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HomeMy WebLinkAboutStudies APPLICANT 3/2/2021Stormwater Management Plan and Drainage Study Deadmond Ferry Project, LLC Branch Engineering Project #20-517 For Mike O'Connell Deadmond Ferry Project, LLC 287 Deadmond Ferry Rd Springfield, OR 97477 (541)377-7670 CC: Richard M. Satre The Satre Group 375 West 4" Avenue, Ste 201 Eugene, Or 97401 `c- #79232PE Digitally signed by Nathan aP�itally Sig Date: 2021.02.19 09:55:51 -08'0 OREGON 29�s .QFC, 21, Z°{ EXPIRES: 12/31122 MGINEERIIll February 19, 2021 Since 1979 civil - transportation structural - geotechnical SURVEYING www. Branch Eng i nee ring. corn Contents Page No. 1.0 Introduction............................................................................................................... 1 2.0 Existing conditions.................................................................................................1 2.1 Topography & Existing Drainage 1 2.2 Soils 2 2.3 Infiltration Testing 2 3.0 Proposed Development.........................................................................................2 4.0 Stormwater Management.....................................................................................2 4.1 Stormwater Summary 2 4.2 Stormwater Analysis 3 5.0 Stormwater Compliance........................................................................................4 5.1 Water Quality Treatment 4 S.2 Flow Control 4 6.0 Conclusion..................................................................................................................4 Appendices Appendix A Appendix 6 Description HydroCAD Analysis Existing Site Analysis Infiltration Test Summary 1.0 INTRODUCTION This Stormwater Management Plan (SW'MP) has been prepared for the Deadmond Ferry Development at the current residence of 287 Deadmond Ferry Road in Springfield, also identified as Tax Map 17-03-15-40, Tax Lot 1800. The new development will consist of two multi -unit buildings and the stormwater from the building and parking lot will be directed to rain gardens located on the outskirts of the site for treatment and retention. the purpose of this report is to document the treatment and detention design and establish maintenance requirements. The project falls within the City of Springfield and will therefore need to meet water quality and flaw control requirements set by the City. the current residence has one conveyance system for stormwater, draining to a weephole in the curb of Deadmond Ferry Road but does not connect to any city stormwater infrastructure. For that reason, all of the runoff will have to be detained on- site through the use of various rain gardens. This report will display conformance to the Qty of Springfield requirements for water quality as well as display the amount of retention intended to reduce the peak discharge rates from the post - developed site to match the pre -developed condition. 2.0 EXISTING CONDITIONS 2.1 TOPOGRAPHY & EXISTING DRAINAGE The existing site is quite flat with elevations ranging between 438 & 439. The subject site is approximately 0.85 acres in size and located approximately 1050 feet east of the intersection of Game Farm Road and Deadmond Ferry Road. The site is primarily grassland with some trees in the north and western portions of the site. A single-family residential structure currently occupies The north portion of the site but will be removed with the new development. The current drainage pattern is undetermined due to the relatively flat site with no general sloping pattern. The new development will need to include infiltration facilities to reflect the existing conditions because offsite drainage is minimal. There are no stormwater connections into public piped systems and no approval to connect into said systems due to the nature of the concrete roadway of Deadmond Ferry Road. Table I: BitwongBasmt Summary Area 2 -Year Runoff 10 -Year Runoff Existing Building Peak Runoff Basin SUM ID Summary Grass/ Roof Impervious i (ft) 7FlowVolume Flow VolumeLandscape Volu(Acreme (CN=98) (CN -98) Ids) (CN=75) Existing EN North 2,950 1,395 950 5,295 0.05 0.019 0.08 0.028 Basin Existing ES South 29,650 0 480 30,130 0.16 0.067 0.29 0.109 Basin Deadmond Ferry Prefect (20- SI 7) February 19, 2021 2.2 SOILS According to the Natural Conservation Service Website mapping services, the existing soils at the site are Malabon silty clay loam (NRCS Soil #75). This soil is in the Hydrologic Group C, where water transmission through the soil is somewhat restricted. Appendix B includes the NRCS Web Soil Survey data. 2.3 INFILTRATION TESTING Three encased falling head infiltration tests were performed on January 4, 2021. Infiltration tests were conducted with 6 -inch diameter pipes set and sealed within soil borings. Infiltration test locations are shown on the attached Figure -l. The recorded field test measurements are provided in Appendix A. No factor of safety has been applied to the measured rates below. Based on the testing results, on-site infiltration of stormwater from impervious surfaces appears to be feasible. Table,? Results from on-site infiltration testing Test Location rmirDepth (21ches) meaarnedlLydraatic Concird ry, sm,211 7=1 43 2.5 IT -2 43 3.5 From the table above, it can be seen that the infiltration tests that were conducted provided adequate percolation rates for a majority of the site. See Appendix C for additional summary of the infiltration tests. 