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26 10-02 Blaze Chanhassen - SWM Report Stormwater Management Report October 2, 2026 Blaze Chanhassen Stormwater Management Plan Hydrology Report Blaze Credit Union Chanhassen Chanhassen, MN October 2, 2026 Loucks Project No. 260351.0 I hereby certify that this report was prepared by me or under my direct supervision, and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota ______________________________________ Brain Johnson, P.E. Date: 10/02/2026 Reg. No. 44607 Stormwater Management Plan October 2, 2026 Blaze Chanhassen Blaze Credit Union Chanhassen Chanhassen, MN Stormwater Management Plan Table of Contents Page Number Introduction ................................................................................................................................ 1 Methodology .............................................................................................................................. 1 Existing Conditions ..................................................................................................................... 2 Proposed Conditions ................................................................................................................... 2 Best Management Practices ......................................................................................................... 5 Conclusion ................................................................................................................................. 5 Appendices HydroCAD Report -Existing/Proposed .......................................................................... Appendix A MIDS Report ................................................................................................................ Appendix B Irrigation Area & Tree Coverage Exhibits...................................................................... Appendix C Existing & Proposed Drainage Exhibit .......................................................................... Appendix D Decompaction Exhibit .................................................................................................. Appendix E Geotechnical Report .................................................................................................... Appendix F Stormwater Management Plan October 2, 2026 Blaze Chanhassen Page 1 Blaze Credit Union Chanhassen Chanhassen, MN Stormwater Management Plan Introduction This stormwater management plan was created for the proposed for the Blaze Credit Union site in Chanhassen, MN. The proposed project consists of buildings, parking lots areas with required utilities, hardscape and landscaping. The project is located on the northeast corner of Great Plains Boulevard and Lake Drive East, just south of Arboretum Boulevard. The address is 320 Lake Drive East. The property is approximately 1.35 acres with 90-100% being disturbed. Included in this plan are calculations for the existing and proposed discharge of storm water leaving the site Requirements and Methodology City of Chanhassen and Riley-Purgatory-Bluff Creek Watershed District Stormwater Requirements 1. Rate Control — Match existing rates for the 2-year, 10-year, and 100-year storm event rate, as well as 100-year, 10-day snowmelt event. 2. Volume Control — 1.1-inch infiltration over the new impervious surface. 0.55-inches when D soils are encountered 3. Quality Control — Treatment to remove the equivalent of at least 60 percent annual total phosphorus and at least 90 percent annual total suspended solids, as well as no net increase in TSS or TP loading Methodology The stormwater calculations were made utilizing the stormwater-modeling program HydroCAD 10.00. Calculations were performed for the 24-hour 100-year rainfall event of 7.41 inches, 10-year rainfall event of 4.27 inches, and 2-year rainfall event of 2.87 inches and the 7.2” 10-day snowmelt. For purposes of analyzing the 1.35-acre project area and additional outlying areas draining through the site were included in the hydrologic analysis to account for all runoff that affects the proposed project, for a total of 1.61 acres modeled. Stormwater Management Plan October 2, 2026 Blaze Chanhassen Page 2 Soils information comes from a Braun Intertec Geotechnical Report dated July 27, 2026 and indicates mostly D soils. There is potential soil contamination from the sites previous use as a gas station and petroleum leaks onsite at the time. With this information, we feel it is best to not pursue infiltration within the site. Water reuse and underground filtration are used to meet rate control, volume and quality control from new impervious surfaces to the highest extent possible. Existing Conditions The existing site consists of similar impervious surface as proposed with building and parking. All of the parcel drainage makes it way directly to City storm sewer untreated. Most is collected in storm sewer within the site and routed to City storm sewer, with only the outer perimeter draining directly offsite. The entire site drains from the north to the south, draining to Lake Drive East. The existing modeled area of approximately 1.606 acres consists of 1.169 acres of impervious surface. Proposed Conditions The proposed site generally consists of a retail/financial building and associated parking, hardscape and landscape. The layout remains similar to existing to maintain similar drainage patterns. Additional storm sewer has been added to the site to capture more of the impervious surface to route to treatment. All captured impervious is directed to an underground filtration tank that treats and directs flow to an underground tank that allows for irrigation reuse onsite. The two tanks work together to store up to two weeks worth of irrigation before outletting. All water below the water quality volume is filtered. Runoff, after filtered, will be routed to City storm sewer in Lake Drive East. The proposed modeled area of approximately 1.606 acres consists of 1.00 acres of impervious surfaces (on-site and off-site; reconstructed and existing undisturbed). A specific breakdown of on-site areas and total impervious surfaces reconstructed are provided on H2-1 and H3-1. Rate Control All proposed rates meet or reduce rates from existing conditions for the Blaze site. All runoff generally maintains the same pattern in each direction. Tables 1.1 to 1.2 below compares the existing and proposed peak runoff rates and volumes for the discharge points analyzed. Stormwater Management Plan October 2, 2026 Blaze Chanhassen Page 3 Table 1.1 — Existing Peak Runoff Rates and Volumes 2-Yr Storm Event 10-Yr Storm Event 100-Yr Storm Event 10-Day Snow Drainage Area Area (sf) Rate (cfs) Volume (ac-ft) Rate (cfs) Volume (ac-ft) Rate (cfs) Volume (ac-ft) Rate (cfs) Volume (ac-ft) E1aS 36,277 3.22 0.176 4.91 0.271 8.70 0.487 0.16 0.483 E1bS 11,211 1.10 0.049 1.73 0.078 3.05 0.144 0.05 0.149 E2S 22,489 2.27 0.105 3.49 0.164 6.23 0.298 0.10 0.299 E2R 69,977 6.15 0.330 9.46 0.513 16.87 0.929 0.31 0.931 Table 1.2 — Proposed Peak Runoff Rates and Volumes 2-Yr Storm Event 10-Yr Storm Event 100-Yr Storm Event 10-Day Snow Drainage Area Area (sf) Rate (cfs) Volume (ac-ft) Rate (cfs) Volume (ac-ft) Rate (cfs) Volume (ac-ft) Rate (cfs) Volume (ac-ft) P1aS 54,960 4.89 0.255 7.55 0.398 13.51 0.724 0.24 0.702 P1bS 5,884 0.52 0.022 0.85 0.037 1.58 0.071 0.02 0.069 P1cS 5,327 0.55 0.026 0.84 0.040 1.49 0.072 0.02 0.070 P2S 3,806 0.32 0.013 0.54 0.022 1.01 0.044 0.02 0.043 P2R 69,977 4.72 0.273 7.46 0.454 13.60 0.868 0.30 0.840 Volume Control The watershed requires infiltration of 1.1-inch over the impervious surface. The site soils are not conducive to infiltration based on soil boring information. Soils are found to be mostly D (CL) soils. A reduction from 1.1” to 0.55” is the next step. Site reuse is being proposed onsite to the extent possible. The full 0.55” volume cannot be achieved within the limited area of the site and required impervious surface to meet parking and traffic flow, so the site is down to meeting the volume control to the maximum extent possible. Reuse and tree canopy abstraction are being proposed to meet volume control requirements. Based on the modeled areas there is 1.003 acres (43,694 cf) of impervious area. That impervious area includes existing undisturbed impervious and misses some unmodeled disturbed impervious that is outside the modeled area in the street. The total new/disturbed impervious surface surface is 40,377 sf (0.927 ac). Minimum infiltration volume: 0.927 acres * 0.55-inch/12 = 0.042 af or 1,851 cf Volume provided: Irrigation reuse: 823 cf Tree Canopy Abstraction: 50 cf Stormwater Management Plan October 2, 2026 Blaze Chanhassen Page 4 TOTAL: 873 cf Filtration Provided: 3,704 cf The total provided is approximately 50% of the reduced volume requirement but the full 1.1” is filtered before leaving the site. It achieves the greatest volume reduction that the site can achieve without infiltration. Rainwater Reuse Captured rainwater runoff is planned to be captured and reused within the site. An underground tank is proposed in the southwest corner to capture runoff from the site. The reuse system will be for irrigation within the landscaped site. This system will draw water from the reuse tank via a pump manhole. The area intended to be irrigated using the collected rainwater is 0.467 acres. MIDS calculates the volume credit from irrigation is 823 cf, with an average irrigation application of 1.11 inches per week. We are irrigating to the maximum extent possible, with the limits of the property size, that balances the reuse water available. A single weeks irrigation will draw 1,695 cf of water from the tank based on an average of 1.0-inches of irrigation which would mean the tank supplies approximately 2.0 weeks of irrigation between rainfall events based on the volume above the pipe of 3,412 cf. Maximizing the tank volume during dry season could include going down to 1-inch a week in the landscape areas and only 0.5-inches a week in the more natural grass areas. Tree Canopy Abstraction Credit Per RPBCWD guidelines, the abstraction volume from existing and proposed tree canopies was accounted for to meet the stormwater volume requirement of abstraction to the maximum extent over the runoff from regulated impervious surfaces for a restricted site. A spreadsheet calculator developed by the Center of Watershed Protection was used to estimate the volume retention provided by trees. Table 1.3 below shows the volume retained by the various tree types over impervious surfaces. See Appendix C for the Tree Coverage Exhibit and associated spreadsheet calculations. Table 1.3 – Tree Canopy Abstraction Volume Tree Type Surface Abstraction Volume (CF) Broadleaf Deciduous Impervious 50 