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2026-08-14 Avienda Retail SWMP 1 Landform®, SensiblyGreen® and Site to Finish® are registered service marks of Landform Professional Services, LLC I hereby certify that this plan 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. PRELIMINARY 08-14-2026 Steven E. Sabraski Date License No. 47165 TABLE OF CONTENTS ...................................................................................................................................................................... 1 INTRODUCTION ..................................................................................................................................................... 1 JURISDICTIONAL BODIES AND REQUIREMENTS .................................................................................................... 1 City of Chanhassen ............................................................................................................................................ 1 Lake Susan ..................................................................................................................................................... 1 Riley, Purgatory, Bluff Creek Watershed District .............................................................................................. 1 MPCA................................................................................................................................................................. 2 Overall Requirements ....................................................................................................................................... 2 EXISTING SITE CONDITIONS AND DRAINAGE PATTERNS ...................................................................................... 2 Lake Susan Tributary Area ............................................................................................................................ 3 PROPOSED ON-SITE STORM WATER MANAGEMENT ........................................................................................... 3 Rate Control ...................................................................................................................................................... 4 Abstraction / Infiltration ................................................................................................................................... 4 Lake Susan Drainage ..................................................................................................................................... 4 Summary ....................................................................................................................................................... 4 Water Quality .................................................................................................................................................... 5 City of Chanhassen ........................................................................................................................................ 5 RPBCWD Calculations.................................................................................................................................... 5 MPCA Calculations ........................................................................................................................................ 6 Compensatory Floodplain Storage.................................................................................................................... 6 High Water Level and Low Floor Analysis ......................................................................................................... 6 TEMPORARY STORMWATER MANAGEMENT ....................................................................................................... 6 CONCLUSION ......................................................................................................................................................... 6 CONTACT INFORMATION ...................................................................................................................................... 7 APPENDICIES APPENDIX A: EXISTING SOILS INFORMATION NRCS Soil Survey Geotechnical Report Phase 1 Infiltrometer Results APPENDIX B: EXISTING DRAINAGE Reginal Plan Drainage Map Regional Plan HydroCAD Models APPENDIX C: PROPOSED DRAINAGE Proposed Drainage Map Irrigation Area Exhibit Proposed Avienda Retail HydroCAD Model Results APPENDIX F: MISCELLANEOUS DRAINAGE CALCULATIONS AND TABLES APPENDIX G: WATER QUALITY Predevelopment MIDS Models Results Regional Plan MIDS Models Results Avienda Retail Plan MIDS Models Results Trees – Stormwater Performance Based Credit Calculator Results Avienda Retail, Chanhassen, MN August 14, 2026 SCD14001.LEV.005 1 INTRODUCTION This Stormwater Management Plan (SWMP or Plan) for the Avienda Retail project covers the central retail area for the Avienda development located in Outlot A of the “Avienda Apartments” Plat. The Avienda development is in the City of Chanhassen in the southwest quadrant of Powers Boulevard and Lyman Boulevard (County Roads 17 & 18 respectively) and northwest of U.S. Highway 212. Phase 1 included mass grading of the entire development and construction of the public streets: Bluff Creek Boulevard, Avienda Parkway, and Sunset Trail which connect the site to perimeter roadways. Phase 2 construction added Mills Drive as a public road and Mills Lane & Avienda Lane as private streets along with platted lots for townhouse construction. Phase 3 extended Avienda Lane and added Avienda Way and Avienda Court, all private roads, with platted lots for rowhome buildings. All three phases had associated stormwater management improvements. The Avienda Regional Plan was the fourth phase of stormwater management. All subsequent development, including this project, will fall under the guidance and requirements of this Regional Plan. The Plan covers three parcels: Outlot D, Avienda Townhomes in the northwest corner, Outlet E, Avienda Townhomes south of Bluff Creek Boulevard, and Outlot B, Avienda Rowhomes north of Bluff Creek Boulevard and east of Avienda Parkway. The development will be mixed-use, planned to include residential, office, retail, hotel, restaurants, and recreational components. JURISDICTIONAL BODIES AND REQUIREMENTS The City of Chanhassen (city), the Riley, Purgatory, Bluff Creek Watershed District (watershed district), and the Minnesota Pollution Control Agency (MPCA) have review jurisdiction over storm water runoff from the proposed development at this site. City of Chanhassen The city requires rate control such that the peak discharge rate from the 2-year, 10-year, and 100-year, 24-hour rainfall events be at or below the existing rates. Water quality treatment is to be to NURP standards, Storm sewer pipe shall carry runoff from the 10-year storm. Low floor elevations need to be a minimum of 3-feet above the 100-year high-water-level (HWL). Emergency overflows shall be sized to handle extreme