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HomeMy WebLinkAboutStudies APPLICANT 4/30/2021Stormwater 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`h Avenue, Ste 201 Eugene, Or 97401 ^lgitallYSigned Digitally signed by Nathan P Date: 2021.04.30: 08:50:01 -0 OREGQN Q�G 21 � �-�1 �d EXPIRES: 12/31/22' ENGINEERING= April 30, 2021 Since1977 civil - transportation structural • geotechnical SURVEYING www. Branch Engi neeri ng.com 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 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 5.2 Flow Control 4 6.0 Conclus Appendices Appendix A Appendix B Description HydroCAD Analysis Existing Site Analysis Infiltration Test Summary Deadmond Ferry Project (20-517) April 30, 2021 1.0 INTRODUCTION This Stormwater Management Plan (SVVMP) has been prepared fax 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 three 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 flow 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 10 -year storm event with the use of various rain gardens. This report will display conformance to the City 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 1: Existing Basin Summary Area 2 -Year Runoff 10 -Year Runoff Existing Building Peak Runoff Peak Runoff Basin SUM ID Summary Grass/ Roof Impervious z (ff) Flow Volume Flow Volume Landscape (CN=98) (CN=98) (cfs) (Acre -ft) (cfs) (Acre -ft) (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 Project (20-517) April 30, 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 MRCS 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. fable 2: Results from on-site infiltration testing Test Location Ten Depth tlnchl Afeusured Hydraulic Conductivity, k- g.1hr) T-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 parking, 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 SUAlA ARY 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. All three raingardens will be constructed with manufactured underground storage such as CUDO blocks by Old Castle or Sternal vaults to increase void space and increases storage. According to the City of Eugene Stormwater Management Manual, Rain Gardens are vegetated "infiltration 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 the Branch Engineering, Inc. Deadmond Ferry Project (20-517) April 30, 2021 planter soils before infiltration into the ground below or piped to its downstream destination." The rain gardens will treat all of the runoff from the pavement as well as the roofs. 4.2 S-I'ORMWATER ANALYSIS All stormcvater 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 infiltration facilities during the two primary design storm events (Water Quality, & 10 Year Storm). Table 3: Infiltration Facility Properties =Underdram 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 and 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. The rain gardens were over sized. to check feasibility in the designated open space areas and are subject to reduce in size for ease of installation and landscaping. Storm facilities will meet setback and management requires despite possible downsize in design. Branch Engineering, Inc. Water Quality Base Top Storm Facility Contributing Elevation Elevation Orifice Orifice Overflow Event 10 -Year Storm Event Peak Volume Volume ID Basins (modeled) (modeled) Size Elev. Elevation Depth Depth Discharge Infiltrated Released Rate (acre-feet) (acre-feet) RG1 81, 436.25 438.25 1" 436.75 438.00 436.26 432.96 0.04 - 0.075 RG2,, U2 U 81, RG1, U1 B2, RG2, 432.75 434.75` - - 438.20 432.75 433.30 0.07 0.128 0.128 U2 RG2 B2 437.00 439.00 1" 437.30 438.50 437.15 438.61 0.27 0.096 0.096 U2 B2, RG2 433.50 435.50' - - 437.70 433.51 438.05 0.14 0.096 0.096 RG3 B3 436.50 438.50 1" 436.70 437.30 436.52 437.30 0.05 0.059 0.059 U3 B3, RG3 433.00 435.00 - - 437.30 433.01 433.16 0.04 0.059 0.059 =Underdram 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 and 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. The rain gardens were over sized. to check feasibility in the designated open space areas and are subject to reduce in size for ease of installation and landscaping. Storm facilities will meet setback and management requires despite possible downsize in design. Branch Engineering, Inc. Deadmond Ferry Project (20-517) April 30, 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 underdram 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/how 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 0.00 cis. 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 cis. 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 retention by directing all impervious areas TO infiltration facilities for treatment and detention. Branch Engineering, Inc. Deadmond Ferry Project (20-517) April 30, 2021 APPENDIX A HydroCAD Analysis Existing Site Analysis Post -Developed Analysis Existing Basin Subcat Reach Z4 Link Existing Basin 20-517 Site Rev Type IA 24 -hr 10 yrRainfall=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 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 (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 Slope Velocity Capacity Description 44.