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Home My WebLink AboutRS_Drainage_180712_v1.pdf. Solera Subdivision Drainage Report July 2018 Solera Subdivision i Drainage Report 2018 Prepared for: Quadrant Homes 15900 SE. Eastgate Way, Suite 300 Bellevue, WA 98008 Prepared by: Jeremy Febus, PE, LEED AP KPFF Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 KPFF Project No. 117659 July KPFF Consulting Engineers ii This Page Intentionally Left Blank Solera Subdivision iii Table of Contents 1. 1. Project Overview ....................................................................................................... 1 2. 2. Existing Conditions ................................................................................................... 2 3. 3. Conditions and Requirements Summary...................................................................... 3 Core Requirement No. 1: Discharge at The natural Location ...................................................... 3 Core Requirement No. 2: Offsite Analysis .................................................................................. 3 Core Requirement No. 3: Flow Control ....................................................................................... 3 Core Requirement No. 4: Conveyance System ........................................................................... 3 Core Requirement No. 5: Construction Stormwater Pollution prevention .................................. 3 Core Requirement No. 6: Maintenance and Operations ............................................................. 3 Core Requirement No. 7: Financial Guarantees and Liability ....................................................... 3 Core Requirement No. 8: water quality ...................................................................................... 3 Core Requirement No. 9: On-Site BMPS .................................................................................... 4 special requirement No. 1: Other Adopted Area-Specific Requirements ..................................... 4 special requirement No. 2: Flood Hazard Area Delineation ......................................................... 4 special requirement No. 3: Flood Protection Facilities ................................................................. 4 special requirement No. 4: Source Control .................................................................................. 4 special requirement No. 5: oil control .......................................................................................... 4 special requirement No. 6: aquifer protection areas .................................................................... 4 4. 4. Off-Site Analysis ....................................................................................................... 4 3.1 upstream analysis .................................................................................................................. 4 3.2 Downstream analysis ............................................................................................................ 4 5. 5. Flow Control Analysis and Design ............................................................................... 7 6. 6. Water Quality Analysis and Design ............................................................................. 8 6.1 Water Quality Requirement .................................................................................................. 9 6.2 On-site BMP Requirement .................................................................................................... 9 7. 7. Conveyance System Analysis and Design .................................................................. 10 8. 8. Esc Analysis and Design ........................................................................................... 10 9. 9. Special Reports and Studies ..................................................................................... 10 10. 10. Bond Quantities and Declaration of Covenant .......................................................... 10 KPFF Consulting Engineers iv List of Figures Figure 1-1: Site Map .................................................................................................................................. 1 Figure 1-2: Site Topography ...................................................................................................................... 2 Figure 4-1: Predeveloped Areas ................................................................................................................ 7 Figure 4-2: Developed Areas ..................................................................................................................... 8 Figure 5-1: Surface Runoff Basins .............................................................................................................. 9 List of Tables Table 4-1: MGS Flood Peak Flow Rate Results ........................................................................................... 8 Appendices Appendix A Existing Conditions Site Map Proposed Conditions Site Plan Appendix B Flow Control Applications Map MGS Flood Peak Flow Report MGS Flood Bioretention Report Appendix C Geotechnical Report Infiltration Test Report Drainage Report – Solera Unit Lot Subdivision Appendix A 1. Project Overview The Solera Subdivision is a proposed residential and mixed use development at the northern corner of NE 10th Ave and Sunset Blvd in Renton, Washington. The project consists of 151 for-sale town home units, approximately 521 apartment units and roughly 39,000 sq ft of non-residential or commercial space. The project consists of 6 existing parcels which will be subdivided into 7 parcels including realignment and dedication of a portion of Jefferson Avenue NE ROW totaling 11.8 acres (Figure 1-1). The realigned and expanded public right-of-ways will bisect the site connecting NE 12th Street to NE 10th Street and Harrington Place to NE Sunset Boulevard. Additional frontage ROW dedications will be provides as well. Figure 1-1: Site Map SITE KPFF Consulting Engineers 2 2. Existing Conditions The site is substantially developed and paved in its existing condition. The current use, the Greater Hi-Lands Shopping Center and its accompanying surface parking lot occupy the majority of the site. A 1.1 acre parcel, in the southwest corner of the site, is undeveloped - consisting of lawn and gravel. The majority of the site slopes to the southwest at grades of 2-5%. The northern extent of the project site, near the existing US Bank building, slopes toward NE 12th St at grades of 2-5%. See Figure 2-1 for an overview of site topography. Figure 1-2: Site Topography Drainage Report – Solera Unit Lot Subdivision Appendix A 3. Conditions and Requirements Summary In compliance to the City of Renton city code, proposed development shall be in accordance with a city amended version of the 2016 King County Surface Water Manual City titled The Renton Surface Water Manual (RSWM). CORE REQUIREMENT NO. 1: DISCHARGE AT THE NATURAL L OCATION The project proposes to connect to existing public stormwater conveyance systems in NE 10th St and NE 12th St. These storm drains converge within ¼ mile downstream. CORE REQUIREMENT NO. 2: OFFSITE ANALYSIS An offsite analysis has been conducted, see Section 3. CORE REQUIREMENT NO. 3: FLOW CONTROL According to the Flow Control Application Map, from the RSWM the development is required to meet the Peak Rate Flow Control Standard – Match Existing. Developed flows must match 2, 10 and 100-yr peak flows which existed on site prior to May 1979. Existing improvements on the site were built in phases over a range of years from 1958 to 1977, and so for the purposes of this analysis, “existing conditions” are defined as the current land use. CORE REQUIREMENT NO. 4: CONVEYANCE SYSTEM Proposed conveyance system elements, both onsite and offsite, shall be analyzed, designed and constructed according to RSWM requirements. Conveyance system calculations will be provided during construction document permitting following entitlement. CORE REQUIREMENT NO. 5: CONSTRUCTION STORMWATER PO