3.0 PROPOSED DEVELOPMENT The proposed development consists of new multi -unit housing, associated puking, walkways, and utility improvements. There may also be some frontage improvements which may consist of installing a new driveway with new standard sidewalks in a more convenient location for design purposes. Stormwater treatment will meet City of Springfield requirements which have adopted portions of Eugene's Stormwater Management Manual. 4.0 STORMWATER MANAGEMENT 4.1 STORMWATER SUMMARY Stormwater runoff will be managed by three rain gardens located across the northern and southern portions of the site. These rain gardens will be sized with underdrain storage to increase storage capacity while runoff infiltrates into the soil to match or reduce pre -developed runoff rates. One of the rain garden's underdrain storage will he open graded rock, while the other two will be constructed with manufactured underground storage such as CUDO blocks by Old Castle or StormTank vaults to increase void space and increases storage. According to the City of Eugene Stormwater Management Manual, Rain Gardens are vegetated 'Snffltrauon basins with a flat bottom and shallow landscaped depressions used to collect and hold stormwater runoff, allowing pollutants to settle and filter out as water percolates through Branch Engineering, Inc. Deadmond Ferry Project (20-517) February 19, 2021 the planter soils before infiltration into the ground below arpiped to its downstream destination.' The rain gardens will treat all of the runoff from the pavement as well as the roofs. 4.2 STORMWATER ANALYSIS All stormwater calculations were determined using HydroCAD 10.00 modeling software. This program utilizes the Santa Barbara Unit Hydrograph hydraulic modeling method. All results of the analysis are included in Appendix A. 24 -Hour Rainfall depths are based on City of Springfield Engineering Design Standards & procedures Manual, Chapter 4. The proposed basin areas were split into numerous sub basins based on their various rain garden destinations. The routing diagram can be found in Appendix A. The following table displays some of the characteristics and results of the infiltradon facilities during the two primary design storm events (Water Quality, & 10 Year Storm). Table 3: Infiltration Facility Properties =Under drain storage includes the storage of the ditch inlet in the HydroCAD model so that the elevation in the facility can rise and balance with the level in the rain garden above if necessary. The underdrain storage portion of the rain gardens utilize an infiltration rate of 1.5 in/hr while the surface storage, or RGI mid RG2 utilize 2 in/hr through the growing media. the HydroCAD analysis outputs can be found in Appendix A and. will be discussed in more detail in the following sections. Branch Engineering, Inc. Water Quality Base Top Storm Facility Contributing Orifice Orifice Overfiow Event 10 -Year Storm Event In Basins Elevation Elevation Size Elev. Elevation (modeled) (modeled) Peak Volume Volume Depth Depth Discharge Infiltrated Released Rate (acre-feet) (acre-feet) B1, 32, RGI RG2. U2, 435.00 437.00 V 435.50 436.70 431.50 436.59 0.00 - 0.162 B3 RG3 B1, RGI, U1 B2, RG2 , 431.50 433.50' - - 436.95 435.00 433.07 0.11 0.162 0.00 U2, B3, RG3 RG2 B2, 3z 435.50 437.00 1"' 435.80 436.80 435.79 436.90 0.16 - 0.057 U2 B2, RG2, 432.00 434.00' - - 436.20 432.01 436.87 0.32 0.029 0.063 B3, RG3 RG3 B3 436.00 437.00 - - 436.80 436.13 436.93 0.16 0.021 0.035 =Under drain storage includes the storage of the ditch inlet in the HydroCAD model so that the elevation in the facility can rise and balance with the level in the rain garden above if necessary. The underdrain storage portion of the rain gardens utilize an infiltration rate of 1.5 in/hr while the surface storage, or RGI mid RG2 utilize 2 in/hr through the growing media. the HydroCAD analysis outputs can be found in Appendix A and. will be discussed in more detail in the following sections. Branch Engineering, Inc. Deadmond Ferry Project (20-517) February 19, 2021 5.0 STORMWATER COMPLIANCE 5.1 WATER QUALITY TREATMENT The rain gardens described above were designed to meet City of Eugene Stormwater Management requirements Per section 2.3.9, and 2.3.5. This section will briefly confirm that the treatment mechanisms are in fact meeting those requirements. From the hydraulic analysis in Appendix A and the notes from the previous section, the primary indicator for water quality compliance for the rain garden is to make sure the water quality storm infiltrates through the filtering media and stays below the overflow and bypass orifices. Since the water level in. RGI, RG2, & RG3 stays below the overflow elevations or orifice controls for each rain garden during the water quality event, all of those facilities meet the water quality requirements. 