134 0 0 Pass 0.0008 125 0 0 Pass 0.0008 116 0 0 Pass 0.0008 109 0 0 Pass 0.0008 106 0 0 Pass 0.0009 102 0 0 Pass 0.0009 99 0 0 Pass 0.0009 96 0 0 Pass 0.0009 91 0 0 Pass 0.0009 83 0 0 Pass 0.0009 78 0 0 Pass 0.0009 74 0 0 Pass 0.0009 71 0 0 Pass 0.0010 68 0 0 Pass 0.0010 64 0 0 Pass 0.0010 56 0 0 Pass 0.0010 52 0 0 Pass 0.0010 49 0 0 Pass 0.0010 48 0 0 Pass 0.0010 45 0 0 Pass 0.0011 39 0 0 Pass 0.0011 33 0 0 Pass 0.0011 29 0 0 Pass 0.0011 27 0 0 Pass 0.0011 22 0 0 Pass DB-C 2/18/2025 7:53:35 PM Page 19 0.0011 20 0 0 Pass 0.0011 18 0 0 Pass 0.0011 16 0 0 Pass 0.0012 13 0 0 Pass 0.0012 9 0 0 Pass 0.0012 5 0 0 Pass 0.0012 4 0 0 Pass 0.0012 4 0 0 Pass 0.0012 3 0 0 Pass 0.0012 1 0 0 Pass 0.0012 0 0 0 Pass 0.0013 0 0 0 Pass 0.0013 0 0 0 Pass 0.0013 0 0 0 Pass 0.0013 0 0 0 Pass 0.0013 0 0 0 Pass 0.0013 0 0 0 Pass 0.0013 0 0 0 Pass 0.0013 0 0 0 Pass 0.0014 0 0 0 Pass 0.0014 0 0 0 Pass 0.0014 0 0 0 Pass 0.0014 0 0 0 Pass 0.0014 0 0 0 Pass 0.0014 0 0 0 Pass 0.0014 0 0 0 Pass 0.0015 0 0 0 Pass 0.0015 0 0 0 Pass 0.0015 0 0 0 Pass 0.0015 0 0 0 Pass 0.0015 0 0 0 Pass 0.0015 0 0 0 Pass 0.0015 0 0 0 Pass 0.0015 0 0 0 Pass 0.0016 0 0 0 Pass 0.0016 0 0 0 Pass 0.0016 0 0 0 Pass 0.0016 0 0 0 Pass 0.0016 0 0 0 Pass 0.0016 0 0 0 Pass 0.0016 0 0 0 Pass 0.0016 0 0 0 Pass 0.0017 0 0 0 Pass 0.0017 0 0 0 Pass 0.0017 0 0 0 Pass 0.0017 0 0 0 Pass 0.0017 0 0 0 Pass DB-C 2/18/2025 7:53:35 PM Page 20 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. DB-C 2/18/2025 7:53:35 PM Page 21 LID Report DB-C 2/18/2025 7:53:40 PM Page 22 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. DB-C 2/18/2025 7:53:40 PM Page 23 Appendix Predeveloped Schematic DB-C 2/18/2025 7:53:41 PM Page 24 Mitigated Schematic DB-C 2/18/2025 7:53:41 PM Page 25 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 DB-C.wdm MESSU 25 PreDB-C.MES 27 PreDB-C.L61 28 PreDB-C.L62 30 POCDB-C1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 DB-C MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 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 *** 1 A/B, Forest, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 1 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 ********* 1 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO DB-C 2/18/2025 7:53:41 PM Page 26 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 1 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 1 0 5 2 400 0.05 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 1 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 1 0.2 0.5 0.35 0 0.7 0.7 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 1 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 DB-C 2/18/2025 7:53:41 PM Page 27 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** DB-C*** PERLND 1 1.541 COPY 501 12 PERLND 1 1.541 COPY 501 13 ******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 <-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 EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 0.8 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 0.8 IMPLND 1 999 EXTNL PREC DB-C 2/18/2025 7:53:41 PM Page 28 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 END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** 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 END MASS-LINK END RUN DB-C 2/18/2025 7:53:41 PM Page 29 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 DB-C.wdm MESSU 25 MitDB-C.MES 27 MitDB-C.L61 28 MitDB-C.L62 30 POCDB-C1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 7 IMPLND 4 IMPLND 8 IMPLND 20 GENER 2 RCHRES 1 RCHRES 2 PERLND 42 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 C-2 bioretention MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** 2 24 END OPCODE PARM # # K *** 2 0. END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 7 A/B, Lawn, Flat 1 1 1 1 27 0 42 A/B, Forest, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY DB-C 2/18/2025 7:53:41 PM Page 30 <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 7 0 0 1 0 0 0 0 0 0 0 0 0 42 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 ********* 7 0 0 4 0 0 0 0 0 0 0 0 0 1 9 42 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 *** 7 0 0 0 0 0 0 0 0 0 0 0 42 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 7 0 5 0.8 400 0.05 0.3 0.996 42 0 5 2 400 0.1 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 7 0 0 2 2 0 0 0 42 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 7 0.1 0.5 0.25 0 0.7 0.25 42 0.2 0.5 0.35 0 0.7 0.7 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 7 0 0 0 0 3 1 0 42 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 4 ROOF TOPS/FLAT 1 1 1 27 0 8 SIDEWALKS/FLAT 1 1 1 27 0 20 ROOF TOPS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 8 0 0 1 0 0 0 20 0 0 1 0 0 0 END ACTIVITY PRINT-INFO DB-C 2/18/2025 7:53:41 PM Page 31 <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 4 0 0 4 0 0 0 1 9 8 0 0 4 0 0 0 1 9 20 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 *** 4 0 0 0 0 0 8 0 0 0 0 0 20 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 8 400 0.01 0.1 0.1 20 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 8 0 0 20 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 8 0 0 20 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** C-2*** PERLND 7 0.58 RCHRES 1 2 PERLND 7 0.58 RCHRES 1 3 IMPLND 4 0.23 RCHRES 1 5 IMPLND 8 0.05 RCHRES 1 5 C-1*** IMPLND 20 0.2647 PERLND 42 50 C-1*** PERLND 42 0.34 COPY 501 12 PERLND 42 0.34 COPY 501 13 ******Routing****** RCHRES 1 1 RCHRES 2 8 RCHRES 1 COPY 1 18 IMPLND 20 0.09 COPY 1 15 RCHRES 2 1 COPY 501 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 GENER 2 OUTPUT TIMSER .0011111 RCHRES 1 EXTNL OUTDGT 1 DB-C 2/18/2025 7:53:41 PM Page 32 <-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 Surface bioreten-032 3 1 1 1 28 0 1 2 C-2 bioretention-031 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 # - # 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 6 0 0 0 1 0 0 0 2 1 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 0.0 0.0 2 2 0.04 0.0 0.0 0.0 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 6.0 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 *** User-Defined Variable Quantity Lines *** addr *** <------> *** kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol2 RCHRES 2 VOL 4 UVQUAN v2m2 GLOBAL WORKSP 1 3 UVQUAN vpo2 GLOBAL WORKSP 2 3 UVQUAN v2d2 GENER 2 K 1 3 *** User-Defined Target Variable Names *** addr or addr or *** <------> <------> *** kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m2 1 WORKSP 1 1.0 QUAN UVNAME vpo2 1 WORKSP 2 1.0 QUAN DB-C 2/18/2025 7:53:41 PM Page 33 UVNAME v2d2 1 K 1 1.0 QUAN *** opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 2 v2m2 = 1128.83 *** Compute remaining available pore space GENER 2 vpo2 = v2m2 GENER 2 vpo2 -= vol2 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo2 < 0.0) THEN GENER 2 vpo2 = 0.0 END IF *** Infiltration volume GENER 2 v2d2 = vpo2 END SPEC-ACTIONS FTABLES FTABLE 2 50 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.056101 0.000000 0.000000 0.000000 0.035714 0.055079 0.000162 0.000000 0.000000 0.071429 0.054059 0.000340 0.000000 0.000000 0.107143 0.053041 0.000534 0.000000 0.000000 0.142857 0.052025 0.000746 0.000000 0.000000 0.178571 0.051011 0.000974 0.000000 0.000000 0.214286 0.049999 0.001219 0.000000 0.000103 0.250000 0.048990 0.001481 0.000000 0.000169 0.285714 0.047982 0.001703 0.000000 0.000260 0.321429 0.046977 0.001938 0.000000 0.000380 0.357143 0.045974 0.002186 0.000000 0.000535 0.392857 0.044973 0.002448 0.000000 0.000731 0.428571 0.043974 0.002724 0.000000 0.000972 0.464286 0.042977 0.003013 0.000000 0.001266 0.500000 0.041982 0.003315 0.000000 0.001617 0.535714 0.040990 0.003632 0.000000 0.002033 0.571429 0.039999 0.003961 0.000000 0.002520 0.607143 0.039011 0.004305 0.000000 0.003084 0.642857 0.038024 0.004662 0.000000 0.003733 0.678571 0.037040 0.005033 0.000000 0.004474 0.714286 0.036058 0.005418 0.000000 0.005314 0.750000 0.035078 0.005817 0.000000 0.006262 0.785714 0.034100 0.006229 0.000000 0.007324 0.821429 0.033124 0.006655 0.000000 0.008509 0.857143 0.032151 0.007095 0.000000 0.009826 0.892857 0.031179 0.007549 0.000000 0.011281 0.928571 0.030210 0.008017 0.000000 0.012885 0.964286 0.029242 0.008499 0.000000 0.014646 1.000000 0.028277 0.008995 0.000000 0.016572 1.035714 0.027314 0.009505 0.000000 0.018673 1.071429 0.026353 0.010030 0.000000 0.020959 1.107143 0.025394 0.010568 0.000000 0.023438 1.142857 0.024437 0.011120 0.000000 0.026120 1.178571 0.023483 0.011686 0.000000 0.029014 1.214286 0.022530 0.012267 0.000000 0.032131 1.250000 0.021579 0.012862 0.000000 0.035481 1.285714 0.020631 0.013471 0.000000 0.039073 1.321429 0.019685 0.014095 0.000000 0.042916 1.357143 0.018741 0.014732 0.000000 0.047022 1.392857 0.017799 0.015384 0.000000 0.051398 1.428571 0.016859 0.016051 0.000000 0.056054 1.464286 0.015921 0.016732 0.000000 0.060996 1.500000 0.014985 0.017427 0.000000 0.066226 1.535714 0.014051 0.018137 0.000000 0.071733 1.571429 0.013120 0.018861 0.000000 0.077154 1.607143 0.012191 0.019600 0.000000 0.078687 1.642857 0.011263 0.020353 0.000000 0.080224 1.678571 0.010338 0.021121 0.000000 0.081764 1.714286 0.009415 0.021903 0.000000 0.083306 1.750000 0.008494 0.025914 0.000000 0.155563 END FTABLE 2 DB-C 2/18/2025 7:53:41 PM Page 34 FTABLE 1 44 6 Depth Area Volume Outflow1 Outflow2 Outflow3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.008494 0.000000 0.000000 0.000000 0.003357 0.035714 0.057125 0.002022 0.000000 0.015294 0.003357 0.071429 0.058151 0.004080 0.000000 0.015600 0.006720 0.107143 0.059180 0.006176 0.000000 0.015906 0.010091 0.142857 0.060211 0.008308 0.000000 0.016212 0.013468 0.178571 0.061243 0.010476 0.000000 0.016518 0.016852 0.214286 0.062278 0.012682 0.000000 0.016824 0.020243 0.250000 0.063315 0.014925 0.000000 0.017130 0.023641 0.285714 0.064354 0.017205 0.000000 0.017436 0.027046 0.321429 0.065395 0.019522 