Coniferous Impervious 0 Totals 50 As shown in Table 1.3 above, a stormwater abstraction volume of 50 cf is provided by the proposed trees on the project property. Note that any overlapping of canopies was accounted for. Stormwater Management Plan October 2, 2026 Blaze Chanhassen Page 5 Water Quality The site requires no net increase in both total suspended solids and total phosphorus, as well as 60% reduction in total phosphorus and 90% reduction in total suspended solids. This is proposed to be achieved through the onsite reuse, and underground filtration with iron fillings for phosphorus removal. Treatment is not calculated for runoff drainage through the site from offsite. MIDS is used to model the site removals. An existing model was created to determine base numbers for the site and proposed to determine removals from the onsite treatments for the site area. Proposed MIDS includes all impervious surface going to the onsite treatment since offsite impervious surface treatment compensates for the untreated onsite impervious surfaces. MIDS shows that the Total Phosphorus removal is 65% and the Total Suspended Solids is removal is 91%, which meets the percent reduction required for the treated areas. Table 1.4 shows the breakdown of existing and proposed loads for the two components for the total site. Table 1.4 — Overall TSS and TP Loading for Site (Load/yr) Best Management Practices Best management practices (BMP’s) will be implemented during construction per the project Erosion Control Plan. During construction, erosion control measures will include dust control, silt fencing, inlet protection, and a temporary rock construction entrance. Permanent BMP’s will include stormwater management systems, sump catch basins, surface pavements, and turf establishment (vegetation) of disturbed areas. Conclusion The proposed Stormwater Management Plan for the Blaze Chanhassen Development project provides an improved solution for the conveyance of stormwater on this site. The re-use systems and NURP ponds will capture runoff and provide additional rate control, volume control, and water quality treatment on the site. VariableExisting Loading (lbs/yr)Proposed Inflow Loading (lbs/yr)Proposed Removed (lbs/yr)Proposed Outflow Loading (lbs/yr)% RemovalsTSS 350.6 321.5 291.1 30.4 91TP 1.93 1.7696 1.143 0.6266 65 Appendix A HydroCAD Report, Existing HydroCAD Report, Proposed EXISTING E1aS On-site to outfall pipe E1bS Off-site to outfall pipe E2S On-grade to Lake Dr ROW E1R Total Site Managed E2R Total Project Area Discharge Routing Diagram for 260351 - EXISTING Prepared by Loucks, Printed 9/29/2026 HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link MSE 24-hr 3 2-Year Rainfall=2.87", AMC=3260351 - EXISTING Printed 9/29/2026Prepared by Loucks Page 2HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Time span=0.00-300.00 hrs, dt=0.05 hrs, 6001 points x 3 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=36,277 sf 78.92% Impervious Runoff Depth=2.53"Subcatchment E1aS: On-site to outfall pipe Flow Length=248' Tc=6.3 min AMC Adjusted CN=88/99 Runoff=3.22 cfs 0.176 af Runoff Area=11,211 sf 56.27% Impervious Runoff Depth=2.29"Subcatchment E1bS: Off-site to outfall pipe Flow Length=252' Tc=1.7 min AMC Adjusted CN=88/99 Runoff=1.10 cfs 0.049 af Runoff Area=22,489 sf 71.23% Impervious Runoff Depth=2.45"Subcatchment E2S: On-grade to Lake Dr ROW Flow Length=220' Tc=1.4 min AMC Adjusted CN=88/99 Runoff=2.27 cfs 0.105 af Inflow=3.22 cfs 0.176 afReach E1R: Total Site Managed Outflow=3.22 cfs 0.176 af Inflow=6.15 cfs 0.330 afReach E2R: Total Project Area Discharge Outflow=6.15 cfs 0.330 af Total Runoff Area = 1.606 ac Runoff Volume = 0.330 af Average Runoff Depth = 2.47" 27.18% Pervious = 0.437 ac 72.82% Impervious = 1.170 ac MSE 24-hr 3 2-Year Rainfall=2.87", AMC=3260351 - EXISTING Printed 9/29/2026Prepared by Loucks Page 3HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E1aS: On-site to outfall pipe Runoff = 3.22 cfs @ 12.13 hrs, Volume= 0.176 af, Depth= 2.53" Routed to Reach E1R : Total Site Managed Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.87", AMC=3 Area (sf) CN Adj Description 28,629 98 Unconnected pavement, HSG C 7,648 74 >75% Grass cover, Good, HSG C 36,277 93 98 Weighted Average, AMC Adjusted 7,648 74 88 21.08% Pervious Area, AMC Adjusted 28,629 98 99 78.92% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 25 0.0600 0.08 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.84" 0.2 30 0.0833 2.02 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.2 193 0.0176 2.69 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.3 248 Total MSE 24-hr 3 2-Year Rainfall=2.87", AMC=3260351 - EXISTING Printed 9/29/2026Prepared by Loucks Page 4HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E1bS: Off-site to outfall pipe Runoff = 1.10 cfs @ 12.08 hrs, Volume= 0.049 af, Depth= 2.29" Routed to Reach E2R : Total Project Area Discharge Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.87", AMC=3 Area (sf) CN Adj Description 6,308 98 Unconnected pavement, HSG C 4,903 74 >75% Grass cover, Good, HSG C 11,211 88 95 Weighted Average, AMC Adjusted 4,903 74 88 43.73% Pervious Area, AMC Adjusted 6,308 98 99 56.27% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 45 0.0222 1.15 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.84" 1.0 207 0.0279 3.39 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7 252 Total MSE 24-hr 3 2-Year Rainfall=2.87", AMC=3260351 - EXISTING Printed 9/29/2026Prepared by Loucks Page 5HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E2S: On-grade to Lake Dr ROW Runoff = 2.27 cfs @ 12.07 hrs, Volume= 0.105 af, Depth= 2.45" Routed to Reach E2R : Total Project Area Discharge Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24-hr 3 2-Year Rainfall=2.87", AMC=3 Area (sf) CN Adj Description 16,018 98 Unconnected pavement, HSG C 6,471 74 >75% Grass cover, Good, HSG C 22,489 91 97 Weighted Average, AMC Adjusted 6,471 74 88 28.77% Pervious Area, AMC Adjusted 16,018 98 99 71.23% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 21 0.3000 2.80 Sheet Flow, Roof Smooth surfaces n= 0.011 P2= 2.84" 1.3 199 0.0166 2.62 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.4 220 Total MSE 24-hr 3 2-Year Rainfall=2.87", AMC=3260351 - EXISTING Printed 9/29/2026Prepared by Loucks Page 6HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Reach E1R: Total Site Managed Inflow Area = 0.833 ac, 78.92% Impervious, Inflow Depth = 2.53" for 2-Year event Inflow = 3.22 cfs @ 12.13 hrs, Volume= 0.176 af Outflow = 3.22 cfs @ 12.13 hrs, Volume= 0.176 af, Atten= 0%, Lag= 0.0 min Routed to Reach E2R : Total Project Area Discharge Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs / 3 MSE 24-hr 3 2-Year Rainfall=2.87", AMC=3260351 - EXISTING Printed 9/29/2026Prepared by Loucks Page 7HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Reach E2R: Total Project Area Discharge Inflow Area = 1.606 ac, 72.82% Impervious, Inflow Depth = 2.47" for 2-Year event Inflow = 6.15 cfs @ 12.09 hrs, Volume= 0.330 af Outflow = 6.15 cfs @ 12.09 hrs, Volume= 0.330 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs / 3 MSE 24-hr 3 10-Year Rainfall=4.27", AMC=3260351 - EXISTING Printed 9/29/2026Prepared by Loucks Page 8HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Time span=0.00-300.00 hrs, dt=0.05 hrs, 6001 points x 3 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=36,277 sf 78.92% Impervious Runoff Depth=3.90"Subcatchment E1aS: On-site to outfall pipe Flow Length=248' Tc=6.3 min AMC Adjusted CN=88/99 Runoff=4.91 cfs 0.271 af Runoff Area=11,211 sf 56.27% Impervious Runoff Depth=3.64"Subcatchment E1bS: Off-site to outfall pipe Flow Length=252' Tc=1.7 min AMC Adjusted CN=88/99 Runoff=1.73 cfs 0.078 af Runoff Area=22,489 sf 71.23% Impervious Runoff Depth=3.81"Subcatchment E2S: On-grade to Lake Dr ROW Flow Length=220' Tc=1.4 min AMC Adjusted CN=88/99 Runoff=3.49 cfs 0.164 af Inflow=4.91 cfs 0.271 afReach E1R: Total Site Managed Outflow=4.91 cfs 0.271 af Inflow=9.46 cfs 0.513 afReach E2R: Total Project Area Discharge Outflow=9.46 cfs 0.513 af Total Runoff Area = 1.606 ac Runoff Volume = 0.513 af Average Runoff Depth = 3.83" 27.18% Pervious = 0.437 ac 72.82% Impervious = 1.170 ac MSE 24-hr 3 10-Year Rainfall=4.27", AMC=3260351 - EXISTING Printed 9/29/2026Prepared by Loucks Page 9HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E1aS: On-site to outfall pipe Runoff = 4.91 cfs @ 12.13 hrs, Volume= 0.271 af, Depth= 3.90" Routed to Reach E1R : Total Site Managed Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.27", AMC=3 Area (sf) CN Adj Description 28,629 98 Unconnected pavement, HSG C 7,648 74 >75% Grass cover, Good, HSG C 36,277 93 98 Weighted Average, AMC Adjusted 7,648 74 88 21.08% Pervious Area, AMC Adjusted 28,629 98 99 78.92% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 25 0.0600 0.08 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.84" 0.2 30 0.0833 2.02 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.2 193 0.0176 2.69 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.3 248 Total MSE 24-hr 3 10-Year Rainfall=4.27", AMC=3260351 - EXISTING Printed 9/29/2026Prepared by Loucks Page 10HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E1bS: Off-site to outfall pipe Runoff = 1.73 cfs @ 12.08 hrs, Volume= 0.078 af, Depth= 3.64" Routed to Reach E2R : Total Project Area Discharge Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.27", AMC=3 Area (sf) CN Adj Description 6,308 98 Unconnected pavement, HSG C 4,903 74 >75% Grass cover, Good, HSG C 11,211 88 95 Weighted Average, AMC Adjusted 4,903 74 88 43.73% Pervious Area, AMC Adjusted 6,308 98 99 56.27% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 45 0.0222 1.15 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.84" 1.0 207 0.0279 3.39 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7 252 Total MSE 24-hr 3 10-Year Rainfall=4.27", AMC=3260351 - EXISTING Printed 9/29/2026Prepared by Loucks Page 11HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E2S: On-grade to Lake Dr ROW Runoff = 3.49 cfs @ 12.07 hrs, Volume= 0.164 af, Depth= 3.81" Routed to Reach E2R : Total Project Area Discharge Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.27", AMC=3 Area (sf) CN Adj Description 16,018 98 Unconnected pavement, HSG C 6,471 74 >75% Grass cover, Good, HSG C 22,489 91 97 Weighted Average, AMC Adjusted 6,471 74 88 28.77% Pervious Area, AMC Adjusted 16,018 98 99 71.23% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 21 0.3000 2.80 Sheet Flow, Roof Smooth surfaces n= 0.011 P2= 2.84" 1.3 199 0.0166 2.62 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.4 220 Total MSE 24-hr 3 10-Year Rainfall=4.27", AMC=3260351 - EXISTING Printed 9/29/2026Prepared by Loucks Page 12HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Reach