5.2 FLOW CONTROL In order to meet pre -developed runoff rates, which are pretty minimal for this site due to the existing topographic grades, the overflow of each rain garden facility was designed to enter an underdrain system with additional storage to add capacity while runoff infiltrates into the ground. The growing media at the top of the facilities was modeled as infiltrating into the soil and underdrain system at 2 inches/hour. The underdrain system was modeled to infiltrate into the soil at 1.5 inches/hour based on infiltration test results with a factor of safety of 2 applied. During most storms, there is little to no release from the site, despite the pre -developed site having some runoff due to downspouts releasing runoff into weep holes on Deadmond Ferry Road. However, during the 25 -year storm, the HydroCAD model shows the existing runoff from the 0.85 - acre development has a peak rate overflow of 0.02 cfs. This value might increase slightly as we head into Final Site Review and Construction documents and the grading plan and storm configuration are further developed, however it will remain at or below the pre -developed release rate of 0.10 cfs. 6.0 CONCLUSION The stormwater system for the Deadmond Ferry Project has been designed in accordance with the City of Springfield requirements for water quality and retentinn by directing all impervious areas to infiltration facilities for treatment and detention. Branch Engineering, Inc. APPENDIX A HydroCAD Analysis Existing Site Analysis Post -Developed Analysis Existing Basin 9 Reach on Link Existing Basin 20-517 Site Rev Type lA 24 -hr 10 yr Rainfall=4.30" Prepared by Microsoft Printed 2/19/2021 HydroCAD® 10.00-i6 s/n 09344 @ 2015 HydreCAD Software Solutions LLC Page 2 Summary for Subcatchment EN: Existing Basin Runoff = 0.08 cfs @ 8.01 hrs, Volume= 0.028 at, Depth= 2.73" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24 -hr 10 yr Rainfall=4.30" Area (so CN Description 1,395 98 Roof to Downspout ' 950 98 Driveway " 2,95 75 Landscape 5,295 85 Weighted Average 2,950 55.71 % Pervious Area 2,345 Slope Velocity Capacity Description 44.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment ES: Existing Basin Runoff = 0.29 cfs @ 8.03 hrs, Volume= 0.109 af, Depth= 1.89" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24 -hr 10 yr Rainfall=4.30" Area (sf) CN Description * 29,650 75 Landscape * 480 98 Concrete path 30,130 75 Weighted Average 29,650 98.41 % Pervious Area 480 1.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 10.0 Direct Entry, 20-517 SiteRev Type IA 24 -hr 25 yr Rainfali=4.80" Prepared by Microsoft Printed 2/19/2021 Summary for Subcatchment EN: Existing Basin Runoff = 0.10 cfs @ 7.99 hrs, Volume= 0.032 af, Depth= 3.18" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24 -hr 25 yr Rainfall=4.80" Area (sf) CN Description * 1,395 98 Roof to Downspout * 950 98 Driveway * 2,950 75 Landscape 5,295 85 Weighted Average 2,950 55.71 % Pervious Area 2,345 44.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment ES: Existing Basin Runoff = 0.36 cfs @ 8.03 hrs, Volume= 0.132 af, Depth= 2.29" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24 -hr 25 yr Rainfall=4.80" Area (sf) CN Description * 29,650 75 Landscape * 480 98 Concrete path 30,130 75 Weighted Average 29,650 98.41% Pervious Area 480 1.59% Impervious Area Tc Length Slope Velocity Capacity Description Direct Entry, 20-517 SiteRev Type IA 24 -hr WQ Rainfal1=0.83" Prepared by Microsoft Printed 2/19/2021 HydmCAD®10.00-10 s/n 09344 Q2015 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment EN: Existing Basin Runoff = 0.00 cfs @ 17.50 hrs, Volume= 0.001 af, Depth= 0.10" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24 -hr WQ Rainfall=0.83" Area (sf) CN Description * 1,395 98 Roof to Downspout * 950 98 Driveway 5,295 85 Weighted Average 2,950 55.71 % Pervious Area 2,345 44.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (tuft) (f/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment ES: Existing Basin Runoff = 0.00 cfs @ 24.01 hrs, Volume= 0.000 af, Depth= 0.01" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24 -hr WQ Rainfall=0.83" * 29,650 75 Landscape 30,130 75 Weighted Average 29,650 98.41 % Pervious Area 480 1.59% Impervious Area Tc Length Slope Velocity Capacity Description Direct Entry, !U1 PVT Storage gggregate G1 PVT PVT St rage Aggregate G PVT RAIN GARDEN SUbcat Reach Z4 Link BASIN 1(N) B i 2 BASIN 2 (ROOF) B3 B IN 3 (BE) A PVT RAIN GARDEN 20-517 Site Rev Type /A 24 -hr 10 yr Rainfall=4.30" Prepared by Microsoft Printed 2/19/2021 HydroCAD® 10.00-16 s/n 09344 @ 2015 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 131: BASIN 1 (N) Runoff = 0.31 cfs @ 7.97 hrs, Volume= 0.100 af, Depth= 3.20" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24 -hr 10 yr Rainfall=4.30" Area (sf) CN Description * 2,717 98 Northern Roof - partial * 4,875 98 Parking Lot * 1,475 98 Sidewalk * 3,159 80 Landscape (SW) * 1,056 80 Landscape (POND) * 2,970 80 Landscape (EAST) 16,252 90 Weighted Average 7,185 44.21 % Pervious Area 9,067 55.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment 132: BASIN 2 (ROOF) Runoff = 0.18 cfs @ 7.95 hrs, Volume= 0.057 af, Depth= 3.62" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24 -hr 10 yr Rainfall=4.30" * 585 98 Sidewalk Between Bldgs * 3,300 98 Southern Roof * 1,590 98 Northern Roof - partial ' 306 80 Landscape (North of South Bldg) " 425 98 Concrete Patio * 403 80 Landscape (near patio) ' 275 98 Concrete Paths (Connectors) ' 1,317 80 Landscaping (Near connectors) 8,201 94 Weighted Average 2,026 24.70% Pervious Area 6,175 75.