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Drainage Report (2) Prepared for: Blue Fern 18300 Redmond Way, Suite 120 Redmond, WA 98052 Approved by: Prepared by: Holli Heavrin, P.E. Katie Lane, E.I.T. Date: October 19, 2023 Core No: 22205 Final Storm Drainage Report FOR RAILWAY ROAD YELM, WASHINGTON 10/19/2023 Core Design, Inc. RAILWAY ROAD Page i Table of Contents 1. Project Overview ................................................................................................................................. 1-1 2. Conditions and Requirement Summary .............................................................................................. 2-1 2.1 MR1: Erosion and Sediment Control .................................................................................. 2-1 2.2 MR2: Preservation of Natural Drainage Systems ............................................................... 2-1 2.3 MR3: Source Control of Pollution ...................................................................................... 2-1 2.4 MR4: Runoff Treatment BMPs ........................................................................................... 2-1 2.5 MR5: Streambank Erosion Control .................................................................................... 2-1 2.6 MR6: Wetlands................................................................................................................... 2-1 2.7 MR7: Water Quality Sensitive Areas .................................................................................. 2-1 2.8 MR8: Off-Site Analysis and Mitigation ............................................................................... 2-2 2.9 MR9: Basin Planning .......................................................................................................... 2-2 2.10 MR10: Operation and Maintenance .............................................................................. 2-2 2.11 MR11: Financial Liability ................................................................................................ 2-2 3. Off-Site Analysis ................................................................................................................................... 3-1 3.1 Resource Review ................................................................................................................ 3-1 3.2 Downstream Field Investigation ........................................................................................ 3-1 4. Flow Control and Water Quality Facility Analysis and Design ............................................................. 4-1 4.1 Design Standards................................................................................................................ 4-1 4.1.1 Existing Conditions ..................................................................................................... 4-1 4.1.2 Developed Conditions ................................................................................................ 4-1 4.2 Stormwater BMP Sizing and LID Performance Standard ................................................... 4-2 5. Conveyance System and Analysis and Design ..................................................................................... 5-1 6. Special Reports and Studies ................................................................................................................ 6-1 7. Other Permits ...................................................................................................................................... 7-1 8. Erosion and Sedimentation Control Analysis and Design ................................................................... 8-1 8.1 Stabilization and Sediment Trapping ................................................................................. 8-1 8.2 Delineate Clearing and Easement Limits ........................................................................... 8-1 8.3 Protection of Adjacent Properties ..................................................................................... 8-1 8.4 Timing and Stabilization of Sediment Trapping Measures ................................................ 8-1 8.5 Cut and Fill Slopes .............................................................................................................. 8-1 8.6 Controlling Off-Site Erosion ............................................................................................... 8-1 8.7 Stabilization of Temporary Conveyance Channels and Outlets ......................................... 8-1 8.8 Storm Drain Inlet Protection .............................................................................................. 8-2 8.9 Underground Utility Construction ..................................................................................... 8-2 8.10 Construction Access Routes ........................................................................................... 8-2 8.11 Removal of Temporary BMPs ........................................................................................ 8-2 8.12 Dewatering Construction Sites ...................................................................................... 8-2 8.13 Control of Pollutants Other than Sediment on Construction Sites ................................ 8-2 8.14 Maintenance .................................................................................................................. 8-2 Core Design, Inc. RAILWAY ROAD Page ii 8.15 Financial Liability ............................................................................................................ 8-2 9. Bond Quantities, Facility Summaries and Declaration of Covenant ................................................... 9-1 10. Operations and Maintenance Manual .............................................................................................. 10-1 Appendix Appendix A. WWHM Report Core Design, Inc. RAILWAY ROAD Page 1-1 1. Project Overview The Railway Road project is a proposed residential development consisting of 90 single-family units. The project is located in Yelm, Washington in Thurston County at 16330 Railway Road SE (see Vicinity Map). The project property totals 14.92 acres and is bordered by residential areas to the east and south, the Yelm Railroad to the north, and land owned by Puget Sound electric to the west. Access to the site will be provided from Railway Rd SE. See Table 1-1 below for a summary of the parcel information relevant to this project. Table 1-1 Parcel Information Thurston County Parcel # Site Area (AC) 64300700501 4.92 64300700400 10.00 The existing site is currently developed with two single-family residences with associated outbuildings and access. The property is generally flat and existing vegetation consists of grass and a small number of trees surrounding the residences. Proposed development of the site will include demolition of all structures on the property, and construction of 90 single-family homes on 90 lots, along with associated roads and utilities. Flow control and water quality for the proposed development will be provided through the use of a bioretention facility. Stormwater facilities for the project will be designed in accordance with the 2019 Washington State Department of Ecology (DOE) Stormwater Management Manual for Western Washington (SMMWW or the Manual) and the City of Yelm Municipal Code (YMC). Core Design, Inc. RAILWAY ROAD Page 2-1 2. Conditions and Requirement Summary This project is subject to the 2019 SMMWW, and is classified as a new development which will add more than 5,000 square feet of impervious surfaces; therefore, Minimum Requirements (MRs) 1 through 11, as detailed in the YMC Chapter 13.16.070. B(3) through B(13). 2.1 MR1: Erosion and Sediment Control The proposed project will include land disturbing activities of greater than one acre. As such, development will comply with erosion and sediment control requirements 1 through 15 as detailed in the YMC. See Section 8 of this report for further information. 2.2 MR2: Preservation of Natural Drainage Systems The project proposes to infiltrate all stormwater runoff, so there will be no drainage from the site in the developed condition. There are no natural drainage systems or outfalls to preserve. 2.3 MR3: Source Control of Pollution The proposed project is a single-family development which is not subject to source control. 2.4 MR4: Runoff Treatment BMPs The project proposes to utilize a bioretention facility to treat all stormwater runoff prior to infiltration to the ground. See Section 4 for a discussion of the sizing of this facility. 2.5 MR5: Streambank Erosion Control This requirement applies only to projects whose stormwater discharges into a stream, either directly or indirectly. This site does not discharge into a stream, either directly or indirectly, and, as such, is not subject to this minimum requirement. 2.6 MR6: Wetlands This requirement applies only to projects whose stormwater discharges into a wetland, either directly or indirectly through a conveyance system. This site does not discharge into a wetland, either directly or indirectly, and, as such, is not subject to this minimum requirement. 2.7 MR7: Water Quality Sensitive Areas The project site is not within a water quality sensitive area, therefore basic water quality treatment as discussed under Minimum Requirement 4 will be the extent of the proposed water treatment. Core Design, Inc. RAILWAY ROAD Page 2-2 2.8 MR8: Off-Site Analysis and Mitigation The onsite soils of the project site are highly infiltrative. It is understood that all runoff from the site is infiltrated prior to leaving the property. The proposed stormwater management is to mimic this natural drainage pattern by infiltrating all runoff. As such, there should be no adverse impacts to the downstream system, and there is no downstream path to analyze. See Section 3 for a discussion of the existing and proposed project site. 2.9 MR9: Basin Planning No relevant basin plans were found for the project site. 2.10 MR10: Operation and Maintenance See Section 10 of this report for information regarding how this project meets this minimum requirement. 2.11 MR11: Financial Liability See Section 9 of this report for information regarding how this project meets this minimum requirement. Core Design, Inc. RAILWAY ROAD Page 3-1 3. Off-Site Analysis 3.1 Resource Review FEMA – Flood Insurance rate Map (FIRM #53067C0353E and #53067C0354E) The project site is reported to be in Zone X, with no flood areas identified on or near the site. Critical Aquifer Recharge Area Per the City of Yelm Web Map, the project site is within a critical aquifer recharge area with a recharge rate of extreme. Wetlands There are no wetland indicators onsite per the City of Yelm Web Map. 3.2 Downstream Field Investigation The onsite soils of the project site are highly infiltrative. It is understood that all runoff from the site is infiltrated prior to leaving the property. As such, there should be no adverse impacts to the downstream system, and there is no downstream path to analyze. Core Design, Inc. RAILWAY ROAD Page 4-1 4. Flow Control and Water Quality Facility Analysis and Design 4.1 Design Standards The flow control and water quality treatment facility will be designed per the 2019 SMMWW in accordance with CYM 13.16.060. The drainage analysis for flow control was modeled using the 2012 Western Washington Hydrologic Model (WWHM), as allowed per Volume III, Section 2.2 of the 2019 SMMWW. This project proposes to utilize infiltration through a bioretention facility to fully meet the flow control and water quality requirements detailed in Section 2 of this report. 