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fuft) (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) (tuft) (fusec) (cfs) 10.0 Direct Entry, 20-517 Site Rev Type IA 24 -hr 25 yr Rainfall=4.80" Prepared by Microsoft Printed 2/19/2021 HydroCAD@ 10.00-16 s/n 09344 @2015 HydroCAD Software Solutions LLC Paoe 3 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) (f/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 (at) 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 10.0 Entry, 20-517 SiteRev Type IA 24 -hr WQ Rainfal1=0.83" Prepared by Microsoft Printed 2/1912021 HvdroCAD010.00-16 s/n 09344 © 2015 HydmCAD 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) M) (ft/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" Area (sf) CN Description * 29,650 75 Landscape * APO o8 l`nnnrolo--+k 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 Sto ge; ggrega[e G 1 ��- PVT RAIN GARDEN B1 BASIN 1 (N) U2 83 B2 PVT Storage A gregate B IN 3 (S) >< �A BASIN 2 A U3 n-- PVT RAIN GARDEN PVT Storage Aggregate PVT RAIN GARDEN SUbrat Reach On Link Routing Diagram for 20-517 SiteRev-v2 Prepared by Microsoft, Printed 4/30/2021 HydroCAn 10.00-16 s/n 09344 02015 HydroCAD Software Solutions LLC 20-517 SiteRev - v2 Type IA 24 -hr 10 yr Rainfall=4.30" Prepared by Microsoft Printed 4/30/2021 HydroCAD@ 10.00-16 s/n 09344 @ 2015 HydroCAD Software Solutions LLC Pace 2 Summary for Subcatchment 81: BASIN 1 (N) Runoff = 0.24 cfs @ 7.97 hrs, Volume= 0.075 af, Depth- 3.41" 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" * 2,243 98 Northern Roof * 3,382 98 AC access road * 680 98 Concrete DW * 1,368 98 Landscape (RG) * q Roo gn I —fl -- 11,572 92 Weighted Average 3,899 33.69% Pervious Area 7,673 66.31% Impervious Area Tc Length Slope Velocity Capacity Description 10.0 Direct Entry, Summary for Subcatchment B2: BASIN 2 Runoff = 0.30 cfs @ 7.97 hrs, Volume= 0.096 af, Depth= 3.31" 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" * 2,765 98 Northern Roof * 2,172 98 Southern Roof - partial * 745 98 Concrete Sidealk (s) * 920 98 Concrete Sidewalk (n) * 1,967 98 AC access road * 5,871 80 Landscaping * 674 98 Landscaping (RG) 15,114 91 Weighted Average 5,871 38.84% Pervious Area 9,243 61.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment B3: BASIN 3 (S) Runoff = 0.18 cfs @ 7.94 hrs, Volume= 0.059 af, Depth= 3.95" 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" 20-517 SiteRev - v2 Type IA 24 -hr 10 yr Rainfall=4.30" Prepared by Microsoft Printed 4/30/2021 HydroCAD® 10.00-16 s/n 09344 @ 2015 HydroCAD Software Solutions LLC Page 3 Area (sf) CN Description 4,052 98 Parking Lot + Sidewalk * 1,327 98 Landscape (RG) * 240 80 Landscape 63 0.04 cfs @ 9.74 hrs, Volume= 0.065 of Tertiary = 7,838 97 Weighted Average 240 3.06% Pervious Area 7,598 96.94% Impervious Area Tc Length Slope Velocity Capacity Description 10.0 Direct Entry, Summary for Pond RG 1: PVT RAIN GARDEN Inflow Area = 0.266 ac, 66.31 % Impervious, Inflow Depth = 3.41" for 10 yr event Inflow = 0.24 cfs @ 7.97 hrs, Volume= 0.075 of Outflow = 0.06 cfs @ 9.74 hrs, Volume= 0.075 at, Atten= 75%, Lag= 106.4 min Primary = 0.02 cfs @ 9.74 hrs, Volume= 0.010 of Secondary = 0.04 cfs @ 9.74 hrs, Volume= 0.065 of Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Star-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 437.19' @ 9.74 hrs Surf.Area= 919 sf Storage= 703 cf Plug -Flow detention time= 143.3 min calculated for 0.075 of (100% of inflow) Center -of -Mass det. time= 143.3 min ( 859.4 - 716.1 ) Volume Invert Avail.Storage Storage Description #1 436.25' 1,915 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 436.25 581 0 0 437.25 941 761 761 438.25 1,367 1,154 1,915 Device Routing Invert Outlet Devices #1 Secondary 436.25' 2.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Tertiary 438.00' 2.0' long x 1.00' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #3 Primary 436.75' 1.0" Vert. Orifice/Grate C= 0.600 rimary OutFlow Max=0.02 cfs @ 9.74 hrs HW=437.19' TW=432.96' (Dynamic Tailwater) 3=Orifice/Grate (Orifice Controls 0.02 cfs @ 3.03 fps) Secondary OutFlow Max=0.04 cfs @ 9.74 hrs HW=437.19' TW=432.96' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.04 cfs) Iertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=436.25' TW=432.75' (Dynamic Tailwater) `2=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) 20-517 SiteRev - v2 Type IA 24 -hr 10 yr Rainfall=4.30" Prepared by Microsoft Printed 4/30/2021 Summary for Pond RG 2: PVT RAIN GARDEN [87] Warning: Oscillations may require smaller dt or Finer Routing (severity= 18) Inflow Area = 0.347 ac, 61.16% Impervious, Inflow Depth = 3.31" for 10 yr event Inflow = 0.30 cfs @ 7.97 hrs, Volume= 0.096 of Outflow = 0.29 cfs @ 8.03 hrs, Volume= 0.096 af, Atten= 1%, Lag= 3.7 min Primary = 0.27 cfs @ 8.03 hrs, Volume= 0.055 of Secondary = 0.03 cfs @ 8.03 hrs, Volume= 0.040 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 438.61' @ 8.03 hrs Surf.Area= 546 sf Storage= 500 cf Plug -Flow detention time= 113.8 min calculated for 0.096 of (100% of inflow) Center -of -Mass det. time= 113.8 min ( 837.4 - 723.6 ) Volume Invert Avail.Storage Storage Description #1 437.00' 738 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 437.00 109 0 0 438.00 347 228 228 439.00 673 510 738 Device Routing Invert Outlet Devices #1 Secondary 437.00' 2.000 in/hr Exfltration over Surface area Phase -In= 0.01' #2 Primary 438.50' 2.0' long x 1.00' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #3 Primary 437.30' 1.0" Vert. Orifice/Grate C= 0.600 #primary OutFlow Max -0.27 cfs @ 8.03 hrs HW=438.61' TW=434.72' (Dynamic Tailwater) C2=Sharp-Crested Rectangular Weir(Weir Controls 0.24 cfs @ 1.10 fps) 3=Orifice/Grate (Orifice Controls 0.03 cfs @ 5.42 fps) Secondary OutFlow Max=0.03 cfs @ 8.03 hrs HW=438.61' TW=434.72' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Summary