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fuft) (ft/sec) (cfs) 10.0 Direct Entry, 20-517 Site Rev Type IA 24 -hr 10 yr Rainfall=4.30" Prepared by Microsoft Printed 2/19/2021 HydroCAD® 10.00-16 s/n 09344 © 2015 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment B3: BASIN 3 (SE) Runoff = 0.17 cfs @ 7.95 hrs, Volume= 0.056 af, Depth= 3.62" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24 -hr 10 yr Rainfall=4.30" Area (sf) CN Description * 5,826 98 Parking Lot +Sidewalk * 503 80 Landscape (RG) * 1,402 80 Landscape B3 * 325 98 Add. Sidewalk 8,056 94 Weighted Average 1,905 Tertiary = 23.65% Pervious Area 6,151 0.000 of 76.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (f /sec) (cfs) 10.0 Direct Entry, Summary for Pond RG 1: PVT RAIN GARDEN Inflow Area = 0.746 ac, 65.81 % Impervious, Inflow Depth = 2.61" for 10 yr event Inflow = 0.62 cfs @ 8.01 hrs, Volume= 0.162 of Outflow = 0.11 cfs @ 11.56 hrs, Volume= 0.162 af, Atten= 83%, Lag= 212.8 min Primary = 0.03 cfs @ 11.56 hrs, Volume= 0.033 of Secondary = 0.08 cfs @ 11.56 hrs, Volume= 0.129 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.0048.00 hrs, dt= 0.01 hrs Peak Elev= 436.59' @ 11.56 hrs Surf.Area= 1,708 sf Storage= 1,915 cf Plug -Flow detention time= 234.3 min calculated for 0.162 of (100% of inflow) Center -of -Mass det. time= 234.3 min ( 985.4 - 751.0 ) Volume Invert Avail.Storage Storage Description #1 435.00' 2,678 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Slore (feet) (sq -ft) (cubic -feet) (cubic -feet) 435.00 733 0 0 436.00 1,321 1,027 1,027 437.00 1,981 1,651 2,678 Device Routing Invert Outlet Devices #1 Secondary 435.00' 2.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Tertiary 436.70' 2.0' long x 1.00' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #3 Primary 435.50' 1.0" Vert. Orifice/Grate C= 0.600 20-517 Site Rev Type IA 24 -hr 10 yr Rainfall=4.30" Prepared by Microsoft Printed 2/19/2021 HydroCADG 10.00-16 s/n 09344 @ 2015 HydreCAD Software Solutions LLC Page 4 Primary OutFlow Max=0.03 cfs @ 11.56 hrs HW=436.59' TW=431.87' (Dynamic Tailwater) L3=Orifice/Grate (Orifice Controls 0.03 cfs @ 4.92 fps) Secondary OutFlow Max=0.08 cfs @ 11.56 hrs HW=436.59' TW=431.87' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.08 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=435.00' TW=431.50' (Dynamic Tailwater) 2=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond RG 2: PVT RAIN GARDEN [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=24) Inflow Area = 0.188 ac, 75.30% Impervious, Inflow Depth = 3.62" for 10 yr event Inflow = 0.18 cfs @ 7.95 hrs, Volume= 0.057 of Outflow = 0.17 cfs @ 8.10 hrs, Volume= 0.057 af, Atten= 1%, Lag= 8.8 min Primary = 0.16 cfs @ 8.10 hrs, Volume= 0.029 of Secondary = 0.02 cfs @ 8.07 hrs, Volume= 0.028 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 436.90' @ 8.07 hrs Surf.Area= 377 sf Storage= 312 cf Plug -Flow detention time= 108.1 min calculated for 0.057 of (100% of inflow) Center -of -Mass det. time= 108.1 min ( 808.3 - 700.2 ) Volume Invert Avail.Storage Storage Description #1 435.50' 353 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 435.50 49 0 0 436.00 188 59 59 437.00 399 294 353 Device Routing Invert Outlet Devices #1 Secondary 435.50' 2.000 in/hr ExHitration over Surface area Phase -In= 0.01' #2 Primary 436.80' 2.0' long x 1.00' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #3 Primary 435.80' 1.0" Vert. Orifice/Grate C= 0.600 rimary OutFlow Max -0.14 cfs @ 8.10 hrs HW=436.89' TW=436.87' (Dynamic Tailwater) 2=Sharp-Crested Rectangular Weir (Weir Controls 0.13 cfs @ 0.72 fps) 3=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.76 fps) iMSecondary OutFlow Max=0.02 cfs @ 8.07 hrs HW=436.90' TW=436.86' (Dynamic Tailwater) EWiltration (Exfiltration Controls 0.02 cfs) 20-517 SiteRev Type IA 24 -hr 10 yr Rainfall --4.30" Prepared by Microsoft Printed 2/19/2021 HydmCAD®10 00-16 s/n 09344 © 2015 Hydro CAD Software Solutions LLC Pace 5 Summary for Pond RG 3: PVT RAIN GARDEN 187] Warning: Oscillations may require smaller dt or Finer Routing (severity=17) Inflow Area = 0.185 ac, 76.35% Impervious, Inflow Depth = 3.62" for 10 yr event Inflow = 0.17 cfs @ 7.95 hrs, Volume= 0.056 of Outflow = 0.17 cfs @ 7.87 hrs, Volume= 0.056 af, Atten= 3%, Lag= 0.0 min Discarded = 0.01 cfs @ 8.09 hrs, Volume= 0.021 of Primary = 0.16 cfs @ 7.87 hrs, Volume= 0.035 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 436.93' @ 8.09 hrs Surf.Area= 295 sf Storage= 206 cf Plug -Flow detention time= 96.6 min calculated for 0.056 of (100% of inflow) Center -of -Mass det. time= 96.6 min ( 796.8 - 700.2 ) Volume Invert Avail.Storage Storage Description #1 436.00' 229 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 436.00 150 0 0 437.00 307 229 229 Device Routing Invert Outlet Devices #1 Discarded 436.00' 1.500 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 436.20' 6.0" Round Culvert L= 105.8' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 436.20'1435.67' S=0.00507 Cc= 0.900 n=0.010 PVC, smooth interior, Flow Area= 0.20 sf #3 Device 2 436.80' 2.0' long x 1.00' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height Ifl1rscarded OutFlow Max=0.01 cfs @ 8.09 