4.1.1 Existing Conditions On site soils, as investigated by Terra Associates, Inc., and detailed in the Geotechnical Engineering Report, dated September 12, 2022, include “overlying native outwash deposits comprised predominantly of medium dense to very dense gravel and sand with varying silt and cobble contents” which is noted as recessional outwash gravel (Qgog). The geotechnical investigation included a small- scale Pilot Infiltration Test (PIT) which resulted in a preliminary long term design infiltration rate of 15 inches per hour. The site is currently developed with two single-family residences, and vegetation consists mostly of grass with some small trees near the residences. Despite existing grass cover, the site will be modeled as forested to match the historic condition as required to meet the LID performance standard. Refer to Table 4-1 for a breakdown of the site areas used for modeling in the existing condition. An exhibit of the existing condition is also included at the end of this section for reference. Table 4-1 Predeveloped Areas Land Cover Area (acres) A/B Forest, Flat 15.25 Total Area 15.25 4.1.2 Developed Conditions The project proposes to build 90 single-family lots with associated roads, utilities, and open spaces across the two parcels, as well as frontage improvements. The project has elected to meet the LID Performance Standard with the use of a bioretention facility to infiltrate stormwater runoff. Table 4-2 below offers a breakdown of areas for the developed condition as used in WWHM to size the bioretention facility. Note that due to how the WWHM bioretention element included precipitation and evaporation for the surface area of the facility, the bioretention facility basin area does not equal the project site area, despite being designed to serve the entire area. Land Coverage Assumptions  All proposed single family lots were assumed to be 50 percent impervious. This accounts for both the structure (maximum 40 percent coverage based on the building setbacks) as well as Core Design, Inc. RAILWAY ROAD Page 4-2 the lot driveway and any walkways (assumed to be equal to or less than 10 percent of the lot area).  The Right-of-Way areas, including the frontage improvements were assumed to be 80 percent impervious.  All pervious areas will be subject to BMP T5.13, Post-Construction Soil Quality and Depth, and, as such, will be modeled as pasture. Table 4-2 Developed Areas Land Cover Area (acres) A/B Pasture, Flat 6.45 Roofs. Flat 4.63 Roads (onsite), Flat 3.46 Roads (frontage), Flat 0.26 Bioretention Basin Area 14.80 Bioretention Facility Area 0.45 Total Area 15.25 4.2 Stormwater BMP Sizing and LID Performance Standard In order to manage onsite stormwater runoff, the project has elected to meet the LID Performance Standard by fulling infiltrating all runoff. This will be accomplished through the use of a bioretention facility and implementation of BMP T5.13 Post-Construction Soil Quality and Depth. The bioretention facility proposed for this site was sized using WWHM and the basin areas detailed in Tables 4-1 and 4-2 in Section 4.1 of this Report. Infiltration to native soils beneath the bioretention soil mix was also included in the model. While the Geotechnical Engineering Report designated the design infiltration rate for onsite soils as 15 inches per hour, the model will utilize a native infiltration rate of 12 inches per hour to remain conservative and match the infiltration rate associated with the bioretention soil mix. Using this design native infiltration rate of 12 inches per hour and a ponding depth of 3.4 feet, it was determined that the required bottom dimensions of the bioretention facility are 138’ by 70’ with 3:1 side slopes. The bioretention facility has been designed in accordance with the 2019 SMMWW assuming 3 inches of mulch over 18 inches of the new DOE approved bioretention soil mix with an infiltration rate of 12 inches per hour. All soil data which was input to WWHM for the purposes of sizing is detailed in the WWHM provided Bioretention documentation. Since the project site proposes to direct runoff from greater than 5,000 square feet of impervious surface, a safety factor of 4 was selected for the bioretention soil mix and mulch layer. Table 4-3 is included below, as well as the full WWHM report in Appendix A, detailing the provided bioretention storage area. Core Design, Inc. RAILWAY ROAD Page 4-3 Table 4-3 Bioretention Facility Summary Pervious Area (ac) Impervious Area (ac) Design Native Infiltration Rate (in/hr) Percent Infiltrated Percent Treated Storage Volume Provided (cf) 6.45 8.35 12.0 100 100 62,857 Based on WWHM, the proposed bioretention facility will fully treat and infiltrate 100 percent of runoff from the site, and meets the LID Performance Standard. See the WWHM LID Report included below for reference. FLUME LANE (NOT OPEN) RAILWAY ROAD SE (PUBLIC R-O-W)MACKIE PARCELHUTCHESON PARCELDESIGN12100 NE 195th St, Suite 300 Bothell, Washington 98011 425.885.7877CIVIL ENGINEERINGLANDSCAPE ARCHITECTUREPLANNINGSURVEYING22205EXISTING CONDITIONSRAILWAY ROAD 231729698123456712910111413158584908988878674738172797776756768706371646566ROW835046364335423441334032393138303744TRACT A55525651485749584759606162TRACT C535428TRACT E272625242022211819TRACT D1645788280TRACT BFLUME LANE (NOT OPEN) RAILWAY ROAD SE (PUBLIC R-O-W)DESIGN12100 NE 195th St, Suite 300 Bothell, Washington 98011 425.885.7877CIVIL ENGINEERINGLANDSCAPE ARCHITECTUREPLANNINGSURVEYING22205DEVELOPED CONDITIONSRAILWAY ROAD Core Design, Inc. RAILWAY ROAD Page 5-1 5. Conveyance System and Analysis and Design The onsite conveyance system was designed for the 100-year, 24-hour storm event. Conveyance spreadsheets were generated using the rational method to calculate flows for each area collected by each catch basin. The 100-year, 24-hour precipitation value for the project location is 4.25 inches per Figure III-A.3 of the 2019 DOE Manual, provided in the following pages for reference. The flows generated from the conveyance system spreadsheets were then input into backwater analysis spreadsheets to confirm adequate conveyance sizing for the project. See conveyance and backwater spreadsheets for each basin provided in the following pages. A Conveyance Exhibit is also provided. Weighted C Values A weighted C value for the project was used in the rational method spreadsheets. Impervious area has a C value of 0.9 and lawn area has a C value of 0.25. These values, along with the developed basin areas, were used to calculate the weighted C values. No subbasins were found to have significantly higher or lower impervious cover than the site average so the basin wide weighted C value was used for all subbasins. The weighted C value for the project site was found to be 0.61. Tailwater Elevation Per WWHM, the water surface elevation assuming zero infiltration will be 3.1647 feet above the top of the bioretention media mix (334.60) during the 100-year storm. As such, elevation 337.77 was used as the pond tailwater elevation when running the backwater analysis. Figure 5-1 WSEL for Various Return Period Storms Analysis Results During the 100-year storm, all headwater elevations for the network remained below the rim elevations of all catch basins. As such, the designed conveyance system can adequately contain and convey the 100-year storm. BACKWATER CALCULATIONS PROJECT NAME: Railway Road - Yelm PREPARED BY: KEL PROJECT NUMBER: 22205 DESIGN STORM: 100 YEAR ENTRANCE ENTRANCE EXIT OUTLET INLET APPROACH BEND JUNCTION PIPE PIPE MANNING'S OUTLET INLET PIPE FULL VELOCITY TAILWATER FRICTION HGL HEAD HEAD CONTROL CONTROL VELOCITY HEAD HEAD HEADWATER RIM FROM TO Q LENGTH SIZE "n" ELEVATION ELEVATION AREA VELOCITY HEAD ELEVATION LOSS ELEVATION LOSS LOSS ELEVATION ELEVATION HEAD LOSS LOSS ELEVATION ELEVATION FREEBOARD CB CB (CFS) (FT) (IN) VALUE (FT) (FT) (SQ FT) (FT/SEC) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT) Pond 13 9.81 37 21 0.012 334.60 334.78 2.41 4.08 0.26 338.00 0.12 338.12 0.13 0.26 338.51 336.53 0.25 0.05 0.00 338.31 339.51 1.20 13 14 9.63 30 21 0.012 334.78 334.93 2.41 4.00 0.25 338.31 0.09 338.40 0.12 0.25 338.77 336.68 0.20 0.33 0.00 338.90 339.36 0.46 14 15 8.59 76 21 0.012 334.93 335.31 2.41 3.57 0.20 338.90 0.19 339.09 0.10 0.20 339.39 337.06 0.17 0.00 0.00 339.22 339.98 0.76 15 16 8.03 122 21 0.012 335.31 335.92 2.41 3.34 0.17 339.22 0.26 339.49 0.09 0.17 339.75 337.67 0.23 0.23 0.00 339.74 341.21 1.47 16 5 6.82 37 18 0.012 336.17 336.36 1.77 3.86 0.23 339.74 0.13 339.88 0.12 0.23 340.22 337.86 0.22 0.30 0.00 340.31 341.21 0.90 5 6 6.59 62 18 0.012 336.36 336.67 1.77 3.73 0.22 340.31 0.21 340.51 0.11 0.22 340.84 338.17 0.22 0.28 0.00 340.89 341.56 0.67 6 7 6.70 62 18 0.012 336.67 336.98 1.77 3.79 0.22 340.89 0.21 341.10 0.11 0.22 341.44 338.48 0.25 0.00 0.10 341.29 341.71 0.42 7 8 3.16 259 12 0.012 337.48 340.32 0.79 4.02 0.25 341.29 1.72 343.01 0.13 0.25 343.39 341.63 0.07 0.33 0.00 343.65 344.28 0.63 8 9 1.67 37 12 0.012 340.32 340.50 0.79 2.13 0.07 343.65 0.07 343.72 0.04 0.07 343.82 341.50 0.00 0.00 0.00 343.82 344.28 0.46 7 17 2.34 37 12 0.012 337.48 337.67 0.79 2.98 0.14 341.29 0.14 341.43 0.07 0.14 341.64 338.67 0.00 0.00 0.00 341.64 341.71 0.07 Pond 2 10.22 32 21 0.012 334.60 334.76 2.41 4.25 0.28 338.00 0.11 338.11 0.14 0.28 338.53 336.51 0.19 0.26 0.06 338.67 339.25 0.58 2 1 8.34 30 21 0.012 334.76 335.34 2.41 3.47 0.19 338.67 0.07 338.74 0.09 0.19 339.02 337.09 0.20 0.01 0.00 338.84 339.27 0.43 1 18 8.53 264 21 0.012 335.34 336.84 2.41 3.55 0.20 338.84 0.65 339.49 0.10 0.20 339.78 338.59 0.20 0.00 0.04 339.63 341.89 2.26 18 19 6.36 213 18 0.012 337.09 338.16 1.77 3.60 0.20 339.63 0.66 340.29 0.10 0.20 340.59 339.66 0.20 0.00 0.00 340.39 344.03 3.64 19 20 6.40 63 18 0.012 338.16 338.47 1.77 3.62 0.20 340.39 0.20 340.59 0.10 0.20 340.89 339.97 0.08 0.27 0.09 341.17 344.89 3.72 20 21 3.99 145 18 0.012 338.47 339.19 1.77 2.26 0.08 341.17 0.18 341.35 0.04 0.08 341.47 340.69 0.05 0.10 0.00 341.52 343.92 2.40 21 22 3.21 37 18 0.012 339.19 339.38 1.77 1.82 0.05 341.52 0.03 341.55 0.03 0.05 341.63 340.88 0.07 0.07 0.00 341.62 343.92 2.30 22 10 1.71 93 12 0.012 339.88 340.35 0.79 2.18 0.07 341.62 0.18 341.81 0.04 0.07 341.92 341.35 0.08 0.09 0.00 341.93 345.14 3.21 10 12 1.77 88 12 0.012 340.35 340.79 0.79 2.26 0.08 341.93 0.18 342.11 0.04 0.08 342.23 341.79 0.06 0.09 0.00 342.26 344.85 2.59 12 11 1.57 23 12 0.012 340.79 340.91 0.79 2.00 0.06 342.26 0.04 342.30 0.03 0.06 342.39 341.91 0.00 0.00 0.00 342.39 344.84 2.45 20 23 2.99 108 12 0.012 338.97 339.84 0.79 3.80 0.23 341.17 0.64 341.82 0.11 0.23 342.15 341.08 0.08 0.30 0.00 342.37 344.09 1.72 23 24 1.75 37 12 0.012 339.84 340.48 0.79 2.23 0.08 342.37 0.08 342.45 0.04 0.08 342.57 341.48 0.00 0.00 0.00 342.57 344.09 1.52 2 3 2.47 22 12 0.012 335.51 335.62 0.79 3.14 0.15 338.67 0.09 338.76 0.08 0.15 338.99 336.62 0.00 0.00 0.00 339.00 339.25 0.25 18 25 1.76 37 12 0.012 337.59 338.36 0.79 2.24 0.08 339.63 0.07 339.70 0.04 0.08 339.82 339.36 0.00 0.00 0.00 339.82 341.91 2.09 Pond 26 6.65 25 18 0.012 334.60 335.25 1.77 3.77 0.22 338.00 0.08 338.08 0.11 0.22 338.42 336.75 0.17 0.00 0.13 338.39 340.54 2.15 26 27 5.78 37 18 0.012 335.25 335.44 1.77 3.27 0.17 338.39 0.10 338.48 0.08 0.17 338.73 336.94 0.12 0.22 0.00 338.83 340.54 1.71 27 28 4.87 162 18 0.012 335.44 336.26 1.77 2.75 0.12 338.83 0.29 