events (up to 100-year storms). Emergency overflows shall be set at least 1.5 feet below adjacent low floor elevations. Maintenance and access easements shall be a minimum of 20-feet wide. Lake Susan Lake Susan is classified as an “Improve – 2” management class waterbody in the City’s Surface Water Management Plan. The management strategy for Improve – 2 waterbodies is to maintain or improve their water quality and look for opportunities to apply higher standards. Riley, Purgatory, Bluff Creek Watershed District The watershed district requires the same rate control as the city and additionally for the 10-day, 100-year snowmelt from all major discharge points at the perimeter of the site. Because the site has been determined to be restricted, volume control is required such that 0.55-inches of runoff from the site impervious areas are abstracted, or to the maximum extent practicable. The site is considered restricted due to the clay soils onsite and the lack of infiltration capability (See supporting documentation in Appendix A). Avienda Retail, Chanhassen, MN August 14, 2026 SCD14001.LEV.005 2 MPCA The MPCA requirements follow the NPDES permit process. Requirements include preparation of a Storm Water Pollution Prevention Plan (SWPPP), retention of 1 inch of runoff from new impervious surfaces (infiltration on D soils is restricted), or provide filtration, or provide permanent wet detention basins with volumes of 1800 c.f. of storage below the pipe outlet for each tributary acre, protection of buffer areas, minimization of soil compaction, and meeting impaired water standards. Where retention of 1-inch of runoff is unattainable, a combination of wet sedimentation basins and/or filtration must be provided such that the system removes 80% of total suspended solids (TSS). Because the site drains to impaired waters, stabilization of all exposed soil areas must be initiated immediately to limit soil erosion but in no case completed later than seven (7) days after the construction activity in that portion of the site has temporarily or permanently ceased. Additionally, temporary sediment basins are required for common drainage locations that serve an area with five or more acres disturbed at one time. Because the disturbed area for the overall development was greater than 50 acres, and the site drains to and has a discharge point within one mile (aerial measurement) of impaired waters, an individual NPDES Construction Stormwater permit was applied for, and a Notice of Coverage letter was issued on 5/29/2019. Some of the filtration included in the SWMP under the original permit application has been removed and irrigation reuse added. Overall Requirements The following are the most restrictive requirements or net requirements for the site:  Rate Control – hold the proposed discharge rates to or below the existing rates for the 2-year, 10-year, and 100- year, 24-hour rainfalls and the 10-day, 100-year snow melt.  Volume Abstraction (RPBCWD) – abstract 0.55 inches, or the maximum extent practicable, of runoff from the impervious area of the site.  Water Quality (RPBCWD) – remove 90% of total suspended solids and 60% of total phosphorus from site runoff.  Water Quality (MPCA) – remove 80% of total suspended solids and 60% total phosphorus from stormwater.  Storm Sewer Pipe (Chanhassen) – size for the 10-year storm.  Emergency Overflows – sized for extreme events (up to 100-year storm).  Low Floor Elevations – must be at least 3.0 feet above the 100-year HWL (rainfall or snowmelt) and 1.5 feet above the emergency overflow.  Easements for maintenance and access – must be a minimum of 20 feet wide.  Temporary Ponding – must be provided for tributary areas draining 5 acres or more to a common location and provide live storage for the 2-year, 24-hour storm. EXISTING SITE CONDITIONS AND DRAINAGE PATTERNS The watershed district has a definition of project site that exists at the start of each phase of a project and includes the entire area platted. Since this is the most restrictive situation for rate control, it is what we have modeled. The site was mass graded during Phase 1 construction. There are eight ponds/basins on the site providing rate control and water quality treatment. The site has been restored and has a cover of grasses. Pre-grading soil borings and earthwork observations indicate that the underlying soils are mostly clays. Refer to Appendix A for the predevelopment soil borings. Avienda Retail, Chanhassen, MN August 14, 2026 SCD14001.LEV.005 3 Lake Susan Tributary Area This area is in the northeast and east central portions of the site – north of Bluff Creek Boulevard and east of Avienda Row Homes. It is comprised of approximately 34.63 acres, which drains to Ponds 1 & 11.4. An additional 6.92 acres within Phase 3 (Avienda Row Homes) drains to Pond 13 and then to Pond 1. Pond 1 is a temporary basin providing rate control and water quality treatment. It drains to Pond 11.4 which is a permanent pond designed for expansion in the future. An additional 0.82 acres from off-site drains to Pond 11.4. Pond 11.4 provides water quality treatment and slight rate control capabilities. It drains under Powers Boulevard and into the U.S. Highway 212 “Englewood” pond. From the “Englewood” pond, stormwater drains north through MNDOT Wetland M10, under Lyman Boulevard, and eventually to Lake Susan. This discharge point is within 4,600 feet of Lake Susan. Lake Susan is listed as an Impaired Water by the MPCA, Assessment Unit 10-0013-00; Impaired for Mercury in Fish Tissue; Nutrient/Eutrophication Biological Indicators. There is no TMDL for Nutrient/Eutrophication Biological Indicators for Lake Susan. Refer to Appendix B for modeling information on the existing drainage patterns, volumes, and peak rates of runoff, which are summarized in tables under Appendix F. PROPOSED ON-SITE STORM WATER MANAGEMENT The design goal of the proposed Avienda Regional drainage plan is to follow the existing drainage patterns to the extent possible and to meet the city’s, the watershed’s, and the MPCA’s stormwater requirements. There are six design goals of the proposed drainage plan: 1. Follow the existing drainage patterns to the extent practicable. 2. Provide rate control to limit the rate of runoff to the current condition for each discharge point. 