0.000000 0.017741 0.030458 0.357143 0.066438 0.021876 0.000000 0.018047 0.033877 0.392857 0.067484 0.024267 0.000000 0.018353 0.037303 0.428571 0.068531 0.026696 0.000000 0.018659 0.040736 0.464286 0.069581 0.029162 0.000000 0.018965 0.044175 0.500000 0.070632 0.031666 0.000000 0.019271 0.047622 0.535714 0.071686 0.034208 0.000000 0.019577 0.051075 0.571429 0.072742 0.036787 0.000000 0.019883 0.054535 0.607143 0.073800 0.039403 0.000000 0.020189 0.058002 0.642857 0.074860 0.042058 0.000000 0.020494 0.061476 0.678571 0.075922 0.044751 0.000000 0.020800 0.064957 0.714286 0.076987 0.047481 0.000000 0.021106 0.068445 0.750000 0.078053 0.050250 0.000000 0.021412 0.071940 0.785714 0.079122 0.053056 0.000000 0.021718 0.075442 0.821429 0.080192 0.055901 0.000000 0.022024 0.078950 0.857143 0.081265 0.058785 0.000000 0.022330 0.082466 0.892857 0.082340 0.061706 0.000000 0.022636 0.085988 0.928571 0.083417 0.064666 0.000000 0.022941 0.089518 0.964286 0.084496 0.067664 0.000000 0.023247 0.093054 1.000000 0.085577 0.070702 0.000000 0.023553 0.096597 1.035714 0.086661 0.073777 0.071570 0.023859 0.100147 1.071429 0.087746 0.076892 0.202028 0.024165 0.103704 1.107143 0.088834 0.080045 0.369426 0.024471 0.107268 1.142857 0.089923 0.083237 0.563536 0.024777 0.110839 1.178571 0.091015 0.086468 0.775552 0.025083 0.114417 1.214286 0.092109 0.089738 0.996598 0.025389 0.118001 1.250000 0.093205 0.093047 1.217555 0.025694 0.121593 1.285714 0.094303 0.096396 1.429395 0.026000 0.125191 1.321429 0.095403 0.099783 1.623789 0.026306 0.128797 1.357143 0.096505 0.103210 1.793902 0.026612 0.132409 1.392857 0.097610 0.106676 1.935341 0.026918 0.136028 1.428571 0.098716 0.110182 2.047214 0.027224 0.139654 1.464286 0.099825 0.113728 2.133304 0.027530 0.143287 1.500000 0.100935 0.117313 2.227125 0.027836 0.146927 1.500000 0.100935 0.117313 2.305293 0.027836 0.146927 END FTABLE 1 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 0.8 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 0.8 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 WDM 2 PREC ENGL 0.8 RCHRES 1 EXTNL PREC WDM 1 EVAP ENGL 0.5 RCHRES 1 EXTNL POTEV WDM 1 EVAP ENGL 0.76 RCHRES 2 EXTNL POTEV 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 2 HYDR RO 1 1 1 WDM 1040 FLOW ENGL REPL DB-C 2/18/2025 7:53:41 PM Page 35 RCHRES 2 HYDR O 1 1 1 WDM 1041 FLOW ENGL REPL RCHRES 2 HYDR O 2 1 1 WDM 1042 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1043 STAG ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1044 STAG ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1045 FLOW 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 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 8 RCHRES OFLOW OVOL 2 RCHRES INFLOW IVOL END MASS-LINK 8 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 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 MASS-LINK 18 RCHRES OFLOW OVOL 2 COPY INPUT MEAN END MASS-LINK 18 MASS-LINK 50 IMPLND IWATER SURO PERLND EXTNL SURLI END MASS-LINK 50 END MASS-LINK END RUN DB-C 2/18/2025 7:53:41 PM Page 36 Predeveloped HSPF Message File DB-C 2/18/2025 7:53:41 PM Page 37 Mitigated HSPF Message File DB-C 2/18/2025 7:53:41 PM Page 38 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. 2005-2025; 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 WWHM2012 PROJECT REPORT Mason Street - Basin D 2/19/2025 12:28:56 PM Page 2 General Model Information Project Name: Mason Street - Basin D Site Name: Mason Street Site Address: 91 Mason Street City: Port Hadlock-Irondale, WA 98339 Report Date: 2/19/2025 Gage:Port Angeles Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 0.800 Version Date: 2021/08/18 Version: 4.2.18 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 100 Year Mason Street - Basin D 2/19/2025 12:28:56 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin D Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat 2.08 Pervious Total 2.08 Impervious Land Use acre Impervious Total 0 Basin Total 2.08 Element Flows To: Surface Interflow Groundwater Mason Street - Basin D 2/19/2025 12:28:56 PM Page 4 Mitigated Land Use Basin D-2 Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.54 Impervious Total 0.54 Basin Total 0.54 Element Flows To: Surface Interflow Groundwater Surface bioretention Surface bioretention Mason Street - Basin D 2/19/2025 12:28:56 PM Page 5 Basin D-2 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat 1.04 Element Flows To: Surface Interflow Groundwater Surface bioretention Surface bioretention Mason Street - Basin D 2/19/2025 12:28:56 PM Page 6 Basin D-2 Bypass:No Impervious Land Use acre SIDEWALKS FLAT 0.08 Element Flows To: Outlet 1 Outlet 2 Basin D-2 Mason Street - Basin D 2/19/2025 12:28:56 PM Page 7 D-1 Bypass:No Impervious Land Use acre SIDEWALKS FLAT 0.02 Element Flows To: Outlet 1 Outlet 2 Lateral Basin 4 Mason Street - Basin D 2/19/2025 12:28:56 PM Page 8 Lateral Basin 4 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat .45 Element Flows To: Surface Interflow Groundwater Mason Street - Basin D 2/19/2025 12:28:56 PM Page 9 Routing Elements Predeveloped Routing Mason Street - Basin D 2/19/2025 12:28:56 PM Page 10 Mitigated Routing D-2 bioretention Bottom Length: 415.00 ft. Bottom Width: 0.50 ft. Material thickness of first layer: 0.25 Material type for first layer: ASTM 100 Material thickness of second layer: 1.5 Material type for second layer: SMMWW Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate:6.5 Infiltration safety factor:0.5 Wetted surface area On Total Volume Infiltrated (ac-ft.):42.8 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 42.8 Percent Infiltrated:100 Total Precip Applied to Facility:5.799 Total Evap From Facility:2.105 Underdrain not used Discharge Structure Riser Height:0.75 ft. Riser Diameter:12 in. Element Flows To: Outlet 1 Outlet 2 Bioretention Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.1428 0.0000 0.0000 0.0000 0.0330 0.1426 0.0001 0.0000 0.0000 0.0659 0.1399 0.0002 0.0000 0.0000 0.0989 0.1372 0.0004 0.0000 0.0000 0.1319 0.1345 0.0007 0.0000 0.0000 0.1648 0.1319 0.0009 0.0000 0.0000 0.1978 0.1292 0.0012 0.0000 0.0001 0.2308 0.1265 0.0016 0.0000 0.0002 0.2637 0.1239 0.0019 0.0000 0.0003 0.2967 0.1212 0.0022 0.0000 0.0005 0.3297 0.1185 0.0026 0.0000 0.0008 0.3626 0.1159 0.0030 0.0000 0.0011 0.3956 0.1132 0.0035 0.0000 0.0015 0.4286 0.1106 0.0040 0.0000 0.0019 0.4615 0.1079 0.0045 0.0000 0.0025 0.4945 0.1053 0.0050 0.0000 0.0032 0.5275 0.1027 0.0056 0.0000 0.0040 0.5604 0.1000 0.0062 0.0000 0.0050 0.5934 0.0974 0.0069 0.0000 0.0062 0.6264 0.0948 0.0076 0.0000 0.0075 0.6593 0.0921 0.0083 0.0000 0.0090 0.6923 0.0895 0.0091 0.0000 0.0107 0.7253 0.0869 0.0098 0.0000 0.0126 0.7582 0.0843 0.0107 0.0000 0.0147 0.7912 0.0817 0.0115 0.0000 0.0172 Mason Street - Basin D 2/19/2025 12:28:56 PM Page 11 0.8242 0.0791 0.0124 0.0000 0.0199 0.8571 0.0765 0.0133 0.0000 0.0228 0.8901 0.0739 0.0143 0.0000 0.0261 0.9231 0.0713 0.0153 0.0000 0.0297 0.9560 0.0687 0.0163 0.0000 0.0337 0.9890 0.0661 0.0174 0.0000 0.0380 1.0220 0.0635 0.0185 0.0000 0.0427 1.0549 0.0609 0.0196 0.0000 0.0479 1.0879 0.0583 0.0208 0.0000 0.0534 1.1209 0.0557 0.0220 0.0000 0.0594 1.1538 0.0531 0.0232 0.0000 0.0659 1.1868 0.0506 0.0245 0.0000 0.0728 1.2198 0.0480 0.0258 0.0000 0.0803 1.2527 0.0454 0.0271 0.0000 0.0883 1.2857 0.0429 0.0285 0.0000 0.0968 1.3187 0.0403 0.0299 0.0000 0.1059 1.3516 0.0377 0.0314 0.0000 0.1156 1.3846 0.0352 0.0329 0.0000 0.1260 1.4176 0.0326 0.0344 0.0000 0.1369 1.4505 0.0301 0.0359 0.0000 0.1485 1.4835 0.0275 0.0375 0.0000 0.1608 1.5165 0.0250 0.0391 0.0000 0.1737 1.5495 0.0225 0.0408 0.0000 0.1872 1.5824 0.0199 0.0425 0.0000 0.1954 1.6154 0.0174 0.0442 0.0000 0.1994 1.6484 0.0149 0.0460 0.0000 0.2035 1.6813 0.0123 0.0478 0.0000 0.2075 1.7143 0.0098 0.0496 0.0000 0.2116 1.7473 0.0073 0.0515 0.0000 0.2157 1.7500 0.0048 0.0516 0.0000 0.3600 Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 1.7500 0.1428 0.0516 0.0000 0.0086 0.0088 1.7830 0.1455 0.0564 0.0000 0.0086 0.0176 1.8159 0.1482 0.0612 0.0000 0.0087 0.0264 1.8489 0.1509 0.0662 0.0000 0.0089 0.0353 1.8819 0.1536 0.0712 0.0000 0.0090 0.0441 1.9148 0.1563 0.0763 0.0000 0.0092 0.0530 1.9478 0.1590 0.0815 0.0000 0.0094 0.0619 1.9808 0.1617 0.0868 0.0000 0.0095 0.0707 2.0137 0.1644 0.0921 0.0000 0.0097 0.0796 2.0467 0.1671 0.0976 0.0000 0.0098 0.0885 2.0797 0.1698 0.1032 0.0000 0.0100 0.0974 2.1126 0.1725 0.1088 0.0000 0.0101 0.1063 2.1456 0.1753 0.1145 0.0000 0.0103 0.1153 2.1786 0.1780 0.1204 0.0000 0.0105 0.1242 2.2115 0.1807 0.1263 0.0000 0.0106 0.1332 2.2445 0.1834 0.1323 0.0000 0.0108 0.1421 2.2775 0.1862 0.1384 0.0000 0.0109 0.1511 2.3104 0.1889 0.1446 0.0000 0.0111 0.1601 2.3434 0.1917 0.1508 0.0000 0.0113 0.1691 2.3764 0.1944 0.1572 0.0000 0.0114 0.1781 2.4093 0.1971 0.1636 0.0000 0.0116 0.1871 2.4423 0.1999 0.1702 0.0000 0.0117 0.1961 2.4753 0.2027 0.1768 0.0000 0.0119 0.2052 2.5082 0.2054 0.1835 0.0079 0.0120 0.2142 2.5412 0.2082 0.1904 0.0887 0.0122 0.2233 Mason Street - Basin D 2/19/2025 12:28:56 PM Page 12 2.5742 0.2109 0.1973 0.2137 0.0124 0.2323 2.6071 0.2137 0.2043 0.3694 0.0125 0.2414 2.6401 0.2165 0.2114 0.5479 0.0127 0.2505 2.6731 0.2192 0.2185 0.7421 0.0128 0.2596 2.7060 0.2220 0.2258 0.9453 0.0130 0.2687 2.7390 0.2248 0.2332 1.1501 0.0132 0.2778 2.7720 0.2276 0.2406 1.3496 0.0133 0.2869 2.8049 0.2304 0.2482 1.5367 0.0135 0.2961 2.8379 0.2332 0.2558 1.7057 0.0136 0.3052 2.8709 0.2359 0.2636 1.8518 0.0138 0.3144 2.9038 0.2387 0.2714 1.9728 0.0139 0.3236 2.9368 0.2415 0.2793 2.0691 0.0141 0.3327 2.9698 0.2443 0.2873 2.1448 0.0143 0.3412 3.0000 0.2469 0.2947 2.2332 0.0144 0.0000 Mason Street - Basin D 2/19/2025 12:28:56 PM Page 13 Surface bioretention Element Flows To: Outlet 1 Outlet 2 D-2 bioretention Mason Street - Basin D 2/19/2025 12:28:56 PM Page 14 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 2.08 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 1.49 Total Impervious