339.13 0.06 0.12 339.30 337.76 0.06 0.00 0.03 339.27 342.09 2.82 28 29 3.61 142 18 0.012 336.26 336.99 1.77 2.04 0.06 339.27 0.14 339.41 0.03 0.06 339.51 338.49 0.07 0.00 0.03 339.46 343.52 4.06 29 30 1.72 295 12 0.012 337.49 338.99 0.79 2.20 0.07 339.46 0.58 340.04 0.04 0.07 340.16 339.99 0.04 0.00 0.00 340.12 345.19 5.07 PIPE SEGMENT BACKWATER CALCULATIONS PROJECT NAME: Railway Road - Yelm PREPARED BY: KEL PROJECT NUMBER: 22205 DESIGN STORM: 100 YEAR ENTRANCE ENTRANCE EXIT OUTLET INLET APPROACH BEND JUNCTION PIPE PIPE MANNING'S OUTLET INLET PIPE FULL VELOCITY TAILWATER FRICTION HGL HEAD HEAD CONTROL CONTROL VELOCITY HEAD HEAD HEADWATER RIM FROM TO Q LENGTH SIZE "n" ELEVATION ELEVATION AREA VELOCITY HEAD ELEVATION LOSS ELEVATION LOSS LOSS ELEVATION ELEVATION HEAD LOSS LOSS ELEVATION ELEVATION FREEBOARD CB CB (CFS) (FT) (IN) VALUE (FT) (FT) (SQ FT) (FT/SEC) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT) (FT) PIPE SEGMENT 30 31 1.28 79 12 0.012 338.99 339.40 0.79 1.63 0.04 340.12 0.09 340.40 0.02 0.04 340.46 340.40 0.01 0.05 0.00 340.50 344.11 3.61 31 32 0.73 22 12 0.012 339.40 339.51 0.79 0.94 0.01 340.50 0.01 340.51 0.01 0.01 340.53 340.51 0.01 0.01 0.00 340.53 344.11 3.58 32 33 0.55 42 12 0.012 339.51 339.72 0.79 0.70 0.01 340.53 0.01 340.72 0.00 0.01 340.73 340.72 0.00 0.00 0.00 340.73 344.39 3.66 33 34 0.34 189 12 0.012 339.72 340.66 0.79 0.44 0.00 340.73 0.01 341.66 0.00 0.00 341.66 341.66 0.00 0.00 0.00 341.66 343.66 2.00 34 35 0.14 150 12 0.012 340.66 341.80 0.79 0.18 0.00 341.66 0.00 342.80 0.00 0.00 342.80 342.80 0.00 0.00 0.00 342.80 344.80 2.00 26 36 1.09 62 12 0.012 335.75 337.42 0.79 1.39 0.03 338.39 0.05 338.44 0.02 0.03 338.48 338.42 0.03 0.00 0.00 338.45 340.93 2.48 36 37 1.10 37 12 0.012 337.42 337.60 0.79 1.41 0.03 338.45 0.03 338.60 0.02 0.03 338.65 338.60 0.00 0.00 0.00 338.65 341.19 2.54 28 38 1.12 37 12 0.012 336.76 337.93 0.79 1.43 0.03 339.27 0.03 339.30 0.02 0.03 339.35 338.93 0.00 0.00 0.00 339.35 342.11 2.76 29 39 1.26 37 12 0.012 337.49 339.55 0.79 1.61 0.04 339.46 0.04 340.55 0.02 0.04 340.61 340.55 0.00 0.00 0.00 340.61 343.53 2.92 RATIONAL METHOD CONVEYANCE SYSTEM DESIGN LOCATION: TACOMA PR (24-HR RAINFALL):4.25 INCHES PROJECT NAME: Railway Road - Yelm PROJECT NUMBER: 22205 PREPARED BY: KEL DESIGN STORM: 100 YEAR SUBBASIN PIPE PIPE PIPE ACTUAL TRAVEL PIPE CAPACITY SUMMARY LOCATION AREA SUM OF Tc IR QR MANNING'S SIZE SLOPE LENGTH VELOCITY (VR)TIME Q(FULL) V(FULL)QR/Q(FULL) FROM TO (AC) "C" (A * C) (A * C) (MIN) (IN/HR) (CFS) "n" (IN)(%) (FT) (FT/SEC) (MIN) (CFS) (FT/SEC) (%) 39 29 0.494 0.61 0.301 0.301 6.30 4.18 1.261 0.012 12 5.640 37 7.76 0.08 9.166 11.67 13.8% 38 28 0.440 0.61 0.268 0.268 6.30 4.18 1.123 0.012 12 3.200 37 6.37 0.10 6.904 8.79 16.3% 37 36 0.433 0.61 0.264 0.264 6.30 4.18 1.105 0.012 12 0.500 37 3.27 0.19 2.729 3.47 40.5% 36 26 0.004 0.61 0.002 0.267 6.49 4.10 1.092 0.012 12 2.680 62 5.83 0.18 6.319 8.05 17.3% 35 34 0.056 0.61 0.034 0.034 6.30 4.18 0.143 0.012 12 0.760 150 2.03 1.23 3.365 4.28 4.2% 34 33 0.096 0.61 0.059 0.093 7.53 3.69 0.342 0.012 12 0.500 189 2.31 1.36 2.729 3.47 12.5% 33 32 0.122 0.61 0.074 0.167 8.89 3.29 0.549 0.012 12 0.510 42 2.65 0.26 2.756 3.51 19.9% 32 31 0.100 0.61 0.061 0.228 9.16 3.22 0.735 0.012 12 0.510 22 2.95 0.13 2.756 3.51 26.7% 31 30 0.285 0.61 0.174 0.402 9.28 3.19 1.282 0.012 12 0.510 79 3.44 0.38 2.756 3.51 46.5% 30 29 0.253 0.61 0.154 0.556 9.67 3.10 1.725 0.012 12 0.510 295 3.70 1.33 2.756 3.51 62.6% 29 28 0.683 0.61 0.417 1.274 10.99 2.83 3.610 0.012 18 0.510 142 4.44 0.53 8.127 4.60 44.4% 28 27 0.383 0.61 0.234 1.776 11.53 2.74 4.868 0.012 18 0.510 162 4.78 0.56 8.127 4.60 59.9% 27 26 0.660 0.61 0.403 2.179 12.09 2.65 5.776 0.012 18 0.510 37 4.97 0.13 8.127 4.60 71.1% 26 Pond 0.136 0.61 0.083 2.528 12.22 2.63 6.654 0.012 18 2.610 25 9.52 0.04 18.384 10.40 36.2% 25 18 0.688 0.61 0.420 0.420 6.30 4.18 1.756 0.012 12 2.110 37 6.21 0.10 5.607 7.14 31.3% 3 2 0.967 0.61 0.590 0.590 6.30 4.18 2.468 0.012 12 0.500 22 3.93 0.10 2.729 3.47 90.4% 24 23 0.686 0.61 0.418 0.418 6.30 4.18 1.751 0.012 12 1.710 37 5.78 0.11 5.047 6.43 34.7% 23 20 0.499 0.61 0.304 0.723 6.41 4.13 2.988 0.012 12 0.800 108 4.97 0.36 3.452 4.40 86.6% 11 12 0.617 0.61 0.376 0.376 6.30 4.18 1.574 0.012 12 0.500 23 3.58 0.11 2.729 3.47 57.7% 12 10 0.086 0.61 0.052 0.429 6.41 4.13 1.773 0.012 12 0.500 88 3.70 0.40 2.729 3.47 65.0% 10 22 0.004 0.61 0.002 0.431 6.80 3.96 1.710 0.012 12 0.500 93 3.67 0.42 2.729 3.47 62.6% 22 21 0.679 0.61 0.414 0.845 7.23 3.80 3.213 0.012 18 0.510 37 4.28 0.15 8.127 4.60 39.5% 21 20 0.361 0.61 0.220 1.066 7.37 3.75 3.994 0.012 18 0.500 145 4.51 0.54 8.047 4.55 49.6% 20 19 0.008 0.61 0.005 1.793 7.91 3.57 6.398 0.012 18 0.500 63 5.05 0.21 8.047 4.55 79.5% 19 18 0.037 0.61 0.023 1.816 8.12 3.50 6.362 0.012 18 0.500 213 5.05 0.70 8.047 4.55 79.1% 18 1 0.566 0.61 0.345 2.581 8.82 3.31 8.530 0.012 21 0.570 264 5.74 0.77 12.960 5.39 65.8% 1 2 0.155 0.61 0.095 2.675 9.59 3.12 8.342 0.012 21 1.910 30 8.88 0.06 23.723 9.86 35.2% RATIONAL METHOD CONVEYANCE SYSTEM DESIGN LOCATION: TACOMA PR (24-HR RAINFALL):4.25 INCHES PROJECT NAME: Railway Road - Yelm PROJECT NUMBER: 22205 PREPARED BY: KEL DESIGN STORM: 100 YEAR SUBBASIN PIPE PIPE PIPE ACTUAL TRAVEL PIPE CAPACITY SUMMARY LOCATION AREA SUM OF Tc IR QR MANNING'S SIZE SLOPE LENGTH VELOCITY (VR)TIME Q(FULL) V(FULL)QR/Q(FULL) FROM TO (AC) "C" (A * C) (A * C) (MIN) (IN/HR) (CFS) "n" (IN)(%) (FT) (FT/SEC) (MIN) (CFS) (FT/SEC) (%) 2 Pond 0.041 0.61 0.025 3.290 9.64 3.10 10.216 0.012 21 0.500 32 5.65 0.10 12.138 5.05 84.2% 17 7 0.917 0.61 0.559 0.559 6.30 4.18 2.340 0.012 12 0.500 37 3.89 0.16 2.729 3.47 85.7% 9 8 0.655 0.61 0.400 0.400 6.30 4.18 1.671 0.012 12 0.490 37 3.62 0.17 2.702 3.44 61.9% 8 7 0.605 0.61 0.369 0.769 6.47 4.11 3.155 0.012 12 1.090 259 5.70 0.76 4.030 5.13 78.3% 7 6 0.714 0.61 0.436 1.764 7.23 3.80 6.698 0.012 18 0.500 62 5.10 0.20 8.047 4.55 83.2% 6 5 0.008 0.61 0.005 1.768 7.44 3.73 6.588 0.012 18 0.500 62 5.05 0.20 8.047 4.55 81.9% 5 16 0.160 0.61 0.098 1.866 7.64 3.66 6.821 0.012 18 0.500 37 5.10 0.12 8.047 4.55 84.8% 16 15 0.581 0.61 0.354 2.220 7.76 3.61 8.026 0.012 21 0.500 122 5.40 0.38 12.138 5.05 66.1% 15 14 0.385 0.61 0.235 2.455 8.14 3.50 8.585 0.012 21 0.500 76 5.45 0.23 12.138 5.05 70.7% 14 13 0.579 0.61 0.353 2.808 8.37 3.43 9.629 0.012 21 0.500 30 5.60 0.09 12.138 5.05 79.3% 13 Pond 0.121 0.61 0.074 2.882 8.46 3.40 9.809 0.012 21 0.500 37 5.60 0.11 12.138 5.05 80.8% DESIGN12100 NE 195th St, Suite 300 Bothell, Washington 98011 425.885.7877CIVIL ENGINEERINGLANDSCAPE ARCHITECTUREPLANNINGSURVEYING22205CONVEYANCE EXHIBITRAILWAY ROAD Core Design, Inc. RAILWAY ROAD Page 6-1 6. Special Reports and Studies The following reports have been submitted under separate cover. The following reports and assessments are provided for reference and informational purposes only. Core Design takes no responsibility or liability for these reports, assessments or designs as they were not completed under the direct supervision of Core Design. · Geotechnical Report prepared by Terra Associates, Inc. dated September 12, 2022 Core Design, Inc. RAILWAY ROAD Page 7-1 7. Other Permits There are no other permits at this time. Core Design, Inc. RAILWAY ROAD Page 8-1 8. Erosion and Sedimentation Control Analysis and Design In accordance with the City of Yelm Minimum Requirement #1, all fifteen erosion and sediment control requirements will be designed for and met. See the below explanations of how the project site proposes to meet the fifteen erosion and sediment control requirements. 8.1 Stabilization and Sediment Trapping All exposed and unworked soils shall be stabilized by suitable application of BMPs. From October 1st to April 30th, no soils shall remain unstabilized for more than two days. From May 1st to September 30th, no soils shall remain unstabilized for more than seven days. Prior to leaving the site, stormwater runoff shall pass through a sediment pond or sediment trap, or other appropriate BMPs. 8.2 Delineate Clearing and Easement Limits In the field, mark clearing limits and/or any easements, setbacks, sensitive/critical areas and their buffers, trees and drainage courses. 8.3 Protection of Adjacent Properties Properties adjacent to the project site shall be protected from sediment deposition. 8.4 Timing and Stabilization of Sediment Trapping Measures Sediment ponds and traps, perimeter dikes, sediment barriers, and other BMPs intended to trap sediment on-site shall be constructed as a first step in grading. These BMPs shall be functional before land disturbing activities take place. Earthen structures such as dams, dikes, and diversions shall be seeded and mulched according to the timing indicated in erosion and sediment control requirement No. 1. 8.5 Cut and Fill Slopes Cut and fill slopes shall be designed and constructed in a manner that will minimize erosion. In addition, slopes shall be stabilized in accordance with erosion and sediment control requirement No. 1. 8.6 Controlling Off-Site Erosion Properties and waterways downstream from development sites shall be protected from erosion due to increases in the volume, velocity, and peak flow rate of stormwater runoff from the project site. 8.7 Stabilization of Temporary Conveyance Channels and Outlets All temporary on-site conveyance channels shall be designed, constructed and stabilized to prevent erosion from the expected velocity of flow from a two-year, 24-hour frequency storm for the developed condition. Stabilization adequate to prevent erosion of outlets, adjacent streambanks, slopes and downstream reaches shall be provided at the outlets of all conveyance systems. Core Design, Inc. RAILWAY ROAD Page 8-2 8.8 Storm Drain Inlet Protection All storm drain inlets made operable during construction shall be protected so that stormwater runoff shall not enter the conveyance system without first being filtered or otherwise treated to remove sediment. 8.9 Underground Utility Construction The construction of underground utility lines shall be subject to the following criteria: I. Where feasible, no more than 500 feet of trench shall be opened at one time. II. Where consistent with safety and space considerations, excavated material shall be placed on the uphill sides of trenches. III. Trench dewatering devices shall discharge into a sediment trap or sediment pond. 8.10 Construction Access Routes Wherever construction vehicle access routes intersect paved roads, provisions must be made to minimize the transport of sediment (mud) onto the paved road. If sediment is transported onto a road surface, the roads shall be cleaned thoroughly at the end of each day. Sediment shall be removed from roads by shoveling or sweeping and be transported to a controlled sediment disposal area. Street washing shall be allowed only after sediment is removed in this manner. 8.11 Removal of Temporary BMPs 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 shall be permanently stabilized. 8.12 Dewatering Construction Sites Dewatering devices shall discharge into a sediment trap or sediment pond. 8.13 Control of Pollutants Other than Sediment on Construction Sites All pollutants other than sediment that occur on-site during construction shall be handled and disposed of in a manner that does not cause contamination of stormwater. 8.14 Maintenance All temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued performance of their intended function. All maintenance and repair shall be conducted in accordance with the manual. 