3. Match or exceed the abstraction and water quality values approved in the Avienda Regional Stormwater Plan 4. Provide other best management practices where practicable. Table 1 summarizes the existing and post development areas. Table 1 – Area Summaries – Avienda Retail Improvements will include buildings, walks, private drives and parking areas, utilities, and stormwater management facilities. Storm sewer will pick up runoff from the improved areas and direct it to pretreatment devices prior to discharge to management basins and systems. Central Pond 14P from the regional stormwater plan will be split into two ponds working in series named 114P and 115P. Regional Plan Submittal Total Site Area (acres) 24.01 Existing Site Impervious Area (acres) 0 Post Construction Site Impervious Area (acres) 17.05 New (Increase) in Site Impervious Area (acres) 17.05 Disturbed Impervious Surface Area (acres) 0.0 Exempt Impervious Trail and Sidewalk Areas (acres) 0.26 Total Disturbed Area (acres) 24.01 Avienda Retail, Chanhassen, MN August 14, 2026 SCD14001.LEV.005 4 Pond 115P will be a stormwater reuse cistern which will capture runoff for irrigation of the onsite turf and planting areas. Runoff from larger storms will continue downstream. The ponds and treatment system will be located on private property but will be covered by drainage and utility easements. Per the Watershed’s Rule J exceptions (2.2d), the trails and walks with adjacent pervious areas do not need to be treated as impervious in the stormwater calculations. Basins, their types, and pretreatment provided are shown in Table 2. Table 2 - Treatment Basins Basin ID Basin Type Pretreatment 114P Wet Pond and Irrigation Reuse Cistern Sump manholes with skimmers 115P Wet Pond and Irrigation Reuse Cistern Sump manholes with skimmers Rate Control Runoff from the existing site is currently detained. We have provided peak discharge control in the proposed condition for each of the development’s existing discharge points to match or be below the existing peak rates. The peak rates are compared in Table 5d in Appendix F, and are based on the existing (Proposed Phase 2 and Phase 3) HydroCAD models in Appendix B. Abstraction / Infiltration During construction of Phase 1 improvements infiltration testing was done on various infiltration basins. The results showed that infiltration was zero or approaching zero after two hours and therefore does not work for abstraction of runoff. Therefore, the site has been designed without infiltration. Abstraction for the Regional Plan will be provided by stormwater reuse through irrigation as well as tree canopy abstraction per the watershed’s guidelines. There is a total of 1,758,909 s.f. (40.39 ac.) of new impervious with the Avienda Retail Plan. This is based on data provided by Measure Group for the Avienda Retail project plan set. Note that the total pervious areas and turf/woods areas and the irrigation areas don’t totally align, since we entered the pond surface areas as turf in the area tables in MIDS but obviously didn’t include those areas for irrigation area (see Table 19a). Lake Susan Drainage There will be 731,510 s.f. of new impervious area (excluding trails and walks) added to the Lake Susan tributary area. With the existing Avienda Rowhomes and Avienda Apartments, that drain to Lake Susan, the total impervious area is 1,194,170 s.f. The runoff to Lake Susan requires 54,733 c.f. (1,194,170 s.f. x 0.55-in. / 12 in./ft) of abstraction. The stormwater reuse irrigation system on site will abstract 23,456 c.f. of runoff. Summary Refer to the Irrigation Area exhibit in Appendix C for a map of the area to be irrigated. Refer to Table 19 in Appendix F for a summary of the impervious areas, along with required and provided abstraction amounts. Refer to Table 19a for a comparison of pervious areas and turf/woods areas and abstraction totals between the Regional Stormwater Plan and the Avienda Retail Plan. Using the Stormwater Performance Based Credit Calculator (tree abstraction) we have additional abstraction of 6,546 c.f. (Lake Susan) from tree canopies. Avienda Retail, Chanhassen, MN August 14, 2026 SCD14001.LEV.005 5 The total abstraction is equivalent to 0.30-inches over the regulated impervious surfaces, which matches the amount abstracted in the Regional Plan. Refer to Table 19 in Appendix F for a full summary of required and provided abstraction. Water Quality City of Chanhassen Water quality modeling was done with MIDS for the two major basins, Lake Susan and Bluff Creek. The modeling was done for the Regional Plan. The results are shown in Appendix G. RPBCWD Calculations Water quality modeling was done with MIDS with the results shown in Table 3. These removal rates show that the site will meet the requirements of the Watershed. Table 3 – Water Quality Summary Watershed TP Removal TSS Removal Lake Susan 80% 95% Finally, total pollutant loads to wetlands need to be the same or less than the existing condition, which would be based on the site prior to mass grading. Even though the site discharge toward Lake Susan does not directly enter a wetland we have included the discharge, and it meets the condition as shown below in Table 4. To model the existing site, we changed the ecm concentration of phosphorus (P) from the default to 0.350, after consultation with the district’s engineer. This aligns with the Minnesota Stormwater Manual’s low value for pasture which we feel approximates the predevelopment conditions with fallow row crop fields changing to partially vegetated cover. Likewise, we did the same for the ecm concentration of TSS, changing it to 75 based on the low end of the range for pasture. Table 4 - Lake Susan Pollutant Loads Comparison 12/10/24 Existing Results 6/12/25 Regional Plan Results 8/14/26 Retail Plan Results Tributary Area* (ac.) 37.366 41.836 41.442 TP (lbs.) 16.2145 13.328 10.735 TSS (lbs.) 1,893.1 664.6 442.2 *Tributary areas used in MIDS exclude trails and walks per Watershed’s Rule J exceptions (2.2d) Note that for Lake Susan drainage we had to adjust the Jellyfish Filter removal percentages based on the portion of the 1.1-inch runoff from impervious surfaces that would be treated. There are 1,035,944 s.f. of impervious surfaces draining to the Jellyfish, therefore the water quality volume (WQV) is 94,962 c.f. (1,035,944 sf x 1.1-inch / 12 in/ft). The treated volume is 142,798 c.f. based on the volume between the upper outlet at 906.75 and the NWL at 902.00. The Jellyfish Filter therefore treats the full water quality volume. To account for bypass flows (8%) from larger events we have prorated the removal percentages provided in the Minnesota Stormwater Manual. The full TP removal is 74.64% x 0.92 = 68.67% for the prorated rate. The full TSS removal is 80.0% x 0.92 = 73.60% for the prorated rate. All MIDS results are provided in Appendix G. Avienda Retail, Chanhassen, MN August 14, 2026 SCD14001.LEV.005 6 MPCA Calculations Water quality modeling was done with MIDS for the proposed ponds, filtration basin, and reuse systems in Lake Susan Watershed. The modeling was done for Phases 1-3 plus the Regional Plan. The watershed meet the requirements for 80% TSS removal as discussed above under RPBCWD Calculations. The results are shown in Appendix G. Compensatory Floodplain Storage As discussed previously, several ponds will be eliminated or combined with this development. A comparison of existing (Phase 3) and proposed flood plain volumes by foot is tabulated in Table 17 showing that at all elevations we are providing more storage at the same or lower elevations. Because storage isn’t at the same elevations, we