LLUTION PREVENTION Erosion and Sediment Control measures and Stormwater Pollution Prevention and Spill Control measures will be applied through a Construction Stormwater Pollution Prevention (CSWPP) plan to be prepared during construction permitting. CORE REQUIREMENT NO. 6: MAINTENANCE AND OPERATIONS Operation and Maintenance measures for stormwater infrastructure will be provided prior to Final Plat Submittal. CORE REQUIREMENT NO. 7: FINANCIAL GUARANTEES AND LI ABILITY Bond quantities for the City of Renton will be provided prior to construction permitting. CORE REQUIREMENT NO. 8: WATER QUALITY The project is required to apply Enhanced Basic WQ treatment due to the Commercial and multifamily land uses. To achieve this bioretention facilities have been proposed throughout the site, See Section 5 for a more detailed analysis. KPFF Consulting Engineers 4 CORE REQUIREMENT NO. 9: ON-SITE BMPS The project is satisfying the on-site BMP requirement by demonstrating compliance with the LID Performance Standard as described in Section 1.2.9.1.B in the RSWM. The LID Performance standard is being achieved through the use of bioretention facilities dispersed throughout the development. See Section 6 for a more detailed analysis. SPECIAL REQUIREMENT NO. 1: OTHER ADOPTED AREA-SPECI FIC REQUIREMENTS This project is within the Sunset Area Surface Water Master Plan (CH2M HILL, 2011) which requires the developer to install an 8 ft wide bioretention facility along the south side of NE 12th St. SPECIAL REQUIREMENT NO. 2: FLOOD HAZARD AREA DELINE ATION This project is not located in a flood hazard area. SPECIAL REQUIREMENT NO. 3: FLOOD PROTECTION FACILIT IES This project does not modify or use a flood protection facility. SPECIAL REQUIREMENT NO. 4: SOURCE CONTROL Source control requirements apply to projects proposing a commercial building or which require a Commercial Site Development permit. The commercial development will apply the appropriate BMP’s required during building permits. SPECIAL REQUIREMENT NO. 5: OIL CONTROL The project does not classify as a high use site and is thus exempt from the Special Requirement #5. SPECIAL REQUIREMENT NO. 6: AQUIFER PROTECTION AREAS The project is within wellhead protection zone 2. However, the project is not proposing any of the drainage facilities mentioned in Section 1.3.6 of the RSWM and thus special requirement No. 6 is not applicable. 4. Off-Site Analysis 3.1 UPSTREAM ANALYSIS The site is on a ridgeline. There are no upstream basins that drain onto the project site. 3.2 DOWNSTREAM ANALYSIS Approximately 90% of the existing development drains to the southwest, where it is collected in the public conveyance systems within NE 10th St. The Sunset Neighborhood park, directly across NE 10th St, has sized their bioretention cells to accommodate 0.77 acres of the flow from our site, while the rest of this runoff is conveyed west along 10th St toward Sunset Blvd. The remaining approximately 10% of existing runoff flows, to the north, where it discharges to the public stormwater conveyance system within NE 12th St. Flow from all of three of these discharge locations converge within ¼ mile downstream. The downstream path for this site’s runoff is contained within a piped public conveyance system. Approximately 1 mile downstream, the piped system crosses under Interstate 405 and outfalls into a series of Drainage Report – Solera Unit Lot Subdivision Appendix A wetlands. Runoff flows through the wetlands until it reaches a creek which flows to Lake Washington. The Sunset Area Storm Water Master Plan notes that there are no known capacity issues in the drainage system downstream of our site. KPFF Consulting Engineers 6 Figure 3-1: 1-Mile Downstream Flow Path Drainage Report – Solera Unit Lot Subdivision Appendix A 5. Flow Control Analysis and Design According to the Flow Control Application Map the project falls within the Peak Flow Control Standard (Existing Site conditions) Region (see Appendix B). This standard states that the 2, 10 and 100 yr peak flows for developed conditions must be less than peak flows that existed on site prior to May 1979. The King County Assessor’s Reports indicate that the latest improvements to the developed parcels were made in 1977. Street frontages being improved (Sunset Blvd, Harrington Pl, Kirkland Avenue NE, and NE 12th St) were all assumed to their current condition prior to the on-site parcels. See Figures 4-1 and 4-2 for a comparison of impervious and pervious surfaces in the existing and developed conditions. For this reason existing surveyed conditions were modeled as existing conditions in this analysis. Figure 5-1: Predeveloped Areas KPFF Consulting Engineers 8 Figure 5-2: Developed Areas Table 5-1: MGS Flood Peak Flow Rate Results The proposed improvements to the site will create more pervious surface than existed in May 1979. As a result, without the implementation of any flow control measures, te developed peak flows are less than predeveloped peak flows in the 2, 10 and 100yr condition – complying with Core Requirement #3. 6. Water Quality Analysis and LID Performance Standard Design The project is proposing to construct infiltrating bioretention cells to satisfy both Core Requirement No. 8 Water Quality and Core Requirement No. 9 On-site BMPs. Predeveloped Peak Flows Developed Peak Flows 2 yr 4.35 cfs 3.92 cfs 10 yr 6.42 cfs 5.90 cfs 100 yr 11.34 cfs 10.64 cfs Drainage Report – Solera Unit Lot Subdivision Appendix A 6.1 WATER QUALITY REQUIREMENT Over 50% of the developed site will be commercial and multifamily land use. According to the RSWM this triggers the need for Enhanced Basic Water Quality treatment. The treatment goal of Enhanced Basic Water Requirement can be achieved by treating targeted surface runoff with bioretention (Enhanced Basic Option 4, 6.1.2 RSWM). The project site has been subdivided into 56 sub-basins (Figure 5-1) Figure 5-1: Surface Runoff Basins The grading approach in each of these sub-basins is such that runoff will sheet flow from new PGIS and drain through a curb cut into a bioretention facility. Runoff will be treated in the bioretention cells and infiltrate into native soils. Additionally, the surface runoff from street frontage improvements will be treated using bioretention cells (basins 47-56). Bioretention facilities have been sized using MGS Flood methodology to treat 91% of runoff entering the cell. An infiltration rate of 6 in/hr was used for the amended soil and an infiltration rate of 0.7 in/hr was used for the underlying native soils consistent with infiltration test results completed by Earth Solutions Northwest LLC (report in Appendix C). It should be noted that the 0.7 in/hr is a conservative infiltration rate. Rates ranging from 2 in/hr – 20 in/hr were tested on site, but the lowest rate was used along with a correction factor to. The MGS Flood Report demonstrating compliance is located in Appendix B. 6.2 ON-SITE BMP REQUIREMENT According to section 1.2.9 of the RWSM, Core Requirement #9 can be satisfied by, 1) application of BMPs to the maximum extent feasible 2) or by using a continuous runoff model to demonstrate compliance with the Low Impact Development (LID) Performance Standard. KPFF Consulting Engineers 10 This development has opted to use the LID performance Standard. In order to comply with this standard, “Stormwater discharges shall match developed discharge durations to pre-developed durations for the range of pre-developed discharge rates from 8% of the 2-year peak flow to 50% of the 2-yr peak flows.” These durations must be matched through the modeling of on-site BMPs —bioretention has been chosen for this development. Using the same basins and infiltration rates as in section 6.1, each individual basin was modeled to LID duration standards using MGS Flood Methodology. It was found that the LID performance standard generated bioretention facilities smaller in size than what is needed to meet water quality standards. For this reason, all bioretention facilities were sized to water quality standards, i.e. 91% of runoff treated. MGS Flood Reports in Appendix B show results for both water quality and LID performance standard. 