hrs HW=436.93' (Free Discharge) L1=Exfltration (Exfltration Controls 0.01 cfs) tri rimary OutFlow Max=0.16 cfs @ 7.87 hrs HW=436.88' TW=436.81' (Dynamic Tailwater) 2=Culvert (Passes 0.16 cfs of 0.17 cfs potential flow) 3=Sharp-Crested Rectangular Weir (Weir Controls 0.16 cfs @ 0.95 fps) Summary for Pond 111: PVT Storage Aggregate Inflow Area = 0.746 ac, 65.81% Impervious, Inflow Depth= 2.61" for 10 yr event Inflow = 0.11 cfs @ 11.56 hrs, Volume= 0.162 of Outflow = 0.06 cfs @ 9.34 hrs, Volume= 0.162 at, Atten= 47%, Lag= 0.0 min Discarded = 0.06 cfs @ 9.34 hrs, Volume= 0.162 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 433.07' @ 25.90 hrs Surf.Area= 1,602 sf Storage= 2,411 cf Plug -Flow detention time= 387.9 min calculated for 0.162 of (100% of inflow 20-517 SiteRev Type lA 24 -hr 10 yr Rainfall=4.30" Prepared by Microsoft Printed 2119/2021 HvdroCAD@ 10.00-16 s/n 09344 @ 2015 HvdroCAD Software Solutions LLC Pace 6 Center -of -Mass det. time= 387.9 min ( 1,373.3 - 985.4 ) Volume Invert Avail.Storage Storage Description 41 431.50' 1,625 cf 30.00'W x 28.50%x 2.00'H CUDO 1,710 cf Overall x 95.0% Voids #2 431.50' 38 cf 2.00'D x 12.00'H Vertical Cone/Cylinder-Impervious #3 431.50' 1,450 cf 1.75'W x 3.50'L x 2.00'H Prismatoid x 122 1,495 cf Overall x 97.0% Voids 3,112 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 431.50' 1.500 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 436.95' 3.0" Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.06 cfs @ 9.34 bra HW=431.62' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=431.50' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond U2: PVT Storage Aggregate [80] Warning: Exceeded Pond RG 2 by 0.22'@ 26.14 hrs (0.01 cfs 0.001 af) [78] Warning: Submerged Pond RG 2 Secondary device # 1 by 1.37' [80] Warning: Exceeded Pond RG 2 by 0.22'@ 26.14 hrs (0.01 cfs 0.002 af) Inflow Area = 0.373 ac, 75.82% Impervious, Inflow Depth = 2.95" for 10 yr event Inflow = 0.33 cfs @ 8.10 hrs, Volume= 0.092 of Outflow = 0.33 cfs @ 8.08 hrs, Volume= 0.092 af, Alten= 0%, Lag= 0.0 min Discarded = 0.01 cfs @ 4.47 hrs, Volume= 0.029 of Primary = 0.32 cfs @ 8.08 hrs, Volume= 0.063 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Bev= 436.87' @ 8.08 hrs Surf.Area= 248 sf Storage= 481 cf Plug -Flow detention time= 207.3 min calculated for 0.092 of (100% of inflow) Center -of -Mass det. time= 207.3 min ( 972.3 - 765.0 ) Volume Invert Avail.Storage Storage Description 41 432.00' 466 cf 8.75'W x 28.00'L x 2.00'H CUDO 490 cf Overall x 95.0% Voids #2 432.00' 19 cf 2.00'D x 6.00'H Vertical Cone/Cylinder 484 cf Total Available Storage Device Routing Invert Outlet Devices 41 Discarded 432.00' 1.500 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 436.20' 8.0" Round Culvert L= 172.0' CMP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 436.20'/ 435.34' S=0.0050? Cc= 0.900 n=0.010 PVC, smooth interior, Flow Area= 0.35 sf #3 Device 2 436.20' 3.0" Horiz. Orifice/Grate C= 0.600 20-517 Site Rev Type IA 24-hr 10 yrRainfall=4.30" Prepared by Microsoft Printed 2/19/2021 HydroCAD010 00-16 s/n 09344 @2015 HydroCAD Software Solutions LLC Page 7 Limited to weir flow at low heads #4 Device 2 436.80' 8.0" Portz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.01 cfs @ 4.47 hrs HW=432.06' (Free Discharge) 1=Exfiltration (Exfltration Controls 0.01 cfs) rimary OutFlow Max=0.32 cfs @ 8.08 bra HW=436.87' TW=435.87' (Dynamic Tailwater) Culvert (Passes 0.32 cfs of 0.94 cfs potential flow) 3=Orifice/Grate (Orifice Controls 0.19 cfs @ 3.94 fps) 4=Orifice/Grate (Weir Controls 0.13 cfs @ 0.87 fps) 20-517 Site Rev Type IA 24 -hr WQ Rainfall=0.83" Prepared by Microsoft Printed 2/19/2021 HydroCAD® 10.00-16 s/n 09344 @ 2015 HydroCAD Software Solutions LLC Pape 8 Summary for Subcatchment B1: BASIN 1 (N) Runoff = 0.01 cfs @ 8.06 hrs, Volume= 0.007 af, Depth= 0.21" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24 -hr WQ Rainfall=0.83" Area (sf1 CN Description * 2,717 98 Northern Roof - partial * 4,875 98 Parking Lot * 1,475 98 Sidewalk * 3,159 80 Landscape (SW) * 1,056 80 Landscape (POND) * 2,970 80 Landscape (EAST) 16,252 90 Weighted Average 7,185 98 44.21 % Pervious Area 9,067 80 55.79% Impervious Area Tc Length Slope Velocity Capacity Description Direct Entry, Summary for Subcatchment 132: BASIN 2 (ROOF) Runoff = 0.02 cfs @ 8.03 hrs, Volume= 0.006 at, Depth= 0.37" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type IA 24 -hr WQ Rainfall=0.83" Area (sf) CN Description * 585 98 Sidewalk Between Bldgs * 3,300 98 Southern Roof * 1,590 98 Northern Roof - partial * 306 80 Landscape (North of South Bldg) * 425 98 Concrete Patio * 403 80 Landscape (near patio) * 275 98 Concrete Paths (Connectors) * 1,317 80 Landscaping (Near connectors) 8,201 94 Weighted Average 2,026 24.70% Pervious Area 6,175 75.30% Impervious Area Tc Length Slope Velocity Capacity Description Direct Entry, 20-517 SiteRev Type IA 24 -hr WQ Rainfall=0.83" Prepared by Microsoft Printed 2/19/2021 HydroCAD®10.00-16 s/n 09344 @2015 HydmCAD Software Solutions LLC Pace 9 Summary for Subcatchment 133: BASIN 3 (SE) Runoff = 0.02 cfs @ 8.03 hrs, Volume= 0.006 af, Depth= 0.37" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.0048.00 hrs, dt= 0.01 hrs Type IA 24 -hr WQ Rainfall=0.83" Area (sf) CN Descriotion * 5,826 98 Parking Lot+ Sidewalk * 503 80 Landscape (RG) * 1,402 80 Landscape 33 * 325 98 Add. Sidewalk 8,056 94 Weighted Average 1,905 Volume= 23.65% Pervious Area 6,151 0.01 cfs @ 76.