are requesting a variance to Rule B. Refer to Appendix F. High Water Level and Low Floor Analysis A comparison of the high-water levels to adjacent building low floor elevations is provided in Table 6. Table 6 - Comparison of Low Floor Elevations and Adjacent HWLs Structure ID Low (or Garage) Floor Elevation Controlling Stormwater Management Facility Controlling 100-year HWL Elevation Grocer 920.0 Pond 115P 915.08 Retail A 924.0 Pond 115P 915.08 Retail B 924.0 Pond 115P 915.08 Retail C 924.0 Pond 115P 915.08 Restaurant A 918.1 Pond 115P 915.08 Restaurant B 918.1 Pond 115P 915.08 Retail/Restaurant D 922.0 Pond 114P 909.11 Retail/Restaurant E 915.0 Pond 114P 909.11 Retail/Restaurant F 918.1 Pond 115P 915.08 Drive Thru A 915.0 Pond 114P 909.11 Drive Thru B 916.0 Pond 114P 909.11 Drive Thru C 915.0 Pond 114P 909.11 Medical 916.0 Pond 114P 909.11 TEMPORARY STORMWATER MANAGEMENT During Phase 1 mass grading, temporary sediment control and rate control basins were installed. Some of these were modified during the following phases. A few of these will be further modified or eliminated with the proposed Regional Plan work. As work proceeds, additional controls will include silt fence, inlet protection, erosion control blankets, street sweeping, and stabilized rock construction entrances as part of the temporary erosion and sediment control plan. CONCLUSION Our design meets and exceeds the Watershed’s, MPCA’s, and the City’s requirements for rate control, volume control / abstraction, and water quality treatment. Avienda Retail, Chanhassen, MN August 14, 2026 SCD14001.LEV.005 7 CONTACT INFORMATION This document was prepared by: Landform 105 South Fifth Avenue Suite 513 Minneapolis, MN 55401 Please direct any questions regarding this stormwater narrative to Steve Sabraski at ssabraski@landform.net or 612.638.0243. Avienda Regional SWMP, Chanhassen, MN SCD140001.LEV Appendix B APPENDIX A: EXISTING SOILS INFORMATION NRCS Soil Survey Geotechnical Report Phase 1 Infiltrometer Results Table of Contents Description Page A. Introduction ...................................................................................................................................... 1 A.1. Project Description .............................................................................................................. 1 A.2. Site Conditions and History ................................................................................................. 2 A.3. Purpose ................................................................................................................................ 2 A.4. Background Information and Reference Documents .......................................................... 2 A.5. Scope of Services ................................................................................................................. 3 B. Results .............................................................................................................................................. 4 B.1. Geologic Overview .............................................................................................................. 4 B.2. Previous Geotechnical Information ..................................................................................... 4 B.3. Boring Results ...................................................................................................................... 4 B.4. Groundwater ....................................................................................................................... 5 B.5. Laboratory Test Results ....................................................................................................... 6 C. Recommendations ........................................................................................................................... 6 C.1. Design and Construction Discussion ................................................................................... 6 C.1.a. Foundation-Type Building Support ........................................................................ 6 C.1.b. Reuse of On-Site Soils ............................................................................................. 7 C.1.c. Groundwater .......................................................................................................... 7 C.1.d. Pavement ............................................................................................................... 7 C.1.e. Subgrade Preparation ............................................................................................ 8 C.1.f. Weather.................................................................................................................. 8 C.2. Site Grading and Subgrade Preparation .............................................................................. 8 C.2.a. Building Subgrade Excavations ............................................................................... 8 C.2.b. Excavation Oversizing ........................................................................................... 10 C.2.c. Excavated Slopes .................................................................................................. 11 C.2.d. Excavation Dewatering ......................................................................................... 12 C.2.e. Pavement and Exterior Slab Subgrade Preparation ............................................. 12 C.2.f. Pavement Subgrade Proofroll .............................................................................. 13 C.2.g. Engineered Fill Materials and Compaction .......................................................... 13 C.2.h. Special Inspections of Soils ................................................................................... 14 C.3. Spread Footings ................................................................................................................. 15 C.4. Below-Grade Walls ............................................................................................................ 15 C.4.a. Drainage Control .................................................................................................. 15 C.4.b. Configuring and Resisting Lateral Loads............................................................... 17 C.4.c. Retaining Wall along South side of Site................................................................ 18 C.5. Frost Protection ................................................................................................................. 18 C.5.a. General ................................................................................................................. 18 C.5.b. Frost Heave Mitigation ......................................................................................... 18 C.6. Pavements and Exterior Slabs ........................................................................................... 