6.2 ON-SITE BMP MIXED USE LOTS Mixed-use lots will use a combination of green-roof and ground level bio-retention planters to achieve 100% of the LID performance standard. Meeting this requirement strictly through the use of bio-retention planters would require approximately 2800 square feet of planter area on each mixed use parcel. The preliminary drainage plan demonstrates that area in excess of this amount is available adjacent to the building structures. The actual BMP sizing and placement will be refined and fully documented through individual site plan entitlements for each mixed-use parcel. 7. Conveyance System Analysis and Design No existing capacity issues are known within the downstream conveyance system. A detailed analysis will be performed for the projects receiving conveyance system during construction document permitting. Proposed conveyance system elements, both onsite and offsite, shall be analyzed, designed and constructed according to RSWM requirements. Conveyance system calculations will be provided during construction document permitting following entitlement. 8. Esc Analysis and Design Erosion and Sediment Control measures and Stormwater Pollution Prevention and Spill Control measures will be applied through a Construction Stormwater Pollution Prevention (CSWPP) plan. 9. Special Reports and Studies The Sunset Area Surface water Master Plan (CH2M HILL, 2011) discusses the City of Renton’s surface water management program within the Sunset Area. The Master Plan requires this project to install an 8’ bioretention facility along the south side of NE 12th St. 10. Bond Quantities and Declaration of Covenant Bond quantities for the City of Renton will be provided prior to construction permitting. Drainage Report – Solera Unit Lot Subdivision Appendix A KPFF Consulting Engineers 12 Appendix A 1. Existing Conditions Site Map 2. Proposed Conditions Site Plan NE 1 2 TH S T R E E T (A D ED I CA T ED PUB L I C R IGH T O F WA Y ) HARRINGTON PLACE NE (A DEDICATED PUBLIC RIGHT OF W A Y )KIRKLAND AVENUE NE(A DEDICATED PUBLIC RIGHT OF WAY)NE SUNSET BOULEVARD (A DEDICATED PUBLIC RIGHT OF WAY) SUNSET LANE NE (A DEDICATED PUBLIC RIGHT OF WAY)NE 10TH STREET(A DEDICATED PUBLIC RIGHT OF WAY)SUNSET LANE NE (A DEDICATED PUBLIC RIGHT OF WAY) NE SUNSET BOULEVARD (A DEDICATED PUBLIC RIGHT OF WAY) PERVIOUS: 1.8 ACRES IMPERVIOUS = 10.8 ACRES SUNSET BLVD KIRKLAND AVE NENE 12TH ST HARRINGTON PL NE NE 10TH STEXISTING CONDITIONS 1601 5th Avenue, Suite 1600 Seattle, WA 98101 206.622.5822 www.kpff.com PERVIOUS: 3.17 ACRES IMPERVIOUS = 9.43 ACRES SUNSET BLVD KIRKLAND AVE NENE 12TH ST HARRINGTON PL NE NE 10TH STDEVELOPED CONDITIONS Drainage Report - Rose Hill Subdivision Appendix B Appendix B 1. Flow Control Applications Map 2. MGS Flood Peak Flow Report 3. MGS Flood Bioretention Report LakeDesire ShadyLake (MudLake) PantherLake LakeYoungs LakeWashington Bl a c kRi ver Gr eenRiv e r C edarRi verUV900 UV167 UV515 UV169 UV900 UV169 UV167BN IncBN IncBBNNIInnccSSEERReennttoonn II ssss aa qquuaahh RR dd RReennttoonnMMaappllee VVaalllleeyyRRdd MMaapplleeVVaalllleeyyHHwwyy 110088tthhAAvveeSSEESSWW SSuunnsseettBBllvvdd RRaaiinnii eerrAAvveeNNNE 3rd StNE 3rd St SW 43rd StSW 43rd St SS EE CCaarrrrRR dd NE 4th StNE 4th St SSEE RReennttoonn MMaappllee VVaalllleeyy RRddLLooggaannAAvveeNN SR 515SR 515PPaarrkkAAvveeNNOOaakkeessddaalleeAAvveeSSWWSSuunnsseettBBllvvddNN EE DDuuvvaallllAAvveeNNEEI-405 FWYI-405 FWY II--440055FFWWYYSR 167SR 167114400tthh WWaayySS EENNEE 2277tthh SStt 115566tthhAAvveeSSEEUUnniioonnAAvveeNNEE111166tthhAAvveeSSEESW 7th StSW 7th St N 8th StN 8th St PP uuggeettDDrrSSEE RR ee nnttoonnAAvvee SS SSWW 2277tthh SStt BBeennssoonnRRddSSWWiilllliiaammssAAvveeSSMMoonnrrooeeAAvveeNNEESE 128th StSE 128th St II nntt eerr uurr bbaannAAvveeSS HHooqquuiiaammAAvveeNNEE8844tthhAAvveeSSSSEEPPeett rr oovvii tt sskkyyRRddEEVVaalllleeyyHHwwyySE 192nd StSE 192nd St SE 60th StSE 60th St TTaallbboottRRddSSRRee nn tt oo nn AAvveeSS116644tthhAAvveeSSEESE 208th StSE 208th St SE 72nd StSE 72nd St RRaaiinniieerr AAvvee SS 111166tthhAAvveeSSEES 128th StS 128th St NNeewwccaassttllee WWaayy SS 221122tthh SStt SS 118800tthh SStt CCooaall CCrreeeekkPPkkwwyySSEESW 41st StSW 41st St 114400tthhAAvveeSSEE112288tthhAAvveeSSEE6688tthhAAvveeSSSSEE 116688tthh SStt NE 12th StNE 12th St BBee aa ccoonn AA vv ee SS FFoorreesstt DDrr SSEE SSEE 116644tthh SStt 114488tthhAAvveeSSEESSEE MMaayy VVaalllleeyy RRdd SS EE JJ oo nn ee ss RR dd SSEE 22 00 44 tthh WW aayySW 34th StSW 34th St SE 144th StSE 144th St 114488tthhAAvveeSSEE115544tthhPPllSSEELL aa kk ee WWaa sshhii nnggtt oonnBBll vvddNNEEddmmoonnddssAAvveeNNEEAAbbeerrddeeeennAAvveeNNEEEEMM eerrcceerrWWaayyWWeessttVVaalllleeyyHHwwyyEast Valley RdEast Valley Rd,§-405 ,§-405 ,§-405 µ0 1 2Miles Flow Control Application Map Reference 15-A Date: 01/09/2014 Flow Control Standards Peak Rate Flow Control Standard (Existing Site Conditions) Flow Control Duration Standard (Existing Site Conditions) Flow Control Duration Standard (Forested Conditions) Flood Problem Flow Unincorporated King County Flow Control Standards Renton City Limits Potential Annexation Area PROJECT SITE ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.43 Program License Number: 200410007 Project Simulation Performed on: 03/08/2018 7:02 PM Report Generation Date: 03/08/2018 7:04 PM ————————————————————————————————— Input File Name: Biroetnetion WQ V BMP.fld Project Name: Solera Subdivision Analysis Title: Bioretention WQvBMP Comments: ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 0 Full Period of Record Available used for Routing Precipitation Station : 95004005 Puget West 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 951040 Puget West 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 0.100 0.100 Area of Links that Include Precip/Evap (acres) 0.000 0.001 Total (acres) 0.100 0.101 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- Impervious 0.100 ---------------------------------------------- Subbasin Total 0.100 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- Impervious 0.100 ---------------------------------------------- Subbasin Total 0.100 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 FLOW CONTROL ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: New Bio Lnk1 Link Type: Bioretention Facility Downstream Link: None Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 103.00 Storage Depth (ft) : 3.00 Bottom Length (ft) : 5.0 Bottom Width (ft) : 6.0 Side Slopes (ft/ft) : L1= 3.00 L2= 3.00 W1= 3.00 W2= 3.00 Bottom Area (sq-ft) : 30. Area at Riser Crest El (sq-ft) : 552. (acres) : 0.013 Volume at Riser Crest (cu-ft) : 717. (ac-ft) : 0.016 Infiltration on Bottom only Selected Soil Properties Biosoil Thickness (ft) : 1.00 Biosoil Saturated Hydraulic Conductivity (in/hr) : 2.00 Biosoil Porosity (Percent) : 20.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 0.50 Underdrain Present Orifice NOT Present in Under Drain Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 103.00 ft Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ********** Link: New Bio Lnk1 ********** Link WSEL Stats WSEL Frequency Data(ft) (Recurrence Interval Computed Using Gringorten Plotting Position) Tr (yrs) WSEL Peak (ft) ====================================== 1.05-Year 102.564 1.11-Year 102.778 1.25-Year 103.003 2.00-Year 103.023 3.33-Year 103.029 5-Year 103.034 10-Year 103.038 25-Year 103.046 50-Year 103.048 100-Year 103.049 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 0.000 _____________________________________ Total: 0.000 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 0.000 Link: New Bio Lnk1 0.000 _____________________________________ Total: 0.000 Total Predevelopment Recharge Equals Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 0.000 ac-ft/year, Post Developed: 0.000 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: New Bio Lnk1 ********** Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 45.20 Inflow Volume Including PPT-Evap (ac-ft): 47.23 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 43.78, 92.69% Primary Outflow