8.15 Financial Liability Performance bonding, or other appropriate financial instruments, shall be required for all projects to ensure compliance with the approve erosion and sediment control plan. Core Design, Inc. RAILWAY ROAD Page 9-1 9. Bond Quantities, Facility Summaries and Declaration of Covenant Bond Quantities, Facility Summaries, and Declaration of Covenant will be provided as required by the city. Core Design, Inc. RAILWAY ROAD Page 10-1 10. Operations and Maintenance Manual Operations and Maintenance information for the proposed stormwater facilities, as provided by the SWMMWW, is included in the following pages. Additionally, maintenance of the proposed stormwater facilities will follow the guidance provided in the Yelm Engineering Specifications and Standard Details, and included below for reference. A. All stormwater facilities shall be inspected at regular intervals and maintained and repaired as needed to comply with Chapter 3.00 of the Yelm Engineering Specifications and Standard Details, the approved designs for stormwater facilities, stormwater permits that may be issued by the City, the State Department of Ecology or the Environmental Protection Agency (EPA), applicable construction standards, and the minimum requirements as stated in the Manual. B. Disposal of waste from maintenance activities shall be conducted in accordance with the minimum Function Standards for Solid Waste Handling, Chapter 173-304 WAC, guidelines for disposal of waste materials from stormwater maintenance activities, and where appropriate, the Dangerous Waste Regulations, Chapter 173-303 WAC. C. Unless otherwise specified by agreement, property owners are responsible for the maintenance operation, and repair of stormwater systems and BMP’s within their property. Property owners shall maintain, operate, and repair these facilities in compliance with the requirements of Chapter 3.00 of the Yelm Engineering Specifications and Standard Details and the Manual. Maintenance Component Defect Conditions When Maintenance Is Needed Results Expected When Maintenance Is Per- formed General Trash & Debris See Table V-A.1: Maintenance Standards - Detention Ponds See Table V-A.1: Maintenance Standards - Deten- tion Ponds  Poisonous/Noxious   Vegetation See Table V-A.1: Maintenance Standards - Detention Ponds See Table V-A.1: Maintenance Standards - Deten- tion Ponds Contaminants and  Pol- lution See  Table V-A.1: Maintenance Standards - Detention Ponds See Table V-A.1: Maintenance Standards - Deten- tion Ponds Rodent Holes See Table V-A.1: Maintenance Standards - Detention Ponds See  Table V-A.1: Maintenance Standards - Deten- tion Ponds Storage Area Sediment Water ponding in  infiltration pond after rainfall ceases and appropriate time allowed for  infiltration. Treatment basins should infiltrate  Water Quality Design Storm  Volume within 48 hours, and empty within 24 hours after cessation of most  rain events. Sediment is  removed and/or facility is cleaned so  that infiltration system works  according to design. Table V-A.2: Maintenance Standards - Infiltration (A percolation  test pit or test of facility indicates  facility is only working at 90% of its  designed capabilities. Test every 2 to 5 years. If  two inches  or more  sediment is present, remove).  Filter Bags (if  applicable)Filled with  Sediment and  Debris Sediment and  debris fill bag more than 1/2 full.Filter bag is  replaced or system is redesigned. Rock  Filters Sediment and  Debris By visual  inspection, little or no water flows  through filter during heavy rain storms.Gravel in rock  filter is replaced. Side Slopes of  Pond Erosion See Table V-A.1: Maintenance Standards - Detention Ponds See  Table V-A.1: Maintenance Standards - Deten- tion Ponds Emergency Overflow  Spillway  and Berms over 4 feet in height. Tree Growth See  Table V-A.1: Maintenance Standards - Detention Ponds See Table V-A.1: Maintenance Standards - Deten- tion Ponds Piping See Table V-A.1: Maintenance Standards - Detention Ponds See  Table V-A.1: Maintenance Standards - Deten- tion Ponds Emergency Overflow  Spillway Rock  Missing See  Table V-A.1: Maintenance Standards - Detention Ponds See Table V-A.1: Maintenance Standards - Deten- tion Ponds Erosion See  Table V-A.1: Maintenance Standards - Detention Ponds See Table V-A.1: Maintenance Standards - Deten- tion Ponds Pre-settling Ponds  and Vaults Facility or sump  filled  with Sediment and/or  debris 6" or  designed sediment trap depth of sediment.Sediment is  removed. Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is per- formed General   Trash & Debris    Trash or debris  which is located immediately in front of the catch basin opening or is  blocking inletting capacity of the basin by more than 10%. Trash or debris  (in the basin) that exceeds 60 percent of the sump depth as measured from the  bottom of basin to invert of the lowest pipe into or out of the  basin, but in  no case less than a minimum of six inches clearance from the debris surface  to the invert of the lowest pipe. Trash or debris in  any inlet or outlet pipe blocking more than 1/3 of its height. Dead animals or  vegetation that could generate odors that could cause complaints or dangerous  gases (e.g., methane).   No Trash or debris  located immediately in front of  catch basin or on grate opening. No trash or debris  in the catch basin. Inlet and outlet  pipes free of trash or debris. No dead animals or  vegetation present within the  catch basin. Sediment Sediment (in the  basin) that exceeds 60 percent of the sump depth as measured from the bottom  of basin to invert of the lowest pipe into or out of the  basin, but in no  case less than a minimum of 6 inches clearance from the sediment surface to  the invert of the lowest pipe.   No sediment in the  catch basin Structure Damage  to  Frame and/or Top Slab Top slab has holes  larger than 2 square inches or cracks wider than 1/4 inch. (Intent is to make  sure no material is running into basin). Frame not sitting  flush on top slab, i.e., separation of more than 3/4 inch of the frame from  the top slab. Frame not securely attached Top slab is free  of holes and cracks. Frame is sitting  flush on the riser rings or top slab  and firmly attached. Fractures or  Cracks in  Basin Walls/ Bottom Maintenance person judges that structure is  unsound. Grout fillet has  separated or cracked wider than 1/2 inch and longer than 1 foot at the joint  of any inlet/outlet pipe or any evidence of soil particles entering  catch  basin through cracks. Basin replaced or  repaired to design standards. Pipe is regrouted  and secure at basin wall. Settlement/  Mis- alignment If failure of  basin has created a safety, function, or design problem. Basin replaced or  repaired to design standards. Vegetation Vegetation growing  across and blocking more than 10% of the basin opening. Vegetation growing  in inlet/outlet pipe joints that is more than six inches tall and less than  six inches apart. No vegetation  blocking opening to basin. No vegetation or  root growth present. Contamination and  Pol- lution See Table V-A.1: Maintenance Standards - Detention Ponds No pollution  present. Catch Basin  Cover Cover Not in Place Cover is missing  or only partially in place. Any open catch basin requires maintenance.Cover/grate is in place, meets design standards,  and is secured Locking Mechanism   Not Working Mechanism cannot be  opened by one maintenance person with proper tools. Bolts into frame have  less than 1/2 inch of thread.Mechanism opens  with proper tools. Cover Difficult to   Remove One maintenance  person cannot remove lid after applying normal lifting pressure. (Intent is keep  cover from sealing off access to maintenance.) Cover can be  removed by one maintenance per- son. Ladder Ladder Rungs  Unsafe Ladder is unsafe  due to missing rungs, not securely attached to basin wall, misalignment,  rust, cracks, or sharp edges.Ladder meets  design standards and allows main- tenance person safe access. Metal Grates  (If Applicable) Grate opening  Unsafe Grate with opening  wider than 7/8 inch.Grate opening  meets design standards. Trash and Debris Trash and debris  that is blocking more than 20% of grate surface inletting capacity.Grate free of  trash and debris. Damaged or  Missing.Grate missing or  broken member(s) of the grate.Grate is in place, meets the design standards, and  is installed and aligned with the flow path. Table V-A.5: Maintenance Standards - Catch Basins 2019 Stormwater Management Manual for Western Washington Volume V -Appendix A -Page 1009 Maintenance Com- ponent Recommended Frequency a Condition when Maintenance is Needed (Stand- ards)Action Needed (Procedures) Inspection Routine Main- tenance Facility Footprint Earthen side slopes  and berms B, S  Erosion (gullies/ rills) greater than 2 inches deep  around  inlets, outlet, and alongside slopes  l Eliminate cause of erosion and stabilize damaged area (regrade, rock,  vegetation, erosion control matting)       l For deep channels or cuts (over 3  inches in ponding depth), temporary erosion control measures should be put in  place  until permanent repairs can be made.      l Properly designed, constructed and  established facilities with appropriate flow velocities should not have  erosion prob- lems except perhaps in extreme events. If erosion problems  persist, the following should be reassessed: (1) flow  volumes from  contributing areas and bioretention facility sizing; (2) flow velocities and  gradients within the facility; and  (3) flow dissipation and erosion  protection strategies at the facility inlet. A  Erosion of sides causes slope to become a hazard Take actions to eliminate the hazard and stabilize slopes A, S  Settlement greater than 3 inches (relative to undis- turbed  sections of berm)Restore to design height A, S  Downstream face of berm wet, seeps or leaks evid- ent Plug any holes and compact berm (may require consultation with  engineer, particularly for larger berms) A  Any evidence of rodent holes or water piping in berm  l Eradicate rodents (see "Pest  control")       l Fill holes and compact (may  require consultation with engineer, particularly for larger berms) Concrete sidewalls A  Cracks or failure of concrete sidewalls  l Repair/ seal cracks      l Replace if repair is insufficient Rockery sidewalls A  Rockery side walls are insecure Stabilize rockery sidewalls (may require consultation with  engineer, particularly for walls 4 feet or greater in height) Facility area   All maintenance vis- its (at least bian- nually) Trash and debris present Clean out trash and debris Facility bottom area A, S   Accumulated sediment to extent that infiltration rate  is  reduced (see "Ponded water") or surface storage  capacity significantly  impacted  l Remove excess sediment       l Replace any vegetation damaged or  destroyed by sediment accumulation and removal  l Mulch newly planted  vegetation      l Identify and control the sediment  source (if feasible)      l If accumulated sediment is  recurrent, consider adding presettlement or installing berms to create a  forebay at the inlet  During/after fall leaf  drop Accumulated leaves in facility Remove leaves if there is a risk to clogging outlet structure  or water flow is impeded Low  permeability  check dams  and weirs A, S   Sediment, vegetation, or debris accumulated at or  blocking (or  having the potential to block) check dam,  flow control weir or orifice Clear the blockage A, S  Erosion and/or undercutting present Repair and take preventative measures to prevent future erosion  and/or undercutting A  Grade board or top of weir damaged or not level Restore to level position Table V-A.21: Maintenance Standards - Bioretention Facilities 2019 Stormwater Management Manual for Western Washington Volume V -Appendix A -Page 1019 Maintenance Com- ponent Recommended Frequency a Condition when Maintenance is Needed (Stand- ards)Action Needed (Procedures) Inspection Routine Main- tenance Ponded water B, S   Excessive ponding water: Water overflows during  storms smaller  than the design event or ponded water  remains in the basin 48 hours or longer  after the end  of a storm. Determine  cause and resolve in the following order:       1. Confirm leaf or debris buildup in  the bottom of the facility is not impeding infiltration. If necessary, remove  leaf lit- ter/debris.       