for Pond RG3_NEW: PVT RAIN GARDEN Inflow Area = 0.180 ac, 96.94% Impervious, Inflow Depth = 3.95" for 10 yr event Inflow = 0.18 cfs @ 7.94 hrs, Volume= 0.059 of Outflow = 0.05 cfs @ 9.20 hrs, Volume= 0.059 af, Atten= 72%, Lag= 75.3 min Primary = 0.02 cfs @ 9.20 hrs, Volume= 0.014 of Secondary = 0.03 cfs @ 9.20 hrs, Volume= 0.045 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 437.30' @ 9.20 hrs Surf.Area= 836 sf Storage= 559 cf Plug -Flow detention time= 121.2 min calculated for 0.059 of (100% of inflow) Center -of -Mass det. time= 121.2 min ( 793.9 - 672.6 ) 20-517 Site Rev - v2 Type IA 24-hr 10 yr Rainfal1=4.30" Prepared by Microsoft Printed 4/30/2021 HydroCAD®10 00-16 s/n 09344 @ 2015 HydroCAD Software Solutions LLC Pace 5 Volume Invert Avail.Storage Storage Description #1 436.50' 1,845 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 436.50 553 0 0 437.50 905 729 729 438.50 1,327 1,116 1,845 Device Routing Invert Outlet Devices 41 Secondary 436.50' 1.500 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 437.30' 2.0' long x 1.00' rise Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #3 Primary 436.70' 1.0" Vert. Orifice/Grate C= 0.600 tnmary OutFlow Max-0.02 cfs @ 9.20 hrs HW=437.30' TW=433.05' (Dynamic Tailwater) 2=Sharp-Crested Rectangular Weir(Weir Controls 0.00 cfs @ 0.23 fps) 3=Orifice/Grate (Orifice Controls 0.02 cfs @ 3.61 fps) Secondary OutFlow Max=0.03 cfs @ 9.20 hrs HW=437.30' TW=433.05' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Summary for Pond U1: PVT Storage Aggregate Inflow Area = 0.793 ac, 71.01 % Impervious, Inflow Depth = 1.93" for 10 yr event Inflow = 0.20 cfs @ 8.41 hrs, Volume= 0.128 of Outflow = 0.07 cfs @ 9.01 hrs, Volume= 0.128 af, Atten= 65%, Lag= 35.9 min Discarded = 0.07 cfs @ 9.01 hrs, Volume= 0.128 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 his Peak Elev= 433.30' @ 18.40 hrs Surf.Area= 1,977 sf Storage= 1,038 cf Plug -Flow detention time= 169.7 min calculated for 0.128 of (100% of inflow) Center -of -Mass det. time= 169.7 min ( 1,043.2 - 873.5 ) Volume Invert Avail.Storage Storage Description #1 432.75' 2,337 cf 30.00'W x 41.001 x 2.00'H CUDO 2,460 of Overall x 95.0% Voids #2 432.75' 38 cf 2.00'D x 12.00'H Vertical Cone/Cylinder-Impervious #3 432.75' 1,450 cf 1.75'W x 3.501 x 2.00'H Prismatoid x 122 1,495 cf Overall x 97.0% Voids 3,824 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 432.75' 1.500 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 437.80' 3.0" Vert. Orifice/Grate C=0.600 20-517_SiteRev - v2 Type IA 24 -hr 10 yr Rainfall=4.30" Prepared by Microsoft Printed 4/30/2021 HydroCAD® 10.00-16 s/n 09344 @2015 HydroCAD Software Solutions LLC Pace 6 Discarded OutFlow Max=0.07 cfs @ 9.01 him HW=432.87' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=432.75' (Free Discharge) t-2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond U2: PVT Storage Aggregate [78] Warning: Submerged Pond RG 2 Secondary device # 1 by 1.05' [80] Warning: Exceeded Pond U3 by 5.03'@ 8.41 hrs (0.14 cfs 0.018 af) Inflow Area = 0.527 ac, 73.37% Impervious, Inflow Depth= 2.18" for 10 yr event Inflow = 0.29 cfs @ 8.03 hrs, Volume= 0.096 of Outflow = 0.15 cfs @ 8.41 hrs, Volume= 0.096 af, Atten= 48%, Lag= 22.9 min Discarded = 0.01 cfs @ 5.24 hrs, Volume= 0.043 of Primary = 0.14 cfs @ 8.41 hrs, Volume= 0.052 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 438.05' @ 8.41 hrs Surf.Area= 371 sf Storage= 713 cf Plug -Flaw detention time= 294.0 min calculated for 0.096 of (100% of inflow) Center -of -Mass det. time= 294.1 min ( 1,131.5 - 837.4 ) Volume Invert Avail.Storage Storage Description #1 433.50' 698 cf 8.75'W x 42.00'L x 2.00'H CUDO 735 cf Overall x 95.0% Voids 42 433.50' 19 cf 2.00'0 x 6.00'H Vertical Cone/Cylinder 717 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 433.50' 1.500 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 435.60' 8.0" Round Culvert L=181.0' CMP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 435.60'1434.70' S= 0.0050 'I' Cc= 0.900 n=0.010 PVC, smooth interior, Flow Area= 0.35 sf #3 Device 2 437.70' 3.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 438.30' 8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads MDiscarded OutFlow Max=0.01 cfs @ 5.24 hrs HW=433.56' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Umary OutFlow Max=0.14 cfs @ 8.41 hrs HW=438.04' TW=432.76' (Dynamic Tailwater) lvert (Passes 0.14 cfs of 1.70 cfs potential flow) 3-Orifice/Grate (Orifice Controls 0.14 cfs @ 2.82 fps) Orifice/Grate ( Controls 0.00 cfs) 20-517 SiteRev - v2 Type IA 24 -hr 10 yr Rainfall=4.30" Prepared by Microsoft Printed 4/30/2021 HydroCAD® 10.00-16 s/n 09344 0 2015 HydroCAD Software Solutions LLC Page 7 Summary for Pond 1.13: PVT Storage Aggregate Inflow Area = 0.180 ac, 96.94% Impervious, Inflow Depth = 3.95" for 10 yr event Inflow = 0.05 cfs @ 9.20 hrs, Volume= 0.059 of Outflow = 0.04 cfs @ 9.69 hrs, Volume= 0.059 af, Atten= 24%, Lag= 29.5 min Discarded = 0.04 cfs @ 9.69 hrs, Volume= 0.059 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= 433.16' @ 14.65 hrs Surf.Area= 1,113 sf Storage= 168 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 34.2 min ( 828.1 - 793.9 ) Volume Invert Avail.Storage Storage Description 41 433.00' 2,115 cf 26.50'W x 42.00'L x 2.00'H CUDO 2,226 cf Overall x 95.0% Voids #2 433.50' 19 cf 2.00'D x 6.00'H Vertical Cone/Cylinder 2,134 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 433.00' 1.500 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 437.70' 8.0" Round Culvert L=187.5' CMP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 437.70'/ 436.76' S=0.00507 Cc= 0.900 n=0.010 PVC, smooth interior, Flow Area= 0.35 sf #3 Device 2 437.70' 3.