Area: 0.64 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.001164 5 year 0.001621 10 year 0.001851 25 year 0.002076 50 year 0.002206 100 year 0.002311 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.00026 5 year 0.000355 10 year 0.000402 25 year 0.000448 50 year 0.000474 100 year 0.000495 Annual Peaks Mason Street - Basin D 2/19/2025 12:29:45 PM Page 15 Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.002 0.000 1950 0.001 0.000 1951 0.001 0.000 1952 0.001 0.000 1953 0.002 0.000 1954 0.002 0.000 1955 0.002 0.000 1956 0.001 0.000 1957 0.001 0.000 1958 0.001 0.000 1959 0.001 0.000 1960 0.002 0.000 1961 0.002 0.000 1962 0.001 0.000 1963 0.001 0.000 1964 0.002 0.000 1965 0.001 0.000 1966 0.001 0.000 1967 0.001 0.000 1968 0.001 0.000 1969 0.001 0.000 1970 0.001 0.000 1971 0.001 0.000 1972 0.001 0.000 1973 0.001 0.000 1974 0.000 0.000 1975 0.001 0.000 1976 0.001 0.000 1977 0.001 0.000 1978 0.001 0.000 1979 0.001 0.000 1980 0.001 0.000 1981 0.002 0.000 1982 0.002 0.000 1983 0.001 0.000 1984 0.001 0.000 1985 0.002 0.000 1986 0.001 0.000 1987 0.001 0.000 1988 0.001 0.000 1989 0.001 0.000 1990 0.001 0.000 1991 0.001 0.000 1992 0.001 0.000 1993 0.001 0.000 1994 0.000 0.000 1995 0.001 0.000 1996 0.002 0.000 1997 0.001 0.000 1998 0.000 0.000 1999 0.002 0.000 2000 0.002 0.000 2001 0.000 0.000 2002 0.002 0.000 2003 0.001 0.000 2004 0.001 0.000 Mason Street - Basin D 2/19/2025 12:29:45 PM Page 16 2005 0.002 0.000 2006 0.002 0.000 2007 0.002 0.000 2008 0.001 0.000 2009 0.001 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0017 0.0004 2 0.0017 0.0004 3 0.0017 0.0004 4 0.0016 0.0004 5 0.0016 0.0004 6 0.0016 0.0003 7 0.0016 0.0003 8 0.0016 0.0003 9 0.0016 0.0003 10 0.0016 0.0003 11 0.0016 0.0003 12 0.0015 0.0003 13 0.0015 0.0003 14 0.0015 0.0003 15 0.0015 0.0003 16 0.0015 0.0003 17 0.0015 0.0003 18 0.0015 0.0003 19 0.0015 0.0003 20 0.0015 0.0003 21 0.0014 0.0003 22 0.0014 0.0003 23 0.0014 0.0003 24 0.0014 0.0003 25 0.0014 0.0003 26 0.0013 0.0003 27 0.0013 0.0003 28 0.0013 0.0003 29 0.0013 0.0003 30 0.0012 0.0003 31 0.0012 0.0003 32 0.0012 0.0003 33 0.0012 0.0003 34 0.0012 0.0003 35 0.0012 0.0003 36 0.0012 0.0003 37 0.0012 0.0003 38 0.0012 0.0003 39 0.0011 0.0003 40 0.0011 0.0003 41 0.0011 0.0002 42 0.0010 0.0002 43 0.0010 0.0002 44 0.0009 0.0002 45 0.0009 0.0002 46 0.0009 0.0002 47 0.0009 0.0002 48 0.0008 0.0002 49 0.0008 0.0002 Mason Street - Basin D 2/19/2025 12:29:45 PM Page 17 50 0.0008 0.0002 51 0.0008 0.0002 52 0.0008 0.0002 53 0.0007 0.0002 54 0.0007 0.0002 55 0.0006 0.0002 56 0.0006 0.0001 57 0.0005 0.0001 58 0.0004 0.0001 59 0.0004 0.0001 60 0.0002 0.0001 61 0.0002 0.0000 Mason Street - Basin D 2/19/2025 12:29:45 PM Page 18 LID Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0001 6057 1051 17 Pass 0.0001 5779 958 16 Pass 0.0001 5576 912 16 Pass 0.0001 5319 840 15 Pass 0.0001 5086 784 15 Pass 0.0001 4896 721 14 Pass 0.0001 4697 662 14 Pass 0.0001 4522 623 13 Pass 0.0001 4342 569 13 Pass 0.0001 4194 531 12 Pass 0.0001 4015 482 12 Pass 0.0001 3863 455 11 Pass 0.0002 3711 419 11 Pass 0.0002 3583 385 10 Pass 0.0002 3441 361 10 Pass 0.0002 3302 332 10 Pass 0.0002 3185 314 9 Pass 0.0002 3091 293 9 Pass 0.0002 2988 282 9 Pass 0.0002 2930 267 9 Pass 0.0002 2834 253 8 Pass 0.0002 2755 232 8 Pass 0.0002 2661 219 8 Pass 0.0002 2582 208 8 Pass 0.0002 2502 193 7 Pass 0.0002 2432 180 7 Pass 0.0002 2357 166 7 Pass 0.0002 2295 151 6 Pass 0.0002 2248 145 6 Pass 0.0002 2186 132 6 Pass 0.0002 2134 123 5 Pass 0.0002 2073 119 5 Pass 0.0003 2035 114 5 Pass 0.0003 1996 109 5 Pass 0.0003 1957 99 5 Pass 0.0003 1921 93 4 Pass 0.0003 1882 89 4 Pass 0.0003 1829 81 4 Pass 0.0003 1785 77 4 Pass 0.0003 1740 68 3 Pass 0.0003 1702 64 3 Pass 0.0003 1646 62 3 Pass 0.0003 1604 55 3 Pass 0.0003 1566 52 3 Pass 0.0003 1525 44 2 Pass 0.0003 1494 40 2 Pass 0.0003 1462 34 2 Pass 0.0003 1417 32 2 Pass 0.0003 1382 26 1 Pass 0.0003 1348 22 1 Pass 0.0003 1323 16 1 Pass 0.0003 1305 9 0 Pass 0.0003 1281 8 0 Pass Mason Street - Basin D 2/19/2025 12:29:45 PM Page 19 0.0004 1248 4 0 Pass 0.0004 1217 3 0 Pass 0.0004 1197 0 0 Pass 0.0004 1185 0 0 Pass 0.0004 1163 0 0 Pass 0.0004 1143 0 0 Pass 0.0004 1116 0 0 Pass 0.0004 1087 0 0 Pass 0.0004 1054 0 0 Pass 0.0004 1028 0 0 Pass 0.0004 1011 0 0 Pass 0.0004 997 0 0 Pass 0.0004 974 0 0 Pass 0.0004 961 0 0 Pass 0.0004 948 0 0 Pass 0.0004 935 0 0 Pass 0.0004 919 0 0 Pass 0.0004 901 0 0 Pass 0.0004 880 0 0 Pass 0.0004 864 0 0 Pass 0.0005 855 0 0 Pass 0.0005 841 0 0 Pass 0.0005 830 0 0 Pass 0.0005 814 0 0 Pass 0.0005 801 0 0 Pass 0.0005 788 0 0 Pass 0.0005 779 0 0 Pass 0.0005 766 0 0 Pass 0.0005 749 0 0 Pass 0.0005 736 0 0 Pass 0.0005 722 0 0 Pass 0.0005 705 0 0 Pass 0.0005 693 0 0 Pass 0.0005 681 0 0 Pass 0.0005 669 0 0 Pass 0.0005 661 0 0 Pass 0.0005 651 0 0 Pass 0.0005 643 0 0 Pass 0.0005 632 0 0 Pass 0.0005 624 0 0 Pass 0.0006 610 0 0 Pass 0.0006 597 0 0 Pass 0.0006 584 0 0 Pass 0.0006 575 0 0 Pass 0.0006 561 0 0 Pass 0.0006 545 0 0 Pass 0.0006 529 0 0 Pass Mason Street - Basin D 2/19/2025 12:29:59 PM Page 20 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0006 529 0 0 Pass 0.0006 505 0 0 Pass 0.0006 478 0 0 Pass 0.0006 454 0 0 Pass 0.0007 429 0 0 Pass 0.0007 402 0 0 Pass 0.0007 378 0 0 Pass 0.0007 363 0 0 Pass 0.0007 338 0 0 Pass 0.0007 325 0 0 Pass 0.0008 314 0 0 Pass 0.0008 297 0 0 Pass 0.0008 291 0 0 Pass 0.0008 274 0 0 Pass 0.0008 260 0 0 Pass 0.0008 248 0 0 Pass 0.0009 236 0 0 Pass 0.0009 221 0 0 Pass 0.0009 209 0 0 Pass 0.0009 197 0 0 Pass 0.0009 186 0 0 Pass 0.0009 177 0 0 Pass 0.0010 163 0 0 Pass 0.0010 154 0 0 Pass 0.0010 151 0 0 Pass 0.0010 146 0 0 Pass 0.0010 140 0 0 Pass 0.0011 136 0 0 Pass 0.0011 134 0 0 Pass 0.0011 124 0 0 Pass 0.0011 117 0 0 Pass 0.0011 109 0 0 Pass 0.0011 106 0 0 Pass 0.0012 102 0 0 Pass 0.0012 99 0 0 Pass 0.0012 96 0 0 Pass 0.0012 91 0 0 Pass 0.0012 83 0 0 Pass 0.0012 78 0 0 Pass 0.0013 74 0 0 Pass 0.0013 71 0 0 Pass 0.0013 68 0 0 Pass 0.0013 64 0 0 Pass 0.0013 56 0 0 Pass 0.0014 51 0 0 Pass 0.0014 49 0 0 Pass 0.0014 48 0 0 Pass 0.0014 45 0 0 Pass 0.0014 39 0 0 Pass 0.0014 33 0 0 Pass 0.0015 29 0 0 Pass 0.0015 27 0 0 Pass 0.0015 22 0 0 Pass Mason Street - Basin D 2/19/2025 12:29:59 PM Page 21 0.0015 20 0 0 Pass 0.0015 18 0 0 Pass 0.0015 15 0 0 Pass 0.0016 13 0 0 Pass 0.0016 9 0 0 Pass 0.0016 5 0 0 Pass 0.0016 4 0 0 Pass 0.0016 4 0 0 Pass 0.0016 3 0 0 Pass 0.0017 1 0 0 Pass 0.0017 0 0 0 Pass 0.0017 0 0 0 Pass 0.0017 0 0 0 Pass 0.0017 0 0 0 Pass 0.0018 0 0 0 Pass 0.0018 0 0 0 Pass 0.0018 0 0 0 Pass 0.0018 0 0 0 Pass 0.0018 0 0 0 Pass 0.0018 0 0 0 Pass 0.0019 0 0 0 Pass 0.0019 0 0 0 Pass 0.0019 0 0 0 Pass 0.0019 0 0 0 Pass 0.0019 0 0 0 Pass 0.0019 0 0 0 Pass 0.0020 0 0 0 Pass 0.0020 0 0 0 Pass 0.0020 0 0 0 Pass 0.0020 0 0 0 Pass 0.0020 0 0 0 Pass 0.0020 0 0 0 Pass 0.0021 0 0 0 Pass 0.0021 0 0 0 Pass 0.0021 0 0 0 Pass 0.0021 0 0 0 Pass 0.0021 0 0 0 Pass 0.0022 0 0 0 Pass 0.0022 0 0 0 Pass 0.0022 0 0 0 Pass 0.0022 0 0 0 Pass 0.0022 0 0 0 Pass 0.0022 0 0 0 Pass 0.0023 0 0 0 Pass 0.0023 0 0 0 Pass 0.0023 0 0 0 Pass 0.0023 0 0 0 Pass Mason Street - Basin D 2/19/2025 12:29:59 PM Page 22 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0.0002 cfs. Adjusted for 15 min: 0.0002 cfs. Off-line facility target flow: 0.0001 cfs. Adjusted for 15 min: 0.0001 cfs. Mason Street - Basin D 2/19/2025 12:29:59 PM Page 23 LID Report Mason Street - Basin D 2/19/2025 12:30:14 PM Page 24 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. Mason Street - Basin D 2/19/2025 12:30:14 PM Page 25 Appendix Predeveloped Schematic Mason Street - Basin D 2/19/2025 12:30:15 PM Page 26 Mitigated Schematic Mason Street - Basin D 2/19/2025 12:30:15 PM Page 27 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 Mason Street - Basin D.wdm MESSU 25 PreMason Street - Basin D.MES 27 PreMason Street - Basin D.L61 28 PreMason Street - Basin D.L62 30 POCMason Street - Basin D1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin D MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 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 *** 1 A/B, Forest, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 1 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 ********* 1 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO Mason Street - Basin D 2/19/2025 12:30:15 PM Page 28 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 1 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 1 0 5 2 400 0.05 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 1 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 1 0.2 0.5 0.35 0 0.7 0.7 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 1 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 Mason Street - Basin D 2/19/2025 12:30:15 PM Page 29 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin D*** PERLND 1 2.08 COPY 501 12 PERLND 1 2.08 COPY 501 13 ******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 <-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 EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 0.8 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 0.8 IMPLND 1 999 EXTNL PREC Mason Street - Basin D 2/19/2025 12:30:15 PM Page 30 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 END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** 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 END MASS-LINK END RUN Mason Street - Basin D 2/19/2025 12:30:15 PM Page 31 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 Mason Street - Basin D.wdm MESSU 25 MitMason Street - Basin D.MES 27 MitMason Street - Basin D.L61 28 MitMason Street - Basin D.L62 30 POCMason Street - Basin D1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 4 IMPLND 16 IMPLND 19 PERLND 38 PERLND 41 GENER 2 RCHRES 1 RCHRES 2 COPY 501 COPY 1 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Lateral Basin 4 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** 2 24 END OPCODE PARM # # K *** 2 0. END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 