To Downstream System (ac-ft): 47.18 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 92.69% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Link: New Bio Lnk1 *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 3.814E-02 2-Year 1.928E-02 5-Year 4.963E-02 5-Year 3.534E-02 10-Year 5.581E-02 10-Year 4.216E-02 25-Year 6.500E-02 25-Year 5.376E-02 50-Year 8.392E-02 50-Year 5.666E-02 100-Year 9.771E-02 100-Year 5.929E-02 200-Year 0.101 200-Year 5.938E-02 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** Flow Duration Performance **** Excursion at Predeveloped 50%Q2 (Must be Less Than or Equal to 0%): -71.9% PASS Maximum Excursion from 50%Q2 to Q2 (Must be Less Than or Equal to 0%): -58.0% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%): -57.2% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%): 0.0% PASS ------------------------------------------------------------------------------------------------- MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): -91.4% PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): -71.9% PASS ------------------------------------------------------------------------------------------------- MEETS ALL LID DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.43 Program License Number: 200410007 Project Simulation Performed on: 07/04/2018 2:10 PM Report Generation Date: 07/04/2018 2:10 PM ————————————————————————————————— Input File Name: Basin 1.fld Project Name: Solera Analysis Title: BMP Performance Standard Comments: ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 0 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 1.000 0.295 Area of Links that Include Precip/Evap (acres) 0.000 0.008 Total (acres) 1.000 0.303 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- Till Forest 1.000 ---------------------------------------------- Subbasin Total 1.000 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Impervious ---------- -------Area (Acres) -------- Till Grass 0.107 Impervious 0.188 ---------------------------------------------- Subbasin Total 0.295 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 BIORETENTION SIZING. MODELING RESULTS FOR BASINS 1-10 ARE PROVIDED. ALL BIORETENTION BASINS WILL BE PROVIDED UPON CITY REQUEST. BASIN 1 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: iMPERVIOUS BIO Link Type: Bioretention Facility Downstream Link: None Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 100.50 Storage Depth (ft) : 0.50 Bottom Length (ft) : 25.0 Bottom Width (ft) : 14.0 Side Slopes (ft/ft) : L1= 0.00 L2= 0.00 W1= 0.00 W2= 0.00 Bottom Area (sq-ft) : 350. Area at Riser Crest El (sq-ft) : 350. (acres) : 0.008 Volume at Riser Crest (cu-ft): 333. (ac-ft) : 0.008 Infiltration on Bottom only Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 6.00 Biosoil Porosity (Percent) : 30.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 0.70 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 100.50 ft Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 172.429 _____________________________________ Total: 172.429 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Impervious 13.077 Link: iMPERVIOUS BIO 99.700 _____________________________________ Total: 112.776 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 1.091 ac-ft/year, Post Developed: 0.714 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: iMPERVIOUS BIO ********** Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 105.81 Inflow Volume Including PPT-Evap (ac-ft): 109.04 Total Runoff Infiltrated (ac-ft): 99.70, 91.43% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 9.24 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 91.43% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Link: iMPERVIOUS BIO *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 2.131E-02 2-Year 5.415E-02 5-Year 3.473E-02 5-Year 8.402E-02 10-Year 4.680E-02 10-Year 9.703E-02 25-Year 5.933E-02 25-Year 0.123 50-Year 7.572E-02 50-Year 0.157 100-Year 8.205E-02 100-Year 0.172 200-Year 0.128 200-Year 0.184 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): -94.6% PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): -77.0% PASS ------------------------------------------------------------------------------------------------- MEETS ALL LID DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.43 Program License Number: 200410007 Project Simulation Performed on: 07/04/2018 2:14 PM Report Generation Date: 07/04/2018 2:14 PM ————————————————————————————————— Input File Name: Basin 1.fld Project Name: Solera Analysis Title: BMP Performance Standard Comments: ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 0 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 1.000 0.128 Area of Links that Include Precip/Evap (acres) 0.000 0.004 Total (acres) 1.000 0.132 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- Till Forest 1.000 ---------------------------------------------- Subbasin Total 1.000 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Basin2 ---------- -------Area (Acres) -------- Till Grass 0.022 Impervious 0.106 ---------------------------------------------- Subbasin Total 0.128 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 BASIN 2 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: iMPERVIOUS BIO Link Type: Bioretention Facility Downstream Link: None Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 100.50 Storage Depth (ft) : 0.50 Bottom Length (ft) : 21.0 Bottom Width (ft) : 9.0 Side Slopes (ft/ft) : L1= 0.00 L2= 0.00 W1= 0.00 W2= 0.00 Bottom Area (sq-ft) : 189. Area at Riser Crest El (sq-ft) : 189. (acres) : 0.004 Volume at Riser Crest (cu-ft): 180. (ac-ft) : 0.004 Infiltration on Bottom only Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 6.00 Biosoil Porosity (Percent) : 30.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 0.70 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 100.50 ft Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 172.429 _____________________________________ Total: 172.429 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Basin2 2.628 Link: iMPERVIOUS BIO 49.181 _____________________________________ Total: 51.808 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 1.091 ac-ft/year, Post Developed: 0.328 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: iMPERVIOUS BIO ********** Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 51.85 Inflow Volume Including PPT-Evap (ac-ft): 53.64 Total Runoff Infiltrated (ac-ft): 49.18, 91.68% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 4.40 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 91.68% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Link: iMPERVIOUS BIO *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 2.131E-02 2-Year 2.853E-02 5-Year 3.473E-02 5-Year 4.420E-02 10-Year 4.680E-02 10-Year 4.976E-02 25-Year 5.933E-02 25-Year 6.145E-02 50-Year 7.572E-02 50-Year 6.910E-02 100-Year 8.205E-02 100-Year 8.113E-02 200-Year 0.128 200-Year 8.887E-02 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): -96.1% PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): -91.1% PASS ------------------------------------------------------------------------------------------------- MEETS ALL LID DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.43 Program License Number: 200410007 Project Simulation Performed on: 07/04/2018 2:17 PM Report Generation Date: 07/04/2018 2:18 PM ————————————————————————————————— Input File Name: Basin 1.fld Project Name: Solera Analysis Title: BMP Performance Standard Comments: ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 0 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 1.000 0.137 Area of Links that Include Precip/Evap (acres) 0.000 0.004 Total (acres) 1.000 0.141 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- Till Forest 1.000 ---------------------------------------------- Subbasin Total 1.000 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Basin 3 ---------- -------Area (Acres) -------- Till Grass 0.046 Impervious 0.091 ---------------------------------------------- Subbasin Total 0.137 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 BASIN 3 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: iMPERVIOUS BIO Link Type: Bioretention Facility Downstream Link: None Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 100.50 Storage Depth (ft) : 0.50 Bottom Length (ft) : 21.0 Bottom Width (ft) : 8.0 Side Slopes (ft/ft) : L1= 0.00 L2= 0.00 W1= 0.00 W2= 0.00 Bottom Area (sq-ft) : 168. Area at Riser Crest El (sq-ft) : 168. (acres) : 0.004 Volume at Riser Crest (cu-ft): 160. (ac-ft) : 0.004 Infiltration on Bottom only Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 6.00 Biosoil Porosity (Percent) : 30.