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 438.30' 8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.04 cfs @ 9.69 hrs HW=433.07' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=433.00' TW=433.50' (Dynamic Tailwater) L =Culvert ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) 20-517 Site Rev - v2 Type IA 24 -hr 25 yr Rainfall=4.80" Prepared by Microsoft Printed 4/30/2021 HydroCAD@ 10.00-16 s/n 09344 @2015 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment B1: BASIN 1 (N) Runoff = 0.27 cfs @ 7.97 hrs, Volume= 0.086 af, Depth= 3.89" 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 25 yr Rainfall=4.80" Area (sf) CN Description * 2,243 98 Northern Roof * 3,382 98 AC access road * 680 98 Concrete DW * 1,368 98 Landscape (RG) * 3,899 80 Landscape 11,572 92 Weighted Average 3,899 33.69% Pervious Area 7,673 66.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment B2: BASIN 2 Runoff = 0.34 cfs @ 7.97 hrs, Volume= 0.110 af, Depth= 3.79" 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 * 2,765 98 Northern Roof * 2,172 98 Southern Roof - partial * 745 98 Concrete Sidealk (s) * 920 98 Concrete Sidewalk (n) * 1,967 98 AC access road * 5,871 80 Landscaping * 674 98 Landscaping (RG) 15,114 91 Weighted Average 5,871 38.84% Pervious Area 9,243 61.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment B3: BASIN 3 (S) Runoff = 0.20 cfs @ 7.94 hrs, Volume= 0.067 af, Depth= 4.45' 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" 20-517 SiteRev - v2 Type IA 24 -hr 25 yr Rainfall=4.80" Prepared by Microsoft Printed 4/30/2021 HydroCADO 10.00-16 s/n 09344 ©2015 HydmCAD Saftware Solutions LLC Page 9 Area (sf) CN Description * 4,052 98 Parking Lot +Sidewalk * 1,327 98 Landscape (RG) * 240 80 Landscape B3 * 2,219 98 ROOF 7,838 97 Weighted Average 240 3.06% Pervious Area 7,598 96.94% Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (fuft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Pond RG 1: PVT RAIN GARDEN Inflow Area - 0.266 ac, 66.31% Impervious, Inflow Depth = 3.89" for 25 yr event Inflow = 0.27 cfs @ 7.97 hrs, Volume= 0.086 of Outflow = 0.07 cfs @ 9.87 hrs, Volume= 0.086 af, Atten= 76%, Lag= 114.4 min Primary = 0.02 cfs @ 9.87 hrs, Volume= 0.015 of Secondary = 0.05 cfs @ 9.87 hrs, Volume= 0.071 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= 437.35' @ 9.87 hrs Surf.Area= 985 sf Storage= 861 of Plug -Flow detention time= 159.6 min calculated for 0.086 of (100% of inflow) Center -of -Mass det. time= 159.5 min ( 869.7 - 710.1 ) Volume Invert Avail Storage Storage Description #1 436.25' 1,915 of Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 436.25 581 0 0 437.25 941 761 761 438.25 1,367 1,154 1,915 Device Routing Invert Outlet Devices #1 Secondary 436.25' 2.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Tertiary 438.00' 2.0' long x 1.00' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #3 Primary 436.75' 1.0" Vert. Orifice/Grate C= 0.600 rimary OutFlow Max=0.02 cfs @ 9.87 hrs HW=437.35' TW=433.15' (Dynamic Tailwater) 3=Orifice/Grate (Orifice Controls 0.02 cfs @ 3.61 fps) Secondary OutFlow Max=0.05 cfs @ 9.87 hrs HW=437.35' TW=433.15' (Dynamic Tailwater) L-1=Exfiltration (Exfiltration Controls 0.05 cfs) Ierttary OutFlow Max=0.00 cfs @ 0.00 hrs HW=436.25' TW=432.75' (Dynamic Tailwater) `2=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) 20-517_SiteRev - v2 Type IA 24 -hr 25 yr Rainfall=4.80" Prepared by Microsoft Printed 4/3012021 HydroCAD®10.00-16 sln 09344 @ 2015 HydroCAD Software Solutions LLC Page 10 Summary for Pond RG 2: PVT RAIN GARDEN [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=15) Inflow Area = 0.347 ac, 61.16% Impervious, Inflow Depth = 3.79" for 25 yr event Inflow = 0.34 cfs @ 7.97 hrs, Volume= 0.110 of Outflow = 0.34 cfs @ 8.01 hrs, Volume= 0.11Oaf, Atten= 1 %, Lag= 2.7 min Primary = 0.31 cfs @ 8.01 hrs, Volume= 0.067 of Secondary = 0.03 cfs @ 8.01 hrs, Volume= 0.043 of Routing by Dyn-Star-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 438.62'@ 8.01 hrs Surf.Area= 550 sf Storage- 508 cf Plug -Flow detention time= 107.2 min calculated for 0.110 of (100% of inflow) Center -of -Mass det. time= 107.2 min ( 824.4 - 717.2 ) Volume Invert Avail.Storage Storage Description #1 437.00' 738 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 437.00 109 0 0 438.00 347 228 228 439.00 673 510 738 Device Routing Invert Outlet Devices #1 Secondary 437.00' 2.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 438.50' 2.0' long x 1.00' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #3 Primary 437.30' 1.0" Vert. OrificelGrate C= 0.600 Lnmary OutFlow Max -0.31 cfs @ 8.01 hrs HW=438.62' TW=435.21' (Dynamic Tailwater) 2=Sharp-Crested Rectangular Weir (Weir Controls 0.28 cfs @ 1.17 fps) 3=Orifice/Grate (Orifice Controls 0.03 cfs @ 5.45 fps) Secondary OutFlow Max=0.03 cfs @ 8.01 hrs HW=438.62' TW=435.21' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Summary for Pond RG3_NEW: PVT RAIN GARDEN Inflow Area = 0.180 ac, 96.94% Impervious, Inflow Depth = 4.45" for 25 yr event Inflow = 0.20 cfs @ 7.94 hrs, Volume= 0.067 of Outflow = 0.09 cfs @ 8.40 hrs, Volume= 0.067 af, Atten= 54%, Lag= 27.7 min Primary = 0.06 cfs @ 8.40 hrs, Volume= 0.019 of Secondary = 0.03 cfs @ 8.40 hrs, Volume= 0.047 