38 A/B, Lawn, Flat 1 1 1 1 27 0 41 A/B, Forest, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY Mason Street - Basin D 2/19/2025 12:30:15 PM Page 32 <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 38 0 0 1 0 0 0 0 0 0 0 0 0 41 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 ********* 38 0 0 4 0 0 0 0 0 0 0 0 0 1 9 41 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 *** 38 0 0 0 0 0 0 0 0 0 0 0 41 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 38 0 5 0.8 400 0.05 0.3 0.996 41 0 5 2 400 0.05 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 38 0 0 2 2 0 0 0 41 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 38 0.1 0.5 0.25 0 0.7 0.25 41 0.2 0.5 0.35 0 0.7 0.7 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 38 0 0 0 0 3 1 0 41 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 4 ROOF TOPS/FLAT 1 1 1 27 0 16 SIDEWALKS/FLAT 1 1 1 27 0 19 SIDEWALKS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 16 0 0 1 0 0 0 19 0 0 1 0 0 0 END ACTIVITY PRINT-INFO Mason Street - Basin D 2/19/2025 12:30:15 PM Page 33 <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 4 0 0 4 0 0 0 1 9 16 0 0 4 0 0 0 1 9 19 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 *** 4 0 0 0 0 0 16 0 0 0 0 0 19 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 16 400 0.01 0.1 0.1 19 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 16 0 0 19 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 16 0 0 19 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin D-2*** IMPLND 4 0.54 RCHRES 1 5 Basin D-2*** PERLND 38 1.04 RCHRES 1 2 PERLND 38 1.04 RCHRES 1 3 Basin D-2*** IMPLND 16 0.0769 PERLND 38 50 D-1*** IMPLND 19 0.0444 PERLND 41 50 Lateral Basin 4*** PERLND 41 0.45 COPY 501 12 PERLND 41 0.45 COPY 501 13 ******Routing****** IMPLND 4 0.54 COPY 1 15 PERLND 38 1.04 COPY 1 12 PERLND 38 1.04 COPY 1 13 RCHRES 1 1 RCHRES 2 8 IMPLND 19 0.02 COPY 1 15 RCHRES 2 1 COPY 501 17 RCHRES 1 1 COPY 501 17 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** Mason Street - Basin D 2/19/2025 12:30:15 PM Page 34 COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 GENER 2 OUTPUT TIMSER .0011111 RCHRES 1 EXTNL OUTDGT 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 Surface bioreten-008 3 1 1 1 28 0 1 2 D-2 bioretention-007 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 # - # 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 6 0 0 0 1 0 0 0 2 1 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 0.0 0.0 2 2 0.08 0.0 0.0 0.0 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 6.0 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 *** User-Defined Variable Quantity Lines *** addr *** <------> *** kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol2 RCHRES 2 VOL 4 UVQUAN v2m2 GLOBAL WORKSP 1 3 UVQUAN vpo2 GLOBAL WORKSP 2 3 UVQUAN v2d2 GENER 2 K 1 3 *** User-Defined Target Variable Names *** addr or addr or Mason Street - Basin D 2/19/2025 12:30:15 PM Page 35 *** <------> <------> *** kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m2 1 WORKSP 1 1.0 QUAN UVNAME vpo2 1 WORKSP 2 1.0 QUAN UVNAME v2d2 1 K 1 1.0 QUAN *** opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 2 v2m2 = 2573.42 *** Compute remaining available pore space GENER 2 vpo2 = v2m2 GENER 2 vpo2 -= vol2 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo2 < 0.0) THEN GENER 2 vpo2 = 0.0 END IF *** Infiltration volume GENER 2 v2d2 = vpo2 END SPEC-ACTIONS FTABLES FTABLE 2 55 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.142803 0.000000 0.000000 0.000000 0.032967 0.142579 0.000100 0.000000 0.000000 0.065934 0.139896 0.000242 0.000000 0.000000 0.098901 0.137216 0.000427 0.000000 0.000000 0.131868 0.134539 0.000653 0.000000 0.000000 0.164835 0.131865 0.000921 0.000000 0.000000 0.197802 0.129195 0.001232 0.000000 0.000126 0.230769 0.126527 0.001584 0.000000 0.000217 0.263736 0.123863 0.001898 0.000000 0.000346 0.296703 0.121202 0.002246 0.000000 0.000524 0.329670 0.118544 0.002627 0.000000 0.000760 0.362637 0.115890 0.003042 0.000000 0.001066 0.395604 0.113238 0.003491 0.000000 0.001452 0.428571 0.110590 0.003974 0.000000 0.001930 0.461538 0.107945 0.004490 0.000000 0.002512 0.494505 0.105303 0.005040 0.000000 0.003212 0.527473 0.102665 0.005625 0.000000 0.004042 0.560440 0.100029 0.006243 0.000000 0.005018 0.593407 0.097397 0.006895 0.000000 0.006152 0.626374 0.094768 0.007581 0.000000 0.007460 0.659341 0.092142 0.008302 0.000000 0.008958 0.692308 0.089519 0.009056 0.000000 0.010661 0.725275 0.086900 0.009845 0.000000 0.012585 0.758242 0.084284 0.010668 0.000000 0.014747 0.791209 0.081671 0.011525 0.000000 0.017164 0.824176 0.079061 0.012417 0.000000 0.019854 0.857143 0.076454 0.013343 0.000000 0.022835 0.890110 0.073851 0.014303 0.000000 0.026124 0.923077 0.071250 0.015298 0.000000 0.029740 0.956044 0.068653 0.016327 0.000000 0.033703 0.989011 0.066059 0.017391 0.000000 0.038031 1.021978 0.063469 0.018489 0.000000 0.042745 1.054945 0.060881 0.019622 0.000000 0.047865 1.087912 0.058297 0.020789 0.000000 0.053411 1.120879 0.055716 0.021992 0.000000 0.059402 1.153846 0.053138 0.023229 0.000000 0.065862 1.186813 0.050563 0.024501 0.000000 0.072810 1.219780 0.047991 0.025807 0.000000 0.080268 1.252747 0.045423 0.027149 0.000000 0.088257 1.285714 0.042858 0.028525 0.000000 0.096799 1.318681 0.040296 0.029936 0.000000 0.105916 1.351648 0.037737 0.031383 0.000000 0.115628 1.384615 0.035181 0.032864 0.000000 0.125956 1.417582 0.032629 0.034380 0.000000 0.136918 1.450549 0.030080 0.035932 0.000000 0.148532 1.483516 0.027534 0.037518 0.000000 0.160807 Mason Street - Basin D 2/19/2025 12:30:15 PM Page 36 1.516484 0.024991 0.039140 0.000000 0.173733 1.549451 0.022451 0.040797 0.000000 0.187211 1.582418 0.019915 0.042490 0.000000 0.195407 1.615385 0.017382 0.044218 0.000000 0.199446 1.648352 0.014852 0.045981 0.000000 0.203490 1.681319 0.012325 0.047779 0.000000 0.207539 1.714286 0.009801 0.049613 0.000000 0.211593 1.747253 0.007281 0.051483 0.000000 0.215651 1.750000 0.004764 0.059078 0.000000 0.359983 END FTABLE 2 FTABLE 1 39 6 Depth Area Volume Outflow1 Outflow2 Outflow3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.004764 0.000000 0.000000 0.000000 0.008805 0.032967 0.145490 0.004752 0.000000 0.008564 0.008805 0.065934 0.148180 0.009593 0.000000 0.008722 0.017620 0.098901 0.150873 0.014522 0.000000 0.008881 0.026446 0.131868 0.153569 0.019541 0.000000 0.009039 0.035282 0.164835 0.156269 0.024648 0.000000 0.009197 0.044129 0.197802 0.158972 0.029844 0.000000 0.009356 0.052986 0.230769 0.161678 0.035129 0.000000 0.009514 0.061854 0.263736 0.164387 0.040504 0.000000 0.009672 0.070732 0.296703 0.167099 0.045968 0.000000 0.009831 0.079620 0.329670 0.169815 0.051522 0.000000 0.009989 0.088519 0.362637 0.172533 0.057165 0.000000 0.010148 0.097429 0.395604 0.175255 0.062898 0.000000 0.010306 0.106349 0.428571 0.177980 0.068720 0.000000 0.010464 0.115279 0.461538 0.180709 0.074633 0.000000 0.010623 0.124220 0.494505 0.183440 0.080635 0.000000 0.010781 0.133171 0.527473 0.186175 0.086728 0.000000 0.010939 0.142133 0.560440 0.188913 0.092910 0.000000 0.011098 0.151106 0.593407 0.191654 0.099183 0.000000 0.011256 0.160088 0.626374 0.194398 0.105547 0.000000 0.011414 0.169082 0.659341 0.197146 0.112001 0.000000 0.011573 0.178085 0.692308 0.199896 0.118546 0.000000 0.011731 0.187099 0.725275 0.202650 0.125181 0.000000 0.011889 0.196124 0.758242 0.205407 0.131907 0.007944 0.012048 0.205159 0.791209 0.208167 0.138724 0.088687 0.012206 0.214205 0.824176 0.210931 0.145633 0.213745 0.012364 0.223261 0.857143 0.213698 0.152632 0.369426 0.012523 0.232327 0.890110 0.216467 0.159723 0.547857 0.012681 0.241404 0.923077 0.219240 0.166905 0.742120 0.012839 0.250491 0.956044 0.222017 0.174178 0.945261 0.012998 0.259589 0.989011 0.224796 0.181543 1.150127 0.013156 0.268698 1.021978 0.227579 0.189000 1.349552 0.013314 0.277816 1.054945 0.230364 0.196548 1.536717 0.013473 0.286946 1.087912 0.233153 0.204189 1.705654 0.013631 0.296085 1.120879 0.235946 0.211921 1.851833 0.013790 0.305236 1.153846 0.238741 0.219746 1.972840 0.013948 0.314396 1.186813 0.241539 0.227662 2.069120 0.014106 0.323568 1.219780 0.244341 0.235671 2.144788 0.014265 0.332749 1.250000 0.246912 0.243094 2.233235 0.014410 0.341175 END FTABLE 1 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 0.8 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 0.8 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 WDM 2 PREC ENGL 0.8 RCHRES 1 EXTNL PREC WDM 1 EVAP ENGL 0.5 RCHRES 1 EXTNL POTEV WDM 1 EVAP ENGL 0.76 RCHRES 2 EXTNL POTEV END EXT SOURCES Mason Street - Basin D 2/19/2025 12:30:15 PM Page 37 EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 2 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 2 HYDR O 1 1 1 WDM 1001 FLOW ENGL REPL RCHRES 2 HYDR O 2 1 1 WDM 1002 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1003 STAG ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1004 STAG ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1005 FLOW 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 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 8 RCHRES OFLOW OVOL 2 RCHRES INFLOW IVOL END MASS-LINK 8 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 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 MASS-LINK 50 IMPLND IWATER SURO PERLND EXTNL SURLI END MASS-LINK 50 END MASS-LINK END RUN Mason Street - Basin D 2/19/2025 12:30:15 PM Page 38 Predeveloped HSPF Message File Mason Street - Basin D 2/19/2025 12:30:15 PM Page 39 Mitigated HSPF Message File Mason Street - Basin D 2/19/2025 12:30:15 PM Page 40 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. 