E1R: Total Site Managed Inflow Area = 0.833 ac, 78.92% Impervious, Inflow Depth = 3.90" for 10-Year event Inflow = 4.91 cfs @ 12.13 hrs, Volume= 0.271 af Outflow = 4.91 cfs @ 12.13 hrs, Volume= 0.271 af, Atten= 0%, Lag= 0.0 min Routed to Reach E2R : Total Project Area Discharge Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs / 3 MSE 24-hr 3 10-Year Rainfall=4.27", AMC=3260351 - EXISTING Printed 9/29/2026Prepared by Loucks Page 13HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Reach E2R: Total Project Area Discharge Inflow Area = 1.606 ac, 72.82% Impervious, Inflow Depth = 3.83" for 10-Year event Inflow = 9.46 cfs @ 12.09 hrs, Volume= 0.513 af Outflow = 9.46 cfs @ 12.09 hrs, Volume= 0.513 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs / 3 MSE 24-hr 3 100-Year Rainfall=7.41", AMC=3260351 - EXISTING Printed 9/29/2026Prepared by Loucks Page 14HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Time span=0.00-300.00 hrs, dt=0.05 hrs, 6001 points x 3 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=36,277 sf 78.92% Impervious Runoff Depth=7.02"Subcatchment E1aS: On-site to outfall pipe Flow Length=248' Tc=6.3 min AMC Adjusted CN=88/99 Runoff=8.70 cfs 0.487 af Runoff Area=11,211 sf 56.27% Impervious Runoff Depth=6.72"Subcatchment E1bS: Off-site to outfall pipe Flow Length=252' Tc=1.7 min AMC Adjusted CN=88/99 Runoff=3.05 cfs 0.144 af Runoff Area=22,489 sf 71.23% Impervious Runoff Depth=6.92"Subcatchment E2S: On-grade to Lake Dr ROW Flow Length=220' Tc=1.4 min AMC Adjusted CN=88/99 Runoff=6.23 cfs 0.298 af Inflow=8.70 cfs 0.487 afReach E1R: Total Site Managed Outflow=8.70 cfs 0.487 af Inflow=16.87 cfs 0.929 afReach E2R: Total Project Area Discharge Outflow=16.87 cfs 0.929 af Total Runoff Area = 1.606 ac Runoff Volume = 0.929 af Average Runoff Depth = 6.94" 27.18% Pervious = 0.437 ac 72.82% Impervious = 1.170 ac MSE 24-hr 3 100-Year Rainfall=7.41", AMC=3260351 - EXISTING Printed 9/29/2026Prepared by Loucks Page 15HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E1aS: On-site to outfall pipe Runoff = 8.70 cfs @ 12.13 hrs, Volume= 0.487 af, Depth= 7.02" Routed to Reach E1R : Total Site Managed Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.41", AMC=3 Area (sf) CN Adj Description 28,629 98 Unconnected pavement, HSG C 7,648 74 >75% Grass cover, Good, HSG C 36,277 93 98 Weighted Average, AMC Adjusted 7,648 74 88 21.08% Pervious Area, AMC Adjusted 28,629 98 99 78.92% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 25 0.0600 0.08 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.84" 0.2 30 0.0833 2.02 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.2 193 0.0176 2.69 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.3 248 Total MSE 24-hr 3 100-Year Rainfall=7.41", AMC=3260351 - EXISTING Printed 9/29/2026Prepared by Loucks Page 16HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E1bS: Off-site to outfall pipe Runoff = 3.05 cfs @ 12.07 hrs, Volume= 0.144 af, Depth= 6.72" Routed to Reach E2R : Total Project Area Discharge Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.41", AMC=3 Area (sf) CN Adj Description 6,308 98 Unconnected pavement, HSG C 4,903 74 >75% Grass cover, Good, HSG C 11,211 88 95 Weighted Average, AMC Adjusted 4,903 74 88 43.73% Pervious Area, AMC Adjusted 6,308 98 99 56.27% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 45 0.0222 1.15 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.84" 1.0 207 0.0279 3.39 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7 252 Total MSE 24-hr 3 100-Year Rainfall=7.41", AMC=3260351 - EXISTING Printed 9/29/2026Prepared by Loucks Page 17HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment E2S: On-grade to Lake Dr ROW Runoff = 6.23 cfs @ 12.07 hrs, Volume= 0.298 af, Depth= 6.92" Routed to Reach E2R : Total Project Area Discharge Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-300.00 hrs, dt= 0.05 hrs MSE 24-hr 3 100-Year Rainfall=7.41", AMC=3 Area (sf) CN Adj Description 16,018 98 Unconnected pavement, HSG C 6,471 74 >75% Grass cover, Good, HSG C 22,489 91 97 Weighted Average, AMC Adjusted 6,471 74 88 28.77% Pervious Area, AMC Adjusted 16,018 98 99 71.23% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 21 0.3000 2.80 Sheet Flow, Roof Smooth surfaces n= 0.011 P2= 2.84" 1.3 199 0.0166 2.62 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.4 220 Total MSE 24-hr 3 100-Year Rainfall=7.41", AMC=3260351 - EXISTING Printed 9/29/2026Prepared by Loucks Page 18HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Reach E1R: Total Site Managed Inflow Area = 0.833 ac, 78.92% Impervious, Inflow Depth = 7.02" for 100-Year event Inflow = 8.70 cfs @ 12.13 hrs, Volume= 0.487 af Outflow = 8.70 cfs @ 12.13 hrs, Volume= 0.487 af, Atten= 0%, Lag= 0.0 min Routed to Reach E2R : Total Project Area Discharge Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs / 3 MSE 24-hr 3 100-Year Rainfall=7.41", AMC=3260351 - EXISTING Printed 9/29/2026Prepared by Loucks Page 19HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Reach E2R: Total Project Area Discharge Inflow Area = 1.606 ac, 72.82% Impervious, Inflow Depth = 6.94" for 100-Year event Inflow = 16.87 cfs @ 12.09 hrs, Volume= 0.929 af Outflow = 16.87 cfs @ 12.09 hrs, Volume= 0.929 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-300.00 hrs, dt= 0.05 hrs / 3 PROPOSED P1aS Site, managed on-site P1bS Off-site, managed on-site P1cS Off-site to match ex. area P2S Site, to ROW P1R Total Site Managed P2R Total Project Area Discharge P1P Fe Filtration Tank P2P Irrigation Reuse Tank Routing Diagram for 260351 - PROPOSED Prepared by Loucks, Printed 10/1/2026 HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link MSE 24-hr 3 2-Year Rainfall=2.87", AMC=3260351 - PROPOSED Printed 10/1/2026Prepared by Loucks Page 2HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=54,960 sf 68.75% Impervious Runoff Depth=2.42"Subcatchment P1aS: Site, managed on-site Flow Length=248' Tc=6.3 min AMC Adjusted CN=88/99 Runoff=4.89 cfs 0.255 af Runoff Area=5,884 sf 23.44% Impervious Runoff Depth=1.95"Subcatchment P1bS: Off-site, managed on-site Flow Length=252' Tc=1.7 min AMC Adjusted CN=88/99 Runoff=0.52 cfs 0.022 af Runoff Area=5,327 sf 80.74% Impervious Runoff Depth=2.55"Subcatchment P1cS: Off-site to match ex. area Flow Length=252' Tc=1.7 min AMC Adjusted CN=88/99 Runoff=0.55 cfs 0.026 af Runoff Area=3,806 sf 5.99% Impervious Runoff Depth=1.77"Subcatchment P2S: Site, to ROW Flow Length=220' Tc=1.4 min AMC Adjusted CN=88/99 Runoff=0.32 cfs 0.013 af Inflow=4.45 cfs 0.234 afReach P1R: Total Site Managed Outflow=4.45 cfs 0.234 af Inflow=4.72 cfs 0.273 afReach P2R: Total Project Area Discharge Outflow=4.72 cfs 0.273 af Peak Elev=941.24' Storage=4,625 cf Inflow=5.20 cfs 0.277 afPond P1P: Fe Filtration Tank Primary=0.05 cfs 0.063 af Secondary=4.41 cfs 0.185 af Outflow=4.45 cfs 0.249 af Peak Elev=939.88' Storage=634 cf Inflow=0.05 cfs 0.063 afPond P2P: Irrigation Reuse Tank 12.0" Round Culvert n=0.012 L=13.0' S=0.0038 '/' Outflow=0.05 cfs 0.049 af Total Runoff Area = 1.606 ac Runoff Volume = 0.316 af Average Runoff Depth = 2.36" 37.56% Pervious = 0.603 ac 62.44% Impervious = 1.003 ac MSE 24-hr 3 2-Year Rainfall=2.87", AMC=3260351 - PROPOSED Printed 10/1/2026Prepared by Loucks Page 3HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P1aS: Site, managed on-site Runoff = 4.89 cfs @ 12.13 hrs, Volume= 0.255 af, Depth= 2.42" Routed to Pond P1P : Fe Filtration Tank Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-60.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.87", AMC=3 Area (sf) CN Adj Description 37,786 98 Unconnected pavement, HSG C 17,174 74 >75% Grass cover, Good, HSG C 54,960 91 97 Weighted Average, AMC Adjusted 17,174 74 88 31.25% Pervious Area, AMC Adjusted 37,786 98 99 68.75% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 25 0.0600 0.08 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.84" 0.2 30 0.0833 2.02 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.2 193 0.0176 2.69 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.3 248 Total Summary for Subcatchment P1bS: Off-site, managed on-site Runoff = 0.52 cfs @ 12.10 hrs, Volume= 0.022 af, Depth= 1.95" Routed to Pond P1P : Fe Filtration Tank Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-60.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.87", AMC=3 Area (sf) CN Adj Description 1,379 98 Unconnected pavement, HSG C 4,505 74 >75% Grass cover, Good, HSG C 5,884 80 91 Weighted Average, AMC Adjusted 4,505 74 88 76.56% Pervious Area, AMC Adjusted 1,379 98 99 23.44% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 45 0.0222 1.15 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.84" 1.0 207 0.0279 3.39 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7 252 Total MSE 24-hr 3 2-Year Rainfall=2.87", AMC=3260351 - PROPOSED Printed 10/1/2026Prepared by Loucks Page 4HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P1cS: Off-site to match ex. area Runoff = 0.55 cfs @ 12.10 hrs, Volume= 0.026 af, Depth= 2.55" Routed to Reach P2R : Total Project Area Discharge Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-60.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.87", AMC=3 Area (sf) CN Adj Description 4,301 98 Unconnected pavement, HSG C 1,026 74 >75% Grass cover, Good, HSG C 5,327 93 98 Weighted Average, AMC Adjusted 1,026 74 88 19.26% Pervious Area, AMC Adjusted 4,301 98 99 80.74% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 45 0.0222 1.15 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.84" 1.0 207 0.0279 3.39 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7 252 Total Summary for Subcatchment P2S: Site, to ROW Runoff = 0.32 cfs @ 12.10 hrs, Volume= 0.013 af, Depth= 1.77" Routed to Reach P2R : Total Project Area Discharge Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-60.