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 10.0 Direct Entry, Summary for Pond RG 1: PVT RAIN GARDEN Inflow Area = 0.746 ac, 65.81% Impervious, Inflow Depth = 0.11" for WQ event Inflow = 0.01 cfs @ 8.06 hrs, Volume= 0.007 of Outflow = 0.01 cfs @ 8.10 hrs, Volume= 0.007 af, Atten= 4%, Lag= 2.6 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Secondary= 0.01 cfs @ 8.10 hrs, Volume= 0.007 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 435.00' @ 8.10 hrs Surf.Area= 735 sf Storage= 3 cf Plug -Flow detention time= 3.6 min calculated for 0.007 of (100% of inflow) Center -of -Mass det. time= 3.6 min ( 900.8 - 897.2 ) Volume Invert Avail.Storage Storage Description #1 435.00' 2,678 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 435.00 733 0 0 436.00 1,321 1,027 1,027 437.00 1,981 1,651 2,678 Device Routing Invert Outlet Devices #1 Secondary 435.00' 2.000 in/hr ExFltration over Surface area Phase -In= 0.01' #2 Tertiary 436.70' 2.0' long x 1.00' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #3 Primary 435.50' 1.0" Vert. Orifice/Grate C= 0.600 20-517 SiteRev Type IA 24 -hr WQ Rainfall=0.83" Prepared by Microsoft Printed 2/19/2021 HydmCADO 10.00-16 s/n 09344 @2015 HydroCAD Software Solutions LLC Page 10 rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=435.00' TW=431.50' (Dynamic Tailwater) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.01 cfs @ 8.10 hrs HW=435.00' TW=431.50' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=435.00' TW=431.50' (Dynamic Tailwater) L2=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond RG 2: PVT RAIN GARDEN Inflow Area = 0.188 ac, 75.30% Impervious, Inflow Depth = 0.37" for WO event Inflow = 0.02 cfs @ 8.03 hrs, Volume= 0.006 of Outflow = 0.01 cfs @ 9.09 hrs, Volume= 0.006 af, Atten= 61 %, Lag= 63.7 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Secondary = 0.01 cfs @ 9.09 hrs, Volume= 0.006 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Bev= 435.79' @ 9.09 hrs Surf.Area= 130 sf Storage= 26 cf Plug -Flow detention time= 40.0 min calculated for 0.006 of (100% of inflow) Center -of -Mass det. time= 40.0 min ( 863.0 - 823.0 ) Volume Invert Avail.Storage Storage Description #1 435.50' 353 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 435.50 49 0 0 436.00 188 59 59 437.00 399 294 353 Device Routing Invert Outlet Devices #1 Secondary 435.50' 2.000 in/hr Exfiltration over Surface area Phase -In= 0.01' 42 Primary 436.80' 2.0' long x 1.00' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height 43 Primary 435.80' 1.0" Vert. Orifice/Grate C= 0.600 rrimary OutFlow Max -0.00 cfs @ 0.00 hrs HW=435.50' TW=432.00' (Dynamic Tailwater) 2=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) MSecondary OutFlow Max=0.01 cfs @ 9.09 hrs HW=435.79' TW=432.01' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.01 cfs) 20-517 SiteRev Type IA 24 -hr WQ Rainfall=0.83" Prepared by Microsoft Printed 2/19/2021 HydroCAD010 00-16 s/n 09344 @2015 HydmCAD Software Solutions LLC Page 11 Summary for Pond RG 3: PVT RAIN GARDEN Inflow Area = 0.185 ac, 76.35% Impervious, Inflow Depth= 0.37" for WQ event Inflow = 0.02 cfs @ 8.03 hrs, Volume= 0.006 of Outflow = 0.01 cfs @ 9.08 hrs, Volume= 0.006 af, Atten= 61%, Lag= 63.1 min Discarded = 0.01 cfs @ 9.08 hrs, Volume= 0.006 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 436.13' @ 9.08 hrs Surf.Area= 171 sf Storage= 21 cf Plug -Flow detention time= 20.3 min calculated for 0.006 of (100% of inflow) Center -of -Mass det. time= 20.3 min ( 843.3 - 823.0 ) Volume Invert Avail Storage Storage Description #1 436.00' 229 cf Custom Stage Data (Prismatic)Listed below (Recale) Elevation Surf.Area Inc.Store Cum.Store (feet) (sg-ft) (cubic -feet) (cubic -feet) 436.00 150 0 0 437.00 307 229 229 Device Routing Invert Outlet Devices #1 Discarded 436.00' 1.500 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 436.20' 6.0" Round Culvert L= 105.8' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 436.20'/ 435.67' 3=0.0050? Cc= 0.900 n=0.010 PVC, smooth interior, Flow Area= 0.20 sf #3 Device 2 436.80' 2.0' long x 1.00' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height Discarded OutFlow Max=0.01 cfs @ 9.08 hrs HW=436.13' (Free Discharge) 1=Exfiltration (Exfltration Controls 0.01 cfs) �nmary OutFlow Max=0.00 cfs @ 0.00 hrs HW=436.00' TW=432.00' (Dynamic Tailwater) 2=Culvert ( Controls 0.00 cfs) 3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond U1: PVT Storage Aggregate Inflow Area = 0.746 ac, 65.81% Impervious, Inflow Depth = 0.11" for WQ event Inflow = 0.01 cfs @ 8.10 hrs, Volume= 0.007 of Outflow = 0.01 cfs @ 8.17 hrs, Volume= 0.007 af, Atten= 5%, Lag= 4.0 min Discarded = 0.01 cfs @ 8.17 hrs, Volume= 0.007 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 431.50' @ 8.17 hrs Surf.Area= 1,602 sf Storage= 3 cf Plug -Flow detention time= 4.6 min calculated for 0.007 of (100% of inflow) Center -of -Mass det. time= 4.6 min ( 905.4 - 900.8 ) 20-517 Site Rev Type IA 24 -hr WQ Rainfall=0.83" Prepared by Microsoft Printed 2/19/2021 HydroCAD® 10.00-16 s/n 09344 @ 2015 HydroCAD Software Solutions LLC Page 12 