2. Ensure that underdrain (if  present) is not clogged. If necessary, clear underdrain.  3. Check for other water inputs  (e.g., groundwater, illicit connections).   4. Verify that the facility is sized  appropriately for the contributing area. Confirm that the contributing area  has not  increased.     If steps #1-4 do not solve the problem, the bioretention soil is likely  clogged by sediment accumulation at  the surface or has become overly  compacted. Dig a small hole to observe soil profile and identify compaction  depth or  clogging front to help determine the soil depth to be removed or  otherwise rehabilitated (e.g., tilled). Consultation with  an engineer is  recommended. Bioretention soil mix As needed   Bioretention soil mix protection is needed when per- forming  maintenance requiring entrance into the facil- ity footprint  l Minimize all loading in the facility  footprint (foot traffic and other loads) to the degree feasible in order to  prevent com- paction of bioretention soils.      l Never drive equipment or apply  heavy loads in facility footprint.      l Because the risk of compaction is  higher during saturated soil conditions, any type of loading in the cell  (including foot  traffic) should be minimized during wet conditions.   l Consider measures to distribute loading if heavy foot traffic is required  or equipment must be placed in facility. As an  example, boards may be placed  across soil to distribute loads and minimize compaction.     l If compaction occurs, soil must be loosened or otherwise rehabilitated to  original design state. Inlets/Outlets/Pipes Splash block inlet A  Water is not being directed properly to the facility and  away  from the inlet structure Reconfigure/ repair blocks to direct water to facility and away  from structure Curb cut inlet/outlet M during the wet  season and  before severe  storm is fore- casted Weekly during fall  leaf drop Accumulated leaves at curb cuts Clear leaves (particularly important for key inlets and low  points along long, linear facilities) Pipe inlet/outlet A  Pipe is damaged Repair/ replace W  Pipe is clogged Remove roots or debris A, S  Sediment, debris, trash, or mulch reducing capacity  of  inlet/outlet  l Clear the blockage  l Identify the source of the  blockage and take actions to prevent future blockages  Weekly during fall  leaf drop Accumulated leaves at inlets/outlets Clear leaves (particularly important for key inlets and low  points along long, linear facilities)  A Maintain access for inspections  l Clear vegetation (transplant vegetation  when possible) within 1 foot of inlets and outlets, maintain access  pathways  l Consultation with a landscape  architect is recommended for removal, transplant, or substitution of plants Table V-A.21: Maintenance Standards - Bioretention Facilities (continued) 2019 Stormwater Management Manual for Western Washington Volume V -Appendix A -Page 1020 Maintenance Com- ponent Recommended Frequency a Condition when Maintenance is Needed (Stand- ards)Action Needed (Procedures) Inspection Routine Main- tenance Erosion control at inlet A  Concentrated flows are causing erosion Maintain a cover of rock or cobbles or other erosion protection  measure (e.g., matting) to protect the ground where con- centrated water enters  the facility (e.g., a pipe, curb cut or swale) Trash rack S  Trash or other debris present on trash rack Remove/dispose A  Bar screen damaged or missing Repair/replace Overflow A, S  Capacity reduced by sediment or debris Remove sediment or debris/dispose Underdrain pipe Clean pipe as  needed Clean orifice at  least biannually  (may need more fre- quent  cleaning     dur- ing wet season)  l Plant roots, sediment or debris reducing  capa- city of underdrain  l Prolonged surface ponding (see "Ponded  water"                               l Jet clean or rotary cut debris/roots from  underdrain(s)  l If underdrains are equipped with a  flow restrictor (e.g., orifice) to attenuate flows, the orifice must be cleaned  regularly. Vegetation Facility bottom area  and upland slope  veget- ation Fall and Spring   Vegetation survival rate falls below  75% within first  two years  of establishment (unless project O&M  manual or record drawing stipulates  more or less than  75% survival rate).  l Determine cause of poor vegetation growth  and correct condition  l Replant as necessary to obtain 75%  survival rate or greater. Refer to original planting plan, or approved  jurisdictional  species list for appropriate plant replacements (See Appendix  3 - Bioretention Plant List, in the LID Technical Guid- ance Manual for Puget Sound, (Hinman and Wulkan, 2012)).  l Confirm that plant selection is  appropriate for site growing conditions  l Consultation with a landscape  architect is recommended for removal, transplant, or substitution of plants Vegetation (general)As needed  Presence of diseased plants and plant material  l Remove any diseased plants or plant parts  and dispose of in an approved location (e.g., commercial landfill) to avoid   risk of spreading the disease to other plants  l Disinfect gardening tools after  pruning to prevent the spread of disease  l See the Pacific Northwest Plant Disease Management Handbook (Pscheidt and Ocamb, 2016) for information on dis- ease recognition and for  additional resources  l Replant as necessary according to  recommendations provided for "facility bottom area and upland slope  vegetation". Trees and  shrubs   All pruning seasons      (timing varies by  species) Pruning as needed  l Prune trees and shrubs in a manner  appropriate for each species. Pruning should be performed by landscape  pro- fessionals familiar with proper pruning techniques  l All pruning of mature trees should  be performed by or under the direct guidance of an ISA certified arborist A  Large trees and shrubs interfere with operation of the  facility  or access for maintenance  l Prune trees and shrubs using most current  ANSI A300 standards and ISA BMPs.  l Remove trees and shrubs, if  necessary. Fall and Spring  Standing dead vegetation is present  l Remove standing dead vegetation  l Replace dead vegetation within 30  days of reported dead and dying plants (as practical depending on  weather/planting  season)  l If vegetation replacement is not  feasible within 30 days, and absence of vegetation may result in erosion  problems,  temporary erosion control measures should be put in place  immediately.  l Determine cause of dead vegetation  and address issue, if possible Table V-A.21: Maintenance Standards - Bioretention Facilities (continued) 2019 Stormwater Management Manual for Western Washington Volume V -Appendix A -Page 1021 Maintenance Com- ponent Recommended Frequency a Condition when Maintenance is Needed (Stand- ards)Action Needed (Procedures) Inspection Routine Main- tenance  l If specific plants have a high  mortality rate, assess the cause and replace with appropriate species.  Consultation with  a landscape architect is recommended. Fall and Spring  Planting beneath mature trees  l When working around and below mature trees,  follow the most current ANSI A300 standards and ISA BMPs to the  extent  practicable (e.g., take care to minimize any damage to tree roots and avoid  compaction of soil).  l Planting of small shrubs or  groundcovers beneath mature trees may be desirable in some cases; such  plantings  should use mainly plants that come as bulbs, bare root or in 4-inch  pots; plants should be in no larger than 1-gallon con- tainers. Fall and Spring  Presence of or need for stakes and guys (tree growth,   maturation, and support needs)  l Verify location of facility liners and  underdrain (if any) prior to stake installation in order to prevent liner  puncture or pipe  damage  l Monitor tree support systems:  Repair and adjust as needed to provide support and prevent damage to  tree.  l Remove tree supports (stakes,  guys, etc.) after one growing season or maximum of 1 year.     l Backfill stake holes after  removal. Trees and shrubs adja- cent to vehicle travel  areas (or areas where   visibility needs to be  maintained) A  Vegetation causes some visibility (line of sight) or  driver  safety issues  l Maintain appropriate height for sight  clearance  l When continued, regular pruning  (more than one time/ growing season) is required to maintain visual sight  lines for  safety or clearance along a walk or drive, consider relocating the  plant to a more appropriate location.  l Remove or transplant if continual  safety hazard  l Consultation with a landscape  architect is recommended for removal, transplant, or substitution of plants Flowering plants  A Dead or spent flowers present Remove spent flowers (deadhead) Perennials  Fall Spent plants Cut back dying or dead and fallen foliage and stems Emergent vegetation  Spring Vegetation compromises conveyance Hand rake sedges and rushes with a small  rake or fingers to remove dead foliage before new growth emerges in spring or   earlier only if the foliage is blocking water flow (sedges and rushes do not  respond well to pruning) Ornamental grasses      (perennial) Winter and Spring Dead material from previous year's growing cycle or  dead  collapsed foliage  l Leave dry foliage for winter interest  l Hand rake with a small rake or  fingers to remove dead foliage back to within several inches from the soil  before new  growth emerges in spring or earlier if the foliage collapses and  is blocking water flow Ornamental grasses      (evergreen) Fall and Spring Dead growth present in spring  l Hand rake with a small rake or fingers to  remove dead growth before new growth emerges in spring  l Clean, rake, and comb grasses when  they become too tall   l Cut back to ground or thin every  2-3 years as needed Noxious weeds   M     (March - October,  preceding seed dis- persal) Listed noxious vegetation is present (refer to current  county  noxious weed list)  l By law, class A & B noxious weeds must  be removed, bagged and disposed as garbage immediately  l Reasonable attempts must be made  to remove and dispose of class C noxious weeds  l It is strongly encouraged that  herbicides and pesticides not be used in order to protect water quality; use  of herbicides  and pesticides may be prohibited in some jurisdictions  l Apply mulch after weed removal (see "Mulch") Weeds  M     (March - October, Weeds are present  l Remove weeds with their roots manually with  pincer-type weeding tools, flame weeders, or hot water weeders as   Table V-A.21: Maintenance Standards - Bioretention Facilities (continued) 2019 Stormwater Management Manual for Western Washington Volume V -Appendix A -Page 1022 Maintenance Com- ponent Recommended Frequency a