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 0.70 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 100.50 ft Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 172.429 _____________________________________ Total: 172.429 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Basin 3 5.622 Link: iMPERVIOUS BIO 47.325 _____________________________________ Total: 52.946 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 1.091 ac-ft/year, Post Developed: 0.335 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: iMPERVIOUS BIO ********** Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 50.23 Inflow Volume Including PPT-Evap (ac-ft): 51.79 Total Runoff Infiltrated (ac-ft): 47.32, 91.38% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 4.41 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 91.38% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Link: iMPERVIOUS BIO *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 2.131E-02 2-Year 2.721E-02 5-Year 3.473E-02 5-Year 4.074E-02 10-Year 4.680E-02 10-Year 4.692E-02 25-Year 5.933E-02 25-Year 5.807E-02 50-Year 7.572E-02 50-Year 7.312E-02 100-Year 8.205E-02 100-Year 8.714E-02 200-Year 0.128 200-Year 8.779E-02 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): -95.7% PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): -92.3% PASS ------------------------------------------------------------------------------------------------- MEETS ALL LID DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.43 Program License Number: 200410007 Project Simulation Performed on: 07/04/2018 2:19 PM Report Generation Date: 07/04/2018 2:19 PM ————————————————————————————————— Input File Name: Basin 1.fld Project Name: Solera Analysis Title: BMP Performance Standard Comments: ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 0 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 1.000 0.088 Area of Links that Include Precip/Evap (acres) 0.000 0.003 Total (acres) 1.000 0.091 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- Till Forest 1.000 ---------------------------------------------- Subbasin Total 1.000 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Basin 4 ---------- -------Area (Acres) -------- Till Grass 0.016 Impervious 0.072 ---------------------------------------------- Subbasin Total 0.088 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 BASIN 4 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: iMPERVIOUS BIO Link Type: Bioretention Facility Downstream Link: None Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 100.50 Storage Depth (ft) : 0.50 Bottom Length (ft) : 21.0 Bottom Width (ft) : 6.0 Side Slopes (ft/ft) : L1= 0.00 L2= 0.00 W1= 0.00 W2= 0.00 Bottom Area (sq-ft) : 126. Area at Riser Crest El (sq-ft) : 126. (acres) : 0.003 Volume at Riser Crest (cu-ft): 120. (ac-ft) : 0.003 Infiltration on Bottom only Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 6.00 Biosoil Porosity (Percent) : 30.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 0.70 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 100.50 ft Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 172.429 _____________________________________ Total: 172.429 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Basin 4 1.955 Link: iMPERVIOUS BIO 33.472 _____________________________________ Total: 35.427 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 1.091 ac-ft/year, Post Developed: 0.224 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: iMPERVIOUS BIO ********** Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 35.50 Inflow Volume Including PPT-Evap (ac-ft): 36.69 Total Runoff Infiltrated (ac-ft): 33.47, 91.23% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 3.18 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 91.23% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Link: iMPERVIOUS BIO *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 2.131E-02 2-Year 2.083E-02 5-Year 3.473E-02 5-Year 3.055E-02 10-Year 4.680E-02 10-Year 3.582E-02 25-Year 5.933E-02 25-Year 4.278E-02 50-Year 7.572E-02 50-Year 5.197E-02 100-Year 8.205E-02 100-Year 5.864E-02 200-Year 0.128 200-Year 6.138E-02 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): -96.4% PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): -95.8% PASS ------------------------------------------------------------------------------------------------- MEETS ALL LID DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.43 Program License Number: 200410007 Project Simulation Performed on: 07/04/2018 2:21 PM Report Generation Date: 07/04/2018 2:21 PM ————————————————————————————————— Input File Name: Basin 1.fld Project Name: Solera Analysis Title: BMP Performance Standard Comments: ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 0 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 1.000 0.176 Area of Links that Include Precip/Evap (acres) 0.000 0.006 Total (acres) 1.000 0.181 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- Till Forest 1.000 ---------------------------------------------- Subbasin Total 1.000 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Basin 5 ---------- -------Area (Acres) -------- Till Grass 0.034 Impervious 0.142 ---------------------------------------------- Subbasin Total 0.176 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 BASIN 5 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: iMPERVIOUS BIO Link Type: Bioretention Facility Downstream Link: None Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 100.50 Storage Depth (ft) : 0.50 Bottom Length (ft) : 23.0 Bottom Width (ft) : 11.0 Side Slopes (ft/ft) : L1= 0.00 L2= 0.00 W1= 0.00 W2= 0.00 Bottom Area (sq-ft) : 253. Area at Riser Crest El (sq-ft) : 253. (acres) : 0.006 Volume at Riser Crest (cu-ft): 240. (ac-ft) : 0.006 Infiltration on Bottom only Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 6.00 Biosoil Porosity (Percent) : 30.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 0.70 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 100.50 ft Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 172.429 _____________________________________ Total: 172.429 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Basin 5 4.094 Link: iMPERVIOUS BIO 66.660 _____________________________________ Total: 70.754 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 1.091 ac-ft/year, Post Developed: 0.448 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: iMPERVIOUS BIO ********** Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 70.40 Inflow Volume Including PPT-Evap (ac-ft): 72.79 Total Runoff Infiltrated (ac-ft): 66.66, 91.57% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 6.06 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 91.57% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Link: iMPERVIOUS BIO *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 2.131E-02 2-Year 3.842E-02 5-Year 3.473E-02 5-Year 5.963E-02 10-Year 4.680E-02 10-Year 6.619E-02 25-Year 5.933E-02 25-Year 8.314E-02 50-Year 7.572E-02 50-Year 9.421E-02 100-Year 8.205E-02 100-Year 0.110 200-Year 0.128 200-Year 0.121 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): -95.6% PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): -85.6% PASS ------------------------------------------------------------------------------------------------- MEETS ALL LID DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.43 Program License Number: 200410007 Project Simulation Performed on: 07/04/2018 2:25 PM Report Generation Date: 07/04/2018 2:25 PM ————————————————————————————————— Input File