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 437.33' @ 8.40 hrs Surf.Area= 847 sf Storage= 584 cf Plug -Flow detention time= 123.4 min calculated for 0.067 of (100% of inflow) Center -of -Mass det. time= 123.4 min ( 792.9 - 669.5 ) 20-517 Site Rev - v2 Type IA 24 -hr 25 yr Rainfal1=4.80" Prepared by Microsoft Printed 4/30/2021 HydroCAD@ 10.00-16 s/n 09344 @2015 HydruCAD Software Solutions LLC Pape 11 Volume Invert Avail.Storage Storage Description #1 436.50' 1,845 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubio-feet) (cubic -feet) 436.50 553 0 0 437.50 905 729 729 438.50 1,327 1,116 1,845 Device Routing Invert Outlet Devices #1 Secondary 436.50' 1.500 inlhr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 437.30' 2.0' long x 1.00' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #3 Primary 436.70' 1.0" Vert. Orifice/Grate C= 0.600 trimary OutFlow Max -0.06 ofs @ 8.40 hrs HW=437.33' TW=433.05' (Dynamic Tailwater) 2=Sharp-Crested Rectangular Weir (Weir Controls 0.04 cfs @ 0.61 fps) 3=Orifice/Grate (Orifice Controls 0.02 cfs @ 3.71 fps) Secondary OutFlow Max=0.03 cfs @ 8.40 hrs HW=437.33' TW=433.05' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Summary for Pond U1: PVT Storage Aggregate Inflow Area = 0.793 ac, 71.01 % Impervious, Inflow Depth = 2.30" for 25 yr event Inflow = 0.47 cfs @ 8.12 hrs, Volume= 0.152 of Outflow = 0.07 cfs @ 8.39 hrs, Volume= 0.152 af, Atten- 85%, Lag= 16.2 min Discarded = 0.07 cfs @ 8.39 hrs, Volume= 0.152 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= 433.70' @ 20.84 hrs Surf.Area= 1,977 sf Storage- 1,808 cf Plug -Flow detention time= 286.8 min calculated for 0.152 of (100% of inflow) Center -of -Mass det. time= 286.8 min ( 1,153.4 - 866.5 ) Volume Invert Avail.Storage Storage Description #1 432.75' 2,337 cf 30.00'W x 41.00'L x 2.00'H CUDO 2,460 cf Overall x 95.0% Voids #2 432.75' 38 cf 2.00'D x 12.00'H Vertical Cone/Cylindeplmpervious #3 432.75' 1,450 cf 1.75'W x 3.50% x 2.00'H Prismatoid x 122 1,495 cf Overall x 97.0% Voids 3,824 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 432.75' 1.500 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 437.80' 3.0" Vert. Orifice/Grate C=0.600 20-517 SiteRev - v2 Type IA 24 -hr 25 yr Rainfall=4.80" Prepared by Microsoft Printed 4/30/2021 HydroCADOO 10.00-16 s/n 09344 @2015 HydroCAD Software Solutions LLC Page 12 iscarded OutFIow Max=0.07 cfs @ 8.39 hrs HW=432.87' (Free Discharge) =Exfiltration (Exfiltration Controls 0.07 cfs) rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=432.75' (Free Discharge) 2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond U2: PVT Storage Aggregate [90] Warning: Qout>Qin may require smaller dt or Finer Routing [78] Warning: Submerged Pond RG 2 Secondary device # 1 by 1.40' [80] Warning: Exceeded Pond U3 by 5.38'@ 8.12 hrs (0.41 cfs 0.028 af) Inflow Area = 0.527 ac, 73.37% Impervious, Inflow Depth = 2.49" for 25 yr event Inflow = 0.34 cfs @ 8.01 hrs, Volume= 0.110 of Outflow = 0.42 cfs @ 8.12 hrs, Volume= 0.110 af, Aften= 0%, Lag= 6.5 min Discarded = 0.01 cfs @ 4.82 hrs, Volume= 0.044 of Primary = 0.41 cfs @ 8.12 hrs, Volume= 0.066 of Routing by Dyn-Star-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 438.40'@ 8.12 hrs Surf.Area= 371 sf Storage= 714 cf Plug -Flow detention time= 262.3 min calculated for 0.110 of (100% of inflow) Center -of -Mass det. time= 262.4 min ( 1,086.8 - 824.4 ) Volume Invert Avail.Storage Storage Description #1 433.50' 698 cf 8.75'W x 42.001 x 2.00'H CUDO 735 cf Overall x 95.0% Voids #2 433.50' 19 cf 2.00'D x 6.00'H Vertical Cone/Cylinder 717 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 433.50' 1.500 in/hr Exfiltration over Surface area Phase -In= 0.01' 42 Primary 435.60' 8.0" Round Culvert L=181.0' CMP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 435.60'/434.70' S=0.00507 Cc= 0.900 n=0.010 PVC, smooth interior, Flow Area= 0.35 sf #3 Device 2 437.70' 3.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 438.30' 8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Drded OutFlow Max=0.01 cfs @ 4.82 hrs HW=433.56' (Free Discharge) tExfiltration (Exfiltration Controls 0.01 cfs) primary OutFIow Max=0.39 cfs @ 8.12 hrs HW=438.39' TW=432.76' (Dynamic Tailwater) L -Culvert (Passes 0.39 cfs of 1.81 cfs potential flow) 3=OrificelGrate (Orifice Controls 0.20 cfs @ 4.01 fps) =Orifice/Grate (Weir Controls 0.19 cfs @ 0.99 fps) 20-517 Site Rev - v2 Type lA 24 -hr 25 yr Rainfall=4.80" Prepared by Microsoft Printed 4/30/2021 HydroCAD® 10 00-16 s/n 09344 @2015 HydroCAD Software Solutions LLC Page 13 Summary for Pond U3: PVT Storage Aggregate Inflow Area = 0.180 ac, 96.94% Impervious, Inflow Depth = 4.45' for 25 yr event Inflow = 0.09 cfs @ 8.40 hrs, Volume= 0.067 of Outflow = 0.04 cfs @ 8.50 hrs, Volume= 0.067 af, Atten= 58%, Lag= 5.8 min Discarded = 0.04 cfs @ 8.50 hrs, Volume= 0.067 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= 433.30' @ 15.77 hrs Surf.Area= 1,113 sf Storage= 322 cf Plug -Flow detention time= 78.7 min calculated for 0.067 of (100% of inflow) Center -of -Mass det. time= 78.7 min ( 871.5 - 792.9 ) Volume Invert Avail Storage Storage Description #1 433.00' 2,115 cf 26.50'W x 42.00'L x 2.00'H CUDO 2,226 cf Overall x 95.0% Voids #2 433.50' 19 cf 2.00'D x 6.00'H Vertical Cone/Cylinder 2,134 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 433.00' 1.500 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 437.70' 8.0" Round Culvert L=187.5' CMP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 437.70'/436.76' S=0.00507 Cc= 0.900 n=0.010 PVC, smooth interior, Flow Area= 0.35 sf #3 Device 2 437.70' 3.