20 C.6.a. Design Sections .................................................................................................... 20 C.6.b. Bituminous Pavement Materials .......................................................................... 20 C.6.c. Subgrade Drainage ............................................................................................... 20 C.6.d. Performance and Maintenance ........................................................................... 21 Table of Contents (continued) Description Page C.7. Utilities .............................................................................................................................. 21 C.7.a. Subgrade Stabilization .......................................................................................... 21 C.7.b. Corrosion Potential .............................................................................................. 21 C.8. Stormwater........................................................................................................................ 22 C.9. Additional Geotechnical Exploration and Analysis ............................................................ 22 D. Procedures...................................................................................................................................... 23 D.1. Penetration Test Borings ................................................................................................... 23 D.2. Exploration Logs ................................................................................................................ 23 D.2.a. Log of Boring Sheets ............................................................................................. 23 D.2.b. Geologic Origins ................................................................................................... 23 D.3. Material Classification and Testing ................................................................................... 24 D.3.a. Visual and Manual Classification .......................................................................... 24 D.3.b. Laboratory Testing ............................................................................................... 24 D.4. Groundwater Measurements ............................................................................................ 24 E. Qualifications .................................................................................................................................. 24 E.1. Variations in Subsurface Conditions .................................................................................. 24 E.1.a. Material Strata ..................................................................................................... 24 E.1.b. Groundwater Levels ............................................................................................. 25 E.2. Continuity of Professional Responsibility .......................................................................... 25 E.2.a. Plan Review .......................................................................................................... 25 E.2.b. Construction Observations and Testing ............................................................... 25 E.3. Use of Report..................................................................................................................... 26 E.4. Standard of Care ................................................................................................................ 26 Appendix Soil Boring Location Sketch Logs of Previous Borings ST-1 through ST-12 Logs of Boring Sheets ST-13 through ST-32 Descriptive Terminology of Soil A. Introduction A.1. Project Description This Preliminary Geotechnical Evaluation Report addresses the proposed design and construction of the Avienda Mixed-Use Development, located on the southwest corner of the intersection of Lyman Boulevard and Powers Boulevard in Chanhassen, Minnesota. Development is in conceptual stages at this time; thus, only preliminary grading plans were available at the time of this report. Based on development plan drawings, the project may include the construction of single-family homes, townhomes, apartments, senior housing, hotels, parking ramp, retail and office buildings as well as associated roads and utilities. We assume some buildings may have a level of below grade parking, and above grade structures will range from one to five levels above grade. It appears the heavier structures could include a 5-story apartment building connected to a parking ramp. We assume building column loads will range from about 100 to 800 kips (100,000 to 800,000 pounds). We also understand there will be an approximately 20-foot tall retaining wall along the southern boundary of the property. This preliminary geotechnical evaluation should generally be adequate for the design of site grading, as we understand the whole site will be graded together. However, due to at least one area of deep, soft soil conditions, we recommend additional soil borings and laboratory testing be performed in this area to better estimate the depths and extent of soil corrections in this area. Once site grading is complete and final design plans are available, we request we be able to review this information as we anticipate that additional soil borings and a supplemental geotechnical evaluation and analysis will be necessary prior to final design and construction of this project. Table 1 provides assumed project details regarding pavements and site grading. Launch Properties Project B1701407 April 12, 2017 Page 2 Table 1. Site Aspects and Grading Description Aspect Description Pavement type(s) Mostly bituminous with the possibility of small areas of concrete near loading docks, etc. Provided/Assumed Pavement loads Light-duty: 50,000 ESALs* Medium-duty: 200,000 ESALs* Grade changes Up to 20 feet (Assumed) *Equivalent 18,000-lb single axle loads based on X-year design. A.2. Site Conditions and History Currently, the site exists as mostly an open farm field. The center of the northern half of the site contains a pond/wetland and the southwest corner of the site contains heavy tree coverage. General site topography ranges from about 880 to 956 based on the MnTOPO website provided by the Department of Natural Resources. Generally, the lowest elevations are in the southeast corner of the site and the highest elevations are in the northeast corner of the site. A house was formally located on the north side of the site along Lyman Boulevard. This house was removed in the summer of 2016. A.3. Purpose The purpose of our preliminary geotechnical evaluation was to characterize subsurface geologic conditions at selected exploration locations and evaluate their impact on the design and construction of the proposed mixed-use development. A.4. Background Information and Reference Documents We reviewed the following information:  Development Plan provided by Landform, dated February 8, 2017.  Grading Plan provided by Landform, this plan was not dated.  