Name: Basin 1.fld Project Name: Solera Analysis Title: BMP Performance Standard Comments: ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 0 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 1.000 0.111 Area of Links that Include Precip/Evap (acres) 0.000 0.003 Total (acres) 1.000 0.114 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- Till Forest 1.000 ---------------------------------------------- Subbasin Total 1.000 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Basin 6 ---------- -------Area (Acres) -------- Till Grass 0.038 Impervious 0.073 ---------------------------------------------- Subbasin Total 0.111 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 BASIN 6 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: iMPERVIOUS BIO Link Type: Bioretention Facility Downstream Link: None Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 100.50 Storage Depth (ft) : 0.50 Bottom Length (ft) : 19.0 Bottom Width (ft) : 7.0 Side Slopes (ft/ft) : L1= 0.00 L2= 0.00 W1= 0.00 W2= 0.00 Bottom Area (sq-ft) : 133. Area at Riser Crest El (sq-ft) : 133. (acres) : 0.003 Volume at Riser Crest (cu-ft): 126. (ac-ft) : 0.003 Infiltration on Bottom only Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 6.00 Biosoil Porosity (Percent) : 30.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 0.70 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 100.50 ft Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 172.429 _____________________________________ Total: 172.429 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Basin 6 4.607 Link: iMPERVIOUS BIO 37.957 _____________________________________ Total: 42.564 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 1.091 ac-ft/year, Post Developed: 0.269 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: iMPERVIOUS BIO ********** Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 40.45 Inflow Volume Including PPT-Evap (ac-ft): 41.68 Total Runoff Infiltrated (ac-ft): 37.96, 91.08% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 3.68 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 91.08% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Link: iMPERVIOUS BIO *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 2.131E-02 2-Year 2.210E-02 5-Year 3.473E-02 5-Year 3.293E-02 10-Year 4.680E-02 10-Year 3.756E-02 25-Year 5.933E-02 25-Year 4.822E-02 50-Year 7.572E-02 50-Year 5.876E-02 100-Year 8.205E-02 100-Year 7.242E-02 200-Year 0.128 200-Year 7.814E-02 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): -95.9% PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): -95.0% PASS ------------------------------------------------------------------------------------------------- MEETS ALL LID DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.43 Program License Number: 200410007 Project Simulation Performed on: 07/04/2018 2:27 PM Report Generation Date: 07/04/2018 2:27 PM ————————————————————————————————— Input File Name: Basin 1.fld Project Name: Solera Analysis Title: BMP Performance Standard Comments: ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 0 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 1.000 0.109 Area of Links that Include Precip/Evap (acres) 0.000 0.004 Total (acres) 1.000 0.113 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- Till Forest 1.000 ---------------------------------------------- Subbasin Total 1.000 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Basin 7 ---------- -------Area (Acres) -------- Till Grass 0.014 Impervious 0.095 ---------------------------------------------- Subbasin Total 0.109 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 BASIN 7 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: iMPERVIOUS BIO Link Type: Bioretention Facility Downstream Link: None Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 100.50 Storage Depth (ft) : 0.50 Bottom Length (ft) : 19.0 Bottom Width (ft) : 9.0 Side Slopes (ft/ft) : L1= 0.00 L2= 0.00 W1= 0.00 W2= 0.00 Bottom Area (sq-ft) : 171. Area at Riser Crest El (sq-ft) : 171. (acres) : 0.004 Volume at Riser Crest (cu-ft): 162. (ac-ft) : 0.004 Infiltration on Bottom only Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 6.00 Biosoil Porosity (Percent) : 30.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 0.70 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 100.50 ft Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 172.429 _____________________________________ Total: 172.429 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Basin 7 1.711 Link: iMPERVIOUS BIO 43.292 _____________________________________ Total: 45.003 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 1.091 ac-ft/year, Post Developed: 0.285 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: iMPERVIOUS BIO ********** Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 45.41 Inflow Volume Including PPT-Evap (ac-ft): 47.04 Total Runoff Infiltrated (ac-ft): 43.29, 92.02% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 3.70 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 92.02% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Link: iMPERVIOUS BIO *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 2.131E-02 2-Year 2.521E-02 5-Year 3.473E-02 5-Year 3.831E-02 10-Year 4.680E-02 10-Year 4.363E-02 25-Year 5.933E-02 25-Year 5.179E-02 50-Year 7.572E-02 50-Year 6.019E-02 100-Year 8.205E-02 100-Year 7.058E-02 200-Year 0.128 200-Year 7.770E-02 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): -96.5% PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): -93.2% PASS ------------------------------------------------------------------------------------------------- MEETS ALL LID DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.43 Program License Number: 200410007 Project Simulation Performed on: 07/04/2018 2:29 PM Report Generation Date: 07/04/2018 2:29 PM ————————————————————————————————— Input File Name: Basin 1.fld Project Name: Solera Analysis Title: BMP Performance Standard Comments: ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 0 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 1.000 0.218 Area of Links that Include Precip/Evap (acres) 0.000 0.007 Total (acres) 1.000 0.225 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- Till Forest 1.000 ---------------------------------------------- Subbasin Total 1.000 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Basin 8 ---------- -------Area (Acres) -------- Till Grass 0.032 Impervious 0.186 ---------------------------------------------- Subbasin Total 0.218 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 BASIN 8 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: iMPERVIOUS BIO Link Type: Bioretention Facility Downstream Link: None Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 100.50 Storage Depth (ft) : 0.50 Bottom Length (ft) : 25.0 Bottom Width (ft) : 13.0 Side Slopes (ft/ft) : L1= 0.00 L2= 0.00 W1= 0.00 W2= 0.00 Bottom Area (sq-ft) : 325. Area at Riser Crest El (sq-ft) : 325. (acres) : 0.007 Volume at Riser Crest (cu-ft): 309. (ac-ft) : 0.007 Infiltration on Bottom only Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 6.00 Biosoil Porosity (Percent) : 30.