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 438.30' 8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.04 cfs @ 8.50 hrs HW=433.07' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.04 cfs) mary OutFlow Max=0.00 cfs @ 0.00 hrs HW=433.00' TW=433.50' (Dynamic Tailwater) t -Culvert ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) 20-517 Site Rev - v2 Prepared by Microsoft Type IA 24 -hr WQ Rainfal1=0.83" Printed 4/30/2021 Summary for Subcatchment 131: BASIN 1 (N) Runoff = 0.01 cfs @ 8.05 hrs, Volume= 0.006 af, Depth= 0.28" 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 * 2,243 98 Northern Roof * 3,382 98 AC access road * 680 98 Concrete DW * 1,368 98 Landscape (RG) _ 1000 on 1 anr.-- 11,572 92 Weighted Average 3,899 33.69% Pervious Area 7,673 66.31% Impervious Area Tc Length Slope Velocity Capacity Description 10.0 Direct Entry, Summary for Subcatchment B2: BASIN 2 Runoff = 0.01 cis @ 8.05 hrs, Volume= 0.007 af, Depth= 0.25' 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" * 2,765 98 Northern Roof * 2,172 98 Southern Roof- partial * 745 98 Concrete Sidealk (s) * 920 98 Concrete Sidewalk (n) * 1,967 98 AC access road * 5,871 80 Landscaping * .674 98 Landscaping (RG) 15,114 91 Weighted Average 5,871 38.84% Pervious Area 9,243 61.16% Impervious Area Tc Length Description Summary for Subcatchment B3: BASIN 3 (S) Runoff = 0.03 cfs @ 7.99 hrs, Volume= 0.008 af, Depth= 0.55' 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" 20-517 Site Rev - v2 Type IA 24 -hr WQ Rainfall=0.83" Prepared by Microsoft Printed 4/30/2021 HVdroCAD® 10.00-16 s/n 09344 @ 2015 HydroCAD Software Solutions LLC Pace 15 Area (sf) CN Description * 4,052 98 Parking Lot +Sidewalk * 1,327 98 Landscape (RG) * 240 80 Landscape B3 * 2,219 98 ROOF 7,838 97 Weighted Average 240 3.06% Pervious Area 7,598 96.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Pond RG 1: PVT RAIN GARDEN Inflow Area = 0.266 ac, 66.31% Impervious, Inflow Depth = 0.28" for WQ event Inflow = 0.01 cfs @ 8.05 hrs, Volume= 0.006 of Outflow = 0.01 cfs @ 8.08 hrs, Volume= 0.006 af, Atten= 3%, Lag= 2.3 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Secondary = 0.01 cfs @ 8.08 hrs, Volume= 0.006 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= 436.26' @ 8.08 hrs Surf.Area= 583 sf Storage= 3 cf Plug -Flow detention time= 3.6 min calculated for 0.006 of (100% of inflow) Center -of -Mass det. time= 3.6 min ( 864.3 - 860.7 ) Volume Invert Avail.Storage Storage Description #1 436.25' 1,915 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 436.25 581 0 0 437.25 941 761 761 438.25 1,367 1,154 1,915 Device Routing Invert Outlet Devices #1 Secondary 436.25' 2.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Tertiary 438.00' 2.0' long x 1.00' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #3 Primary 436.75' 1.0" Vert. Orifice/Grate C= 0.600 rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=436.25' TW=432.75' (Dynamic Tailwater) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.01 cfs @ 8.08 hrs HW=436.26' TW=432.75' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Iertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=436.25' TW=432.75' (Dynamic Tailwater) `2=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) 20-517_SiteRev - v2 Type IA 24 -hr WQ Rainfall=0.83" Prepared by Microsoft Printed 4/30/2021 Summary for Pond RG 2: PVT RAIN GARDEN Inflow Area = 0.347 ac, 61.16% Impervious, Inflow Depth = 0.25" for WQ event Inflow = 0.01 cfs @ 8.05 hrs, Volume= 0.007 of Outflow = 0.01 cfs @ 9.20 hrs, Volume= 0.007 af, Atten= 55%, Lag= 68.7 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Secondary = 0.01 cfs @ 9.20 hrs, Volume= 0.007 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 437.15' @ 9.20 hrs Surf.Area= 145 sf Storage= 19 cf Plug -Flow detention time= 18.5 min calculated for 0.007 of (100% of inflow) Center -of -Mass det. time= 18.5 min ( 897.5 - 878.9 ) Volume Invert Avail.Storage Storage Description #1 437.00' 738 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic feet) (cubic -feet) 437.00 109 0 0 438.00 347 228 228 439.00 673 510 738 Device Routing Invert Outlet Devices #1 Secondary 437.00' 2.000 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 438.50' 2.0' long x 1.00' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 1.0' Crest Height #3 Primary 437.30' 1.0" Vert. Orifice/Grate C= 0.600 rimary OutFlow Max -0.00 cfs @ 0.00 hrs HW=437.00' TW=433.50' (Dynamic Tailwater) 2=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.01 cfs @ 9.20 hrs HW=437.15' TW=433.51' (Dynamic Tailwater) 1=Exflltration (Exfiltration Controls 0.01 cfs) Summary for Pond RG3_NEW: PVT RAIN GARDEN Inflow Area = 0.180 ac, 96.94% Impervious, Inflow Depth = 0.55" for WQ event Inflow = 0.03 cfs @ 7.99 hrs, Volume= 0.008 of Outflow = 0.02 cfs @ 8.16 hrs, Volume= 0.008 at, Atten= 22%, Lag= 10.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Secondary = 0.02 cfs @ 8.16 hrs, Volume= 0.008 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 436.52'@ 8.16 hrs Surf.Area= 560 sf Storage= 11 cf Plug -Flow detention time= 5.2 min calculated for 0.008 of (100% of inflow) Center -of -Mass det. time= 5.2 min ( 761.5 - 756.3 ) 20-517 Site Rev - v2 Type IA 24 -hr WQ Rainfall=0.83" Prepared by Microsoft Printed 4/30/2021 HvdmCAD®10.00-16 s/n 09344 @2015 HydroCAD Software Solutions LLC Page 17 Volume Invert Avail.Storage Storage Description #1 436.50' 1,845 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area 432.75' Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubio-feet) 436.50 553 0 0 437.50 905 729 729 438.50 1,327 1,116 1,845 Device Routing Invert Outlet Devices #1 Secondary 436.50' 1.500 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 437.30' 2.0' long x 1.00' rise Sharp -Crested Rectangular Weir Device Routing 2 End Contraction(s) 1.0' Crest Height #3 Primary 436.70' 1.