Volume Invert Avail.Storage Storage Description #1 431.50' 1,625 cf 30.00'W x 28.50'L x 2.00'H CUDO 1,710 cf Overall x 95.0% Voids 42 431.50' 38 cf 2.00'D x 12.00'H Vertical Cone/Cylinder-Impervious 43 431.50' 1,450 cf 1.75'W x 3.501 x 2.00'H Prismatoid x 122 Device Routing 1,495 cf Overall x 97.0% Voids #1 Discarded 3,112 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 431.50' 1.500 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 436.95' 3.0" Vert. Orifice/Grate C=0.600 escarded OutFlow Max=0.01 cfs @ 8.17 hrs HW=431.50' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=431.50' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond U2: PVT Storage Aggregate Inflow Area = 0.373 ac, 75.82% Impervious, Inflow Depth = 0.19" for WQ event Inflow = 0.01 cfs @ 9.09 hrs, Volume= 0.006 of Outflow = 0.01 cfs @ 9.17 hrs, Volume= 0.006 af, Atten= 0%, Lag= 4.6 min Discarded = 0.01 cfs @ 9.17 hrs, Volume= 0.006 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 432.01' @ 9.17 hrs Surf.Area= 248 sf Storage= 2 cf Plug -Flaw detention time= 4.6 min calculated for 0.006 of (100% of inflow) Center -of -Mass det. time= 4.6 min ( 867.5 - 863.0 ) Volume Invert Avail.Storage Storage Description #1 432.00' 466 cf 8.75'W x 28.00'L x 2.00'H CU DO 490 cf Overall x 95.0% Voids #2 432.00' 19 cf 2.00'D x 6.00'H Vertical Cone/Cylinder 484 of Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 432.00' 1.500 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 436.20' 8.0" Round Culvert L= 172.0' CMP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 436.20'1435.34' S= 0.0050'f Cc= 0.900 n=0.010 PVC, smooth interior, Flow Area= 0.35 sf #3 Device 2 436.20' 3.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 436.80' 8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 20-517 SiteRev Type IA 24 -hr WQ Rainfall=0.83" Prepared by Microsoft Printed 2119/2021 HydroCAD® 10.00-16 s/n 09344 © 2015 HydroCAD Software Solutions LLC Pace 13 O0iscarded OulFlow Max=0.01 cfs @ 9.17 hrs HW=432.01' (Free Discharge) � 1=Exfiltration (Exfiltration Controls 0.01 cfs) primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=432.00' TW=435.00' (Dynamic Tailwater) L -Culvert ( Controls 0.00 cfs) L3=0rifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) APPENDIX B Infiltration Test Summary Jranch VNo)GINEERING= 5in¢39T1 February 12, 2020 Schmirer Sane Group 375 W 4" Ave #201 Eugene, Or 97401 RE: SITE INFn.TR noN LIST RESULTS 287 DEADMOND FERRY ROAD S19R1IGF1ELD, OREGON FEE PROJECT No. 20-517 Branch Engineering Inc. (BEI) has performed infiltration testing in two hand -augured test holes located near the northwest and southwest corner of the lot. The purpose of our testing was to provide a site-specific infiltration rate for the design of on-site infiltration facilities for the disposal of storrawater generated from new impervious surface areas. Field Work and Site Description Two approximately 6 -inch diameter hand auger holes were advanced to a maximum depth of 43 - inches below ground surface (BGS). On January 4, 2021 a Falling Head InfRnation Test were performed in accordance with the 2014 City of Eugene Stormwater Manual. Infiltration testing commenced for three successive trials with water added between each trial, field data is attached. At the time of testing the site is occupied by a residential house and a shed/outbuilding The rest of the site is bare soil covered with vegetation. Soils The soil in the test hole was visually classified using the American Society of Testing and Materials (ASTM) Method D-2488. Soil conditions from approximately 0- to 8 -inches BGS consisted of soft, damp, brown silty clay before transitioning to medium stiff, moist, brown clayey silt. The NBCS Web Soil Survey of the Lane County Area maps the site soil as Malabon silty clay loam which is described as moderately well drained class C soil. Summary of Field Infiltration Test Results The results of our .January 4, 2021 field testing are summarized below in Table 1. the hydraulic conductivity is based on the infiltration rates measured in the field and summarized on the attached Tnfiltration Testing Field Data. The rates shown below have no factors of safety applied and represent the slowest infiltration rate measured of the three trials. EUGENE -SPRINGFIELD PHILOMATH-CORVALLIS 310 Sth Street, Springfield, OR 97477 1 p 541.746.0637 1 w .branchenginnrnng.com Measured Rate of Depth of Hydraulic Conductivity, Location Test in k (in/hr) Inffination Test TT -1 43 2.5 Infiltration Test TT -2 43 3.5 EUGENE -SPRINGFIELD PHILOMATH-CORVALLIS 310 Sth Street, Springfield, OR 97477 1 p 541.746.0637 1 w .branchenginnrnng.com 287 neadri Ferry Infiltration Testing February 12, 2021 Recommended Infiltration Design Rates Using the recommended factor of safety of 2, a design infiltration rate of 1.5 in/hr for the site is suggested. Safety factors may be applied at the discretion of the designer and the 2014 City of Eugene Stormwater Manual. Conclusions Based on am field findings and infiltration testing results, disposal of stormwater via infiltration facilities on the site is feasible. If you have any questions regarding the test method, data analysis or design, please contact the undersigned. Sincerely, Branch Engineering Inc, fi q fflft #79232PE