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 0.70 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 100.50 ft Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 172.429 _____________________________________ Total: 172.429 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Basin 8 3.911 Link: iMPERVIOUS BIO 84.886 _____________________________________ Total: 88.797 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 1.091 ac-ft/year, Post Developed: 0.562 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: iMPERVIOUS BIO ********** Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 89.83 Inflow Volume Including PPT-Evap (ac-ft): 92.92 Total Runoff Infiltrated (ac-ft): 84.89, 91.35% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 7.92 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 91.35% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Link: iMPERVIOUS BIO *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 2.131E-02 2-Year 5.000E-02 5-Year 3.473E-02 5-Year 7.600E-02 10-Year 4.680E-02 10-Year 8.869E-02 25-Year 5.933E-02 25-Year 0.104 50-Year 7.572E-02 50-Year 0.120 100-Year 8.205E-02 100-Year 0.139 200-Year 0.128 200-Year 0.156 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): -95.3% PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): -80.1% PASS ------------------------------------------------------------------------------------------------- MEETS ALL LID DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.43 Program License Number: 200410007 Project Simulation Performed on: 07/04/2018 2:31 PM Report Generation Date: 07/04/2018 2:31 PM ————————————————————————————————— Input File Name: Basin 1.fld Project Name: Solera Analysis Title: BMP Performance Standard Comments: ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 0 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 1.000 0.132 Area of Links that Include Precip/Evap (acres) 0.000 0.003 Total (acres) 1.000 0.135 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- Till Forest 1.000 ---------------------------------------------- Subbasin Total 1.000 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Basin 9 ---------- -------Area (Acres) -------- Till Grass 0.055 Impervious 0.077 ---------------------------------------------- Subbasin Total 0.132 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 BASIN 9 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: iMPERVIOUS BIO Link Type: Bioretention Facility Downstream Link: None Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 100.50 Storage Depth (ft) : 0.50 Bottom Length (ft) : 25.0 Bottom Width (ft) : 6.0 Side Slopes (ft/ft) : L1= 0.00 L2= 0.00 W1= 0.00 W2= 0.00 Bottom Area (sq-ft) : 150. Area at Riser Crest El (sq-ft) : 150. (acres) : 0.003 Volume at Riser Crest (cu-ft): 143. (ac-ft) : 0.003 Infiltration on Bottom only Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 6.00 Biosoil Porosity (Percent) : 30.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 0.70 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 100.50 ft Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 172.429 _____________________________________ Total: 172.429 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Basin 9 6.722 Link: iMPERVIOUS BIO 43.061 _____________________________________ Total: 49.783 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 1.091 ac-ft/year, Post Developed: 0.315 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: iMPERVIOUS BIO ********** Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 45.49 Inflow Volume Including PPT-Evap (ac-ft): 46.87 Total Runoff Infiltrated (ac-ft): 43.06, 91.87% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 3.78 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 91.87% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Link: iMPERVIOUS BIO *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 2.131E-02 2-Year 2.273E-02 5-Year 3.473E-02 5-Year 3.588E-02 10-Year 4.680E-02 10-Year 4.265E-02 25-Year 5.933E-02 25-Year 5.312E-02 50-Year 7.572E-02 50-Year 6.709E-02 100-Year 8.205E-02 100-Year 8.041E-02 200-Year 0.128 200-Year 8.373E-02 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): -96.0% PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): -94.5% PASS ------------------------------------------------------------------------------------------------- MEETS ALL LID DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- ————————————————————————————————— MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.43 Program License Number: 200410007 Project Simulation Performed on: 07/04/2018 2:32 PM Report Generation Date: 07/04/2018 2:32 PM ————————————————————————————————— Input File Name: Basin 1.fld Project Name: Solera Analysis Title: BMP Performance Standard Comments: ———————————————— PRECIPITATION INPUT ———————————————— Computational Time Step (Minutes): 15 Extended Precipitation Time Series Selected Climatic Region Number: 0 Full Period of Record Available used for Routing Precipitation Station : 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station : 961040 Puget East 40 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) *************** ********************** WATERSHED DEFINITION *********************** Predevelopment/Post Development Tributary Area Summary Predeveloped Post Developed Total Subbasin Area (acres) 1.000 0.110 Area of Links that Include Precip/Evap (acres) 0.000 0.004 Total (acres) 1.000 0.114 ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Subbasin 1 ---------- -------Area (Acres) -------- Till Forest 1.000 ---------------------------------------------- Subbasin Total 1.000 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------- Subbasin : Basin 10 ---------- -------Area (Acres) -------- Till Grass 0.014 Impervious 0.096 ---------------------------------------------- Subbasin Total 0.110 ************************* LINK DATA ******************************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 BASIN 10 ************************* LINK DATA ******************************* ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ------------------------------------------ Link Name: iMPERVIOUS BIO Link Type: Bioretention Facility Downstream Link: None Base Elevation (ft) : 100.00 Riser Crest Elevation (ft) : 100.50 Storage Depth (ft) : 0.50 Bottom Length (ft) : 20.0 Bottom Width (ft) : 9.0 Side Slopes (ft/ft) : L1= 0.00 L2= 0.00 W1= 0.00 W2= 0.00 Bottom Area (sq-ft) : 180. Area at Riser Crest El (sq-ft) : 180. (acres) : 0.004 Volume at Riser Crest (cu-ft): 171. (ac-ft) : 0.004 Infiltration on Bottom only Selected Soil Properties Biosoil Thickness (ft) : 1.50 Biosoil Saturated Hydraulic Conductivity (in/hr) : 6.00 Biosoil Porosity (Percent) : 30.00 Maximum Elevation of Bioretention Soil : 101.00 Native Soil Hydraulic Conductivity (in/hr) : 0.70 Riser Geometry Riser Structure Type : Circular Riser Diameter (in) : 6.00 Common Length (ft) : 0.000 Riser Crest Elevation : 100.50 ft Hydraulic Structure Geometry Number of Devices: 0 **********************FLOOD FREQUENCY AND DURATION STATISTICS******************* ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ***********Groundwater Recharge Summary ************* Recharge is computed as input to Perlnd Groundwater Plus Infiltration in Structures Total Predeveloped Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Subbasin 1 172.429 _____________________________________ Total: 172.429 Total Post Developed Recharge During Simulation Model Element Recharge Amount (ac-ft) ----------------------------------------------------------------------------------------------- Subbasin: Basin 10 1.711 Link: iMPERVIOUS BIO 44.165 _____________________________________ Total: 45.876 Total Predevelopment Recharge is Greater than Post Developed Average Recharge Per Year, (Number of Years= 158) Predeveloped: 1.091 ac-ft/year, Post Developed: 0.290 ac-ft/year ***********Water Quality Facility Data ************* ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ----------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: iMPERVIOUS BIO ********** Infiltration/Filtration Statistics-------------------- Inflow Volume (ac-ft): 45.86 Inflow Volume Including PPT-Evap (ac-ft): 47.58 Total Runoff Infiltrated (ac-ft): 44.17, 92.82% Total Runoff Filtered (ac-ft): 0.00, 0.00% Primary Outflow To Downstream System (ac-ft): 3.39 Secondary Outflow To Downstream System (ac-ft): 0.00 Percent Treated (Infiltrated+Filtered)/Total Volume: 92.82% ***********Compliance Point Results ************* Scenario Predeveloped Compliance Subbasin: Subbasin 1 Scenario Postdeveloped Compliance Link: iMPERVIOUS BIO *** Point of Compliance Flow Frequency Data *** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ---------------------------------------------------------------------------------------------------------------------- 2-Year 2.131E-02 2-Year 2.492E-02 5-Year 3.473E-02 5-Year 3.728E-02 10-Year 4.680E-02 10-Year 4.252E-02 25-Year 5.933E-02 25-Year 5.175E-02 50-Year 7.572E-02 50-Year 6.059E-02 100-Year 8.205E-02 100-Year 7.122E-02 200-Year 0.128 