Previous Preliminary Geotechnical Evaluation Report prepared by Braun Intertec under project number B14-07461, dated November 18, 2014.  Available public aerial photographs showing the existing site conditions.  Geologic atlas showing the general soil types present in this area. Launch Properties Project B1701407 April 12, 2017 Page 3 We have described our understanding of the proposed construction and site to the extent others reported it to us. Depending on the extent of available information, we may have made assumptions based on our experience with similar projects. If we have not correctly recorded or interpreted the project details, the project team should notify us. New or changed information could require additional evaluation, analyses and/or recommendations. A.5. Scope of Services We performed our scope of services for the project in accordance with our Revised Proposal for a Preliminary Geotechnical Evaluation, dated February 7, 2017, and authorized on February 19, 2017. The following list describes the geotechnical tasks completed in accordance with our authorized scope of services.  Staking and clearing the exploration location of underground utilities. Landform selected and we staked the new exploration locations. We acquired the surface elevations and locations with GPS technology using the State of Minnesota’s permanent GPS base station network. The Soil Boring Location Sketch included in the Appendix shows the approximate locations of the borings.  Performing 20 standard penetration test (SPT) borings, denoted as ST-13 to ST-32, to nominal depths of 20 feet below grade across the site.  Performing laboratory testing on select samples to aid in soil classification and engineering analysis.  Preparing this preliminary report containing a boring location sketch, logs of soil borings, a summary of the soils encountered, results of laboratory tests, and preliminary recommendations for structure and pavement subgrade preparation and the design of foundations, exterior slabs, utilities, stormwater improvements and pavements. Our scope of services did not include environmental services or testing, and we did not train the personnel performing this evaluation to provide environmental services or testing. We can provide these services or testing at your request. Launch Properties Project B1701407 April 12, 2017 Page 4 B. Results B.1. Geologic Overview The general geologic profile depicted at the boring locations across the site generally consisted of a variable layer of topsoil over glacially deposited soils to the boring termination depths. Alluvial or swamp deposited soils may also be present in swales, lower elevation or drainage areas of the site. In addition, a few borings found previously clay fills soils, likely related to past filling in low areas. The encountered soils primarily consisted of clayey soils; however, the presence of frequent interbedded sand and silt seams and layers should be anticipated. We based the geologic origins used in this report on the soil types, laboratory testing, and available common knowledge of the geological history of the site. Because of the complex depositional history, geologic origins can be difficult to ascertain. We did not perform a detailed investigation of the geologic history for the site. B.2. Previous Geotechnical Information We have previously performed soil borings at this site as part of a Preliminary Geotechnical Evaluation Report under Braun Intertec project number B14-07461 and dated November 18, 2014. Borings ST-1 through ST-12 were completed as part of that preliminary evaluation and are included in the appendix of this report. B.3. Boring Results Table 2 provides a summary of the soil boring results, in the general order we encountered the strata. Please refer to the Log of Boring sheets in the Appendix for additional details. The Descriptive Terminology sheets in the Appendix include definitions of abbreviations used in Table 2. Launch Properties Project B1701407 April 12, 2017 Page 5 Table 2. Subsurface Profile Summary* Strata Soil Type - ASTM Classification Range of Penetration Resistances Commentary and Details Topsoil SM, SC, CL NA  Predominantly Lean Clay and Sandy Lean Clay.  Dark brown to black, with variable organic contents.  Thicknesses at boring locations varied from about 1 to 5 feet. Fill CL 9 to 13 BPF  Moisture condition generally moist to wet.  Thicknesses at boring locations varied from 4 to 9 feet.  Encountered in Borings ST-1, ST-2 and ST-5. Swamp deposits OL 2 to 12 BPF  Thicknesses at boring locations varied from 4 to 12 feet.  Encountered in Borings ST-1, ST-5, ST-6 and ST-7. Alluvial CL, CH, ML 1 to 14 BPF  Encountered to depths of 7 to 12 feet.  Moisture condition generally wet.  Encountered in Borings ST-1, ST-6, ST-8, ST-11 and ST-14. Glacial deposits SP, SM 4 to 40 BPF  General penetration resistance of 6 to 18 BPF.  Intermixed layers of glacial outwash and till.  Variable amounts of gravel; may contain cobbles and boulders.  Encountered to boring termination depth at each boring.  Moisture condition generally moist to wet. SC, CL 2 to 24 BPF *Abbreviations defined in the attached Descriptive Terminology sheets. For simplicity in this report, we define existing fill to mean existing, uncontrolled or undocumented fill. B.4. Groundwater Table 3 summarizes the depths where we observed groundwater; the attached Log of Boring sheets in the Appendix also include this information and additional details. Launch Properties Project B1701407 April 12, 2017 Page 6 Table 3. Groundwater Summary Location Surface Elevation Measured or Estimated Depth to Groundwater (ft) Corresponding Groundwater Elevation (ft) ST-14 903.6 7 897 ST-27 907.9 13 895 ST-31 919.3 14 905 1/2 The soil borings indicate a layered soil profile that is conducive for encountering perched water conditions. Soil borings not listed in Table 3 did not encounter groundwater while drilling. However, groundwater may take days or longer to reach equilibrium in the boreholes and we immediately backfilled the boreholes, in accordance with our scope of work. If the project team identifies a need for more accurate determination of groundwater depth, we can install piezometers and perform longer- term monitoring. Project planning should anticipate seasonal and annual fluctuations of groundwater. B.5. Laboratory Test Results Moisture content, sieve analysis (through a number 200 sieve), Atterberg limits and organic content tests were performed on recovered jar samples. The laboratory test results are shown on the Log of Boring Sheets included in the Appendix, across from the associated soil sample. Of note from the laboratory test results, the in-place clayey soils generally appear to be slightly to well above their estimated optimum moisture contents based on the test results. C. Recommendations C.1. Design and Construction Discussion C.1.a. Foundation-Type Building Support Based on the results of our subsurface