2005-2025; 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 WWHM2012 PROJECT REPORT Mason Street - Basin E 2/19/2025 3:13:09 PM Page 2 General Model Information Project Name: Mason Street - Basin E Site Name: Mason Street Site Address: 91 Mason Street City: Port Hadlock-Irondale, WA 98339 Report Date: 2/19/2025 Gage:Port Angeles Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 0.800 Version Date: 2021/08/18 Version: 4.2.18 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 100 Year Mason Street - Basin E 2/19/2025 3:13:09 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin E Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat 3.85 Pervious Total 3.85 Impervious Land Use acre Impervious Total 0 Basin Total 3.85 Element Flows To: Surface Interflow Groundwater Mason Street - Basin E 2/19/2025 3:13:09 PM Page 4 Mitigated Land Use E-2 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat .09 Element Flows To: Surface Interflow Groundwater Surface E-2 SWALE Surface E-2 SWALE Mason Street - Basin E 2/19/2025 3:13:09 PM Page 5 E-2 Bypass:No Impervious Land Use acre PARKING FLAT 0.31 Element Flows To: Outlet 1 Outlet 2 Surface E-2 SWALE Mason Street - Basin E 2/19/2025 3:13:09 PM Page 6 E-3 Bypass:No Impervious Land Use acre SIDEWALKS FLAT 0.03 Element Flows To: Outlet 1 Outlet 2 E-3 Mason Street - Basin E 2/19/2025 3:13:09 PM Page 7 E-3 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat .62 Element Flows To: Surface Interflow Groundwater Surface E-3 SWALE Surface E-3 SWALE Mason Street - Basin E 2/19/2025 3:13:09 PM Page 8 E-3 Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.34 Impervious Total 0.34 Basin Total 0.34 Element Flows To: Surface Interflow Groundwater Surface E-3 SWALE Surface E-3 SWALE Mason Street - Basin E 2/19/2025 3:13:09 PM Page 9 E-1 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat 2 Element Flows To: Surface Interflow Groundwater Mason Street - Basin E 2/19/2025 3:13:09 PM Page 10 E-1 Bypass:No Impervious Land Use acre ROOF TOPS FLAT 0.11 Element Flows To: Outlet 1 Outlet 2 E-1 Mason Street - Basin E 2/19/2025 3:13:09 PM Page 11 E-1 Bypass:No Impervious Land Use acre SIDEWALKS FLAT 0.07 Element Flows To: Outlet 1 Outlet 2 E-1 Mason Street - Basin E 2/19/2025 3:13:09 PM Page 12 E-1 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat .21 Element Flows To: Surface Interflow Groundwater E-1 E-1 E-1 Mason Street - Basin E 2/19/2025 3:13:09 PM Page 13 E-2 Bypass:No Impervious Land Use acre SIDEWALKS FLAT 0.07 Element Flows To: Outlet 1 Outlet 2 E-2 Mason Street - Basin E 2/19/2025 3:13:09 PM Page 14 Routing Elements Predeveloped Routing Mason Street - Basin E 2/19/2025 3:13:09 PM Page 15 Mitigated Routing E-2 SWALE Bottom Length: 185.00 ft. Bottom Width: 1.50 ft. Material thickness of first layer: 0.25 Material type for first layer: ASTM 100 Material thickness of second layer: 1.5 Material type for second layer: SMMWW Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate:6.5 Infiltration safety factor:0.5 Wetted surface area On Total Volume Infiltrated (ac-ft.):28.624 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 28.624 Percent Infiltrated:100 Total Precip Applied to Facility:2.476 Total Evap From Facility:1.317 Underdrain not used Discharge Structure Riser Height:0.75 ft. Riser Diameter:12 in. Element Flows To: Outlet 1 Outlet 2 Bioretention Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.0539 0.0000 0.0000 0.0000 0.0330 0.0538 0.0001 0.0000 0.0000 0.0659 0.0528 0.0002 0.0000 0.0000 0.0989 0.0519 0.0004 0.0000 0.0000 0.1319 0.0510 0.0005 0.0000 0.0000 0.1648 0.0500 0.0007 0.0000 0.0000 0.1978 0.0491 0.0009 0.0000 0.0001 0.2308 0.0482 0.0011 0.0000 0.0001 0.2637 0.0472 0.0013 0.0000 0.0002 0.2967 0.0463 0.0014 0.0000 0.0003 0.3297 0.0454 0.0016 0.0000 0.0004 0.3626 0.0444 0.0018 0.0000 0.0005 0.3956 0.0435 0.0020 0.0000 0.0007 0.4286 0.0426 0.0023 0.0000 0.0009 0.4615 0.0417 0.0025 0.0000 0.0011 0.4945 0.0408 0.0028 0.0000 0.0014 0.5275 0.0398 0.0030 0.0000 0.0018 0.5604 0.0389 0.0033 0.0000 0.0022 0.5934 0.0380 0.0036 0.0000 0.0027 0.6264 0.0371 0.0039 0.0000 0.0032 0.6593 0.0362 0.0042 0.0000 0.0038 0.6923 0.0353 0.0045 0.0000 0.0045 0.7253 0.0344 0.0048 0.0000 0.0053 0.7582 0.0335 0.0052 0.0000 0.0061 0.7912 0.0326 0.0055 0.0000 0.0071 Mason Street - Basin E 2/19/2025 3:13:09 PM Page 16 0.8242 0.0317 0.0059 0.0000 0.0081 0.8571 0.0308 0.0063 0.0000 0.0093 0.8901 0.0299 0.0067 0.0000 0.0106 0.9231 0.0290 0.0071 0.0000 0.0120 0.9560 0.0281 0.0075 0.0000 0.0135 0.9890 0.0272 0.0079 0.0000 0.0152 1.0220 0.0263 0.0083 0.0000 0.0170 1.0549 0.0254 0.0088 0.0000 0.0189 1.0879 0.0246 0.0093 0.0000 0.0211 1.1209 0.0237 0.0097 0.0000 0.0233 1.1538 0.0228 0.0102 0.0000 0.0258 1.1868 0.0219 0.0107 0.0000 0.0284 1.2198 0.0210 0.0112 0.0000 0.0312 1.2527 0.0202 0.0117 0.0000 0.0343 1.2857 0.0193 0.0123 0.0000 0.0375 1.3187 0.0184 0.0128 0.0000 0.0409 1.3516 0.0175 0.0134 0.0000 0.0445 1.3846 0.0167 0.0139 0.0000 0.0484 1.4176 0.0158 0.0145 0.0000 0.0525 1.4505 0.0149 0.0151 0.0000 0.0568 1.4835 0.0141 0.0157 0.0000 0.0614 1.5165 0.0132 0.0163 0.0000 0.0662 1.5495 0.0123 0.0170 0.0000 0.0713 1.5824 0.0115 0.0176 0.0000 0.0742 1.6154 0.0106 0.0183 0.0000 0.0757 1.6484 0.0098 0.0189 0.0000 0.0771 1.6813 0.0089 0.0196 0.0000 0.0785 1.7143 0.0081 0.0203 0.0000 0.0799 1.7473 0.0072 0.0210 0.0000 0.0813 1.7500 0.0064 0.0211 0.0000 0.1358 Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 1.7500 0.0539 0.0211 0.0000 0.0115 0.0031 1.7830 0.0548 0.0229 0.0000 0.0115 0.0062 1.8159 0.0557 0.0247 0.0000 0.0117 0.0093 1.8489 0.0567 0.0266 0.0000 0.0119 0.0124 1.8819 0.0576 0.0284 0.0000 0.0121 0.0155 1.9148 0.0586 0.0304 0.0000 0.0123 0.0186 1.9478 0.0595 0.0323 0.0000 0.0125 0.0218 1.9808 0.0605 0.0343 0.0000 0.0127 0.0249 2.0137 0.0615 0.0363 0.0000 0.0129 0.0280 2.0467 0.0624 0.0383 0.0000 0.0131 0.0312 2.0797 0.0634 0.0404 0.0000 0.0134 0.0343 2.1126 0.0643 0.0425 0.0000 0.0136 0.0375 2.1456 0.0653 0.0446 0.0000 0.0138 0.0406 2.1786 0.0663 0.0468 0.0000 0.0140 0.0438 2.2115 0.0672 0.0490 0.0000 0.0142 0.0470 2.2445 0.0682 0.0512 0.0000 0.0144 0.0502 2.2775 0.0692 0.0535 0.0000 0.0146 0.0533 2.3104 0.0701 0.0558 0.0000 0.0148 0.0565 2.3434 0.0711 0.0581 0.0000 0.0151 0.0597 2.3764 0.0721 0.0605 0.0000 0.0153 0.0629 2.4093 0.0731 0.0629 0.0000 0.0155 0.0661 2.4423 0.0740 0.0653 0.0000 0.0157 0.0694 2.4753 0.0750 0.0678 0.0000 0.0159 0.0726 2.5082 0.0760 0.0703 0.0079 0.0161 0.0758 2.5412 0.0770 0.0728 0.0887 0.0163 0.0790 Mason Street - Basin E 2/19/2025 3:13:09 PM Page 17 2.5742 0.0780 0.0753 0.2137 0.0165 0.0823 2.6071 0.0790 0.0779 0.3694 0.0167 0.0855 2.6401 0.0800 0.0805 0.5479 0.0170 0.0888 2.6731 0.0809 0.0832 0.7421 0.0172 0.0920 2.7060 0.0819 0.0859 0.9453 0.0174 0.0953 2.7390 0.0829 0.0886 1.1501 0.0176 0.0986 2.7720 0.0839 0.0913 1.3496 0.0178 0.1018 2.8049 0.0849 0.0941 1.5367 0.0180 0.1051 2.8379 0.0859 0.0969 1.7057 0.0182 0.1084 2.8709 0.0869 0.0998 1.8518 0.0184 0.1117 2.9038 0.0879 0.1027 1.9728 0.0187 0.1150 2.9368 0.0889 0.1056 2.0691 0.0189 0.1183 2.9698 0.0899 0.1085 2.1448 0.0191 0.1213 3.0000 0.0909 0.1113 2.2332 0.0193 0.0000 Mason Street - Basin E 2/19/2025 3:13:09 PM Page 18 Surface E-2 SWALE Element Flows To: Outlet 1 Outlet 2 E-2 SWALE Mason Street - Basin E 2/19/2025 3:13:09 PM Page 19 E-3 SWALE Bottom Length: 250.00 ft. Bottom Width: 2.00 ft. Material thickness of first layer: 0.25 Material type for first layer: ASTM 100 Material thickness of second layer: 1.5 Material type for second layer: SMMWW Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate:6.5 Infiltration safety factor:0.5 Wetted surface area On Total Volume Infiltrated (ac-ft.):26.032 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 26.032 Percent Infiltrated:100 Total Precip Applied to Facility:3.28 Total Evap From Facility:1.861 Underdrain not used Discharge Structure Riser Height:0.5 ft. Riser Diameter:12 in. Element Flows To: Outlet 1 Outlet 2 Bioretention Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.0970 0.0000 0.0000 0.0000 0.0302 0.0956 0.0002 0.0000 0.0000 0.0604 0.0940 0.0004 0.0000 0.0000 0.0907 0.0925 0.0006 0.0000 0.0000 0.1209 0.0909 0.0009 0.0000 0.0000 0.1511 0.0894 0.0011 0.0000 0.0000 0.1813 0.0878 0.0014 0.0000 0.0001 0.2115 0.0863 0.0018 0.0000 0.0002 0.2418 0.0848 0.0021 0.0000 0.0003 0.2720 0.0832 0.0024 0.0000 0.0004 0.3022 0.0817 0.0027 0.0000 0.0005 0.3324 0.0802 0.0030 0.0000 0.0007 0.3626 0.0787 0.0033 0.0000 0.0010 0.3929 0.0771 0.0037 0.0000 0.0013 0.4231 0.0756 0.0041 0.0000 0.0016 0.4533 0.0741 0.0044 0.0000 0.0020 0.4835 0.0726 0.0049 0.0000 0.0025 0.5137 0.0711 0.0053 0.0000 0.0030 0.5440 0.0696 0.0057 0.0000 0.0037 0.5742 0.0681 0.0062 0.0000 0.0044 0.6044 0.0666 0.0067 0.0000 0.0052 0.6346 0.0651 0.0071 0.0000 0.0062 0.6648 0.0636 0.0077 0.0000 0.0072 0.6951 0.0621 0.0082 0.0000 0.0084 0.7253 0.0606 0.0087 0.0000 0.0097 0.7555 0.0591 0.0093 0.0000 0.0111 0.7857 0.0576 0.0099 0.0000 0.0127 Mason Street - Basin E 2/19/2025 3:13:09 PM Page 20 0.8159 0.0561 0.0105 0.0000 0.0144 0.8462 0.0546 0.0111 0.0000 0.0163 0.8764 0.0532 0.0117 0.0000 0.0184 0.9066 0.0517 0.0124 0.0000 0.0206 0.9368 0.0502 0.0131 0.0000 0.0230 0.9670 0.0487 0.0138 0.0000 0.0257 0.9973 0.0473 0.0145 0.0000 0.0285 1.0275 0.0458 0.0152 0.0000 0.0316 1.0577 0.0444 0.0159 0.0000 0.0349 1.0879 0.0429 0.0167 0.0000 0.0384 1.1181 0.0414 0.0175 0.0000 0.0422 1.1484 0.0400 0.0183 0.0000 0.0463 1.1786 0.0385 0.0191 0.0000 0.0506 1.2088 0.0371 0.0199 0.0000 0.0552 1.2390 0.0356 0.0208 0.0000 0.0601 1.2692 0.0342 0.0216 0.0000 0.0653 1.2995 0.0328 0.0225 0.0000 0.0708 1.3297 0.0313 0.0234 0.0000 0.0766 1.3599 0.0299 0.0244 0.0000 0.0828 1.3901 0.0285 0.0253 0.0000 0.0893 1.4203 0.0270 0.0263 0.0000 0.0961 1.4505 0.0256 0.0273 0.0000 0.1034 1.4808 0.0242 0.0283 0.0000 0.1109 1.5110 0.0228 0.0293 0.0000 0.1189 1.5412 0.0213 0.0303 0.0000 0.1213 1.5714 0.0199 0.0314 0.0000 0.1294 1.6016 0.0185 0.0325 0.0000 0.1352 1.6319 0.0171 0.0335 0.0000 0.1375 1.6621 0.0157 0.0347 0.0000 0.1398 1.6923 0.0143 0.0358 0.0000 0.1422 1.7225 0.0129 0.0369 0.0000 0.1445 1.7500 0.0115 0.0380 0.0000 0.2200 Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 1.7500 0.0970 0.0380 0.0000 0.0206 0.0051 1.7802 0.0985 0.0410 0.0000 0.0206 0.0102 1.8104 0.1001 0.0440 0.0000 0.0210 0.0153 1.8407 0.1016 0.0470 0.0000 0.0213 0.0204 1.8709 0.1032 0.0501 0.0000 0.0217 0.0256 1.9011 0.1048 0.0532 0.0000 0.0220 0.0307 1.9313 0.1063 0.0564 0.0000 0.0224 0.0359 1.9615 0.1079 0.0597 0.0000 0.0227 0.0410 1.9918 0.1095 0.0630 0.0000 0.0231 0.0462 2.0220 0.1111 0.0663 0.0000 0.0234 0.0514 2.0522 0.1126 0.0697 0.0000 0.0238 0.0566 2.0824 0.1142 0.0731 0.0000 0.0241 0.0617 2.1126 0.1158 0.0766 0.0000 0.0245 0.0669 2.1429 0.1174 0.0801 0.0000 0.0248 0.0722 2.1731 0.1190 0.0837 0.0000 0.0252 0.0774 2.2033 0.1206 0.0873 0.0000 0.0255 0.0826 2.2335 0.1222 0.0910 0.0000 0.0259 0.0878 2.2637 0.1238 0.0947 0.0171 0.0262 0.0931 2.2940 0.1254 0.0984 0.0977 0.0266 0.0983 2.3242 0.1270 0.1022 0.2137 0.0269 0.1036 2.3544 0.1286 0.1061 0.3555 0.0272 0.1089 2.3846 0.1302 0.1100 0.5168 0.0276 0.1142 2.4148 0.1318 0.1140 0.6924 0.0279 0.1195 Mason Street - Basin E 2/19/2025 3:13:09 PM Page 21 2.4451 0.1334 0.1180 0.8770 0.0283 0.1248 2.4753 0.1350 0.1220 1.0650 0.0286 0.1301 2.5055 0.1367 0.1261 1.2510 0.0290 0.1354 2.5357 0.1383 0.1303 1.4294 0.0293 0.1407 2.5659 0.1399 0.1345 1.5953 0.0297 0.1460 2.5962 0.1415 0.1388 1.7445 0.0300 0.1514 2.6264 0.1432 0.1431 1.8738 0.0304 0.1567 2.6566 0.1448 0.1474 1.9818 0.0307 0.1621 2.6868 0.1464 0.1518 2.0691 0.0311 0.1675 2.7170 0.1481 0.1563 2.1391 0.0314 0.1728 2.7473 0.1497 0.1608 2.1982 0.0318 0.1733 2.7500 0.1499 0.1612 2.2875 0.0318 0.0000 Mason Street - Basin E 2/19/2025 3:13:09 PM Page 22 Surface E-3 SWALE Element Flows To: Outlet 1 Outlet 2 E-3 SWALE Mason Street - Basin E 2/19/2025 3:13:09 PM Page 23 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 3.85 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 2.92 Total Impervious Area: 0.93 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.002155 5 year 0.003001 10 year 0.003427 25 year 0.003843 50 year 0.004084 100 year 0.004278 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.00111 5 year 0.001541 10 year 0.001757 25 year 0.001968 50 year 0.00209 100 year 0.002188 Annual Peaks Mason Street - Basin E 2/19/2025 3:13:54 PM Page 24 Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.003 0.001 1950 0.002 0.001 1951 0.003 0.001 1952 0.003 0.001 1953 0.003 0.001 1954 0.003 0.001 1955 0.003 0.001 1956 0.002 0.001 1957 0.002 0.001 1958 0.001 0.001 1959 0.002 0.001 1960 0.003 0.002 1961 0.003 0.001 1962 0.002 0.001 1963 0.002 0.001 1964 0.003 0.002 1965 0.003 0.001 1966 0.002 0.001 1967 0.002 0.001 1968 0.002 0.001 1969 0.002 0.001 1970 0.002 0.001 1971 0.002 0.001 1972 0.002 0.001 1973 0.002 0.001 1974 0.001 0.000 1975 0.002 0.001 1976 0.002 0.001 1977 0.001 0.001 1978 0.001 0.000 1979 0.002 0.001 1980 0.003 0.001 1981 0.003 0.002 1982 0.003 0.001 1983 0.002 0.001 1984 0.002 0.001 1985 0.003 0.001 1986 0.003 0.001 1987 0.002 0.001 1988 0.002 0.001 1989 0.002 0.001 1990 0.002 0.001 1991 0.002 0.001 1992 0.003 0.001 1993 0.001 0.001 1994 0.000 0.000 1995 0.001 0.001 1996 0.003 0.002 1997 0.003 0.001 1998 0.000 0.000 1999 0.003 0.001 2000 0.003 0.002 2001 0.001 0.000 2002 0.003 0.002 2003 0.002 0.001 2004 0.003 0.001 Mason Street - Basin E 2/19/2025 3:13:54 PM Page 25 2005 0.003 0.001 2006 0.003 0.002 2007 0.003 0.001 2008 0.001 0.001 2009 0.002 0.001 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0031 0.0016 2 0.0031 0.0016 3 0.0031 0.0015 4 0.0030 0.0015 5 0.0030 0.0015 6 0.0029 0.0015 7 0.0029 0.0015 8 0.0029 0.0015 9 0.0029 0.0015 10 0.0029 0.0015 11 0.0029 0.0015 12 0.0029 0.0015 13 0.0029 0.0015 14 0.0028 0.0015 15 0.0028 0.0014 16 0.0028 0.0014 17 0.0028 0.0014 18 0.0027 0.0014 19 0.0027 0.0014 20 0.0027 0.0014 21 0.0026 0.0014 22 0.0026 0.0014 23 0.0026 0.0013 24 0.0025 0.0013 25 0.0025 0.0013 26 0.0025 0.0013 27 0.0024 0.0013 28 0.0024 0.0013 29 0.0024 0.0012 30 0.0023 0.0012 31 0.0023 0.0012 32 0.0022 0.0012 33 0.0022 0.0012 34 0.0022 0.0012 35 0.0022 0.0011 36 0.0022 0.0011 37 0.0022 0.0011 38 0.0021 0.0011 39 0.0020 0.0011 40 0.0020 0.0010 41 0.0020 0.0010 42 0.0019 0.0010 43 0.0019 0.0010 44 0.0016 0.0009 45 0.0016 0.0008 46 0.0016 0.0008 47 0.0016 0.0008 48 0.0015 0.0008 49 0.0015 0.0008 Mason Street - Basin E 2/19/2025 3:13:54 PM Page 26 50 0.0015 0.0008 51 0.0015 0.0008 52 0.0015 0.0008 53 0.0014 0.0007 54 0.0013 0.0007 55 0.0012 0.0006 56 0.0011 0.0006 57 0.0009 0.0005 58 0.0008 0.0004 59 0.0007 0.0004 60 0.0004 0.0002 61 0.0003 0.0002 Mason Street - Basin E 2/19/2025 3:13:54 PM Page 27 LID Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0002 6066 3063 50 Pass 0.0002 5792 2892 49 Pass 0.0002 5540 2731 49 Pass 0.0002 5292 2573 48 Pass 0.0002 5067 2430 47 Pass 0.0002 4870 2291 47 Pass 0.0002 4676 2180 46 Pass 0.0002 4504 2077 46 Pass 0.0002 4333 2002 46 Pass 0.0003 4188 1927 46 Pass 0.0003 4010 1852 46 Pass 0.0003 3865 1765 45 Pass 0.0003 3709 1669 44 Pass 0.0003 3574 1585 44 Pass 0.0003 3437 1507 43 Pass 0.0003 3305 1450 43 Pass 0.0003 3189 1378 43 Pass 0.0003 3099 1321 42 Pass 0.0003 2997 1277 42 Pass 0.0003 2911 1212 41 Pass 0.0004 2821 1184 41 Pass 0.0004 2744 1145 41 Pass 0.0004 2652 1096 41 Pass 0.0004 2577 1039 40 Pass 0.0004 2500 1005 40 Pass 0.0004 2430 966 39 Pass 0.0004 2353 939 39 Pass 0.0004 2293 910 39 Pass 0.0004 2246 874 38 Pass 0.0004 2186 848 38 Pass 0.0004 2134 830 38 Pass 0.0005 2075 803 38 Pass 0.0005 2036 787 38 Pass 0.0005 1995 758 37 Pass 0.0005 1958 728 37 Pass 0.0005 1918 697 36 Pass 0.0005 1880 675 35 Pass 0.0005 1821 657 36 Pass 0.0005 1782 637 35 Pass 0.0005 1737 616 35 Pass 0.0005 1699 590 34 Pass 0.0005 1643 569 34 Pass 0.0006 1602 546 34 Pass 0.0006 1562 518 33 Pass 0.0006 1523 507 33 Pass 0.0006 1494 499 33 Pass 0.0006 1464 479 32 Pass 0.0006 1416 462 32 Pass 0.0006 1380 451 32 Pass 0.0006 1349 437 32 Pass 0.0006 1323 424 32 Pass 0.0006 1302 409 31 Pass 0.0006 1276 396 31 Pass Mason Street - Basin E 2/19/2025 3:13:54 PM Page 28 0.0007 1246 378 30 Pass 0.0007 1211 373 30 Pass 0.0007 1195 363 30 Pass 0.0007 1184 351 29 Pass 0.0007 1160 337 29 Pass 0.0007 1142 330 28 Pass 0.0007 1116 322 28 Pass 0.0007 1087 318 29 Pass 0.0007 1050 309 29 Pass 0.0007 1027 299 29 Pass 0.0007 1010 293 29 Pass 0.0008 997 288 28 Pass 0.0008 975 283 29 Pass 0.0008 961 272 28 Pass 0.0008 947 265 27 Pass 0.0008 931 256 27 Pass 0.0008 915 251 27 Pass 0.0008 900 242 26 Pass 0.0008 879 239 27 Pass 0.0008 862 230 26 Pass 0.0008 854 225 26 Pass 0.0008 841 217 25 Pass 0.0009 830 209 25 Pass 0.0009 812 203 25 Pass 0.0009 801 197 24 Pass 0.0009 787 193 24 Pass 0.0009 779 185 23 Pass 0.0009 767 182 23 Pass 0.0009 749 178 23 Pass 0.0009 734 167 22 Pass 0.0009 718 162 22 Pass 0.0009 705 154 21 Pass 0.0009 692 152 21 Pass 0.0010 679 149 21 Pass 0.0010 668 147 22 Pass 0.0010 661 142 21 Pass 0.0010 651 141 21 Pass 0.0010 642 135 21 Pass 0.0010 630 134 21 Pass 0.0010 623 131 21 Pass 0.0010 610 130 21 Pass 0.0010 597 129 21 Pass 0.0010 584 126 21 Pass 0.0011 575 119 20 Pass 0.0011 561 114 20 Pass 0.0011 545 113 20 Pass 0.0011 530 110 20 Pass Mason Street - Basin E 2/19/2025 3:14:07 PM Page 29 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0011 530 110 20 Pass 0.0011 505 100 19 Pass 0.0011 476 93 19 Pass 0.0012 453 82 18 Pass 0.0012 429 72 16 Pass 0.0012 402 68 16 Pass 0.0013 378 58 15 Pass 0.0013 363 48 13 Pass 0.0013 336 44 13 Pass 0.0014 325 35 10 Pass 0.0014 314 25 7 Pass 0.0014 297 18 6 Pass 0.0015 291 13 4 Pass 0.0015 274 8 2 Pass 0.0015 258 3 1 Pass 0.0016 246 2 0 Pass 0.0016 236 1 0 Pass 0.0016 221 0 0 Pass 0.0017 209 0 0 Pass 0.0017 197 0 0 Pass 0.0017 185 0 0 Pass 0.0018 177 0 0 Pass 0.0018 163 0 0 Pass 0.0018 154 0 0 Pass 0.0019 151 0 0 Pass 0.0019 146 0 0 Pass 0.0019 140 0 0 Pass 0.0020 136 0 0 Pass 0.0020 134 0 0 Pass 0.0020 124 0 0 Pass 0.0020 115 0 0 Pass 0.0021 109 0 0 Pass 0.0021 106 0 0 Pass 0.0021 102 0 0 Pass 0.0022 99 0 0 Pass 0.0022 96 0 0 Pass 0.0022 89 0 0 Pass 0.0023 83 0 0 Pass 0.0023 78 0 0 Pass 0.0023 74 0 0 Pass 0.0024 71 0 0 Pass 0.0024 68 0 0 Pass 0.0024 63 0 0 Pass 0.0025 56 0 0 Pass 0.0025 51 0 0 Pass 0.0025 49 0 0 Pass 0.0026 48 0 0 Pass 0.0026 45 0 0 Pass 0.0026 39 0 0 Pass 0.0027 33 0 0 Pass 0.0027 29 0 0 Pass 0.0027 27 0 0 Pass 0.0028 22 0 0 Pass Mason Street - Basin E 2/19/2025 3:14:07 PM Page 30 0.0028 20 0 0 Pass 0.0028 18 0 0 Pass 0.0029 15 0 0 Pass 0.0029 13 0 0 Pass 0.0029 9 0 0 Pass 0.0030 4 0 0 Pass 0.0030 4 0 0 Pass 0.0030 4 0 0 Pass 0.0030 3 0 0 Pass 0.0031 1 0 0 Pass 0.0031 0 0 0 Pass 0.0031 0 0 0 Pass 0.0032 0 0 0 Pass 0.0032 0 0 0 Pass 0.0032 0 0 0 Pass 0.0033 0 0 0 Pass 0.0033 0 0 0 Pass 0.0033 0 0 0 Pass 0.0034 0 0 0 Pass 0.0034 0 0 0 Pass 0.0034 0 0 0 Pass 0.0035 0 0 0 Pass 0.0035 0 0 0 Pass 0.0035 0 0 0 Pass 0.0036 0 0 0 Pass 0.0036 0 0 0 Pass 0.0036 0 0 0 Pass 0.0037 0 0 0 Pass 0.0037 0 0 0 Pass 0.0037 0 0 0 Pass 0.0038 0 0 0 Pass 0.0038 0 0 0 Pass 0.0038 0 0 0 Pass 0.0039 0 0 0 Pass 0.0039 0 0 0 Pass 0.0039 0 0 0 Pass 0.0040 0 0 0 Pass 0.0040 0 0 0 Pass 0.0040 0 0 0 Pass 0.0041 0 0 0 Pass 0.0041 0 0 0 Pass 0.0041 0 0 0 Pass 0.0041 0 0 0 Pass 0.0042 0 0 0 Pass 0.0042 0 0 0 Pass 0.0042 0 0 0 Pass 0.0043 0 0 0 Pass Mason Street - Basin E 2/19/2025 3:14:07 PM Page 31 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0001 acre-feet On-line facility target flow: 0.0009 cfs. Adjusted for 15 min: 0.0009 cfs. Off-line facility target flow: 0.0004 cfs. Adjusted for 15 min: 0.0004 cfs. Mason Street - Basin E 2/19/2025 3:14:07 PM Page 32 LID Report Mason Street - Basin E 2/19/2025 3:14:21 PM Page 33 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. Mason Street - Basin E 2/19/2025 3:14:21 PM Page 34 Appendix Predeveloped Schematic Mason Street - Basin E 2/19/2025 3:14:22 PM Page 35 Mitigated Schematic Mason Street - Basin E 2/19/2025 3:14:23 PM Page 36 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 Mason Street - Basin E.wdm MESSU 25 PreMason Street - Basin E.MES 27 PreMason