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.00 cis @ 0.00 hrs HW=436.50' TW=433.00' (Dynamic Tailwater) 12=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) S$econdary OutFlow Max=0.02 cfs @ 8.16 hrs HW=436.52' TW=433.01' (Dynamic Tailwater) T Mxfiltration (Exfiltration Controls 0.02 cfs) Summary for Pond U1: PVT Storage Aggregate Inflow Area = 0.793 ac, 71.01 % Impervious, Inflow Depth = 0.09" for WQ event Inflow = 0.01 cfs @ 8.08 hrs, Volume= 0.006 of Outflow = 0.01 cfs @ 8.14 hrs, Volume= 0.006 af, Ahen= 4%, Lag= 3.4 min Discarded = 0.01 cfs @ 8.14 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= 432.75'@ 8.14 hrs Surf.Area= 1,977 sf Storage= 4 cf Plug -Flow detention time= 4.6 min calculated for 0.006 of (100% of inflow) Center -of -Mass det. time= 4.6 min ( 868.9 - 864.3 ) Volume Invert Avail.Storage Storage Description #1 432.75' 2,337 cf 30.0074 x 41.00'L x 2.00'H CUDO 2,460 cf Overall x 95.0% Voids #2 432.75' 38 cf 2.00'D x 12.00'H Vertical ConelCylindeHmpervious #3 432.75' 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 3,824 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 432.75' 1.500 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 437.80' 3.0" Vert. Orifice/Grate C=0.600 !Rev - v2 Microsoft Type lA 24 -hr WQ Rainfall=0.83" Printed 4/30/2021 Discarded OutFlow Max=0.01 cfs @ 8.14 hrs HW=432.75' (Free Discharge) 1=Exfillration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=432.75' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond U2: PVT Storage Aggregate Inflow Area = 0.527 ac, 73.37% Impervious, Inflow Depth = 0.16" for WQ event Inflow = 0.01 cfs @ 9.20 hrs, Volume= 0.007 of Outflow = 0.01 cfs @ 9.28 hrs, Volume= 0.007 A Atten= 0%, Lag= 4.9 min Discarded = 0.01 cfs @ 9.28 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= 433.51' @ 9.28 hrs Surf.Area= 371 sf Storage= 2 cf Plug -Flow detention time= 4.6 min calculated for 0.007 of (100% of inflow) Center -of -Mass det. time= 4.6 min ( 902.0 - 897.5 ) Volume Invert Avail.Storage Storage Description #1 433.50' 698 cf 8.75'W x 42.00'L x 2.00'H CUDO 735 cf Overall x 95.0% Voids #2 433.50' 19 cf 2.00'13 x 6.00'H Vertical Cone/Cylinder 717 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 433.50' 1.500 in/hr Exfltration over Surface area Phase -In= 0.01' #2 Primary 435.60' 8.0" Round Culvert L=181.0' CMP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 435.60'/ 434.70' S= 0.0050 T Cc= 0.900 n=0.010 PVC, smooth interior, Flow Area= 0.35 sf #3 Device 2 437.70' 3.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 438.30' 8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads ppiscarded OutFlow Max=0.01 cfs @ 9.28 hrs HW=433.51' (Free Discharge) t 1=Exfiltration (Exfiltration Controls 0.01 cfs) fnmary OutFlow Max=0.00 cfs @ 0.00 hrs HW=433.50' TW=432.75' (Dynamic Tailwater) =Culvert ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) 20-517 SiteRev - v2 Type IA 24 -hr WQ Rainfall=0.83" Prepared by Microsoft Printed 4/30/2021 HvdroCADO 10.00-16 s/n 09344 O 2015 HvdroCAD Software Solutions LLC Page 19 Summary for Pond U3: PVT Storage Aggregate Inflow Area = 0.180 ac, 96.94% Impervious, Inflow Depth= 0.55" for WQ event Inflow = 0.02 cfs @ 8.16 hrs, Volume= 0.008 of Outflow = 0.02 cfs @ 8.26 hrs, Volume= 0.008 af, Atten= 0%, Lag= 6.5 min Discarded = 0.02 cfs @ 8.26 hrs, Volume= 0.008 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= 433.01' @ 8.26 hrs Surf.Area= 1,113 sf Storage= 5 cf Plug -Flow detention time= 4.6 min calculated for 0.008 of (100% of inflow) Center -of -Mass det. time= 4.6 min ( 766.1 - 761.5 ) Volume Invert Avail.Storage Storage Description #1 433.00' 2,115 of 26.50'W x 42.00'L x 2.00'H CUDO 2,226 of Overall x 95.0% Voids #2 433.50' 19 cf 2.00'D x 6.00'H Vertical Cone/Cylinder 2,134 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 433.00' 1.500 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 437.70' 8.0" Round Culvert L=187.5' CMP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 437.70'/ 436.76' S=0.00507 Cc= 0.900 n=0.010 PVC, smooth interior, Flow Area= 0.35 sf #3 Device 2 437.70' 3.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 2 438.30' 8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.02 cfs @ 8.26 hrs HW=433.