Condition when Maintenance is Needed (Stand- ards)Action Needed (Procedures) Inspection Routine Main- tenance preceding seed dis- persal) appropriate  l Follow IPM protocols for weed management (see "Additional Maintenance Resources" section for more information  on IPM protocols) Excessive vegetation   Once in early to  mid- May and once  in early- to mid-  September Low-lying vegetation growing beyond facility edge  onto  sidewalks, paths, or street edge poses ped- estrian safety hazard or may clog  adjacent permeable  pavement surfaces due to associated leaf litter,  mulch,  and soil  l Edge or trim groundcovers and shrubs at  facility edge  l Avoid mechanical blade-type edger and do not use edger or trimmer within 2 feet of tree trunks  l While some clippings can be left in the facility to replenish organic material in the soil, excessive leaf litter can cause  surface soil clogging As needed   Excessive vegetation density inhibits stormwater  flow beyond design ponding or becomes a hazard for  pedestrian and vehicular circulation and safety  l Determine whether pruning or other routine maintenance is adequate to maintain proper plant density and aesthetics  l Determine if planting type should be replaced to avoid ongoing maintenance issues (an aggressive grower under per- fect growing conditions should be transplanted to a location where it will not impact flow)  l Remove plants that are weak, broken or not true to form; replace in-kind  l Thin grass or plants impacting  facility function without leaving visual holes or bare soil areas      l Consultation with a landscape  architect is recommended for removal, transplant, or substitution of plants As needed  Vegetation blocking curb cuts, causing excessive  sediment  buildup and flow bypass Remove vegetation and sediment buildup Mulch Mulch  Following weeding Bare spots (without mulch cover) are present or  mulch depth  less than 2 inches  l Supplement mulch with hand tools to a depth  of 2 to 3 inches   l Replenish mulch per O&M  manual. Often coarse compost is used in the bottom of the facility and arborist  wood chips  are used on side slopes and rim (above typical water levels)     l Keep all mulch away from woody  stems Watering Irrigation system (if  any)   Based on man- ufacturer's instruc- tions Irrigation system present Follow manufacturer's instructions for  O&M A  Sprinklers or drip irrigation not directed/located to  properly  water plants Redirect sprinklers or move drip irrigation  to desired areas Summer watering     (first  year)  Once every 1-2  weeks or as needed  during prolonged  dry periods Trees, shrubs and groundcovers in first year of estab- lishment  period  l 10 to 15 gallons per tree      l 3 to 5 gallons per shrub      l 2 gallons water per square foot for groundcover areas      l Water deeply, but infrequently, so  that the top 6 to 12 inches of the root zone is moist      l Use soaker hoses or spot water with a shower type wand when irrigation system is not present  o Pulse water to enhance soil absorption, when feasible     Table V-A.21: Maintenance Standards - Bioretention Facilities (continued) 2019 Stormwater Management Manual for Western Washington Volume V -Appendix A -Page 1023 Maintenance Com- ponent Recommended Frequency a Condition when Maintenance is Needed (Stand- ards)Action Needed (Procedures) Inspection Routine Main- tenance  o Pre-moisten soil to break surface tension of dry or hydrophobic  soils/mulch, followed by several more passes.  With this method , each pass  increases soil absorption and allows more water to infiltrate prior to  runoff       l Add a tree bag or slow-release  watering device (e.g., bucket with a perforated bottom) for watering newly  installed  trees when irrigation system is not present Summer watering  (second and third  years)   Once every 2-4  weeks or as needed  during prolonged  dry periods Trees, shrubs and groundcovers in second or third  year of  establishment period  l 10 to 15 gallons per tree      l 3 to 5 gallons per shrub      l 2 gallons water per square foot for groundcover areas      l Water deeply, but infrequently, so  that the top 6 to 12 inches of the root zone is moist       l Use soaker hoses or spot water with a shower type wand when irrigation system is not present  o Pulse water to enhance soil  absorption, when feasible       o Pre-moisten soil to break surface  tension of dry or hydrophobic soils/mulch, followed by several more passes.   With this method , each pass increases soil absorption and allows more water  to infiltrate prior to runoff Summer watering      (after establishment) As needed Established vegetation (after 3 years)  l Plants are typically selected to be drought  tolerant and not require regular watering after establishment; however,  trees  may take up to 5 years of watering to become fully established      l Identify trigger mechanisms for  drought-stress (e.g., leaf wilt, leaf senescence, etc.) of different species  and water  immediately after initial signs of stress appear      l Water during drought conditions or  more often if necessary to maintain plant cover Pest Control Mosquitoes B, S  Standing water remains for more than 3 days after the  end of a  storm  l Identify the cause of the standing water  and take appropriate actions to address the problem (see "Ponded  water")       l To facilitate maintenance,  manually remove standing water and direct to the storm drainage system (if  runoff is from  non pollution-generating surfaces) or sanitary sewer system  (if runoff is from pollution-generating surfaces) after get- ting approval from  sanitary sewer authority.       l Use of pesticides or Bacillus thuringiensis israelensis   (Bti) may be considered only as a temporary measure while  addressing the  standing water cause. If overflow to a surface water will occur within 2  weeks after pesticide use,  apply for coverage under the Aquatic Mosquito  Control NPDES General Permit. Nuisance animals As needed  Nuisance animals causing erosion, damaging plants,  or  depositing large volumes of feces  l Reduce site conditions that attract  nuisance species where possible (e.g., plant shrubs and tall grasses to  reduce  open areas for geese, etc.)        l Place predator decoys       l Follow IPM protocols for specific nuisance animal issues (see "Additional Maintenance Resources" section for more  information on IPM protocols)        l Remove pet waste regularly        l For public and right-of-way sites  consider adding garbage cans with dog bags for picking up pet waste. Insect pests Every site visit  associated with  Signs of pests, such as wilting leaves, chewed  leaves and bark,  spotting or other indicators  l Reduce hiding places for pests by removing  diseased and dead plants       l For infestations, follow IPM protocols (see "Additional Maintenance Resources" section for more information on IPM  Table V-A.21: Maintenance Standards - Bioretention Facilities (continued) 2019 Stormwater Management Manual for Western Washington Volume V -Appendix A -Page 1024 Maintenance Com- ponent Recommended Frequency a Condition when Maintenance is Needed (Stand- ards)Action Needed (Procedures) Inspection Routine Main- tenance vegetation man- agement protocols) Note that the inspection and routine maintenance frequencies listed above are recommended by Ecology. They do not supersede or replace the municipal stormwater permit requirements for inspection frequency required of municipal stormwater per- mittees for "stormwater treatment and flow control BMPs/facilities". a Frequency: A = Annually; B = Biannually (twice per year); M = Monthly;  W = At least one visit should occur during the wet season (for debris/clog  related maintenance, this inspection/maintenance visit should occur in the  early fall, after deciduous  trees have lost their leaves); S = Perform  inspections after major storm events (24-hour storm event with a 10-year or  greater recurrence interval). IPM - Integrated Pest Management ISA - International Society of Arboriculture Table V-A.21: Maintenance Standards - Bioretention Facilities (continued) Component Recommended Frequency a Condition when Maintenance is Needed (Standards)Action Needed (Procedures) Inspection Routine Maintenance Surface/Wearing Course Permeable     Pave- ments, all A, S  Runoff from adjacent pervious areas deposits  soil, mulch or  sediment on paving  l Clean deposited soil or other materials  from permeable pavement or other adjacent surfacing     l Check if surface elevation of  planted area is too high, or slopes towards pavement, and can be regraded  (prior  to regrading, protect permeable pavement by covering with temporary  plastic and secure covering in place)      l Mulch and/or plant all exposed  soils that may erode to pavement surface Porous asphalt or per- vious  concrete  A or B None  (routine maintenance) Clean  surface debris from pavement surface using one or a combination of the  following methods:      l Remove sediment, debris, trash,  vegetation, and other debris deposited onto pavement (rakes and leaf  blowers can  be used for removing leaves)       l Vacuum/sweep permeable paving installation using:  o Walk-behind vacuum (sidewalks)       o High efficiency regenerative air or vacuum sweeper (roadways, parking lots)       o ShopVac or brush brooms (small areas)       l Hand held pressure washer or  power washer with rotating brushes     Follow equipment manufacturer guidelines  for when equipment is most  effective for cleaning permeable pavement. Dry weather is more effective for   some equipment. Ab   Surface is clogged:     Ponding on surface or water  flows off the permeable pavement surface dur- ing  a rain event (does not infiltrate)  l Review the overall performance of the  facility (note that small clogged areas may not reduce overall per- formance of  facility)       l Test the surface infiltration  rate using ASTM C1701 as a corrective maintenance indicator. Perform one test   per installation, up to 2,500 square feet. Perform an additional test for  each additional 2,500 square feet up to  15,000 square feet total. Above  15,000 square feet, add one test for every 10,000 square feet.       l If the results indicate an  infiltration rate of 10 inches per hour or less, then perform corrective  maintenance to  restore permeability. To clean clogged pavement surfaces, use  one or combination of the following  methods: Table V-A.22: Maintenance Standards - Permeable Pavement 2019 Stormwater Management Manual for Western Washington Volume V -Appendix A -Page 1025 Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is Performed General Sediment  Accumulation When sediment  forms a cap over the insert media of the insert and/or unit.No sediment cap on  the insert media and its unit. Trash and Debris  Accumulation Trash and debris  accumulates on insert unit creating a blockage/restriction.Trash and debris  removed from insert unit. Runoff freely flows into catch basin. Media Insert Not  Removing Oil Effluent water  from media insert has a visible sheen.Effluent water  from media insert is free of oils and has no visible sheen. Media Insert Water  Saturated Catch basin insert  is saturated with water and no longer has the capacity to absorb.Remove and replace  media insert Media Insert-Oil  Saturated Media oil saturated  due to petroleum spill that drains into catch basin.Remove and replace  media insert. Media Insert Use  Beyond  Product Life Media has been  used beyond the typical average life of media