exploration and evaluation, we anticipate that spread footing foundations bearing on the native soils can be designed for support of the proposed structures, after performing typical subgrade preparation. Typical subgrade preparation includes removing existing fill, topsoil or organic soils, structures and any loose sands or soft clays below the building pads. Launch Properties Project B1701407 April 12, 2017 Page 7 In some cases, relatively deep soil corrections may be needed and if fill depths exceed 10 feet, a construction delay may be necessary to allow the fill and underlying native soils to consolidate under the new weight. Construction delays can range from 3 to 12 months or longer, depending on the depth and type of fill placed, the type of structural loads and the condition of the native soils at depth. If the construction schedule is such that a construction delay cannot be tolerated, sand containing less than 12 percent of fine-grained material can be placed to within 10 feet of the bottom of footing elevation. Sand soils consolidate much quicker than clay soils, and the majority of consolidation will likely be completed during construction of the lot. However, if medium stiffness clay soils are left in place under thick deposits of new fill, laboratory consolidation tests should be performed to better predict the amount and rate of settlement. This information will be important both in building pads with deep fills and in retaining wall areas with deep fills. C.1.b. Reuse of On-Site Soils The existing, non-organic, debris-free, clays is suitable for reuse as engineered fill below the proposed building pad. We do not recommend reusing existing fill that contains debris or organic material as structural fill. However, as mentioned above, sand fill may be recommended in deep fill areas to reduce long-term settlements, and lessen or avoid construction delays. C.1.c. Groundwater We observed limited groundwater in the borings. Where we observed groundwater, it was below the anticipated excavation depths for construction. Some of the soils, such as silty sands, clayey sands and clay, will collect water from precipitation or if water drains to the site. We recommend the contractor remove any water that collects in work areas before performing further work. Excavations for this project may encounter occasional zones of groundwater. We recommend project planning anticipate temporary excavation dewatering during construction. Based upon the boring and piezometer observations, we anticipate sump pumps would be suitable for temporary dewatering. C.1.d. Pavement To improve long-term pavement performance, the project team should consider a pavement design that incorporates non-frost-susceptible sand in paved areas. Incorporation of the sand into the pavement section will reduce the impact of the frost heave and subsequent thaw-weakening of the soils beneath the pavement. The sand will also provide better drainage throughout the year. Sand will not only Launch Properties Project B1701407 April 12, 2017 Page 8 increase the life of the pavement but will likely reduce reconstruction cost at the end of the pavement life. If the pavement design incorporates a sand subgrade, it could then decrease the aggregate base thickness. C.1.e. Subgrade Preparation If schedule, site constraints, or other issues prevent scarification and drying operations, the contractor may need to subcut some areas of excessively wet clays. We recommend the owner and contractor anticipate some removal and replacement of these soils with imported sand, aggregate base or crushed rock. We are including recommendations for a pavement design option that incorporates a sand subbase. The sand subbase will increase constructability over subgrade soils susceptible to disturbance and, with proper drainage, will improve pavement performance by reducing the risk of frost heave. C.1.f. Weather In our judgment, the on-site clays are suitable for reuse as engineered fill but may require drying to achieve compaction. To dry these soils, the contractor will need to perform extensive scarifying of these clays, which is easier to accomplish in the relatively drier months of June to September. If the contractor performs site grading in the spring or fall, on-site drying of these soils may not prove feasible and building pad and pavement subgrade preparation may then require importing drier soils. If time or space is not available to dry these soils, the contractor may need to import drier soils. We recommend discussing the reuse of these materials with potential contractors at the bidding stages of the project. To account for potential rainfall during construction, we recommend maintaining construction grades to intercept surface water flow into the area and drain water from the area to an appropriate collection point. After grading, the contractor should compact the soil surface with a smooth drum roller to attempt to lower infiltration. After rain events, the contractor should limit construction traffic until the surface is dry enough that traffic will not mix accumulated surface water into lower portions of the soil. C.2. Site Grading and Subgrade Preparation C.2.a. Building Subgrade Excavations We recommend removing unsuitable materials from below the proposed buildings and their oversize areas. We define unsuitable materials as existing fill, frozen materials, organic soils, existing structures, existing utilities, vegetation or soft/loose soils. We also recommend having a geotechnical engineer, or Launch Properties Project B1701407 April 12, 2017 Page 9 an engineering technician working under the direction of a geotechnical engineer, (geotechnical representative) evaluate the suitability of exposed subgrade soils to support the proposed structure. Table 4 shows the preliminary estimates of anticipated soil correction excavation depths and bottom elevations for each of the borings. Please note that once actual building locations, elevations and structural loading information is better defined, that these estimated soil correction depths need to be reevaluated. Also based on the desired construction schedules of each building, it may be possible to reduce soil correction depths if a construction delay is available between the time of filling and the time of construction. Table 4. Preliminary Estimates of Building Area Soil Correction Excavation Depths Location Approximate Surface Elevation (ft) Anticipated Excavation Depth (ft) Anticipated Bottom Elevation (ft) ST-1 888.0 12 876 ST-2 940.3 9 931 ST-3 938.1 4 934 ST-4 942.5 1 1/2 941 ST-5 926.4 16-20* 910 - 906 ST-6 908.7 12 896 1/2 ST-7 904.7 8 896 1/2 ST-8 917.6 4 913 1/2 ST-9 896.5 5 891 1/2 ST-10 916.2 1 1/2 914 1/2 ST-11 887.5 2 1/2 885 ST-12 912.8 1-2 911 1/2 - 910 1/2 ST-13 934.0 1 933 ST-14 903.6 3 to 9* 900 1/2 to 894 1/2* ST-15 935.5 1/2 935 ST-16 921.9 1 921 ST-17 921.6 1 920 1/2 ST-18 895.3 1 1/2 to 4* 893 1/2 to 891* ST-19 914.4 1 913 1/2 ST-20 915.4 1 914 