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.87", AMC=3 Area (sf) CN Adj Description 228 98 Unconnected pavement, HSG C 3,578 74 >75% Grass cover, Good, HSG C 3,806 75 88 Weighted Average, AMC Adjusted 3,578 74 88 94.01% Pervious Area, AMC Adjusted 228 98 99 5.99% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 21 0.3000 2.80 Sheet Flow, Roof Smooth surfaces n= 0.011 P2= 2.84" 1.3 199 0.0166 2.62 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.4 220 Total MSE 24-hr 3 2-Year Rainfall=2.87", AMC=3260351 - PROPOSED Printed 10/1/2026Prepared by Loucks Page 5HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Reach P1R: Total Site Managed Inflow Area = 1.397 ac, 64.37% Impervious, Inflow Depth = 2.01" for 2-Year event Inflow = 4.45 cfs @ 12.17 hrs, Volume= 0.234 af Outflow = 4.45 cfs @ 12.17 hrs, Volume= 0.234 af, Atten= 0%, Lag= 0.0 min Routed to Reach P2R : Total Project Area Discharge Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Summary for Reach P2R: Total Project Area Discharge Inflow Area = 1.606 ac, 62.44% Impervious, Inflow Depth = 2.04" for 2-Year event Inflow = 4.72 cfs @ 12.16 hrs, Volume= 0.273 af Outflow = 4.72 cfs @ 12.16 hrs, Volume= 0.273 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Summary for Pond P1P: Fe Filtration Tank Inflow Area = 1.397 ac, 64.37% Impervious, Inflow Depth = 2.38" for 2-Year event Inflow = 5.20 cfs @ 12.12 hrs, Volume= 0.277 af Outflow = 4.45 cfs @ 12.17 hrs, Volume= 0.249 af, Atten= 14%, Lag= 2.7 min Primary = 0.05 cfs @ 13.73 hrs, Volume= 0.063 af Routed to Pond P2P : Irrigation Reuse Tank Secondary = 4.41 cfs @ 12.17 hrs, Volume= 0.185 af Routed to Reach P1R : Total Site Managed Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Starting Elev= 938.70' Surf.Area= 1,107 sf Storage= 1,588 cf Peak Elev= 941.24' @ 12.17 hrs Surf.Area= 1,169 sf Storage= 4,625 cf (3,037 cf above start) Plug-Flow detention time= 146.2 min calculated for 0.212 af (77% of inflow) Center-of-Mass det. time= 29.8 min ( 787.0 - 757.2 ) Volume Invert Avail.Storage Storage Description #1 936.70' 6,735 cf 84.0" Round 84" Fe Filtration & Rate Control Tank L= 175.0' Device Routing Invert Outlet Devices #1 Primary 936.70'12.0" Round 15" Pipe to Reuse Tank L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 936.70' / 936.63' S= 0.0070 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 936.70'6.0" Round 6" Draintile X 2.00 L= 100.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 936.70' / 936.70' S= 0.0000 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.20 sf #3 Device 2 936.70'1.630 in/hr Fe Filtration to DT over Surface area above 936.70' Excluded Surface area = 0 sf #4 Secondary 939.99'18.0" Round 15" Large Event Outlet Pipe L= 10.0' RCP, sq.cut end projecting, Ke= 0.500 MSE 24-hr 3 2-Year Rainfall=2.87", AMC=3260351 - PROPOSED Printed 10/1/2026Prepared by Loucks Page 6HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Inlet / Outlet Invert= 939.99' / 939.94' S= 0.0050 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf Primary OutFlow Max=0.05 cfs @ 13.73 hrs HW=940.20' TW=939.88' (Dynamic Tailwater) 1=15" Pipe to Reuse Tank (Passes 0.05 cfs of 2.14 cfs potential flow) 2=6" Draintile (Passes 0.05 cfs of 0.40 cfs potential flow) 3=Fe Filtration to DT (Exfiltration Controls 0.05 cfs) Secondary OutFlow Max=4.40 cfs @ 12.17 hrs HW=941.24' TW=0.00' (Dynamic Tailwater) 4=15" Large Event Outlet Pipe (Barrel Controls 4.40 cfs @ 3.78 fps) Summary for Pond P2P: Irrigation Reuse Tank Inflow Area = 1.397 ac, 64.37% Impervious, Inflow Depth > 0.54" for 2-Year event Inflow = 0.05 cfs @ 13.73 hrs, Volume= 0.063 af Outflow = 0.05 cfs @ 13.73 hrs, Volume= 0.049 af, Atten= 0%, Lag= 0.0 min Primary = 0.05 cfs @ 13.73 hrs, Volume= 0.049 af Routed to Reach P1R : Total Site Managed Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 939.88' @ 13.73 hrs Surf.Area= 13 sf Storage= 634 cf Plug-Flow detention time= 365.2 min calculated for 0.049 af (77% of inflow) Center-of-Mass det. time= 216.0 min ( 1,076.9 - 860.9 ) Volume Invert Avail.Storage Storage Description #1 930.70' 565 cf 72.0" Round 72" Reuse Tank L= 20.0' #2 934.45' 126 cf 4.00'D x 10.00'H Outlet Control Manhole 691 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 939.75'12.0" Round 12" Irrigation Overflow L= 13.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 939.75' / 939.70' S= 0.0038 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=0.05 cfs @ 13.73 hrs HW=939.88' TW=0.00' (Dynamic Tailwater) 1=12" Irrigation Overflow (Barrel Controls 0.05 cfs @ 1.19 fps) MSE 24-hr 3 10-Year Rainfall=4.27", AMC=3260351 - PROPOSED Printed 10/1/2026Prepared by Loucks Page 7HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=54,960 sf 68.75% Impervious Runoff Depth=3.79"Subcatchment P1aS: Site, managed on-site Flow Length=248' Tc=6.3 min AMC Adjusted CN=88/99 Runoff=7.55 cfs 0.398 af Runoff Area=5,884 sf 23.44% Impervious Runoff Depth=3.25"Subcatchment P1bS: Off-site, managed on-site Flow Length=252' Tc=1.7 min AMC Adjusted CN=88/99 Runoff=0.85 cfs 0.037 af Runoff Area=5,327 sf 80.74% Impervious Runoff Depth=3.93"Subcatchment P1cS: Off-site to match ex. area Flow Length=252' Tc=1.7 min AMC Adjusted CN=88/99 Runoff=0.84 cfs 0.040 af Runoff Area=3,806 sf 5.99% Impervious Runoff Depth=3.05"Subcatchment P2S: Site, to ROW Flow Length=220' Tc=1.4 min AMC Adjusted CN=88/99 Runoff=0.54 cfs 0.022 af Inflow=7.04 cfs 0.392 afReach P1R: Total Site Managed Outflow=7.04 cfs 0.392 af Inflow=7.46 cfs 0.454 afReach P2R: Total Project Area Discharge Outflow=7.46 cfs 0.454 af Peak Elev=941.70' Storage=5,144 cf Inflow=8.08 cfs 0.435 afPond P1P: Fe Filtration Tank Primary=0.05 cfs 0.070 af Secondary=7.00 cfs 0.336 af Outflow=7.04 cfs 0.406 af Peak Elev=939.88' Storage=634 cf Inflow=0.05 cfs 0.070 afPond P2P: Irrigation Reuse Tank 12.0" Round Culvert n=0.012 L=13.0' S=0.0038 '/' Outflow=0.05 cfs 0.056 af Total Runoff Area = 1.606 ac Runoff Volume = 0.497 af Average Runoff Depth = 3.71" 37.56% Pervious = 0.603 ac 62.44% Impervious = 1.003 ac MSE 24-hr 3 10-Year Rainfall=4.27", AMC=3260351 - PROPOSED Printed 10/1/2026Prepared by Loucks Page 8HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P1aS: Site, managed on-site Runoff = 7.55 cfs @ 12.13 hrs, Volume= 0.398 af, Depth= 3.79" Routed to Pond P1P : Fe Filtration Tank Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-60.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.27", AMC=3 Area (sf) CN Adj Description 37,786 98 Unconnected pavement, HSG C 17,174 74 >75% Grass cover, Good, HSG C 54,960 91 97 Weighted Average, AMC Adjusted 17,174 74 88 31.25% Pervious Area, AMC Adjusted 37,786 98 99 68.75% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 25 0.0600 0.08 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.84" 0.2 30 0.0833 2.02 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.2 193 0.0176 2.69 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.3 248 Total Summary for Subcatchment P1bS: Off-site, managed on-site Runoff = 0.85 cfs @ 12.10 hrs, Volume= 0.037 af, Depth= 3.25" Routed to Pond P1P : Fe Filtration Tank Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-60.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.27", AMC=3 Area (sf) CN Adj Description 1,379 98 Unconnected pavement, HSG C 4,505 74 >75% Grass cover, Good, HSG C 5,884 80 91 Weighted Average, AMC Adjusted 4,505 74 88 76.56% Pervious Area, AMC Adjusted 1,379 98 99 23.44% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 45 0.0222 1.15 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.84" 1.0 207 0.0279 3.39 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7 252 Total MSE 24-hr 3 10-Year Rainfall=4.27", AMC=3260351 - PROPOSED Printed 10/1/2026Prepared by Loucks Page 9HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P1cS: Off-site to match ex. area Runoff = 0.84 cfs @ 12.10 hrs, Volume= 0.040 af, Depth= 3.93" Routed to Reach P2R : Total Project Area Discharge Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-60.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.27", AMC=3 Area (sf) CN Adj Description 4,301 98 Unconnected pavement, HSG C 1,026 74 >75% Grass cover, Good, HSG C 5,327 93 98 Weighted Average, AMC Adjusted 1,026 74 88 19.26% Pervious Area, AMC Adjusted 4,301 98 99 80.74% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 45 0.0222 1.15 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.84" 1.0 207 0.0279 3.39 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7 252 Total Summary for Subcatchment P2S: Site, to ROW Runoff = 0.54 cfs @ 12.10 hrs, Volume= 0.022 af, Depth= 3.05" Routed to Reach P2R : Total Project Area Discharge Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-60.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.27", AMC=3 Area (sf) CN Adj Description 228 98 Unconnected pavement, HSG C 3,578 74 >75% Grass cover, Good, HSG C 3,806 75 88 Weighted Average, AMC Adjusted 3,578 74 88 94.01% Pervious Area, AMC Adjusted 228 98 99 5.99% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 21 0.3000 2.80 Sheet Flow, Roof Smooth surfaces n= 0.011 P2= 2.84" 1.3 199 0.0166 2.62 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.4 220 Total MSE 24-hr 3 10-Year Rainfall=4.27", AMC=3260351 - PROPOSED Printed 10/1/2026Prepared by Loucks Page 10HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Reach P1R: Total Site Managed Inflow Area = 1.397 ac, 64.37% Impervious, Inflow Depth = 3.37" for 10-Year event Inflow = 7.04 cfs @ 12.16 hrs, Volume= 0.392 af Outflow = 7.04 cfs @ 12.16 hrs, Volume= 0.392 af, Atten= 0%, Lag= 0.0 min Routed to Reach P2R : Total Project Area Discharge Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Summary for Reach P2R: Total Project Area Discharge Inflow Area = 1.606 ac, 62.44% Impervious, Inflow Depth = 3.39" for 10-Year event Inflow = 7.46 cfs @ 12.16 hrs, Volume= 0.454 af Outflow = 7.46 cfs @ 12.16 hrs, Volume= 0.454 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Summary for Pond P1P: Fe Filtration Tank Inflow Area = 1.397 ac, 64.37% Impervious, Inflow Depth = 3.73" for 10-Year event Inflow = 8.08 cfs @ 12.12 hrs, Volume= 0.435 af Outflow = 7.04 cfs @ 12.16 hrs, Volume= 0.406 af, Atten= 13%, Lag= 2.6 min Primary = 0.05 cfs @ 14.54 hrs, Volume= 0.070 af Routed to Pond P2P : Irrigation Reuse Tank Secondary = 7.00 cfs @ 12.16 hrs, Volume= 0.336 af Routed to Reach P1R : Total Site Managed Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Starting Elev= 938.70' Surf.Area= 1,107 sf Storage= 1,588 cf Peak Elev= 941.70' @ 12.16 hrs Surf.Area= 1,107 sf Storage= 5,144 cf (3,557 cf above start) Plug-Flow detention time= 116.8 min calculated for 0.370 af (85% of inflow) Center-of-Mass det. time= 32.5 min ( 784.9 - 752.4 ) Volume Invert Avail.Storage Storage Description #1 936.70' 6,735 cf 84.0" Round 84" Fe Filtration & Rate Control Tank L= 175.0' Device Routing Invert Outlet Devices #1 Primary 936.70'12.0" Round 15" Pipe to Reuse Tank L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 936.70' / 936.63' S= 0.0070 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 936.70'6.0" Round 6" Draintile X 2.00 L= 100.