insert product.Remove and replace  media at regular intervals, depending on insert product. Table V-A.18: Maintenance Standards - Catch Basin Inserts Appendix A WWHM Report WWHM2012 PROJECT REPORT 22205 Bioretention 10/19/2023 2:00:12 PM Page 2 General Model Information WWHM2012 Project Name:22205 Bioretention Site Name:Railway Road (Yelm) Site Address: City:Yelm Report Date:10/19/2023 Gage:Lake Lawrence Data Start:1955/10/01 Data End:2008/09/30 Timestep:15 Minute Precip Scale:0.857 Version Date:2023/01/27 Version:4.2.19 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year 22205 Bioretention 10/19/2023 2:00:12 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat 14.92 Pervious Total 14.92 Impervious Land Use acre Impervious Total 0 Basin Total 14.92 22205 Bioretention 10/19/2023 2:00:12 PM Page 4 Frontage Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Flat 0.33 Pervious Total 0.33 Impervious Land Use acre Impervious Total 0 Basin Total 0.33 22205 Bioretention 10/19/2023 2:00:12 PM Page 5 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre A B, Pasture, Flat 6.38 Pervious Total 6.38 Impervious Land Use acre ROADS FLAT 3.46 ROOF TOPS FLAT 4.63 Impervious Total 8.09 Basin Total 14.47 22205 Bioretention 10/19/2023 2:00:12 PM Page 6 Frontage Bypass:No GroundWater:No Pervious Land Use acre A B, Pasture, Flat 0.07 Pervious Total 0.07 Impervious Land Use acre ROADS FLAT 0.26 Impervious Total 0.26 Basin Total 0.33 22205 Bioretention 10/19/2023 2:00:12 PM Page 7 Routing Elements Predeveloped Routing 22205 Bioretention 10/19/2023 2:00:12 PM Page 8 Mitigated Routing Bioretention Bottom Length: 138.00 ft. Bottom Width: 58.00 ft. Material thickness of first layer: 1.5 Material type for first layer: SMMWW 12 in/hr Material thickness of second layer: 0 Material type for second layer: GRAVEL Material thickness of third layer: 0 Material type for third layer: SMMWW Infiltration On Infiltration rate:12 Infiltration safety factor:1 Wetted surface area On Total Volume Infiltrated (ac-ft.):1491.961 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):1491.961 Percent Infiltrated:100 Total Precip Applied to Facility:38.08 Total Evap From Facility:14.043 Underdrain not used Discharge Structure Riser Height:3.4 ft. Riser Diameter:24 in. Element Flows To: Outlet 1 Outlet 2 Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.2410 0.0000 0.0000 0.0000 0.0593 0.2404 0.0050 0.0000 0.0000 0.1187 0.2380 0.0101 0.0000 0.0000 0.1780 0.2356 0.0152 0.0000 0.0011 0.2374 0.2332 0.0204 0.0000 0.0058 0.2967 0.2309 0.0257 0.0000 0.0103 0.3560 0.2285 0.0310 0.0000 0.0164 0.4154 0.2262 0.0363 0.0000 0.0243 0.4747 0.2239 0.0418 0.0000 0.0343 0.5341 0.2216 0.0473 0.0000 0.0465 0.5934 0.2192 0.0528 0.0000 0.0611 0.6527 0.2170 0.0584 0.0000 0.0783 0.7121 0.2147 0.0641 0.0000 0.0983 0.7714 0.2124 0.0698 0.0000 0.1213 0.8308 0.2101 0.0756 0.0000 0.1475 0.8901 0.2079 0.0815 0.0000 0.1770 0.9495 0.2056 0.0874 0.0000 0.2101 1.0088 0.2034 0.0934 0.0000 0.2470 1.0681 0.2012 0.0994 0.0000 0.2878 1.1275 0.1990 0.1055 0.0000 0.3327 1.1868 0.1967 0.1117 0.0000 0.3820 1.2462 0.1946 0.1179 0.0000 0.4358 1.3055 0.1924 0.1242 0.0000 0.4944 1.3648 0.1902 0.1306 0.0000 0.5578 1.4242 0.1880 0.1370 0.0000 0.6263 22205 Bioretention 10/19/2023 2:00:12 PM Page 9 1.4835 0.1859 0.1435 0.0000 0.6998 1.5000 0.1837 0.1453 0.0000 2.3819 Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 1.5000 0.2410 0.1453 0.0000 0.5558 0.0291 1.5593 0.2434 0.1597 0.0000 0.5558 0.0583 1.6187 0.2459 0.1742 0.0000 0.5998 0.0876 1.6780 0.2483 0.1889 0.0000 0.6218 0.1170 1.7374 0.2507 0.2037 0.0000 0.6438 0.1466 1.7967 0.2532 0.2186 0.0000 0.6658 0.1763 1.8560 0.2556 0.2337 0.0000 0.6878 0.2061 1.9154 0.2581 0.2490 0.0000 0.7098 0.2361 1.9747 0.2606 0.2644 0.0000 0.7317 0.2662 2.0341 0.2630 0.2799 0.0000 0.7537 0.2964 2.0934 0.2655 0.2956 0.0000 0.7757 0.3267 2.1527 0.2680 0.3114 0.0000 0.7977 0.3571 2.2121 0.2706 0.3274 0.0000 0.8197 0.3877 2.2714 0.2731 0.3435 0.0000 0.8417 0.4184 2.3308 0.2756 0.3598 0.0000 0.8637 0.4493 2.3901 0.2782 0.3762 0.0000 0.8857 0.4802 2.4495 0.2807 0.3928 0.0000 0.9077 0.5113 2.5088 0.2833 0.4095 0.0000 0.9296 0.5425 2.5681 0.2859 0.4264 0.0000 0.9516 0.5738 2.6275 0.2885 0.4435 0.0000 0.9736 0.6053 2.6868 0.2911 0.4607 0.0000 0.9956 0.6368 2.7462 0.2937 0.4780 0.0000 1.0176 0.6685 2.8055 0.2963 0.4955 0.0000 1.0396 0.7004 2.8648 0.2989 0.5132 0.0000 1.0616 0.7323 2.9242 0.3016 0.5310 0.0000 1.0836 0.7644 2.9835 0.3042 0.5490 0.0000 1.1056 0.7966 3.0429 0.3069 0.5671 0.0000 1.1275 0.8289 3.1022 0.3096 0.5854 0.0000 1.1495 0.8614 3.1615 0.3122 0.6038 0.0000 1.1715 0.8940 3.2209 0.3149 0.6225 0.0000 1.1935 0.9267 3.2802 0.3176 0.6412 0.0000 1.2155 0.9595 3.3396 0.3203 0.6601 0.0000 1.2375 0.9925 3.3989 0.3231 0.6792 0.0000 1.2595 1.0255 3.4582 0.3258 0.6985 0.0000 1.2815 1.0587 3.5176 0.3285 0.7179 0.0000 1.3035 1.0921 3.5769 0.3313 0.7375 0.0000 1.3254 1.1255 3.6363 0.3341 0.7572 0.0000 1.3474 1.1591 3.6956 0.3368 0.7771 0.0000 1.3694 1.1928 3.7549 0.3396 0.7972 0.0000 1.3914 1.2266 3.8143 0.3424 0.8174 0.0000 1.4134 1.2606 3.8736 0.3452 0.8378 0.0000 1.4354 1.2947 3.9330 0.3480 0.8584 0.0000 1.4574 1.3289 3.9923 0.3509 0.8791 0.0000 1.4794 1.3632 4.0516 0.3537 0.9001 0.0000 1.5014 1.3977 4.1110 0.3566 0.9211 0.0000 1.5234 1.4323 4.1703 0.3594 0.9424 0.0000 1.5453 1.4670 4.2297 0.3623 0.9638 0.0000 1.5673 1.5018 4.2890 0.3652 0.9854 0.0000 1.5893 1.5368 4.3484 0.3681 1.0071 0.0000 1.6113 1.5718 4.4077 0.3710 1.0290 0.0000 1.6333 1.6071 4.4670 0.3739 1.0511 0.0000 1.6553 1.6424 4.5264 0.3768 1.0734 0.0000 1.6773 1.6778 4.5857 0.3797 1.0959 0.0000 1.6993 1.7134 22205 Bioretention 10/19/2023 2:00:12 PM Page 10 4.6451 0.3827 1.1185 0.0000 1.7213 1.7491 4.7044 0.3856 1.1413 0.0000 1.7432 1.7850 4.7637 0.3886 1.1642 0.0000 1.7652 1.8209 4.8231 0.3915 1.1874 0.0000 1.7872 1.8570 4.8824 0.3945 1.2107 0.0000 1.8092 1.8932 4.9418 0.3975 1.2342 0.1811 1.8157 1.9296 5.0011 0.4005 1.2579 0.6813 1.8157 1.9660 5.0604 0.4035 1.2818 1.3591 1.8157 2.0026 5.1198 0.4066 1.3058 2.1695 1.8157 2.0393 5.1791 0.4096 1.3300 3.0815 1.8157 2.0762 5.2385 0.4126 1.3544 4.0665 1.8157 2.1131 5.2978 0.4157 1.3790 5.0960 1.8157 2.1502 5.3571 0.4187 1.4037 6.1405 1.8157 2.1771 5.4000 0.4210 1.4217 7.1705 1.8157 2.6042 22205 Bioretention 10/19/2023 2:00:12 PM Page 11 Surface Bioretention 22205 Bioretention 10/19/2023 2:00:12 PM Page 12 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:15.25 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:6.45 Total Impervious Area:8.35 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.023132 5 year 0.06419 10 year 0.118344 25 year 0.241674 50 year 0.396821 100 year 0.634748 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 22205 Bioretention 10/19/2023 2:03:28 PM Page 13 Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1956 0.076 0.000 1957 0.017 0.000 1958 0.012 0.000 1959 0.012 0.000 1960 0.012 0.000 1961 0.055 0.000 1962 0.011 0.000 1963 0.012 0.000 1964 0.012 0.000 1965 0.012 0.000 1966 0.012 0.000 1967 0.020 0.000 1968 0.012 0.000 1969 0.012 0.000 1970 0.012 0.000 1971 0.100 0.000 1972 0.162 0.000 1973 0.012 0.000 1974 0.042 0.000 1975 0.012 0.000 1976 0.017 0.000 1977 0.012 0.000 1978 0.017 0.000 1979 0.012 0.000 1980 0.012 0.000 1981 0.028 0.000 1982 0.031 0.000 1983 0.012 0.000 1984 0.012 0.000 1985 0.012 0.000 1986 0.028 0.000 1987 0.026 0.000 1988 0.012 0.000 1989 0.012 0.000 1990 0.087 0.000 1991 0.132 0.000 1992 0.012 0.000 1993 0.012 0.000 1994 0.012 0.000 1995 0.076 0.000 1996 0.184 0.000 1997 0.122 0.000 1998 0.029 0.000 1999 0.012 0.000 2000 0.012 0.000 2001 0.011 0.000 2002 0.078 0.000 2003 0.012 0.000 2004 0.772 0.000 2005 0.124 0.000 2006 0.555 0.000 2007 0.239 0.000 2008 0.012 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 22205 Bioretention 10/19/2023 2:03:28 PM Page 14 Rank Predeveloped Mitigated 1 0.7721 0.0000 2 0.5551 0.0000 3 0.2394 0.0000 4 0.1840 0.0000 5 0.1616 0.0000 6 0.1317 0.0000 7 0.1245 0.0000 8 0.1217 0.0000 9 0.0998 0.0000 10 0.0872 0.0000 11 0.0783 0.0000 12 0.0758 0.0000 13 0.0758 0.0000 14 0.0546 0.0000 15 0.0422 0.0000 16 0.0313 0.0000 17 0.0290 0.0000 18 0.0284 0.0000 19 0.0283 0.0000 20 0.0263 0.0000 21 0.0199 0.0000 22 0.0170 0.0000 23 0.0170 0.0000 24 0.0167 0.0000 25 0.0123 0.0000 26 0.0123 0.0000 27 0.0123 0.0000 28 0.0123 0.0000 29 0.0123 0.0000 30 0.0123 0.0000 31 0.0123 0.0000 32 0.0122 0.0000 33 0.0122 0.0000 34 0.0122 0.0000 35 0.0122 0.0000 36 0.0122 0.0000 37 0.0122 0.0000 38 0.0122 0.0000 39 0.0121 0.0000 40 0.0121 0.0000 41 0.0120 0.0000 42 0.0120 0.0000 43 0.0120 0.0000 44 0.0120 0.0000 45 0.0120 0.0000 46 0.0120 0.0000 47 0.0119 0.0000 48 0.0119 0.0000 49 0.0118 0.0000 50 0.0117 0.0000 51 0.0117 0.0000 52 0.0110 0.0000 53 0.0108 0.0000 22205 Bioretention 10/19/2023 2:03:28 PM Page 15 LID Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0019 24253 0 0 Pass 0.0019 23342 0 0 Pass 0.0020 22506 0 0 Pass 0.0021 21744 0 0 Pass 0.0022 20963 0 0 Pass 0.0023 20276 0 0 Pass 0.0024 19663 0 0 Pass 0.0025 19086 0 0 Pass 0.0026 18512 0 0 Pass 0.0027 17994 0 0 Pass 0.0028 17483 0 0 Pass 0.0029 16994 0 0 Pass 0.0030 16503 0 0 Pass 0.0031 16026 0 0 Pass 0.0032 15583 0 0 Pass 0.0033 15217 0 0 Pass 0.0034 14784 0 0 Pass 0.0035 14385 0 0 Pass 0.0036 13953 0 0 Pass 0.0037 13522 0 0 Pass 0.0038 13180 0 0 Pass 0.0039 12838 0 0 Pass 0.0040 12467 0 0 Pass 0.0041 12166 0 0 Pass 0.0042 11811 0 0 Pass 0.0043 11504 0 0 Pass 0.0044 11207 0 0 Pass 0.0045 10935 0 0 Pass 0.0046 10656 0 0 Pass 0.0047 10404 0 0 Pass 0.0048 10145 0 0 Pass 0.0049 9904 0 0 Pass 0.0050 9657 0 0 Pass 0.0051 9393 0 0 Pass 0.0052 9185 0 0 Pass 0.0053 8989 0 0 Pass 0.0054 8752 0 0 Pass 0.0055 8532 0 0 Pass 0.0056 8305 0 0 Pass 0.0057 8105 0 0 Pass 0.0058 7915 0 0 Pass 0.0059 7722 0 0 Pass 0.0060 7530 0 0 Pass 0.0061 7324 0 0 Pass 0.0062 7150 0 0 Pass 0.0063 6982 0 0 Pass 0.0064 6819 0 0 Pass 0.0065 6653 0 0 Pass 0.0066 6506 0 0 Pass 0.0067 6349 0 0 Pass 0.0068 6187 0 0 Pass 0.0069 5992 0 0 Pass 0.0070 5845 0 0 Pass 22205 Bioretention 10/19/2023 2:03:28 PM Page 16 0.0071 5679 0 0 Pass 0.0071 5508 0 0 Pass 0.0072 5351 0 0 Pass 0.0073 5204 0 0 Pass 0.0074 5077 0 0 Pass 0.0075 4940 0 0 Pass 0.0076 4786 0 0 Pass 0.0077 4650 0 0 Pass 0.0078 4505 0 0 Pass 0.0079 4382 0 0 Pass 0.0080 4239 0 0 Pass 0.0081 4105 0 0 Pass 0.0082 3960 0 0 Pass 0.0083 3841 0 0 Pass 0.0084 3713 0 0 Pass 0.0085 3579 0 0 Pass 0.0086 3457 0 0 Pass 0.0087 3340 0 0 Pass 0.0088 3211 0 0 Pass 0.0089 3104 0 0 Pass 0.0090 3001 0 0 Pass 0.0091 2892 0 0 Pass 0.0092 2793 0 0 Pass 0.0093 2700 0 0 Pass 0.0094 2594 0 0 Pass 0.0095 2503 0 0 Pass 0.0096 2423 0 0 Pass 0.0097 2325 0 0 Pass 0.0098 2225 0 0 Pass 0.0099 2122 0 0 Pass 0.0100 2018 0 0 Pass 0.0101 1925 0 0 Pass 0.0102 1847 0 0 Pass 0.0103 1758 0 0 Pass 0.0104 1675 0 0 Pass 0.0105 1584 0 0 Pass 0.0106 1494 0 0 Pass 0.0107 1401 0 0 Pass 0.0108 1310 0 0 Pass 0.0109 1233 0 0 Pass 0.0110 1145 0 0 Pass 0.0111 1057 0 0 Pass 0.0112 971 0 0 Pass 0.0113 892 0 0 Pass 0.0114 828 0 0 Pass 0.0115 747 0 0 Pass 0.0116 689 0 0 Pass 22205 Bioretention 10/19/2023 2:04:22 PM Page 17 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0116 1125 0 0 Pass 0.0155 153 0 0 Pass 0.0193 121 0 0 Pass 0.0232 98 0 0 Pass 0.0271 80 0 0 Pass 0.0310 61 0 0 Pass 0.0349 53 0 0 Pass 0.0388 49 0 0 Pass 0.0427 45 0 0 Pass 0.0466 39 0 0 Pass 0.0505 37 0 0 Pass 0.0544 33 0 0 Pass 0.0583 32 0 0 Pass 0.0622 30 0 0 Pass 0.0660 29 0 0 Pass 0.0699 27 0 0 Pass 0.0738 26 0 0 Pass 0.0777 23 0 0 Pass 0.0816 19 0 0 Pass 0.0855 18 0 0 Pass 0.0894 16 0 0 Pass 0.0933 16 0 0 Pass 0.0972 15 0 0 Pass 0.1011 13 0 0 Pass 0.1050 11 0 0 Pass 0.1089 10 0 0 Pass 0.1127 9 0 0 Pass 0.1166 9 0 0 Pass 0.1205 9 0 0 Pass 0.1244 8 0 0 Pass 0.1283 6 0 0 Pass 0.1322 5 0 0 Pass 0.1361 5 0 0 Pass 0.1400 5 0 0 Pass 0.1439 5 0 0 Pass 0.1478 5 0 0 Pass 0.1517 5 0 0 Pass 0.1556 5 0 0 Pass 0.1594 5 0 0 Pass 0.1633 4 0 0 Pass 0.1672 4 0 0 Pass 0.1711 4 0 0 Pass 0.1750 4 0 0 Pass 0.1789 4 0 0 Pass 0.1828 4 0 0 Pass 0.1867 3 0 0 Pass 0.1906 3 0 0 Pass 0.1945 3 0 0 Pass 0.1984 3 0 0 Pass 0.2022 3 0 0 Pass 0.2061 3 0 0 Pass 0.2100 3 0 0 Pass 0.2139 3 0 0 Pass 22205 Bioretention 10/19/2023 2:04:22 PM Page 18 0.2178 3 0 0 Pass 0.2217 3 0 0 Pass 0.2256 3 0 0 Pass 0.2295 3 0 0 Pass 0.2334 3 0 0 Pass 0.2373 3 0 0 Pass 0.2412 2 0 0 Pass 0.2451 2 0 0 Pass 0.2489 2 0 0 Pass 0.2528 2 0 0 Pass 0.2567 2 0 0 Pass 0.2606 2 0 0 Pass 0.2645 2 0 0 Pass 0.2684 2 0 0 Pass 0.2723 2 0 0 Pass 0.2762 2 0 0 Pass 0.2801 2 0 0 Pass 0.2840 2 0 0 Pass 0.2879 2 0 0 Pass 0.2918 2 0 0 Pass 0.2956 2 0 0 Pass 0.2995 2 0 0 Pass 0.3034 2 0 0 Pass 0.3073 2 0 0 Pass 0.3112 2 0 0 Pass 0.3151 2 0 0 Pass 0.3190 2 0 0 Pass 0.3229 2 0 0 Pass 0.3268 2 0 0 Pass 0.3307 2 0 0 Pass 0.3346 2 0 0 Pass 0.3384 2 0 0 Pass 0.3423 2 0 0 Pass 0.3462 2 0 0 Pass 0.3501 2 0 0 Pass 0.3540 2 0 0 Pass 0.3579 2 0 0 Pass 0.3618 2 0 0 Pass 0.3657 2 0 0 Pass 0.3696 2 0 0 Pass 0.3735 2 0 0 Pass 0.3774 2 0 0 Pass 0.3813 2 0 0 Pass 0.3851 2 0 0 Pass 0.3890 2 0 0 Pass 0.3929 2 0 0 Pass 0.3968 2 0 0 Pass 22205 Bioretention 10/19/2023 2:04:22 PM Page 19 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. 