Street - Basin E.L61 28 PreMason Street - Basin E.L62 30 POCMason Street - Basin E1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin E MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 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 *** 1 A/B, Forest, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 1 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 ********* 1 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO Mason Street - Basin E 2/19/2025 3:14:23 PM Page 37 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 1 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 1 0 5 2 400 0.05 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 1 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 1 0.2 0.5 0.35 0 0.7 0.7 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 1 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 Mason Street - Basin E 2/19/2025 3:14:23 PM Page 38 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin E*** PERLND 1 3.85 COPY 501 12 PERLND 1 3.85 COPY 501 13 ******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 <-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 EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 0.8 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 0.8 IMPLND 1 999 EXTNL PREC Mason Street - Basin E 2/19/2025 3:14:23 PM Page 39 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 END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** 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 END MASS-LINK END RUN Mason Street - Basin E 2/19/2025 3:14:23 PM Page 40 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 Mason Street - Basin E.wdm MESSU 25 MitMason Street - Basin E.MES 27 MitMason Street - Basin E.L61 28 MitMason Street - Basin E.L62 30 POCMason Street - Basin E1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 38 IMPLND 17 IMPLND 4 IMPLND 19 IMPLND 22 IMPLND 16 PERLND 39 IMPLND 20 PERLND 43 GENER 2 RCHRES 1 RCHRES 2 GENER 4 RCHRES 3 RCHRES 4 PERLND 41 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Surface E-2 SWALE MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** 2 24 4 24 END OPCODE PARM # # K *** 2 0. 4 0. END PARM END GENER PERLND Mason Street - Basin E 2/19/2025 3:14:23 PM Page 41 GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 38 A/B, Lawn, Flat 1 1 1 1 27 0 39 A/B, Lawn, Flat 1 1 1 1 27 0 43 A/B, Lawn, Flat 1 1 1 1 27 0 41 A/B, Forest, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 38 0 0 1 0 0 0 0 0 0 0 0 0 39 0 0 1 0 0 0 0 0 0 0 0 0 43 0 0 1 0 0 0 0 0 0 0 0 0 41 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 ********* 38 0 0 4 0 0 0 0 0 0 0 0 0 1 9 39 0 0 4 0 0 0 0 0 0 0 0 0 1 9 43 0 0 4 0 0 0 0 0 0 0 0 0 1 9 41 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 *** 38 0 0 0 0 0 0 0 0 0 0 0 39 0 0 0 0 0 0 0 0 0 0 0 43 0 0 0 0 0 0 0 0 0 0 0 41 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 38 0 5 0.8 400 0.05 0.3 0.996 39 0 5 0.8 400 0.05 0.3 0.996 43 0 5 0.8 400 0.05 0.3 0.996 41 0 5 2 400 0.05 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 38 0 0 2 2 0 0 0 39 0 0 2 2 0 0 0 43 0 0 2 2 0 0 0 41 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 38 0.1 0.5 0.25 0 0.7 0.25 39 0.1 0.5 0.25 0 0.7 0.25 43 0.1 0.5 0.25 0 0.7 0.25 41 0.2 0.5 0.35 0 0.7 0.7 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 38 0 0 0 0 3 1 0 39 0 0 0 0 3 1 0 Mason Street - Basin E 2/19/2025 3:14:23 PM Page 42 43 0 0 0 0 3 1 0 41 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 17 SIDEWALKS/FLAT 1 1 1 27 0 4 ROOF TOPS/FLAT 1 1 1 27 0 19 ROOF TOPS/FLAT 1 1 1 27 0 22 SIDEWALKS/FLAT 1 1 1 27 0 16 PARKING/FLAT 1 1 1 27 0 20 SIDEWALKS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 17 0 0 1 0 0 0 4 0 0 1 0 0 0 19 0 0 1 0 0 0 22 0 0 1 0 0 0 16 0 0 1 0 0 0 20 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 17 0 0 4 0 0 0 1 9 4 0 0 4 0 0 0 1 9 19 0 0 4 0 0 0 1 9 22 0 0 4 0 0 0 1 9 16 0 0 4 0 0 0 1 9 20 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 *** 17 0 0 0 0 0 4 0 0 0 0 0 19 0 0 0 0 0 22 0 0 0 0 0 16 0 0 0 0 0 20 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 17 400 0.01 0.1 0.1 4 400 0.01 0.1 0.1 19 400 0.01 0.1 0.1 22 400 0.01 0.1 0.1 16 400 0.01 0.1 0.1 20 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 17 0 0 4 0 0 19 0 0 Mason Street - Basin E 2/19/2025 3:14:23 PM Page 43 22 0 0 16 0 0 20 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 17 0 0 4 0 0 19 0 0 22 0 0 16 0 0 20 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** E-2*** PERLND 38 0.09 RCHRES 1 2 PERLND 38 0.09 RCHRES 1 3 E-2*** IMPLND 16 0.31 RCHRES 1 5 E-3*** IMPLND 4 0.34 RCHRES 3 5 E-3*** IMPLND 17 0.0484 PERLND 39 50 E-3*** PERLND 39 0.62 RCHRES 3 2 PERLND 39 0.62 RCHRES 3 3 E-1*** IMPLND 19 1.5714 IMPLND 20 53 E-1*** IMPLND 20 0.3333 PERLND 43 50 E-1*** PERLND 43 0.105 PERLND 41 30 PERLND 43 0.105 PERLND 41 34 PERLND 43 0.105 PERLND 41 38 E-2*** IMPLND 22 0.2258 IMPLND 16 53 E-1*** PERLND 41 2 COPY 501 12 PERLND 41 2 COPY 501 13 ******Routing****** PERLND 38 0.09 COPY 1 12 PERLND 38 0.09 COPY 1 13 IMPLND 16 0.31 COPY 1 15 RCHRES 1 1 RCHRES 2 8 RCHRES 3 1 RCHRES 4 8 RCHRES 3 COPY 1 18 PERLND 43 0.21 COPY 1 12 PERLND 43 0.21 COPY 1 13 PERLND 43 0.21 COPY 1 14 RCHRES 2 1 COPY 501 17 RCHRES 1 1 COPY 501 17 RCHRES 4 1 COPY 501 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 GENER 2 OUTPUT TIMSER .0011111 RCHRES 1 EXTNL OUTDGT 1 GENER 4 OUTPUT TIMSER .0011111 RCHRES 3 EXTNL OUTDGT 1 Mason Street - Basin E 2/19/2025 3:14:23 PM Page 44 <-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 Surface E-2 SWAL-008 3 1 1 1 28 0 1 2 E-2 SWALE 2 1 1 1 28 0 1 3 Surface E-3 SWAL-013 3 1 1 1 28 0 1 4 E-3 SWALE 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 4 1 0 0 0 0 0 0 0 0 0 END ACTIVITY 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 4 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 6 0 0 0 1 0 0 0 2 1 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 6 0 0 0 1 0 0 0 2 1 2 2 2 4 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 0.0 0.0 2 2 0.04 0.0 0.0 0.0 0.0 3 3 0.01 0.0 0.0 0.0 0.0 4 4 0.05 0.0 0.0 0.0 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 6.0 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 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 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 *** User-Defined Variable Quantity Lines *** addr *** <------> Mason Street - Basin E 2/19/2025 3:14:23 PM Page 45 *** kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol2 RCHRES 2 VOL 4 UVQUAN v2m2 GLOBAL WORKSP 1 3 UVQUAN vpo2 GLOBAL WORKSP 2 3 UVQUAN v2d2 GENER 2 K 1 3 *** User-Defined Variable Quantity Lines *** addr *** <------> *** kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol4 RCHRES 4 VOL 4 UVQUAN v2m4 GLOBAL WORKSP 3 3 UVQUAN vpo4 GLOBAL WORKSP 4 3 UVQUAN v2d4 GENER 4 K 1 3 *** User-Defined Target Variable Names *** addr or addr or *** <------> <------> *** kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m2 1 WORKSP 1 1.0 QUAN UVNAME vpo2 1 WORKSP 2 1.0 QUAN UVNAME v2d2 1 K 1 1.0 QUAN *** User-Defined Target Variable Names *** addr or addr or *** <------> <------> *** kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m4 1 WORKSP 3 1.0 QUAN UVNAME vpo4 1 WORKSP 4 1.0 QUAN UVNAME v2d4 1 K 1 1.0 QUAN *** opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 2 v2m2 = 1040.68 *** Compute remaining available pore space GENER 2 vpo2 = v2m2 GENER 2 vpo2 -= vol2 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo2 < 0.0) THEN GENER 2 vpo2 = 0.0 END IF *** Infiltration volume GENER 2 v2d2 = vpo2 *** opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 4 v2m4 = 1853.29 *** Compute remaining available pore space GENER 4 vpo4 = v2m4 GENER 4 vpo4 -= vol4 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo4 < 0.0) THEN GENER 4 vpo4 = 0.0 END IF *** Infiltration volume GENER 4 v2d4 = vpo4 END SPEC-ACTIONS FTABLES FTABLE 2 55 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.053857 0.000000 0.000000 0.000000 0.032967 0.053778 0.000113 0.000000 0.000000 0.065934 0.052837 0.000240 0.000000 0.000000 0.098901 0.051898 0.000382 0.000000 0.000000 0.131868 0.050960 0.000537 0.000000 0.000000 0.164835 0.050024 0.000707 0.000000 0.000000 0.197802 0.049090 0.000891 0.000000 0.000073 0.230769 0.048158 0.001090 0.000000 0.000119 0.263736 0.047228 0.001259 0.000000 0.000183 Mason Street - Basin E 2/19/2025 3:14:23 PM Page 46 0.296703 0.046299 0.001439 0.000000 0.000268 0.329670 0.045372 0.001631 0.000000 0.000377 0.362637 0.044447 0.001834 0.000000 0.000516 0.395604 0.043524 0.002049 0.000000 0.000688 0.428571 0.042602 0.002275 0.000000 0.000896 0.461538 0.041683 0.002513 0.000000 0.001147 0.494505 0.040765 0.002763 0.000000 0.001445 0.527473 0.039849 0.003024 0.000000 0.001793 0.560440 0.038935 0.003296 0.000000 0.002198 0.593407 0.038022 0.003580 0.000000 0.002665 0.626374 0.037112 0.003876 0.000000 0.003199 0.659341 0.036203 0.004183 0.000000 0.003805 0.692308 0.035296 0.004503 0.000000 0.004490 0.725275 0.034390 0.004833 0.000000 0.005258 0.758242 0.033487 0.005176 0.000000 0.006116 0.791209 0.032585 0.005530 0.000000 0.007071 0.824176 0.031685 0.005896 0.000000 0.008128 0.857143 0.030787 0.006274 0.000000 0.009293 0.890110 0.029891 0.006664 0.000000 0.010574 0.923077 0.028997 0.007066 0.000000 0.011976 0.956044 0.028104 0.007479 0.000000 0.013507 0.989011 0.027213 0.007904 0.000000 0.015174 1.021978 0.026324 0.008342 0.000000 0.016983 1.054945 0.025437 0.008791 0.000000 0.018942 1.087912 0.024551 0.009252 0.000000 0.021059 1.120879 0.023667 0.009725 0.000000 0.023339 1.153846 0.022786 0.010210 0.000000 0.025792 1.186813 0.021905 0.010708 0.000000 0.028424 1.219780 0.021027 0.011217 0.000000 0.031243 1.252747 0.020151 0.011738 0.000000 0.034257 1.285714 0.019276 0.012272 0.000000 0.037473 1.318681 0.018403 0.012818 0.000000 0.040899 1.351648 0.017532 0.013375 0.000000 0.044543 