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 936.70' / 936.70' S= 0.0000 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.20 sf #3 Device 2 936.70'1.630 in/hr Fe Filtration to DT over Surface area above 936.70' Excluded Surface area = 0 sf #4 Secondary 939.99'18.0" Round 15" Large Event Outlet Pipe L= 10.0' RCP, sq.cut end projecting, Ke= 0.500 MSE 24-hr 3 10-Year Rainfall=4.27", AMC=3260351 - PROPOSED Printed 10/1/2026Prepared by Loucks Page 11HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Inlet / Outlet Invert= 939.99' / 939.94' S= 0.0050 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf Primary OutFlow Max=0.05 cfs @ 14.54 hrs HW=940.20' TW=939.88' (Dynamic Tailwater) 1=15" Pipe to Reuse Tank (Passes 0.05 cfs of 2.14 cfs potential flow) 2=6" Draintile (Passes 0.05 cfs of 0.40 cfs potential flow) 3=Fe Filtration to DT (Exfiltration Controls 0.05 cfs) Secondary OutFlow Max=6.99 cfs @ 12.16 hrs HW=941.70' TW=0.00' (Dynamic Tailwater) 4=15" Large Event Outlet Pipe (Barrel Controls 6.99 cfs @ 4.35 fps) Summary for Pond P2P: Irrigation Reuse Tank Inflow Area = 1.397 ac, 64.37% Impervious, Inflow Depth > 0.60" for 10-Year event Inflow = 0.05 cfs @ 14.54 hrs, Volume= 0.070 af Outflow = 0.05 cfs @ 14.55 hrs, Volume= 0.056 af, Atten= 0%, Lag= 0.5 min Primary = 0.05 cfs @ 14.55 hrs, Volume= 0.056 af Routed to Reach P1R : Total Site Managed Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 939.88' @ 14.55 hrs Surf.Area= 13 sf Storage= 634 cf Plug-Flow detention time= 333.5 min calculated for 0.056 af (79% of inflow) Center-of-Mass det. time= 194.9 min ( 1,078.2 - 883.3 ) Volume Invert Avail.Storage Storage Description #1 930.70' 565 cf 72.0" Round 72" Reuse Tank L= 20.0' #2 934.45' 126 cf 4.00'D x 10.00'H Outlet Control Manhole 691 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 939.75'12.0" Round 12" Irrigation Overflow L= 13.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 939.75' / 939.70' S= 0.0038 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=0.05 cfs @ 14.55 hrs HW=939.88' TW=0.00' (Dynamic Tailwater) 1=12" Irrigation Overflow (Barrel Controls 0.05 cfs @ 1.19 fps) MSE 24-hr 3 100-Year Rainfall=7.41", AMC=3260351 - PROPOSED Printed 10/1/2026Prepared by Loucks Page 12HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=54,960 sf 68.75% Impervious Runoff Depth=6.88"Subcatchment P1aS: Site, managed on-site Flow Length=248' Tc=6.3 min AMC Adjusted CN=88/99 Runoff=13.51 cfs 0.724 af Runoff Area=5,884 sf 23.44% Impervious Runoff Depth=6.30"Subcatchment P1bS: Off-site, managed on-site Flow Length=252' Tc=1.7 min AMC Adjusted CN=88/99 Runoff=1.58 cfs 0.071 af Runoff Area=5,327 sf 80.74% Impervious Runoff Depth=7.04"Subcatchment P1cS: Off-site to match ex. area Flow Length=252' Tc=1.7 min AMC Adjusted CN=88/99 Runoff=1.49 cfs 0.072 af Runoff Area=3,806 sf 5.99% Impervious Runoff Depth=6.07"Subcatchment P2S: Site, to ROW Flow Length=220' Tc=1.4 min AMC Adjusted CN=88/99 Runoff=1.01 cfs 0.044 af Inflow=12.50 cfs 0.752 afReach P1R: Total Site Managed Outflow=12.50 cfs 0.752 af Inflow=13.60 cfs 0.868 afReach P2R: Total Project Area Discharge Outflow=13.60 cfs 0.868 af Peak Elev=942.89' Storage=6,300 cf Inflow=14.51 cfs 0.795 afPond P1P: Fe Filtration Tank Primary=0.05 cfs 0.081 af Secondary=12.47 cfs 0.685 af Outflow=12.50 cfs 0.766 af Peak Elev=939.88' Storage=634 cf Inflow=0.05 cfs 0.081 afPond P2P: Irrigation Reuse Tank 12.0" Round Culvert n=0.012 L=13.0' S=0.0038 '/' Outflow=0.05 cfs 0.067 af Total Runoff Area = 1.606 ac Runoff Volume = 0.911 af Average Runoff Depth = 6.80" 37.56% Pervious = 0.603 ac 62.44% Impervious = 1.003 ac MSE 24-hr 3 100-Year Rainfall=7.41", AMC=3260351 - PROPOSED Printed 10/1/2026Prepared by Loucks Page 13HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P1aS: Site, managed on-site Runoff = 13.51 cfs @ 12.13 hrs, Volume= 0.724 af, Depth= 6.88" Routed to Pond P1P : Fe Filtration Tank Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-60.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.41", AMC=3 Area (sf) CN Adj Description 37,786 98 Unconnected pavement, HSG C 17,174 74 >75% Grass cover, Good, HSG C 54,960 91 97 Weighted Average, AMC Adjusted 17,174 74 88 31.25% Pervious Area, AMC Adjusted 37,786 98 99 68.75% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 25 0.0600 0.08 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.84" 0.2 30 0.0833 2.02 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.2 193 0.0176 2.69 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.3 248 Total Summary for Subcatchment P1bS: Off-site, managed on-site Runoff = 1.58 cfs @ 12.10 hrs, Volume= 0.071 af, Depth= 6.30" Routed to Pond P1P : Fe Filtration Tank Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-60.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.41", AMC=3 Area (sf) CN Adj Description 1,379 98 Unconnected pavement, HSG C 4,505 74 >75% Grass cover, Good, HSG C 5,884 80 91 Weighted Average, AMC Adjusted 4,505 74 88 76.56% Pervious Area, AMC Adjusted 1,379 98 99 23.44% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 45 0.0222 1.15 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.84" 1.0 207 0.0279 3.39 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7 252 Total MSE 24-hr 3 100-Year Rainfall=7.41", AMC=3260351 - PROPOSED Printed 10/1/2026Prepared by Loucks Page 14HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment P1cS: Off-site to match ex. area Runoff = 1.49 cfs @ 12.10 hrs, Volume= 0.072 af, Depth= 7.04" Routed to Reach P2R : Total Project Area Discharge Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-60.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.41", AMC=3 Area (sf) CN Adj Description 4,301 98 Unconnected pavement, HSG C 1,026 74 >75% Grass cover, Good, HSG C 5,327 93 98 Weighted Average, AMC Adjusted 1,026 74 88 19.26% Pervious Area, AMC Adjusted 4,301 98 99 80.74% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 45 0.0222 1.15 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.84" 1.0 207 0.0279 3.39 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7 252 Total Summary for Subcatchment P2S: Site, to ROW Runoff = 1.01 cfs @ 12.10 hrs, Volume= 0.044 af, Depth= 6.07" Routed to Reach P2R : Total Project Area Discharge Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-60.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.41", AMC=3 Area (sf) CN Adj Description 228 98 Unconnected pavement, HSG C 3,578 74 >75% Grass cover, Good, HSG C 3,806 75 88 Weighted Average, AMC Adjusted 3,578 74 88 94.01% Pervious Area, AMC Adjusted 228 98 99 5.99% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 21 0.3000 2.80 Sheet Flow, Roof Smooth surfaces n= 0.011 P2= 2.84" 1.3 199 0.0166 2.62 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.4 220 Total MSE 24-hr 3 100-Year Rainfall=7.41", AMC=3260351 - PROPOSED Printed 10/1/2026Prepared by Loucks Page 15HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Summary for Reach P1R: Total Site Managed Inflow Area = 1.397 ac, 64.37% Impervious, Inflow Depth = 6.46" for 100-Year event Inflow = 12.50 cfs @ 12.16 hrs, Volume= 0.752 af Outflow = 12.50 cfs @ 12.16 hrs, Volume= 0.752 af, Atten= 0%, Lag= 0.0 min Routed to Reach P2R : Total Project Area Discharge Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Summary for Reach P2R: Total Project Area Discharge Inflow Area = 1.606 ac, 62.44% Impervious, Inflow Depth = 6.48" for 100-Year event Inflow = 13.60 cfs @ 12.11 hrs, Volume= 0.868 af Outflow = 13.60 cfs @ 12.11 hrs, Volume= 0.868 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Summary for Pond P1P: Fe Filtration Tank Inflow Area = 1.397 ac, 64.37% Impervious, Inflow Depth = 6.83" for 100-Year event Inflow = 14.51 cfs @ 12.12 hrs, Volume= 0.795 af Outflow = 12.50 cfs @ 12.16 hrs, Volume= 0.766 af, Atten= 14%, Lag= 2.7 min Primary = 0.05 cfs @ 15.68 hrs, Volume= 0.081 af Routed to Pond P2P : Irrigation Reuse Tank Secondary = 12.47 cfs @ 12.16 hrs, Volume= 0.685 af Routed to Reach P1R : Total Site Managed Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Starting Elev= 938.70' Surf.Area= 1,107 sf Storage= 1,588 cf Peak Elev= 942.89' @ 12.16 hrs Surf.Area= 784 sf Storage= 6,300 cf (4,712 cf above start) Plug-Flow detention time= 84.8 min calculated for 0.730 af (92% of inflow) Center-of-Mass det. time= 29.2 min ( 775.5 - 746.3 ) Volume Invert Avail.Storage Storage Description #1 936.70' 6,735 cf 84.0" Round 84" Fe Filtration & Rate Control Tank L= 175.0' Device Routing Invert Outlet Devices #1 Primary 936.70'12.0" Round 15" Pipe to Reuse Tank L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 936.70' / 936.63' S= 0.0070 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 936.70'6.0" Round 6" Draintile X 2.00 L= 100.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 936.70' / 936.70' S= 0.0000 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.20 sf #3 Device 2 936.70'1.630 in/hr Fe Filtration to DT over Surface area above 936.70' Excluded Surface area = 0 sf #4 Secondary 939.99'18.0" Round 15" Large Event Outlet Pipe L= 10.0' RCP, sq.cut end projecting, Ke= 0.500 MSE 24-hr 3 100-Year Rainfall=7.41", AMC=3260351 - PROPOSED Printed 10/1/2026Prepared by Loucks Page 16HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Inlet / Outlet Invert= 939.99' / 939.94' S= 0.0050 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf Primary OutFlow Max=0.05 cfs @ 15.68 hrs HW=940.20' TW=939.88' (Dynamic Tailwater) 1=15" Pipe to Reuse Tank (Passes 0.05 cfs of 2.14 cfs potential flow) 2=6" Draintile (Passes 0.05 cfs of 0.40 cfs potential flow) 3=Fe Filtration to DT (Exfiltration Controls 0.05 cfs) Secondary OutFlow Max=12.46 cfs @ 12.16 hrs HW=942.88' TW=0.00' (Dynamic Tailwater) 4=15" Large Event Outlet Pipe (Inlet Controls 12.46 cfs @ 7.05 fps) Summary for Pond P2P: Irrigation Reuse Tank Inflow Area = 1.397 ac, 64.37% Impervious, Inflow Depth > 0.70" for 100-Year event Inflow = 0.05 cfs @ 15.68 hrs, Volume= 0.081 af Outflow = 0.05 cfs @ 15.69 hrs, Volume= 0.067 af, Atten= 0%, Lag= 0.5 min Primary = 0.05 cfs @ 15.69 hrs, Volume= 0.067 af Routed to Reach P1R : Total Site Managed Routing by Dyn-Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 939.88' @ 15.69 hrs Surf.Area= 13 sf Storage= 634 cf Plug-Flow detention time= 290.2 min calculated for 0.067 af (82% of inflow) Center-of-Mass det. time= 162.1 min ( 1,036.3 - 874.1 ) Volume Invert Avail.Storage Storage Description #1 930.70' 565 cf 72.0" Round 72" Reuse Tank L= 20.0' #2 934.45' 126 cf 4.00'D x 10.00'H Outlet Control Manhole 691 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 939.75'12.0" Round 12" Irrigation Overflow L= 13.