22205 Bioretention 10/19/2023 2:04:22 PM Page 20 LID Report 22205 Bioretention 10/19/2023 2:04:37 PM Page 21 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. 22205 Bioretention 10/19/2023 2:04:37 PM Page 22 Appendix Predeveloped Schematic 22205 Bioretention 10/19/2023 2:04:38 PM Page 23 Mitigated Schematic 22205 Bioretention 10/19/2023 2:04:39 PM Page 24 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1955 10 01 END 2008 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 22205 Bioretention.wdm MESSU 25 Pre22205 Bioretention.MES 27 Pre22205 Bioretention.L61 28 Pre22205 Bioretention.L62 30 POC22205 Bioretention1.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 1 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 22205 Bioretention 10/19/2023 2:04:39 PM Page 25 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 22205 Bioretention 10/19/2023 2:04:39 PM Page 26 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 1 14.92 COPY 501 12 PERLND 1 14.92 COPY 501 13 Frontage*** PERLND 1 0.33 COPY 501 12 PERLND 1 0.33 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-> *** 22205 Bioretention 10/19/2023 2:04:39 PM Page 27 <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 0.857 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 0.857 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL 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 22205 Bioretention 10/19/2023 2:04:39 PM Page 28 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1955 10 01 END 2008 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 22205 Bioretention.wdm MESSU 25 Mit22205 Bioretention.MES 27 Mit22205 Bioretention.L61 28 Mit22205 Bioretention.L62 30 POC22205 Bioretention1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 4 IMPLND 1 IMPLND 4 GENER 2 RCHRES 1 RCHRES 2 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 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 *** 4 A/B, Pasture, 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 *** 4 0 0 1 0 0 0 0 0 0 0 0 0 22205 Bioretention 10/19/2023 2:04:39 PM Page 29 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 4 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 *** 4 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 4 0 5 1.5 400 0.05 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 4 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 4 0.15 0.5 0.3 0 0.7 0.4 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 4 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 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 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 4 1 9 4 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 4 0 0 0 0 0 END IWAT-PARM1 22205 Bioretention 10/19/2023 2:04:39 PM Page 30 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 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 4 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 4 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 4 6.38 RCHRES 1 2 PERLND 4 6.38 RCHRES 1 3 IMPLND 1 3.46 RCHRES 1 5 IMPLND 4 4.63 RCHRES 1 5 Frontage*** PERLND 4 0.07 RCHRES 1 2 PERLND 4 0.07 RCHRES 1 3 IMPLND 1 0.26 RCHRES 1 5 ******Routing****** PERLND 4 6.38 COPY 1 12 IMPLND 1 3.46 COPY 1 15 IMPLND 4 4.63 COPY 1 15 PERLND 4 6.38 COPY 1 13 RCHRES 1 1 RCHRES 2 8 PERLND 4 0.07 COPY 1 12 IMPLND 1 0.26 COPY 1 15 PERLND 4 0.07 COPY 1 13 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> # # *** 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-009 3 1 1 1 28 0 1 2 Bioretention 2 1 1 1 28 0 1 END GEN-INFO 22205 Bioretention 10/19/2023 2:04:39 PM Page 31 *** 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 0.03 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 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 = 8473.72 *** 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 22205 Bioretention 10/19/2023 2:04:39 PM Page 32 GENER 2 v2d2 = vpo2 END SPEC-ACTIONS FTABLES FTABLE 2 27 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.241047 0.000000 0.000000 0.000000 0.059341 0.240381 0.005015 0.000000 0.000000 0.118681 0.237992 0.010089 0.000000 0.000000 0.178022 0.235612 0.015221 0.000000 0.001075 0.237363 0.233244 0.020412 0.000000 0.005849 0.296703 0.230885 0.025662 0.000000 0.010299 0.356044 0.228537 0.030971 0.000000 0.016391 0.415385 0.226199 0.036340 0.000000 0.024322 0.474725 0.223872 0.041769 0.000000 0.034289 0.534066 0.221555 0.047258 0.000000 0.046483 0.593407 0.219248 0.052808 0.000000 0.061095 0.652747 0.216951 0.058418 0.000000 0.078313 0.712088 0.214665 0.064089 0.000000 0.098327 0.771429 0.212389 0.069822 0.000000 0.121326 0.830769 0.210124 0.075617 0.000000 0.147501 0.890110 0.207869 0.081473 0.000000 0.177043 0.949451 0.205624 0.087391 0.000000 0.210144 1.008791 0.203390 0.093372 0.000000 0.246998 1.068132 0.201166 0.099416 0.000000 0.287799 1.127473 0.198952 0.105523 0.000000 0.332743 1.186813 0.196749 0.111693 0.000000 0.382025 1.246154 0.194556 0.117926 0.000000 0.435842 1.305495 0.192374 0.124223 0.000000 0.494385 1.364835 0.190201 0.130585 0.000000 0.557835 1.424176 0.188039 0.137011 0.000000 0.626341 1.483516 0.185888 0.143502 0.000000 0.699838 1.500000 0.183747 0.194530 0.000000 2.381944 END FTABLE 2 FTABLE 1 67 6 Depth Area Volume Outflow1 Outflow2 Outflow3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.183747 0.000000 0.000000 0.000000 0.029074 0.059341 0.243450 0.014375 0.000000 0.555834 0.029074 0.118681 0.245863 0.028893 0.000000 0.599812 0.058272 0.178022 0.248286 0.043555 0.000000 0.621801 0.087596 0.237363 0.250720 0.058360 0.000000 0.643790 0.117046 0.296703 0.253164 0.073311 0.000000 0.665779 0.146620 0.356044 0.255619 0.088407 0.000000 0.687768 0.176320 0.415385 0.258084 0.103648 0.000000 0.709757 0.206144 0.474725 0.260559 0.119037 0.000000 0.731746 0.236094 0.534066 0.263044 0.134572 0.000000 0.753735 0.266170 0.593407 0.265540 0.150255 0.000000 0.775724 0.296370 0.652747 0.268046 0.166087 0.000000 0.797713 0.326696 0.712088 0.270563 0.182068 0.000000 0.819702 0.357146 0.771429 0.273090 0.198198 0.000000 0.841691 0.387722 0.830769 0.275627 0.214479 0.000000 0.863680 0.418424 0.890110 0.278175 0.230910 0.000000 0.885669 0.449250 0.949451 0.280733 0.247493 0.000000 0.907658 0.480202 1.008791 0.283301 0.264228 0.000000 0.929647 0.511279 1.068132 0.285880 0.281116 0.000000 0.951636 0.542481 1.127473 0.288469 0.298157 0.000000 0.973625 0.573808 1.186813 0.291068 0.315352 0.000000 0.995614 0.605260 1.246154 0.293678 0.332702 0.000000 1.017603 0.636838 1.305495 0.296298 0.350207 0.000000 1.039592 0.668541 1.364835 0.298929 0.367867 0.000000 1.061581 0.700369 1.424176 0.301569 0.385684 0.000000 1.083570 0.732322 1.483516 0.304220 0.403658 0.000000 1.105559 0.764400 1.542857 0.306882 0.421790 0.000000 1.127549 0.796604 1.602198 0.309554 0.440080 0.000000 1.149538 0.828933 1.661538 0.312236 0.458528 0.000000 1.171527 0.861387 22205 Bioretention 10/19/2023 2:04:39 PM Page 33 1.720879 0.314928 0.477137 0.000000 1.193516 0.893966 1.780220 0.317631 0.495905 0.000000 1.215505 0.926671 1.839560 0.320344 0.514834 0.000000 1.237494 0.959500 1.898901 0.323068 0.533924 0.000000 1.259483 0.992455 1.958242 0.325802 0.553176 0.000000 1.281472 1.025535 2.017582 0.328546 0.572591 0.000000 1.303461 1.058741 2.076923 0.331301 0.592169 0.000000 1.325450 1.092071 2.136264 0.334066 0.611910 0.000000 1.347439 1.125527 2.195604 0.336841 0.631816 0.000000 1.369428 1.159108 2.254945 0.339626 0.651887 0.000000 1.391417 1.192814 2.314286 0.342422 0.672124 0.000000 1.413406 1.226645 2.373626 0.345229 0.692527 0.000000 1.435395 1.260601 2.432967 0.348045 0.713097 0.000000 1.457384 1.294683 2.492308 0.350872 0.733834 0.000000 1.479373 1.328890 2.551648 0.353710 0.754739 0.000000 1.501362 1.363222 2.610989 0.356558 0.775813 0.000000 1.523351 1.397679 2.670330 0.359416 0.797056 0.000000 1.545340 1.432262 2.729670 0.362284 0.818469 0.000000 1.567329 1.466969 2.789011 0.365163 0.840053 0.000000 1.589318 1.501802 2.848352 0.368052 0.861807 0.000000 1.611307 1.536760 2.907692 0.370951 0.883734 0.000000 1.633296 1.571844 2.967033 0.373861 0.905833 0.000000 1.655285 1.607052 3.026374 0.376781 0.928104 0.000000 1.677274 1.642386 3.085714 0.379712 0.950550 0.000000 1.699263 1.677845 3.145055 0.382653 0.973169 0.000000 1.721252 1.713429 3.204396 0.385604 0.995964 0.000000 1.743241 1.749138 3.263736 0.388565 1.018934 0.000000 1.765230 1.784973 3.323077 0.391537 1.042080 0.000000 1.787219 1.820933 3.382418 0.394519 1.065402 0.000000 1.809208 1.857017 3.441758 0.397512 1.088902 0.181080 1.815724 1.893228 3.501099 0.400515 1.112580 0.681301 1.815724 1.929563 3.560440 0.403528 1.136436 1.359086 1.815724 1.966023 3.619780 0.406552 1.160471 2.169538 1.815724 2.002609 3.679121 0.409586 1.184686 3.081484 1.815724 2.039320 3.738462 0.412630 1.209082 4.066506 1.815724 2.076156 3.797802 0.415685 1.233658 5.095990 1.815724 2.113118 3.857143 0.418750 1.258416 6.140541 1.815724 2.150204 3.900000 0.420970 1.276410 7.170460 1.815724 2.177067 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 0.857 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 0.857 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 0.857 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 1004 FLOW ENGL REPL RCHRES 2 HYDR O 1 1 1 WDM 1008 FLOW ENGL REPL RCHRES 2 HYDR O 2 1 1 WDM 1009 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1005 STAG ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1006 STAG ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1007 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> # #*** 22205 Bioretention 10/19/2023 2:04:39 PM Page 34 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 END MASS-LINK END RUN 22205 Bioretention 10/19/2023 2:04:39 PM Page 35 Predeveloped HSPF Message File 22205 Bioretention 10/19/2023 2:04:39 PM Page 36 Mitigated HSPF Message File 22205 Bioretention 10/19/2023 2:04:39 PM Page 37 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2023; 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