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=433.00' TW=433.50' (Dynamic Tailwater) 't --Culvert ( Controls 0.00 cfs) 1�3=Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) MT'1Ua I<f91V :3 Infiltration Test Summary CIranch HGINEERING= Sf_" M February- 12, 2020 Schooner Satre Group 375 W 4`" Ave #201 Eugene, Or 97401 RE: SITE INturRATION TEST RESULTS 287 DEAnmOND FERRY ROAD SPRINGFIELD, OREGON BEI Matter No. 20-517 Branch Engineering Inc (BED 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 stormwater generated from new impervious surface areas. Field Work and Site Description -Iwo 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 Infiltration 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 I f soft, damp, brawn silty clay before transitioning to medium stiff, moist, brown clayey silt. The NRCS 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 Infiltration 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 5t^ Street, Springfield, OR 97477 1 p: 541.746.0637 1 w .branchengineenrg.com Measured Rate of Depth of Hydraulic Conductivity, Location. Test in k (in Infiltration Test IT -1 43 2.5 Infiltration Test TT -2 43 3.5 EUGENE -SPRINGFIELD PHILOMATH-CORVALLIS 310 5t^ Street, Springfield, OR 97477 1 p: 541.746.0637 1 w .branchengineenrg.com 287 neadmond Ferry Infiltration Testing February 12, 2021 Recommended Infiltration Desien Rates Using the recommended factor of safety of 2, a design infiltration rate of 1.5 m/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 our 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, 4 PRO, N�INEFg 0 79232PE Digitally Signed Igitallysigned byNathan Patterson OREGON te: 2021.04.3008:49:23-07'00' 2'�if �C 21 r 2D1 �0=' '4N AATC� EXPIRES: 12/31/22 Nathan Patterson, P.E. Principal Civil Engineer Attached: Infiltration Testing Field Data NRCS Site Soil Mapping Branch Engineering, Inc. H -anch GI NE EKING- T=R 29]Oeadmoud§Fe^YRa .. ,oj Hate:01/o9. 2051 RFJR ct Nand 20 il] Te9 Type: Fncmed FallivA Head lufilVation l Ttiall AlapudDepth Thne( ➢eplhbWater Slate[e OepthoPWater' RateofFell ( Rate of FallTe. (m 1 A AeN ofFV TI fvStmtl "thameter �' r 26.i 2.i.S 225 Aantl Hei hl AGS to - li 2,0 20.0 0.10 6.0 Stall. H"Itt AGS5 28.0 200 R.l 6.5 3i 293 18.5 Ma },F TeatDe hRGS 43 61.0 t/.0 008 4.9 60 31.0 17_0 0.06 3.6 Polv33.5 145 00]Clo[kWve 90 33.0 150 .07 a0 at Staff 110] 34.5AS 120 34.5 13.5 005 30 I. S.T-e 3J I10 LLW 23 17� 4.1Ileplh Nbltrzfinn Tut2Ma12 F Pa Depth to Walu ➢e,tof FlIu Rate of Fall Rale of Fad Time(mlu Sotiace liul th (mAVGAate atWU Test l ltisl 2 to Wetet' ➢epO of Wa[¢I eteofFallhRJ Suface li➢) (Vel R(i➢/miol -A¢ A Rale of Fa. 12' W Volume lf.a Added iR 1 290 l� 320 LG.0 ClvcMlme 19:ID 20 30.0 18A 0.04 3.0 14:10 330 Ls0 003 30 340 140 .3 20 3.5 353 12.5 IF 3.3 28 h>MlIjon Tert 2 Tf. Fl apEed Depth to Watea Dep\h oP Wa[e+ Pate of Fall ..IF. Ifine(mm $efface' 1 AVG Rale of Fall'F2' tes3 th of W.. Na[e oP Fall Rate of tllWdVatlm '. (io/➢tial A RateofFnAl'3 wWVolamatu100LA.i 0 30.0 IB -0 M Clo[ktlme 1525 90 32A 160 ID 60 fi0 331 005 30 UUSLB.i OU3 2.0 a.5 3 20 ° ro a° Pn\e o! Wa a fa YnM1n'n n e0 timv mint m o 2.5 nv Pate of Water Level Fa rolmin Aecommend 3tl Rete (ie/ht) Aecamnrended Rate (In/1¢J Ivfilnanov Tes[2Tt1e11 AlapudDepth Thne( to Watt/ S a- Depth of Watea RVI, of FVR 1 Haleaf Fall ( Av Rate of Fall Td(jdaL Stavd OMeluR. 26.i 21.5 Aantl Hei hl AGS to - li 2,0 20.0 0.10 6.0 Teot Oe Ih APS b 43 3i 293 18.5 Ma },F Volawf AFT vlliec Added 1 60 31.0 17_0 0.06 3.6 Cla[kme 11- 90 33.0 150 .07 a0 9.2 ASTH Sm 120 34.5 13.5 005 30 Nbltrzfinn Tut2Ma12 F Pa Depth to Walu ➢e,tof FlIu Rate of Fall Rale of Fad Time(mlu Sotiace liul th (mAVGAate of FaU P2' Volume of Water AJdeh 1 0 290 l� ClvcMlme 19:ID 20 30.0 18A 0.04 3.0 50 320145 0.0] 10 JS 333 ]45 Ofi 3.6 3.5 h>MlIjon Tert 2 Tf. Fl apEed Depth to Watea Dep\h oP Wa[e+ Pate of Fall ..IF. Ifine(mm $efface' 1 AVG Rale of Fall'F2' Vohwcof Waty Added al a.i 0 30.0 IB -0 Clo[ktlme 1525 90 32A 160 ID 60 fi0 331 005 30 a.5 3 20 ° ro a° Pn\e o! Wa a fa YnM1n'n n e0 timv mint m o m ro° Aecommend 3tl Rete (ie/ht) N rlN Soil Map—Lane County Area, Oregon (Oeadmon0 Ferry Rd) 3 3 -�. My5G3e:I:6TidpinlGanApp0ai[(&5'xll"f9�. F 10 0 q N 0 'a 40 Avm Remtor tm�amw've�: vrrrcsea rmxea: unnmrevlrvvxsea u50A Natural Resources Web Soil Survey 12111/2020 3 Conservation Semi" National Cooperative Sail Survey Page 1 of 3 W SYN § � ! i _ ..484:.< !!!) {■ !E\!r. \ }g;g�.-44«.o>+x,�_, \: \\ \ \N Im 20 !!dlgS; 0 ! i _ ..484:.< !!!) {■ !E\!r. \ }g;g�.-44«.o>+x,�_, Soil Map—Lane County Area, Oregon Map Unit Legend Deadmond Ferry Rd WDA Natural Resources Web Soil Survey 1 2111 /2 0 2 aiiiiiiiiii Conservation Service National Cooperative Soil Survey Page 3 of 3 Map Unit Symbol Map Unit Name Acres in AOl Percent of AOl 75 1Malabon silty clay loam 2.41 100.0% Totals for Area of Interest 2.4 100.0% WDA Natural Resources Web Soil Survey 1 2111 /2 0 2 aiiiiiiiiii Conservation Service National Cooperative Soil Survey Page 3 of 3 Map Unit Description: Malabon silty clay loam ---Lane County Area, Oregon Lane County Area, Oregon 75—Malabon silty clay loam Map Unit Setting National map unit symbol: 2385 Elevation: 300 to 650 feet Mean annual precipitation: 40 to 60 inches Mean annual air temperature: 52 to 54 degrees F Frost -free period: 165 to 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 H1 - 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 (Ksali Moderately high (0.20 to 0.57 in/hr) Depth to watertable: More than 80 inches Frequency of flooding: None Frequency of ponding: 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 (G002XY002OR) Deadmond Ferry Rd Igpp Natural Resources Web Soil Survey '¢nvzuzu >� Conservation service National Cooperative Soil Survey Page 1 of 2 Map Unit Description: Malabon 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 c.lNatural Resources Web Soil Survey 12111/2020 Conservation Service National Cooperative Sail Survey Page 2 of 2 D4 `i IT -1 APPROXIMATE - LOCATION OF INFILTRATION TESTING SCALE: (11"x17) ranch I N E E RI N G. SITE EXPLORATION MAP - PROPOSED MULTI -UNIT HOUSING SITE FIGURE -1 Nkaon SPRINGFIELD, OREGON 2-19-2021 310 5th STREET, SPRINGFIELD, OREGON 97477 PROJECT _N020.517