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 939.75' / 939.70' S= 0.0038 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=0.05 cfs @ 15.69 hrs HW=939.88' TW=0.00' (Dynamic Tailwater) 1=12" Irrigation Overflow (Barrel Controls 0.05 cfs @ 1.19 fps) Appendix B MIDS Report Project Information Calculator Version:Version 4: July 2020 Project Name:Blaze Existing User Name / Company Name: Date: Project Description: Construction Permit?:No Site Information Retention Requirement (inches):1.1 Site's Zip Code:55317 Annual Rainfall (inches):29.9 Phosphorus EMC (mg/l):0.3 TSS EMC (mg/l):54.5 Total Site Area Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed .324 0.324 Impervious Area (acres)1.025 Total Area (acres)1.349 Site Areas Routed to BMPs Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 0 Impervious Area (acres) Total Area (acres)0 Summary Information Performance Goal Requirement Performance goal volume retention requirement:4093 ft3 Volume removed by BMPs towards performance goal:ft3 Percent volume removed towards performance goal % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 2.3653 acre-ft Annual runoff volume removed by BMPs:acre-ft Percent annual runoff volume removed:% Post development annual particulate P load:1.0615 lbs Annual particulate P removed by BMPs:lbs Post development annual dissolved P load:0.868 lbs Annual dissolved P removed by BMPs:0 lbs Total P removed by BMPs 0 lbs Percent annual total phosphorus removed:% Post development annual TSS load:350.6 lbs Annual TSS removed by BMPs:lbs Percent annual TSS removed:% BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) Annual Volume Summary BMP Name Volume From Direct Watershed (acre-ft) Volume From Upstream BMPs (acre-ft) Volume Retained (acre-ft) Volume outflow (acre-ft) Percent Retained (%) Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Total Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) BMP Schematic Project Information Calculator Version:Version 4: July 2020 Project Name:Blaze User Name / Company Name: Date: Project Description: Construction Permit?:No Site Information Retention Requirement (inches):.55 Site's Zip Code:55317 Annual Rainfall (inches):29.9 Phosphorus EMC (mg/l):0.3 TSS EMC (mg/l):54.5 Total Site Area Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 0.449 0.449 Impervious Area (acres).9 Total Area (acres)1.349 Site Areas Routed to BMPs Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 0.449 0.449 Impervious Area (acres)0.9 Total Area (acres)1.349 Summary Information Performance Goal Requirement Performance goal volume retention requirement:1797 ft3 Volume removed by BMPs towards performance goal:823 ft3 Percent volume removed towards performance goal 46 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 2.1691 acre-ft Annual runoff volume removed by BMPs:0.8014 acre-ft Percent annual runoff volume removed:37 % Post development annual particulate P load:0.9735 lbs Annual particulate P removed by BMPs:0.648 lbs Post development annual dissolved P load:0.796 lbs Annual dissolved P removed by BMPs:0.495 lbs Total P removed by BMPs 1.143 lbs Percent annual total phosphorus removed:65 % Post development annual TSS load:321.5 lbs Annual TSS removed by BMPs:291.1 lbs Percent annual TSS removed:91 % BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) 1 -Harvest and re-use/Cistern 823 1797 823 973 46 1 -Sand filter 0 1797 0 1797 0 Annual Volume Summary BMP Name Volume From Direct Watershed (acre-ft) Volume From Upstream BMPs (acre-ft) Volume Retained (acre-ft) Volume outflow (acre-ft) Percent Retained (%) 1 -Harvest and re-use/Cistern 0 2.1691 0.8014 1.3677 37 1 -Sand filter 2.1691 0 0 2.1691 0 Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 -Harvest and re-use/Cistern 0 0.516 0.1906 0.3254 37 1 -Sand filter 0.9735 0 0.4575 0.516 47 Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 -Harvest and re-use/Cistern 0 0.4779 0.1766 0.3013 37 1 -Sand filter 0.7965 0 0.3186 0.4779 40 Total Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 -Harvest and re-use/Cistern 0 0.9939 0.3672 0.6267 37 1 -Sand filter 1.77 0 0.7761 0.9939 44 TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 -Harvest and re-use/Cistern 0 48.23 17.82 30.41 37 1 -Sand filter 321.54 0 273.31 48.23 85 BMP Schematic Appendix C Irrigation Area Exhibit Tree Coverage Exhibit PSBLPSBLPSBLPSBLPSBLPSBLPSBLPSBL PSBL PSBL PSBL PSBL PSBL PSBL PSBL PSBL PSBL PSBL PSBL BSBL BSBL BSBL BSBL BSBL BSBL BSBL BSBL BSBL BSBL BSBL BSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLNO PARKING PROPOSED CREDIT UNION 5,050 SF FFE-949.25DO NOT ENTERxxxxFFE=949.25 LOUCKS W:\2026\260351\HYDROLOGY\CAD\Irrigation Area12755 Highway 55, Suite R100 Plymouth, MN 55441 763.424.5505 www.loucksinc.com PLANNING CIVIL ENGINEERING LAND SURVEYING LANDSCAPE ARCHITECTURE ENVIRONMENTAL CA DD f il es pr epar ed by t he Co ns ul tan t f or th is pr oje ct ar e instruments of the Consultant professional services for use solely with respect to this project. These CADD files shall not be used on other projects, for additions to this project, or for completion o f t h i s p r o j e ct b y o t h e r s w i t h o u t w r i t t e n a pp r o va l by t h e Con su lt ant . W it h the C onsul ta nt 's appr ova l, othe rs ma y be p e r m i t ted to ob tain co p ies o f t h e C AD D d r a win g f i l e s f o r inf ormation and reference only. All intentional or unintentional revisions, additions, or deletions to these CADD f iles shall be made at the full risk of that party making such revisions, additions or deletions and that party shall hold harmless and indemnify the Consultant from any & all responsibilities, claims, and liabilities. CADD QUALIFICATION QUALITY CONTROL PROFESSIONAL SIGNATURE SUBMITTAL/REVISIONS BLAZE CREDIT UNION CHANHASSEN 320 Lake Drive East Chanhassen, MN 55317 2025 Larpenteur Ave. W. Falcoln Heights, MN 55113 C1-1 DEMOLITION PLAN C2-1 SITE PLAN C3-1 GRADING PLAN C3-2 SWPPP C3-2 SWPPP NOTES C4-1 SANITARY AND WATERMAIN PLAN C4-2 STORM SEWER PLAN C8-1 CIVIL DETAILS C8-2 CIVIL DETAILS L0-1 TREE REPLACEMENT PLAN L1-1 LANDSCAPE PLAN L2-1 LANDSCAPE DETAILS 08/31/26 PREL. CITY APPLICATION License No. Date I hereby certify that this plan, specification or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. 46607 10/02/26 Brian M. Johnson - PE Review Date Project Lead Drawn By Checked By Loucks Project No. 09/28/26 BMJ BMJ BMJ 260351 N SCALE IN FEET 0 20 40 IRRIGATION AREA EXHIBIT 1 TOLL FREE: 1-800-252-1166 TWIN CITY AREA: 651-454-0002 Gopher State One Call CALL BEFORE YOU DIG! WARNING: THE CONTRACTOR SHALL BE RESPONSIBLE FOR CALLING FOR LOCATIONS OF ALL EXISTING UTILITIES. THEY SHALL COOPERATE WITH ALL UTILITY COMPANIES IN MAINTAINING THEIR SERVICE AND / OR RELOCATION OF LINES. THE CONTRACTOR SHALL CONTACT GOPHER STATE ONE CALL AT 651-454-0002 AT LEAST 48 HOURS IN ADVANCE FOR THE LOCATIONS OF ALL UNDERGROUND WIRES, CABLES, CONDUITS, PIPES, MANHOLES, VALVES OR OTHER BURIED STRUCTURES BEFORE DIGGING. THE CONTRACTOR SHALL REPAIR OR REPLACE THE ABOVE WHEN DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER. IRRIGATABLE AREA = 0.467 ACRES IRRIGATION LEGEND PARKING STALL COUNT ACCESSIBLE PARKING STALL 2 LEGEND CATCH BASIN STORM SEWER SANITARY SEWER WATERMAIN STORM MANHOLE SANITARY MANHOLE HYDRANT GATE VALVE SPOT ELEVATION SIGN LIGHT POLE POWER POLE WATER MANHOLE / WELL CONTOUR CONCRETE CURB UNDERGROUND ELECTRIC CONCRETE TELEPHONE PEDESTAL UNDERGROUND TELEPHONE UNDERGROUND GAS OVERHEAD UTILITY CHAIN LINK FENCE BUILDING RETAINING WALL NO PARKING UNDERGROUND FIBER OPTIC SANITARY SEWER SERVICE WATER SERVICE ELECTRIC METER GAS METER TREE LINE EXISTING PROPOSED 972 DRAINTILE 373PARKING SETBACK LINE BUILDING SETBACK LINE 2 FENCE FLARED END SECTION POST INDICATOR VALVE BENCHMARK SOIL BORING 3DIRECTION OF FLOW 1.0% 972.5 NO PARKING PROPOSED CREDIT UNION 5,050 SF FFE-949.25DO NOT ENTER947 948 949 9 4 8948949 94894 8 948 950 949 950 951 952 950 949947948 950 947 9 4 8 949 4 44448888888 8 95095095094894995195288888 8 88 88888888 8 8 81 MA-S 1 CE-O 1 CE-O 3 PI-S 2 AC-F 3 CE-O 3 AC-S 2 AC-S 1 TI-A 1 TI-A 1 AC-F SYMBOL CODE QTY COMMON / BOTANICAL NAME CONT SIZE DECIDUOUS TREES AC-F 3 ARMSTRONG MAPLE / ACER FREEMANII `ARMSTRONG`B&B 2.5" CAL AC-S 5 SIENNA GLEN MAPLE / ACER FREEMANII `SIENNA GLEN`B&B 2.5" CAL CE-O 5 COMMON HACKBERRY / CELTIS OCCIDENTALIS B&B 2.5" CAL TI-A 2 BOULEVARD LINDEN / TILIA AMERICANA `BOULEVARD`B&B 2.5" CAL 15 SUBTOTAL: EVERGREEN TREES PI-S 3 SCOTCH PINE / PINUS SYLVESTRIS FULL FORM B&B 6' HGT 3 SUBTOTAL: ORNAMENTAL TREES MA-S 1 SPRING SNOW CRABAPPLE / MALUS X `SPRING SNOW`B&B 1.5" CAL 1 SUBTOTAL: SHRUBS CO-F 22 ARCTIC FIRE DOGWOOD / CORNUS SERICEA `ARTIC FIRE`CONT 3' HGT HY-I 7 INCREDIBALL HYDRANGEA / HYDRANGEA ARBORESCENS `INCREDIBALL`CONT 2' HGT SP-L 10 LITTLE PRINCESS SPIREA / SPIREA JAPONICA `LITTLE PRINCESS`CONT VI-T 4 COMPACT AMERICAN VIBURNUM / VIBURNUM TRILOBUM `BAILEY COMPACT`CONT 3' HGT 43 SUBTOTAL: CONIFEROUS SHRUBS JU-G 10 SEA GREEN JUNIPER / JUNIPERUS CHINENSIS `SEA GREEN`CONT #3 JU-Z 10 ARCADIA JUNIPER / JUNIPERUS SABINA `ARCADIA`CONT #3 TA-T 3 TAUNTON YEW / TAXUS X MEDIA `TAUNTON`CONT #3 23 SUBTOTAL: PERENNIALS HE-B 11 BAJA DAYLILY / HEMEROCALLIS X `BAJA`CONT HE-D 29 STELLA D` ORO DAYLILY / HEMEROCALLIS X `STELLA DE ORO`CONT 40 SUBTOTAL: GRASSES CA-K 28 FEATHER REED GRASS / CALAMAGROSTIS X ACUTIFLORA `KARL FOERSTER`CONT 3' HGT 28 SUBTOTAL: SYMBOL CODE QTY COMMON / BOTANICAL NAME GROUND COVERS HM-1 2,471 SF HARDWOOD MULCH RM-1 323 SF ROCK MULCH TS-1 17,504 SF TURF SOD 20,298 SF SUBTOTAL: PLANT SCHEDULE LOUCKS W:\2026\260351\HYDROLOGY\CAD\L1-1 LANDSCAPE PLAN12755 Highway 55, Suite R100 Plymouth, MN 55441 763.424.5505 www.loucksinc.com PLANNING CIVIL ENGINEERING LAND SURVEYING LANDSCAPE ARCHITECTURE ENVIRONMENTAL CA DD f il es pr epar ed by t he Co ns ul tan t f or th is pr oje ct ar e instruments of the Consultant professional services for use solely with respect to this project. These CADD files shall not be used on other projects, for additions to this project, or for completion o f t h i s p r o j e ct b y o t h e r s w i t h o u t w r i t t e n a pp r o va l by t h e Con su lt ant . W it h the C onsul ta nt 's appr ova l, othe rs ma y be p e r m i t ted to ob tain co p ies o f t h e C AD D d r a win g f i l e s f o r inf ormation and reference only. All intentional or unintentional revisions, additions, or deletions to these CADD f iles shall be made at the full risk of that party making such revisions, additions or deletions and that party shall hold harmless and indemnify the Consultant from any & all responsibilities, claims, and liabilities. CADD QUALIFICATION QUALITY CONTROL PROFESSIONAL SIGNATURE SUBMITTAL/REVISIONS BLAZE CREDIT UNION CHANHASSEN 320 Lake Drive East Chanhassen, MN 55317 2025 Larpenteur Ave. W. Falcoln Heights, MN 55113 C1-1 DEMOLITION PLAN C2-1 SITE PLAN C3-1 GRADING PLAN C3-2 SWPPP C3-2 SWPPP NOTES C4-1 SANITARY AND WATERMAIN PLAN C4-2 STORM SEWER PLAN C8-1 CIVIL DETAILS C8-2 CIVIL DETAILS L0-1 TREE REPLACEMENT PLAN L1-1 LANDSCAPE PLAN L2-1 LANDSCAPE DETAILS 08/31/26 PREL. CITY APPLICATION SHEET INDEX Douglas D. Loken - LA Review Date SHEET INDEX License No. Date I hereby certify that this plan, specification or report was prepared by me or under my direct supervision and that I am a duly Licensed Landscape Architect under the laws of the State of Minnesota. 