Digitally Signed igitally signed by Nathan Patterson OREGON te: 2021.02.1909:56:16-08'00' 29 �C 21, 2�yy o= �rqN PAT(�� EXPIRES: 12/31/22 Nathan Patterson, P.E. Principal Civil Engineer Attached: Infiltration Testing Field Data MRCS Site Soil Mapping Branch Engineering, Inc. 6 anch ftGI N E ERI NG€ efo.iea zR]ceaamaasa e¢rlvxa reawgmte of/04/zozl 11.1 T1,- Nua d:aff 1 Text -y .Foca. FOf Hs Head lnfil0'atim me=OaLaaWO®oY H2O ITsialI E pod Timemw "' to Waty S1afi[el Yate+ Rateo Fall 0.51¢.FapSOG@a0®Test Ilo Av Rate of F.H T-1 Iloilo) Stan) Stantl ' Dlamcrri w) 6 0 2605 21.5 5 23 280 0.11 flyTeal De 8G5 43 LO 310 008 4.9 120 351 13.5 0,05 30 98 331 0.0] 3.ClncllimeatStao Volume O[Walev Added ] 11.0T 1z0 3455 O.Oi 2.]ASTM W1 20 30.0 180 0.05 3.0 ISO 3] 0.09 25 4.1 3.5 M1700,08 InfitO'ation Test 2 Trial 3 l Thal 2 AVG Rete of So. T-2 os EUpsetl Timel DepN to Wate s. Sty Rate o(Fall (io 5n1 Hate of FallTeat A Pa@ofFall'1'-2Vl o m e of Wets AJded 1 0 320 90 32.0 16,0 1 007 1 4.0 60 315 19.5 O.Os 30 Clno}r a lane 20 330 u0s 3.050 -------------- ---------------------------------------- I Raneof Water W 1'n/m." 34.0 0.03]] 353 0.06 33 2.8 IUN4e0m TesllThel3 lT" EUpse ll'mel DepNm Water $uhaze Depth of WSty -Rite of Fall ft) Iia W Rate Of fl A 'Rate of }SU, 3110 Vulameaf lol OS 0 32.0 16.0 Clae4lhae 15:25 30 335 14S OOi 60 343 is 0.03 20 2.5 510 -------------------------------- o =o r° Rate of Water' -1 Fall lin/min) nme lm�nl n w �m .w Remmmeod 3d Ame 0./he) NNIVatlov Tertz Miall FLptal Ilmelada) lloobW Water Surface(iv) VJ hOf Waler Rateof Fall ml (iom111 Rateof Fall A RaR of Fa 11 11 in Stantl ' Dlamcrri w) 6 I 0 2605 21.5 Slantl' H¢i fAGs - 15 28.0 20.0 0.10 6.0 Tut D¢ ,.GS 43 36 245 18.5 US 45 Volvm¢of Water Aaaea 6zs1l ] 60 EI.O 17.0 086 3.6 Cmrkdme 12:10 90 330 1s.0 0,07 4.0 4.2 AS1115oi T 120 351 13.5 0,05 30 IaFaIIatIOV Tert2 ]Iia12 -Ra-- -5 Rate of Fall Flapaea DepN to Water e Of WaN hole mml Surface (w) (iN (la/sol.) W 1 AVG Rat¢ of Fa11 T2ia Volume O[Walev Added ] 0 29.0 140 0.1.1- ]4:10 20 30.0 180 0.05 3.0 50 320 19.0 Om 40 75 n, 14.5 006 3fi 3.5 InfitO'ation Test 2 Trial 3 Elapaea DepW W Water -plh of Water Rate .1 1- Rate of Fall lLue linin Saafacew (iul ( AVG Rete of So. T-2 os Tlome IW a Os 0 IK0 Clackllm¢ 15:25 90 32.0 16,0 1 007 1 4.0 60 315 19.5 O.Os 30 3.5 -------------- ---------------------------------------- I Raneof Water W 1'n/m." nmm.naeH Rale ltyhfl H°STN Soil Map—Lane County Area, Oregon (Deadmond Ferry Rd) mrep m+mo ammo amem amso amen m,1m asma amain emmo am®o 3 3 Map Sde: 1:6n6 WlnRtl orApp (E.S x 11')ShaS. N�a & A 0 W m 40 al r� 0 a m m m f4aPPelaII�i:MbMemnr mnia� 5lpetlo: UIIM Zore IONVA3e4 Natural Resources Web Soil Survey 12/11/2020 Conservation Service National Cooperative Soli Survey Page 1 of 3 13 d ; /,E,!}\}\ \ .�aa,��1\I!! \■ ,_.,x«,o>+x■__» \�{\ \ \ { \ E �\. _ - !! I t) %) ! {\}/ _ISW E__ ))\/ /,E,!}\}\ \ .�aa,��1\I!! \■ ,_.,x«,o>+x■__» Soil Map—Lane County Area, Oregon Map Unit Legend Deadmond Ferry Rd I;SLA Natural Resources Web Sail Survey 12/112020 Conservation Service National Cooperative Sail Survey Page 3 of 3 Map Unit Symbol Map Unit Name Acres In AOI Percent of AOI 75 Malabon silty clay loam 2.4 100.0% Totals for Area of Interest 2.4 100.0% I;SLA Natural Resources Web Sail Survey 12/112020 Conservation Service National Cooperative Sail Survey Page 3 of 3 Map Unit Description: Malabar silty clay loam --Lane County Area, Oregon Lane County Area, Oregon 75—Malabon silty clay loam Map Unit Setting National map unit symbol., 238s Elevation: 300 to 650 feet Mean annual precipitation: 40 to 60 inches Mean annual air temperature: 52 to 54 degrees F Frost -free period. 16510 210 days Farmland classification: All areas are prime farmland Map Unit Composition Malabon and similar soils: 90 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Malabon Setting Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across -slope shape: Linear Parent material: Silty and clayey alluvium Typical profile Hl - 0 to 12 inches: silty clay loam H2 - 12 to 42 inches: silty clay H3 - 42 to 60 inches: clay loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to 0.57 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of punning: None Available water capacity., High (about 11.4 inches) Interpretive groups Land capability classification (irrigated): 1 Land capability classification (nonirrigated): 1 Hydrologic Soil Group: C Forage suitability group: Well drained < 15% Slopes (G002XY0020R) Other vegetative classification: Well drained < 15% Slopes (G002XY0020R) Deadmond Ferry Rd p5pq Natural Resources Web Soil Survey 1211112020 i conservation Service Nafional Cooperative Soil Survey Page 1 of 2 Map Unit Description: Malabou silty clay loam— -Lane County Area, Oregon Hydric soil rating: No Data Source Information Soil Survey Area: Lane County Area, Oregon Survey Area Data: Version 17, Jun 11, 2020 Deadmond Ferry Rd tt5g4 natural nesources web Soil Survey 12/112020 i'� Conservation Service National Cooperetive Sail Survey Page 2 of 2 O IT -1 APPROXIMATE LOCATION OF INFILTRATION TESTING anch SCALE: (11 G I N E E RI N G- SITE EXPLLOROR ATION MAP -PROPOSED MULTI -UNIT HOUSING SITE FIGURE -1 sM 19SPRINGFIELD, OREGON 2-19-2021 310 Sth STREET, SPRINGFIELD, OREGON 97477 PROJECT NO. 20,517