200-Year 7.853E-02 ** Record too Short to Compute Peak Discharge for These Recurrence Intervals **** LID Duration Performance **** Excursion at Predeveloped 8%Q2 (Must be Less Than 0%): -96.8% PASS Maximum Excursion from 8%Q2 to 50%Q2 (Must be Less Than 0%): -93.6% PASS ------------------------------------------------------------------------------------------------- MEETS ALL LID DURATION DESIGN CRITERIA: PASS ------------------------------------------------------------------------------------------------- Drainage Report - Rose Hill Subdivision Appendix C Appendix C Geotechnical Report INFILTRATION TEST MEMO Drainage Report - Rose Hill Subdivision Appendix D . EarthSolutionsNWLLC EarthSolutions NW LLC Geotechnical Engineering Geology Environmental Scientists Construction Monitoring 1805 -136th Place N.E.,Suite 201 Bellevue,WA 98005 (425)449-4704 Fax (425)449-4711 www.earthsolutionsnw.com GEOTECHNICAL ENGINEERING STUDY RENTON HIGHLANDS TOWNHOMES NORTHEAST SUNSET BOULEVARD RENTON,WASHINGTON ES-5719 Drwn. Checked Date Date Proj.No. Plate Earth Solutions NWLLC Geotechnical Engineering,Construction Monitoring EarthSolutionsNWLLC EarthSolutions NW LLC and Environmental Sciences Vicinity Map Renton Highlands Townhomes Renton,Washington MRS CGH 01/29/2018 Jan.2018 5719 1 NORTH NOTE:This plate may contain areas of color.ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black &white reproductions of this plate. Reference: King County,Washington Map 626 By The Thomas Guide Rand McNally 32nd Edition SITE Plate Proj.No. Date Checked By Drwn.ByEarthSolutionsNWLLCGeotechnicalEngineering,ConstructionMonitoringandEnvironmentalSciencesEarthSolutionsNWLLCEarthSolutionsNWLLCBoringLocationPlanRentonHighlandsTownhomesRenton,WashingtonMRS CGH 01/29/2018 5719 2 NORTH NOT -TO -SCALE NOTE:This plate may contain areas of color.ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black &white reproductions of this plate. NOTE:The graphics shown on this plate are not intended for design purposes or precise scale measurements,but only to illustrate the approximate test locations relative to the approximate locations of existing and /or proposed site features.The information illustrated is largely based on data provided by the client at the time of our study.ESNW cannot be responsible for subsequent design changes or interpretation of the data by others. LEGEND Approximate Location of ESNW Boring,Proj.No. ES-5719,Dec.2017 Subject Site Existing Building KIRKLAND AVENUE N.E. N.E. SUNSET BOULEVARDN.E. 12TH STREET HARRINGTON AVENUE N.E.N.E.10T H ST R EETApartments SUNSET LANE N.E.B-1 B-2 B-3 B-4 B-5B-6 B-7 B-8 B-9 B-10 B-11 B-12 B-13 B-1 HARRINGTON PL. N.E. Drwn. Checked Date Date Proj.No. Plate Earth Solutions NWLLC Geotechnical Engineering,Construction Monitoring EarthSolutionsNWLLC EarthSolutions NW LLC and Environmental Sciences CANTILEVER &SINGLE TIEBACK WALL D =Pile Embedment (per Structural Eng.) 2' H (Wall Height) Active Earth Pressure Passive Earth Pressure EFP=350pcf EFP=35pcf Surcharge (W here Applicable) Traffic Surcharge or Building Surcharge (W here Applicable) Excavation Level SCHEMATIC ONLY -NOT TO SCALE NOT A CONSTRUCTION DRAW ING NOTES: Diagram for pressure distribution illustration only,not a design drawing. Passive Pressure includes a factor of safety of 1.5. For adjacent building or traffic surcharge see text. NOTE: See text for recommended Slope Backfill and At-Rest Pressures. Neglect Upper 2 feet of Passive Pressure Renton Highlands Townhomes Renton,Washington MRS CGH 01/29/2018 Jan.2018 5719 3 Drwn. Checked Date Date Proj.No. Plate Earth Solutions NWLLC Geotechnical Engineering,Construction Monitoring EarthSolutionsNWLLC EarthSolutions NW LLC and Environmental Sciences NO LOAD ZONE D =Pile Embedment (per Structural Eng.) H (Wall Height) Traffic Surcharge or Building Surcharge (W here Applicable) Excavation Level SCHEMATIC ONLY -NOT TO SCALE NOT A CONSTRUCTION DRAW ING H/4 60 Tieback No Load Zone Renton Highlands Townhomes Renton,Washington MRS CGH 01/29/2018 Jan.2018 5719 4 Drwn. Checked Date Date Proj.No. Plate Earth Solutions NWLLC Geotechnical Engineering,Construction Monitoring EarthSolutionsNWLLC EarthSolutions NW LLC and Environmental Sciences SHORING WALL DRAINAGE W ood Lagging Native Soil Excavation PVC Tightline Structural Fill Foundation (per Plan) Drain Grate Waterproofing and Insulation per Architectural Plan Continuous Sheet Drain (Placed with Filter Fabric Facing Shoring) Concrete Facing Slab-On-Grade Floor (per Plan) NOTE:Drain through wall should be installed at middle of lagging. SCHEMATIC ONLY -NOT TO SCALE NOT A CONSTRUCTION DRAW ING Renton Highlands Townhomes Renton,Washington MRS CGH 01/29/2018 Jan.2018 5719 5 Drwn. Checked Date Date Proj.No. Plate Earth Solutions NWLLC Geotechnical Engineering,Construction Monitoring and Environmental Sciences EarthSolutionsNWLLC EarthSolutions NW LLC RETAINING WALL DRAINAGE DETAIL NOTES: Free-draining Backfill should consist of soil having less than 5 percent fines. Percent passing No.4 sieve should be 25 to 75 percent. Sheet Drain may be feasible in lieu of Free-draining Backfill,per ESNW recommendations. Drain Pipe should consist of perforated, rigid PVC Pipe surrounded with 1-inch Drain Rock. LEGEND: Free-draining Structural Backfill 1-inch Drain Rock 18"Min. Structural Fill Perforated Rigid Drain Pipe (Surround in Drain Rock) SCHEMATIC ONLY -NOT TO SCALE NOT A CONSTRUCTION DRAWING Renton Highlands Townhomes Renton,Washington MRS CGH 01/29/2018 Jan.2018 5719 6 Drwn. Checked Date Date Proj.No. Plate Earth Solutions NWLLC Geotechnical Engineering,Construction Monitoring and Environmental Sciences EarthSolutionsNWLLC EarthSolutions NW LLC FOOTING DRAIN DETAIL Slope Perforated Rigid Drain Pipe (Surround in Drain Rock) 18"Min. NOTES: Do NOT tie roof downspouts to Footing Drain. Surface Seal to consist of 12"of less permeable,suitable soil.Slope away from building. LEGEND: Surface Seal:native soil or other low-permeability material. 1-inch Drain Rock SCHEMATIC ONLY -NOT TO SCALE NOT A CONSTRUCTION DRAW ING Renton Highlands Townhomes Renton,Washington MRS CGH 01/29/2018 Jan.2018 5719 7 Drainage Report - Rose Hill Subdivision Appendix E . Geotechnical Engineering,Construction Obser vation/Testing and Environmental Services Drwn.CAM Checked CGH Date July 2018 Date 07/10/2018 Proj.No.5719.02 Plate 1 Earth Solutions NWLLCEarthSolutionsNWLLC EarthSolutions NW LLC Vicinity Map Solera Renton,Washington NORTH NOTE:This plate may contain areas of color.ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black &white reproductions of this plate. Reference: King County,Washington Map 626 By The Thomas Guide Rand McNally 32nd Edition SITE GeotechnicalEngineering,ConstructionObservation/TestingandEnvironmentalServicesPlate Proj.No. Date Checked By Drwn.ByEarthSolutionsNWLLCEarthSolutionsNWLLCEarthSolutionsNWLLCSubsurfaceExplorationPlanSolera Renton,WashingtonCAM CGH 07/10/2018 5719.02 2 NORTH NOT -TO -SCALE NOTE:This plate may contain areas of color.ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black &white reproductions of this plate. NOTE:The graphics shown on this plate are not intended for design purposes or precise scale measurements,but only to illustrate the approximate test locations relative to the approximate locations of existing and /or proposed site features.The information illustrated is largely based on data provided by the client at the time of our study.ESNW cannot be responsible for subsequent design changes or interpretation of the data by others. LEGEND Approximate Location of ESNW Test Pit,Proj.No. ES-5719.02,June 2018 Approximate Location of ESNW Boring,Proj.No. ES-5719,Dec.2017 Subject Site Existing Building B-1 TP-1 KIRKLAND AVENUE N.E. N.E. SUNSET BOULEVARDN.E. 12TH STREET HARRINGTON AVENUE N.E.N.E.10T H ST R EETApartments SUNSET LANE N.E.B-1 B-2 B-3 B-4 B-5B-6 B-7 B-8 B-9 B-10 B-11 B-12 B-13 HARRINGTON PL. N.E.TP-1 TP-4 TP-2 TP-3 Drainage Report - Rose Hill Subdivision Appendix F Appendix F Operation and Maintenance Drainage Report - Rose Hill Subdivision Appendix G Appendix G Bond Quantities & Draft Declaration of Covenant