1.384615 0.016662 0.013945 0.000000 0.048412 1.417582 0.015795 0.014528 0.000000 0.052512 1.450549 0.014929 0.015122 0.000000 0.056850 1.483516 0.014065 0.015729 0.000000 0.061428 1.516484 0.013203 0.016348 0.000000 0.066242 1.549451 0.012343 0.016979 0.000000 0.071255 1.582418 0.011484 0.017623 0.000000 0.074249 1.615385 0.010627 0.018278 0.000000 0.075662 1.648352 0.009772 0.018947 0.000000 0.077077 1.681319 0.008919 0.019628 0.000000 0.078495 1.714286 0.008068 0.020321 0.000000 0.079916 1.747253 0.007218 0.021026 0.000000 0.081340 1.750000 0.006371 0.023891 0.000000 0.135764 END FTABLE 2 FTABLE 1 39 6 Depth Area Volume Outflow1 Outflow2 Outflow3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.006371 0.000000 0.000000 0.000000 0.003091 0.032967 0.054800 0.001791 0.000000 0.011453 0.003091 0.065934 0.055745 0.003613 0.000000 0.011665 0.006187 0.098901 0.056692 0.005467 0.000000 0.011877 0.009290 0.131868 0.057640 0.007351 0.000000 0.012088 0.012398 0.164835 0.058590 0.009267 0.000000 0.012300 0.015513 0.197802 0.059543 0.011214 0.000000 0.012512 0.018633 0.230769 0.060496 0.013193 0.000000 0.012724 0.021759 0.263736 0.061452 0.015203 0.000000 0.012935 0.024891 0.296703 0.062410 0.017245 0.000000 0.013147 0.028029 0.329670 0.063369 0.019318 0.000000 0.013359 0.031172 0.362637 0.064330 0.021423 0.000000 0.013571 0.034322 0.395604 0.065293 0.023560 0.000000 0.013783 0.037477 0.428571 0.066258 0.025728 0.000000 0.013994 0.040639 0.461538 0.067224 0.027928 0.000000 0.014206 0.043806 0.494505 0.068192 0.030160 0.000000 0.014418 0.046979 0.527473 0.069163 0.032425 0.000000 0.014630 0.050158 Mason Street - Basin E 2/19/2025 3:14:23 PM Page 47 0.560440 0.070134 0.034721 0.000000 0.014841 0.053343 0.593407 0.071108 0.037049 0.000000 0.015053 0.056534 0.626374 0.072084 0.039409 0.000000 0.015265 0.059731 0.659341 0.073061 0.041802 0.000000 0.015477 0.062933 0.692308 0.074040 0.044226 0.000000 0.015688 0.066142 0.725275 0.075021 0.046683 0.000000 0.015900 0.069356 0.758242 0.076003 0.049173 0.007944 0.016112 0.072576 0.791209 0.076988 0.051695 0.088687 0.016324 0.075803 0.824176 0.077974 0.054249 0.213745 0.016536 0.079035 0.857143 0.078962 0.056836 0.369426 0.016747 0.082273 0.890110 0.079952 0.059455 0.547857 0.016959 0.085516 0.923077 0.080944 0.062107 0.742120 0.017171 0.088766 0.956044 0.081937 0.064792 0.945261 0.017383 0.092022 0.989011 0.082932 0.067510 1.150127 0.017594 0.095283 1.021978 0.083929 0.070260 1.349552 0.017806 0.098550 1.054945 0.084928 0.073044 1.536717 0.018018 0.101824 1.087912 0.085929 0.075860 1.705654 0.018230 0.105103 1.120879 0.086931 0.078709 1.851833 0.018441 0.108388 1.153846 0.087935 0.081592 1.972840 0.018653 0.111679 1.186813 0.088941 0.084507 2.069120 0.018865 0.114975 1.219780 0.089949 0.087456 2.144788 0.019077 0.118278 1.250000 0.090875 0.090188 2.233235 0.019271 0.121311 END FTABLE 1 FTABLE 4 59 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.096970 0.000000 0.000000 0.000000 0.030220 0.095558 0.000186 0.000000 0.000000 0.060440 0.094008 0.000393 0.000000 0.000000 0.090659 0.092460 0.000622 0.000000 0.000000 0.120879 0.090915 0.000872 0.000000 0.000000 0.151099 0.089373 0.001144 0.000000 0.000000 0.181319 0.087834 0.001437 0.000000 0.000108 0.211538 0.086297 0.001751 0.000000 0.000174 0.241758 0.084763 0.002088 0.000000 0.000265 0.271978 0.083231 0.002373 0.000000 0.000384 0.302198 0.081703 0.002675 0.000000 0.000537 0.332418 0.080177 0.002994 0.000000 0.000730 0.362637 0.078653 0.003330 0.000000 0.000968 0.392857 0.077133 0.003684 0.000000 0.001256 0.423077 0.075615 0.004056 0.000000 0.001602 0.453297 0.074099 0.004444 0.000000 0.002010 0.483516 0.072587 0.004851 0.000000 0.002488 0.513736 0.071077 0.005274 0.000000 0.003042 0.543956 0.069569 0.005716 0.000000 0.003679 0.574176 0.068065 0.006174 0.000000 0.004406 0.604396 0.066563 0.006651 0.000000 0.005231 0.634615 0.065064 0.007145 0.000000 0.006162 0.664835 0.063567 0.007656 0.000000 0.007205 0.695055 0.062073 0.008186 0.000000 0.008368 0.725275 0.060582 0.008733 0.000000 0.009661 0.755495 0.059093 0.009298 0.000000 0.011091 0.785714 0.057608 0.009880 0.000000 0.012667 0.815934 0.056124 0.010481 0.000000 0.014397 0.846154 0.054644 0.011099 0.000000 0.016290 0.876374 0.053166 0.011735 0.000000 0.018355 0.906593 0.051691 0.012389 0.000000 0.020602 0.936813 0.050219 0.013061 0.000000 0.023039 0.967033 0.048749 0.013751 0.000000 0.025677 0.997253 0.047282 0.014459 0.000000 0.028524 1.027473 0.045818 0.015185 0.000000 0.031592 1.057692 0.044356 0.015929 0.000000 0.034889 1.087912 0.042897 0.016691 0.000000 0.038426 1.118132 0.041441 0.017472 0.000000 0.042212 1.148352 0.039987 0.018270 0.000000 0.046260 1.178571 0.038536 0.019087 0.000000 0.050578 1.208791 0.037088 0.019922 0.000000 0.055178 1.239011 0.035642 0.020775 0.000000 0.060070 1.269231 0.034200 0.021647 0.000000 0.065264 Mason Street - Basin E 2/19/2025 3:14:23 PM Page 48 1.299451 0.032759 0.022536 0.000000 0.070772 1.329670 0.031322 0.023445 0.000000 0.076603 1.359890 0.029887 0.024371 0.000000 0.082769 1.390110 0.028455 0.025316 0.000000 0.089278 1.420330 0.027025 0.026280 0.000000 0.096141 1.450549 0.025599 0.027262 0.000000 0.103363 1.480769 0.024175 0.028263 0.000000 0.110949 1.510989 0.022753 0.029282 0.000000 0.118890 1.541209 0.021334 0.030320 0.000000 0.121297 1.571429 0.019918 0.031376 0.000000 0.129399 1.601648 0.018505 0.032451 0.000000 0.135177 1.631868 0.017094 0.033545 0.000000 0.137510 1.662088 0.015686 0.034657 0.000000 0.139846 1.692308 0.014281 0.035789 0.000000 0.142187 1.722527 0.012878 0.036939 0.000000 0.144532 1.750000 0.011478 0.042546 0.000000 0.220000 END FTABLE 4 FTABLE 3 35 6 Depth Area Volume Outflow1 Outflow2 Outflow3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.011478 0.000000 0.000000 0.000000 0.005097 0.030220 0.098525 0.002954 0.000000 0.020604 0.005097 0.060440 0.100083 0.005955 0.000000 0.020954 0.010203 0.090659 0.101644 0.009003 0.000000 0.021304 0.015317 0.120879 0.103207 0.012098 0.000000 0.021654 0.020441 0.151099 0.104773 0.015241 0.000000 0.022003 0.025573 0.181319 0.106342 0.018431 0.000000 0.022353 0.030714 0.211538 0.107913 0.021668 0.000000 0.022703 0.035864 0.241758 0.109488 0.024953 0.000000 0.023053 0.041022 0.271978 0.111064 0.028285 0.000000 0.023403 0.046189 0.302198 0.112644 0.031666 0.000000 0.023752 0.051366 0.332418 0.114226 0.035094 0.000000 0.024102 0.056551 0.362637 0.115811 0.038570 0.000000 0.024452 0.061744 0.392857 0.117398 0.042093 0.000000 0.024802 0.066947 0.423077 0.118989 0.045665 0.000000 0.025151 0.072158 0.453297 0.120582 0.049285 0.000000 0.025501 0.077378 0.483516 0.122177 0.052953 0.000000 0.025851 0.082607 0.513736 0.123775 0.056669 0.017087 0.026201 0.087845 0.543956 0.125376 0.060434 0.097690 0.026550 0.093091 0.574176 0.126980 0.064247 0.213745 0.026900 0.098347 0.604396 0.128586 0.068109 0.355486 0.027250 0.103611 0.634615 0.130195 0.072019 0.516834 0.027600 0.108884 0.664835 0.131807 0.075978 0.692447 0.027950 0.114165 0.695055 0.133422 0.079985 0.876999 0.028299 0.119456 0.725275 0.135039 0.084042 1.065020 0.028649 0.124755 0.755495 0.136658 0.088147 1.250960 0.028999 0.130063 0.785714 0.138281 0.092301 1.429395 0.029349 0.135380 0.815934 0.139906 0.096505 1.595314 0.029698 0.140705 0.846154 0.141534 0.100757 1.744468 0.030048 0.146040 0.876374 0.143164 0.105059 1.873776 0.030398 0.151383 0.906593 0.144797 0.109410 1.981777 0.030748 0.156735 0.936813 0.146433 0.113810 2.069120 0.031097 0.162096 0.967033 0.148072 0.118260 2.139092 0.031447 0.167466 0.997253 0.149713 0.122760 2.198180 0.031797 0.172844 1.000000 0.149862 0.123171 2.287491 0.031829 0.173333 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 0.8 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 0.8 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 WDM 2 PREC ENGL 0.8 RCHRES 1 EXTNL PREC WDM 2 PREC ENGL 0.8 RCHRES 3 EXTNL PREC Mason Street - Basin E 2/19/2025 3:14:23 PM Page 49 WDM 1 EVAP ENGL 0.5 RCHRES 1 EXTNL POTEV WDM 1 EVAP ENGL 0.76 RCHRES 2 EXTNL POTEV WDM 1 EVAP ENGL 0.5 RCHRES 3 EXTNL POTEV WDM 1 EVAP ENGL 0.76 RCHRES 4 EXTNL POTEV 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 2 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 2 HYDR O 1 1 1 WDM 1001 FLOW ENGL REPL RCHRES 2 HYDR O 2 1 1 WDM 1002 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1003 STAG ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1004 STAG ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1005 FLOW 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 4 HYDR RO 1 1 1 WDM 1006 FLOW ENGL REPL RCHRES 4 HYDR O 1 1 1 WDM 1007 FLOW ENGL REPL RCHRES 4 HYDR O 2 1 1 WDM 1008 FLOW ENGL REPL RCHRES 4 HYDR STAGE 1 1 1 WDM 1009 STAG ENGL REPL RCHRES 3 HYDR STAGE 1 1 1 WDM 1010 STAG ENGL REPL RCHRES 3 HYDR O 1 1 1 WDM 1011 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 8 RCHRES OFLOW OVOL 2 RCHRES INFLOW IVOL END MASS-LINK 8 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 14 PERLND PWATER AGWO 0.083333 COPY INPUT MEAN END MASS-LINK 14 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 MASS-LINK 18 RCHRES OFLOW OVOL 2 COPY INPUT MEAN END MASS-LINK 18 MASS-LINK 30 Mason Street - Basin E 2/19/2025 3:14:23 PM Page 50 PERLND PWATER SURO PERLND EXTNL SURLI END MASS-LINK 30 MASS-LINK 34 PERLND PWATER IFWO PERLND EXTNL IFWLI END MASS-LINK 34 MASS-LINK 38 PERLND PWATER AGWO PERLND EXTNL AGWLI END MASS-LINK 38 MASS-LINK 50 IMPLND IWATER SURO PERLND EXTNL SURLI END MASS-LINK 50 MASS-LINK 53 IMPLND IWATER SURO IMPLND EXTNL SURLI END MASS-LINK 53 END MASS-LINK END RUN Mason Street - Basin E 2/19/2025 3:14:23 PM Page 51 Predeveloped HSPF Message File Mason Street - Basin E 2/19/2025 3:14:23 PM Page 52 Mitigated HSPF Message File Mason Street - Basin E 2/19/2025 3:14:23 PM Page 53 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. 2005-2025; 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