45591 Project Lead Drawn By Checked By Loucks Project No.260351 BMJ DDL DDL 08/28/26 - OVERHANG EXHIBIT 2 N SCALE IN FEET 0 20 40 TOLL FREE: 1-800-252-1166 TWIN CITY AREA: 651-454-0002 Gopher State One Call CALL BEFORE YOU DIG! WARNING: THE CONTRACTOR SHALL BE RESPONSIBLE FOR CALLING FOR LOCATIONS OF ALL EXISTING UTILITIES. THEY SHALL COOPERATE WITH ALL UTILITY COMPANIES IN MAINTAINING THEIR SERVICE AND / OR RELOCATION OF LINES. THE CONTRACTOR SHALL CONTACT GOPHER STATE ONE CALL AT 651-454-0002 AT LEAST 48 HOURS IN ADVANCE FOR THE LOCATIONS OF ALL UNDERGROUND WIRES, CABLES, CONDUITS, PIPES, MANHOLES, VALVES OR OTHER BURIED STRUCTURES BEFORE DIGGING. THE CONTRACTOR SHALL REPAIR OR REPLACE THE ABOVE WHEN DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER. TREE DRIPLINE OVER IMPERVIOUS SURFACE = 1,081 SF 1.Precipitation Station (pull- down menu)2.Region (from Cell 1)3. Surface (pull-down menu)4. Tree Selection Tree Type Tree Size Minneapolis, MN Midwest Impervious BDL Broadleaf Deciduous Large 5.Unit Reduction (cf/inch rainfall/inch DBH) (based on cells 2-4) 0.2182 6. Representative Storm (inches) 0.7300 7. Number of Trees Planted Typical DBH (inches) for Guidance)8. DBH (inches)Tree Canopy Area (sf) (Suggested) 9. Tree Canopy Area (sf) (Entered) 15 16.20 16 13459 7335 10. Runoff Reduction for the Representative Storm (cf)11. Base CN 12. "Base" Runoff in the Area Beneath the Tree Canopy (cf) 13. Runoff for the Representative Storm (cf)14. Runoff In Inches 15. Adjusted Curve Number 38.2 97.91 338.90 300.67 0.4919 96.88 90th Percentile Storm Event (for Guidance)16. Design Storm (inches)17. Runoff from the Area Below the Tree Canopy (cf) 1.048 1.4 735.91 Land Cover Type (Site Area) 18a-e. Site Areas (sf) 19. Site Curve Number 20. Site Level Runoff Without Trees (cf) Grass - HSG A 97.91 108.46 Grass - HSG B Grass - HSG C Grass - HSG D Impervious Cover 1081 Total 1081 21. Runoff Volume for the Design Storm with Trees (cf) 22. Runoff Reduction Volume (cf) 686.15 49.8 23a.TN Concentration (mg/L) 23b.TP Concentration (mg/L)23c.TSS Concentration (mg/L) 1.45 0.25 140 24a.TN Load Reduction (lbs) 24b. TP Load Reduction (lbs) 24c.TSS Load Reduction (lbs) 0.0045 0.0008 0.4347 25. Canopy Scale 6.76% 26. Site Scale 45.88% % Reductions Step 1: Enter Tree Type and Site Data Step 2: Calculate Unit Runoff Reduction Step 4: Enter the tree DBH, number of trees, canopy area and DBH Step 7: Calculate the runoff reduction volume for the design storm Step 8: Calculate the TN, TP and TSS reductions in urban runoff for the Design Storm (Cells 24a-c calculated from cell 22 and corresponding cells in 23a-c) Step 3: Identify the Representative Storm for this location Step 5: Calculate the Runoff Reductiion Volume for the Repesentative Storm, and calculate a revised curve number for the treed area. Step 9: Represent as Percentages Step 6: Calculate "Non-Tree" Runoff Volumes at the site and canopy scales for the Design Storm Appendix D Existing & Proposed Drainage Exhibit Impervious Area Summary Exhibit 14 4 6 8 3 5 11 9 96:1E1aS E2S44444444444 4444 44444444444444E2S AREA: 22,489 SF = 0.516 ACRES IMP:16,018 SF = 0.368 ACRES PERVIOUS: 6,471 SF = 0.149 ACRES PROPERTY SUMMARY (ON-SITE + UPSTREAM OFF-SITE) AREA: 69,977 SF = 1.606 ACRES IMP:50,955 SF = 1.170 ACRES PERVIOUS: 19,022 SF = 0.437 ACRES44444444 4 4444444 E1bS AREA: 11,211 SF = 0.257 ACRES IMP:6,308 SF = 0.145 ACRES PERVIOUS: 4,903 SF = 0.113 ACRES E1aS AREA: 36,277 SF = 0.833 ACRES IMP:28,629 SF = 0.657 ACRES PERVIOUS: 7,648 SF = 0.176 ACRES E1bS N SCALE IN FEET 0 #### EXISTING DRAINAGE EXHIBIT H1-1 LOUCKS W:\2026\260351\HYDROLOGY\CAD\H1-1 EXISTING DRAINAGE EXHIBIT12755 Highway 55, Suite R100 Plymouth, MN 55441 763.424.5505 www.loucksinc.com PLANNING CIVIL ENGINEERING LAND SURVEYING LANDSCAPE ARCHITECTURE ENVIRONMENTAL CA DD f il es pr epar ed by t he Co ns ul tan t f or th is pr oje ct ar e instruments of the Consultant professional services for use solely with respect to this project. These CADD files shall not be used on other projects, for additions to this project, or for completion o f t h i s p r o j e ct b y o t h e r s w i t h o u t w r i t t e n a pp r o va l by t h e Con su lt ant . W it h the C onsul ta nt 's appr ova l, othe rs ma y be p e r m i t ted to ob tain co p ies o f t h e C AD D d r a win g f i l e s f o r inf ormation and reference only. All intentional or unintentional revisions, additions, or deletions to these CADD f iles shall be made at the full risk of that party making such revisions, additions or deletions and that party shall hold harmless and indemnify the Consultant from any & all responsibilities, claims, and liabilities. CADD QUALIFICATION QUALITY CONTROL PROFESSIONAL SIGNATURE SUBMITTAL/REVISIONS BLAZE CREDIT UNION CHANHASSEN 320 Lake Drive East Chanhassen, MN 55317 2025 Larpenteur Ave. W. Falcoln Heights, MN 55113 C1-1 DEMOLITION PLAN C2-1 SITE PLAN C3-1 GRADING PLAN C3-2 SWPPP C3-2 SWPPP NOTES C4-1 SANITARY AND WATERMAIN PLAN C4-2 STORM SEWER PLAN C8-1 CIVIL DETAILS C8-2 CIVIL DETAILS L0-1 TREE REPLACEMENT PLAN L1-1 LANDSCAPE PLAN L2-1 LANDSCAPE DETAILS 08/31/26 PREL. CITY APPLICATION License No. Date I hereby certify that this plan, specification or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. 46607 10/02/26 Brian M. Johnson - PE Review Date Project Lead Drawn By Checked By Loucks Project No. 09/28/26 BMJ BMJ BMJ 260351 LEGEND SUBCATCHMENT POND TIME OF CONCENTRATION IMPERVIOUS (IE PAVEMENT, OPEN WATER) AREA LAND COVER SUMMARY 4 E1S E1P E#S AREA: _ SF = _ ACRES IMP: CN=98 LAWN: CN=74 X#X E OR P: EXISTING OR PROPOSED NODE NUMBER: CORRELATE EXISTING TO PROPOSED NODE TYPE: SUBCATCHMENT OR POND EXISTING DRAINAGE EXHIBIT H1-1 P1P 96:1NO PARKING PROPOSED CREDIT UNION 5,050 SF FFE-949.25DO NOT ENTERFFE=949.25 947 948 949 950 951 952 947948 950 947 9 4 8 949 4 44448888888 8 95095095094894995195288888 8 88 88888888 8 8 8948948 949 948948948P1aS P1bS AREA: 5,884 SF = 0.135 ACRES IMP:1,379 SF = 0.032 ACRES PERVIOUS: 4,505 SF = 0.103 ACRES MODELED AREA SUMMARY (ON-SITE + UPSTREAM OFF-SITE) AREA: 69,977 SF = 1.606 ACRES IMP:43,694 SF = 1.003 ACRES PERVIOUS: 26,283 SF = 0.603 ACRES P1aS AREA: 54,960 SF = 1.262 ACRES IMP:37,786 SF = 0.867 ACRES PERVIOUS: 17,174 SF = 0.394 ACRES P1cS AREA: 5,327 SF = 0.122 ACRES IMP:4,301 SF = 0.099 ACRES PERVIOUS: 1,026 SF = 0.024 ACRES P2S AREA: 3,806 SF = 0.087 ACRES IMP:228 SF = 0.005 ACRES PERVIOUS: 3,578 SF = 0.082 ACRES P2S P1bS P1cS P2P N SCALE IN FEET 0 #### PROPOSED DRAINAGE EXHIBIT H2-1 LOUCKS W:\2026\260351\HYDROLOGY\CAD\H2-1 PROPOSED DRAINAGE EXHIBIT12755 Highway 55, Suite R100 Plymouth, MN 55441 763.424.5505 www.loucksinc.com PLANNING CIVIL ENGINEERING LAND SURVEYING LANDSCAPE ARCHITECTURE ENVIRONMENTAL CA DD f il es pr epar ed by t he Co ns ul tan t f or th is pr oje ct ar e instruments of the Consultant professional services for use solely with respect to this project. These CADD files shall not be used on other projects, for additions to this project, or for completion o f t h i s p r o j e ct b y o t h e r s w i t h o u t w r i t t e n a pp r o va l by t h e Con su lt ant . W it h the C onsul ta nt 's appr ova l, othe rs ma y be p e r m i t ted to ob tain co p ies o f t h e C AD D d r a win g f i l e s f o r inf ormation and reference only. All intentional or unintentional revisions, additions, or deletions to these CADD f iles shall be made at the full risk of that party making such revisions, additions or deletions and that party shall hold harmless and indemnify the Consultant from any & all responsibilities, claims, and liabilities. CADD QUALIFICATION QUALITY CONTROL PROFESSIONAL SIGNATURE SUBMITTAL/REVISIONS BLAZE CREDIT UNION CHANHASSEN 320 Lake Drive East Chanhassen, MN 55317 2025 Larpenteur Ave. W. Falcoln Heights, MN 55113 C1-1 DEMOLITION PLAN C2-1 SITE PLAN C3-1 GRADING PLAN C3-2 SWPPP C3-2 SWPPP NOTES C4-1 SANITARY AND WATERMAIN PLAN C4-2 STORM SEWER PLAN C8-1 CIVIL DETAILS C8-2 CIVIL DETAILS L0-1 TREE REPLACEMENT PLAN L1-1 LANDSCAPE PLAN L2-1 LANDSCAPE DETAILS 08/31/26 PREL. CITY APPLICATION License No. Date I hereby certify that this plan, specification or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. 46607 10/02/26 Brian M. Johnson - PE Review Date Project Lead Drawn By Checked By Loucks Project No. 09/28/26 BMJ BMJ BMJ 260351 LEGEND SUBCATCHMENT POND TIME OF CONCENTRATION IMPERVIOUS (IE PAVEMENT, OPEN WATER) AREA LAND COVER SUMMARY 4 P1S P1P P#S AREA: _ SF = _ ACRES IMP: CN=98 LAWN: CN=74 X#X E OR P: EXISTING OR PROPOSED NODE NUMBER: CORRELATE EXISTING TO PROPOSED NODE TYPE: SUBCATCHMENT OR POND PROPOSED DRAINAGE EXHIBIT H2-1 NO PARKING PROPOSED CREDIT UNION 5,050 SF FFE-949.25DO NOT ENTERFFE=949.25 4 44448888888 8 88888 8 88 88888888 8 8 8N SCALE IN FEET 0 20 40 IMPERVIOUS AREA SUMMARY EXHIBIT H3-1 LOUCKS W:\2026\260351\HYDROLOGY\CAD\H3-1 IMPERVIOUS AREA SUMMARY EXHIBIT12755 Highway 55, Suite R100 Plymouth, MN 55441 763.424.5505 www.loucksinc.com PLANNING CIVIL ENGINEERING LAND SURVEYING LANDSCAPE ARCHITECTURE ENVIRONMENTAL CA DD f il es pr epar ed by t he Co ns ul tan t f or th is pr oje ct ar e instruments of the Consultant professional services for use solely with respect to this project. These CADD files shall not be used on other projects, for additions to this project, or for completion o f t h i s p r o j e ct b y o t h e r s w i t h o u t w r i t t e n a pp r o va l by t h e Con su lt ant . W it h the C onsul ta nt 's appr ova l, othe rs ma y be p e r m i t ted to ob tain co p ies o f t h e C AD D d r a win g f i l e s f o r inf ormation and reference only. All intentional or unintentional revisions, additions, or deletions to these CADD f iles shall be made at the full risk of that party making such revisions, additions or deletions and that party shall hold harmless and indemnify the Consultant from any & all responsibilities, claims, and liabilities. CADD QUALIFICATION QUALITY CONTROL PROFESSIONAL SIGNATURE SUBMITTAL/REVISIONS BLAZE CREDIT UNION CHANHASSEN 320 Lake Drive East Chanhassen, MN 55317 2025 Larpenteur Ave. W. Falcoln Heights, MN 55113 C1-1 DEMOLITION PLAN C2-1 SITE PLAN C3-1 GRADING PLAN C3-2 SWPPP C3-2 SWPPP NOTES C4-1 SANITARY AND WATERMAIN PLAN C4-2 STORM SEWER PLAN C8-1 CIVIL DETAILS C8-2 CIVIL DETAILS L0-1 TREE REPLACEMENT PLAN L1-1 LANDSCAPE PLAN L2-1 LANDSCAPE DETAILS 08/31/26 PREL. CITY APPLICATION License No. Date I hereby certify that this plan, specification or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. 46607 10/02/26 Brian M. Johnson - PE Review Date Project Lead Drawn By Checked By Loucks Project No. 09/28/26 BMJ BMJ BMJ 260351 IMPERVIOUS AREA SUMMARY 40,377 SF NEW & REDEVELOPED IMPERVIOUS WATER QUALITY VOLUME 1.1" x 40,377 SF = 3,701 CF = 0.085 AC-FT *THIS EXHIBIT SHOWS ALL DISTURBED IMPERVIOUS AREA. THIS DIFFERS SOME FROM THE IMPERVIOUS AREAS SHOWN ON H1-1 AND H2-1. THOSE EXHIBITS, AND CORRESPONDING HYDROCAD MODELS, ONLY EVALUATE IMPERVIOUS FLOWING INTO AND THROUGH THE SITE. BUT THIS EXHIBIT IS INTENDED TO SHOW THE MOST ENCOMPASSING AREA FOR GREATEST WQV. ALSO, THOSE EXHIBITS SHOW IMPERVIOUS ENTERING THE SITE THAT ARE NOT DISTURBED. IMPERVIOUS AREA SUMMARY EXHIBIT H3-1 MSE 24-hr 3 100-Year Rainfall=7.41", AMC=3260351 - PROPOSED Printed 10/1/2026Prepared by Loucks HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond P1P: Fe Filtration Tank (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 938.78 1,120 1,677 938.79 1,121 1,688 938.80 1,123 1,699 938.81 1,124 1,711 938.82 1,126 1,722 938.83 1,127 1,733 938.84 1,129 1,744 938.85 1,130 1,756 938.86 1,132 1,767 938.87 1,133 1,778 938.88 1,135 1,790 938.89 1,136 1,801 938.90 1,137 1,812 938.91 1,139 1,824 938.92 1,140 1,835 938.93 1,142 1,846 938.94 1,143 1,858 938.95 1,144 1,869 938.96 1,146 1,881 938.97 1,147 1,892 938.98 1,148 1,904 938.99 1,149 1,915 939.00 1,151 1,927 939.01 1,152 1,938 939.02 1,153 1,950 939.03 1,155 1,961 939.04 1,156 1,973 939.05 1,157 1,984 939.06 1,158 1,996 939.07 1,159 2,008 939.08 1,161 2,019 939.09 1,162 2,031 939.10 1,163 2,042 939.11 1,164 2,054 939.12 1,165 2,066 939.13 1,166 2,077 939.14 1,167 2,089 939.15 1,169 2,101 939.16 1,170 2,112 939.17 1,171 2,124 939.18 1,172 2,136 939.19 1,173 2,148 939.20 1,174 2,159 939.21 1,175 2,171 939.22 1,176 2,183 939.23 1,177 2,195 939.24 1,178 2,206 939.25 1,179 2,218 939.26 1,180 2,230 939.27 1,181 2,242 939.28 1,182 2,254 939.29 1,183 2,265 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 939.30 1,184 2,277 939.31 1,185 2,289 939.32 1,186 2,301 939.33 1,187 2,313 939.34 1,187 2,325 939.35 1,188 2,336 939.36 1,189 2,348 939.37 1,190 2,360 939.38 1,191 2,372 939.39 1,192 2,384 939.40 1,193 2,396 939.41 1,193 2,408 939.42 1,194 2,420 939.43 1,195 2,432 939.44 1,196 2,444 939.45 1,197 2,456 939.46 1,197 2,468 939.47 1,198 2,480 939.48 1,199 2,492 939.49 1,200 2,504 939.50 1,200 2,516 939.51 1,201 2,528 939.52 1,202 2,540 939.53 1,202 2,552 939.54 1,203 2,564 939.55 1,204 2,576 939.56 1,204 2,588 939.57 1,205 2,600 939.58 1,206 2,612 939.59 1,206 2,624 939.60 1,207 2,636 939.61 1,207 2,648 939.62 1,208 2,660 939.63 1,209 2,672 939.64 1,209 2,684 939.65 1,210 2,696 939.66 1,210 2,709 939.67 1,211 2,721 939.68 1,211 2,733 939.69 1,212 2,745 939.70 1,212 2,757 939.71 1,213 2,769 939.72 1,213 2,781 939.73 1,214 2,793 939.74 1,214 2,806 939.75 1,215 2,818 939.76 1,215 2,830 939.77 1,216 2,842 939.78 1,216 2,854 939.79 1,217 2,866 939.80 1,217 2,878 939.81 1,217 2,891 MSE 24-hr 3 100-Year Rainfall=7.41", AMC=3260351 - PROPOSED Printed 10/1/2026Prepared by Loucks HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond P1P: Fe Filtration Tank (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 939.82 1,218 2,903 939.83 1,218 2,915 939.84 1,219 2,927 939.85 1,219 2,939 939.86 1,219 2,952 939.87 1,220 2,964 939.88 1,220 2,976 939.89 1,220 2,988 939.90 1,220 3,000 939.91 1,221 3,013 939.92 1,221 3,025 939.93 1,221 3,037 939.94 1,222 3,049 939.95 1,222 3,061 939.96 1,222 3,074 939.97 1,222 3,086 939.98 1,223 3,098 939.99 1,223 3,110 940.00 1,223 3,123 940.01 1,223 3,135 940.02 1,223 3,147 940.03 1,224 3,159 940.04 1,224 3,171 940.05 1,224 3,184 940.06 1,224 3,196 940.07 1,224 3,208 940.08 1,224 3,220 940.09 1,224 3,233 940.10 1,224 3,245 940.11 1,225 3,257 940.12 1,225 3,269 940.13 1,225 3,282 940.14 1,225 3,294 940.15 1,225 3,306 940.16 1,225 3,318 940.17 1,225 3,331 940.18 1,225 3,343 940.19 1,225 3,355 940.20 1,225 3,367 940.21 1,225 3,380 940.22 1,225 3,392 940.23 1,225 3,404 940.24 1,225 3,416 940.25 1,225 3,429 940.26 1,225 3,441 940.27 1,225 3,453 940.28 1,225 3,465 940.29 1,225 3,478 940.30 1,224 3,490 940.31 1,224 3,502 940.32 1,224 3,514 940.33 1,224 3,527 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 940.34 1,224 3,539 940.35 1,224 3,551 940.36 1,224 3,563 940.37 1,224 3,576 940.38 1,223 3,588 940.39 1,223 3,600 940.40 1,223 3,612 940.41 1,223 3,624 940.42 1,223 3,637 940.43 1,222 3,649 940.44 1,222 3,661 940.45 1,222 3,673 940.46 1,222 3,686 940.47 1,221 3,698 940.48 1,221 3,710 940.49 1,221 3,722 940.50 1,220 3,734 940.51 1,220 3,747 940.52 1,220 3,759 940.53 1,220 3,771 940.54 1,219 3,783 940.55 1,219 3,795 940.56 1,219 3,808 940.57 1,218 3,820 940.58 1,218 3,832 940.59 1,217 3,844 940.60 1,217 3,856 940.61 1,217 3,868 940.62 1,216 3,881 940.63 1,216 3,893 940.64 1,215 3,905 940.65 1,215 3,917 940.66 1,214 3,929 940.67 1,214 3,941 940.68 1,213 3,954 940.69 1,213 3,966 940.70 1,212 3,978 940.71 1,212 3,990 940.72 1,211 4,002 940.73 1,211 4,014 940.74 1,210 4,026 940.75 1,210 4,038 940.76 1,209 4,050 940.77 1,209 4,063 940.78 1,208 4,075 940.79 1,207 4,087 940.80 1,207 4,099 940.81 1,206 4,111 940.82 1,206 4,123 940.83 1,205 4,135 940.84 1,204 4,147 940.85 1,204 4,159 MSE 24-hr 3 100-Year Rainfall=7.41", AMC=3260351 - PROPOSED Printed 10/1/2026Prepared by Loucks HydroCAD® 10.10-6a s/n 02676 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond P2P: Irrigation Reuse Tank (continued) Elevation (feet) Storage (cubic-feet) 934.86 424 934.87 425 934.88 426 934.89 427 934.90 428 934.91 430 934.92 431 934.93 432 934.94 433 934.95 435 934.96 436 934.97 437 934.98 438 934.99 439 935.00 441 935.01 442 935.02 443 935.03 444 935.04 445 935.05 447 935.06 448 935.07 449 935.08 450 935.09 451 935.10 453 935.11 454 935.12 455 935.13 456 935.14 457 935.15 459 935.16 460 935.17 461 935.18 462 935.19 463 935.20 464 935.21 466 935.22 467 935.23 468 935.24 469 935.25 470 935.26 471 935.27 472 935.28 474 935.29 475 935.30 476 935.31 477 935.32 478 935.33 479 935.34 480 935.35 482 935.36 483 935.37 484 Elevation (feet) Storage (cubic-feet) 935.38 485 935.39 486 935.40 487 935.41 488 935.42 489 935.43 490 935.44 492 935.45 493 935.46 494 935.47 495 935.48 496 935.49 497 935.50 498 935.51 499 935.52 500 935.53 501 935.54 502 935.55 504 935.56 505 935.57 506 935.58 507 935.59 508 935.60 509 935.61 510 935.62 511 935.63 512 935.64 513 935.65 514 935.66 515 935.67 516 935.68 517 935.69 518 935.70 519 935.71 520 935.72 521 935.73 522 935.74 523 935.75 524 935.76 525 935.77 526 935.78 527 935.79 528 935.80 529 935.81 530 935.82 531 935.83 532 935.84 533 935.85 534 935.86 535 935.87 536 935.88 537 935.89 538 Elevation (feet) Storage (cubic-feet) 935.90 539 935.91 540 935.92 541 935.93 542 935.94 543 935.95 544 935.96 544 935.97 545 935.98 546 935.99 547 936.00 548 936.01 549 936.02 550 936.03 551 936.04 552 936.05 552 936.06 553 936.07 554 936.08 555 936.09 556 936.10 557 936.11 558 936.12 558 936.13 559 936.14 560 936.15 561 936.16 562 936.17 563 936.18 563 936.19 564 936.20 565 936.21 566 936.22 567 936.23 567 936.24 568 936.25 569 936.26 570 936.27 570 936.28 571 936.29 572 936.30 573 936.31 573 936.32 574 936.33 575 936.34 575 936.35 576 936.36 577 936.37 577 936.38 578 936.39 579 936.40 579 936.41 580 Elevation (feet) Storage (cubic-feet) 936.42 581 936.43 581 936.44 582 936.45 583 936.46 583 936.47 584 936.48 584 936.49 585 936.50 585 936.51 586 936.52 587 936.53 587 936.54 588 936.55 588 936.56 589 936.57 589 936.58 590 936.59 590 936.60 590 936.61 591 936.62 591 936.63 592 936.64 592 936.65 592 936.66 593 936.67 593 936.68 593 936.69 594 936.70 594 936.71 594 936.72 594 936.73 594 936.74 594 936.75 594 936.76 595 936.77 595 936.78 595 936.79 595 936.80 595 936.81 595 936.82 595 936.83 595 936.84 596 936.85 596 936.86 596 936.87 596 936.88 596 936.89 596 936.90 596 936.91 596 936.92 597 936.93 597 Appendix E Decompaction Exhibit PSBLPSBLPSBLPSBLPSBLPSBLPSBLPSBL PSBL PSBL PSBL PSBL PSBL PSBL PSBL PSBL PSBL PSBL PSBL BSBL BSBL BSBL BSBL BSBL BSBL BSBL BSBL BSBL BSBL BSBL BSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLBSBLNO PARKING PROPOSED CREDIT UNION 5,050 SF FFE-949.25DO NOT ENTERxxxxFFE=949.25 LOUCKS W:\2026\260351\HYDROLOGY\CAD\Decompaction Area12755 Highway 55, Suite R100 Plymouth, MN 55441 763.424.5505 www.loucksinc.com PLANNING CIVIL ENGINEERING LAND SURVEYING LANDSCAPE ARCHITECTURE ENVIRONMENTAL CA DD f il es pr epar ed by t he Co ns ul tan t f or th is pr oje ct ar e instruments of the Consultant professional services for use solely with respect to this project. These CADD files shall not be used on other projects, for additions to this project, or for completion o f t h i s p r o j e ct b y o t h e r s w i t h o u t w r i t t e n a pp r o va l by t h e Con su lt ant . W it h the C onsul ta nt 's appr ova l, othe rs ma y be p e r m i t ted to ob tain co p ies o f t h e C AD D d r a win g f i l e s f o r inf ormation and reference only. All intentional or unintentional revisions, additions, or deletions to these CADD f iles shall be made at the full risk of that party making such revisions, additions or deletions and that party shall hold harmless and indemnify the Consultant from any & all responsibilities, claims, and liabilities. CADD QUALIFICATION QUALITY CONTROL PROFESSIONAL SIGNATURE SUBMITTAL/REVISIONS BLAZE CREDIT UNION CHANHASSEN 320 Lake Drive East Chanhassen, MN 55317 2025 Larpenteur Ave. W. Falcoln Heights, MN 55113 C1-1 DEMOLITION PLAN C2-1 SITE PLAN C3-1 GRADING PLAN C3-2 SWPPP C3-2 SWPPP NOTES C4-1 SANITARY AND WATERMAIN PLAN C4-2 STORM SEWER PLAN C8-1 CIVIL DETAILS C8-2 CIVIL DETAILS L0-1 TREE REPLACEMENT PLAN L1-1 LANDSCAPE PLAN L2-1 LANDSCAPE DETAILS 08/31/26 PREL. CITY APPLICATION License No. Date I hereby certify that this plan, specification or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. 46607 10/02/26 Brian M. Johnson - PE Review Date Project Lead Drawn By Checked By Loucks Project No. 09/28/26 BMJ BMJ BMJ 260351 N SCALE IN FEET 0 20 40 DECOMPACTED AREA EXHIBIT 3 TOLL FREE: 1-800-252-1166 TWIN CITY AREA: 651-454-0002 Gopher State One Call CALL BEFORE YOU DIG! WARNING: THE CONTRACTOR SHALL BE RESPONSIBLE FOR CALLING FOR LOCATIONS OF ALL EXISTING UTILITIES. THEY SHALL COOPERATE WITH ALL UTILITY COMPANIES IN MAINTAINING THEIR SERVICE AND / OR RELOCATION OF LINES. THE CONTRACTOR SHALL CONTACT GOPHER STATE ONE CALL AT 651-454-0002 AT LEAST 48 HOURS IN ADVANCE FOR THE LOCATIONS OF ALL UNDERGROUND WIRES, CABLES, CONDUITS, PIPES, MANHOLES, VALVES OR OTHER BURIED STRUCTURES BEFORE DIGGING. THE CONTRACTOR SHALL REPAIR OR REPLACE THE ABOVE WHEN DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER. IRRIGATABLE AREA = 0.467 ACRES DECOMPACTION LEGEND PARKING STALL COUNT ACCESSIBLE PARKING STALL 2 LEGEND CATCH BASIN STORM SEWER SANITARY SEWER WATERMAIN STORM MANHOLE SANITARY MANHOLE HYDRANT GATE VALVE SPOT ELEVATION SIGN LIGHT POLE POWER POLE WATER MANHOLE / WELL CONTOUR CONCRETE CURB UNDERGROUND ELECTRIC CONCRETE TELEPHONE PEDESTAL UNDERGROUND TELEPHONE UNDERGROUND GAS OVERHEAD UTILITY CHAIN LINK FENCE BUILDING RETAINING WALL NO PARKING UNDERGROUND FIBER OPTIC SANITARY SEWER SERVICE WATER SERVICE ELECTRIC METER GAS METER TREE LINE EXISTING PROPOSED 972 DRAINTILE 373PARKING SETBACK LINE BUILDING SETBACK LINE 2 FENCE FLARED END SECTION POST INDICATOR VALVE BENCHMARK SOIL BORING 3DIRECTION OF FLOW 1.0% 972.5 Appendix F Geotechnical Report