1/2 ST-21 880.9 2 879 ST-22 878.3 3 875 ST-23 878.2 2 876 ST-24 880.1 3 1/2 876 1/2 ST-25 890.9 1 to 9* 890 to 882* ST-26 925.6 4 921 1/2 ST-27 907.9 1/2 907 ST-28 908.5 1 1/2 907 ST-29 908.6 1 1/2 907 ST-30 924.7 2 922 1/2 Launch Properties Project B1701407 April 12, 2017 Page 10 Location Approximate Surface Elevation (ft) Anticipated Excavation Depth (ft) Anticipated Bottom Elevation (ft) ST-31 919.3 1 1/2 917 1/2 ST-32 911.4 2 909 2 *At these borings, a range of subcut depths is given and the actual depth of subcut should be determined in the field based on the proposed construction in the area and the actual soil conditions at the time of excavating. Test pits could be performed prior to excavating to better estimate subcut depths. Excavation depths will vary between the borings. Portions of the excavations may also extend deeper than indicated by the borings. A geotechnical representative should observe the excavations to make the necessary field judgments regarding the suitability of the exposed soils. If fill is to be placed on slopes with a gradient steeper than a 5:1 (horizontal to vertical) grade, there is potential for instability, resulting in creep of the fill mass. In these cases, we recommend “benching” or excavating into the slopes at 5-foot vertical intervals to key the fill into the slope. We recommend each bench be a minimum of 10 feet wide. If fill depths exceed 10 feet, a construction delay may be necessary to allow the fill to consolidate under its own weight. Construction delays can range from 3 to 12 months or longer, depending on the depth and type of fill placed. We recommend placing settlement plates on lots where a construction delay is required to allow for periodic monitoring. We recommend monitoring the settlement plates once a week during the first month, once every other week for the second month, and once a month thereafter until the settlement rate has declined to within tolerable ranges. If the construction schedule is such that a construction delay cannot be tolerated, sand containing less than 12 percent of fine-grained material can be placed to within 10 feet of the bottom of footing elevation. Sand soils consolidate much quicker than clay soils, and the majority of consolidation will likely be completed during construction of the lot. C.2.b. Excavation Oversizing When removing unsuitable materials below structures or pavements, we recommend the excavation extend outward and downward at a slope of 1H:1V (horizontal:vertical) or flatter. See Figure 1 for an illustration of excavation oversizing. Launch Properties Project B1701407 April 12, 2017 Page 11 Figure 1. Generalized Illustration of Oversizing C.2.c. Excavated Slopes Based on the borings, we anticipate on-site soils in excavations will consist of clays. These soils are typically considered Type B Soil under OSHA (Occupational Safety and Health Administration) guidelines. OSHA guidelines indicate unsupported excavations in Type B soils should have a gradient no steeper than 1H:1V. Slopes constructed in this manner may still exhibit surface sloughing. OSHA requires an engineer to evaluate slopes or excavations over 20 feet in depth. An OSHA-approved qualified person should review the soil classification in the field. Excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, “Excavations and Trenches.” This document states excavation safety is the responsibility of the contractor. The project specifications should reference these OSHA requirements. 1. Engineered fill as defined in C.2 2. Excavation oversizing minimum of 1 to 1 (horizontal to vertical) slope or flatter 3. Engineered fill as required to meet pavement support or landscaping requirements as defined in C.2 4. Backslope to OSHA requirements Launch Properties Project B1701407 April 12, 2017 Page 12 C.2.d. Excavation Dewatering We recommend removing groundwater from the excavations. Project planning should include temporary sumps and pumps for wet excavations in low-permeability soils, such as clays. Dewatering of high- permeability soils (e.g., sands) from within the excavation with conventional pumps has the potential to loosen the soils, due to upward flow. C.2.e. Pavement and Exterior Slab Subgrade Preparation We recommend the following steps for pavement and exterior slab subgrade preparation. Note that project planning may need to require additional subcuts to limit frost heave. 1. Strip unsuitable soils consisting of topsoil, organic soils, peat, vegetation, existing structures and pavements from the area, within 3 feet of the surface of the proposed pavement grade. 2. Have a geotechnical representative observe the excavated subgrade to evaluate if additional subgrade improvements are necessary. 3. Slope subgrade soils to areas of sand or drain tile to allow the removal of accumulating water. 4. Scarify, moisture condition and surface compact the subgrade with at least 5 passes of a large roller with a minimum drum diameter of 3 1/2 feet. 5. Place pavement engineered fill to grade and compact in accordance with Section C.2 to bottom of pavement and exterior slab section. See Section C.5 for additional considerations related to frost heave. 6. Proofroll the pavement or exterior slab subgrade as described in Section C.6. To improve long-term pavement performance, we recommend incorporating 12 to 24 inches of select granular engineered fill in paved areas, in addition to the recommendations above, as a sand subbase. Section C.6 provides recommended pavement design sections with and without the sand subbase. Note, we recommend sloping subgrade soils to promote drainage and removal of accumulated water. Launch Properties Project B1701407 April 12, 2017 Page 13 C.2.f. Pavement Subgrade Proofroll After preparing the subgrade as described above and prior to the placement of the aggregate base, we recommend proofrolling the subgrade soils with a fully loaded tandem-axle truck. We also recommend having a geotechnical representative observe the proofroll. Areas that fail the proofroll likely indicate soft or weak areas that will require additional soil correction work to support pavements. The contractor should correct areas that display excessive yielding or rutting during the proofroll, as determined by the geotechnical representative. Possible options for subgrade correction include moisture conditioning and recompaction, subcutting and replacement with soil or crushed aggregate, chemical stabilization and/or geotextiles. We recommend performing a second proofroll after the aggregate base material is in place, and prior to placing bituminous or concrete pavement. C.2.g. Engineered Fill Materials and Compaction Table 5 below contains our recommendations for engineered fill materials. Table 5. Engineered Fill Materials* Locations To Be Used Engineered Fill Classification Possible Soil Type Descriptions Gradation Additional Requirements  Below foundations  Below interior slabs Structural fill SP, SM, SC, CL 100% passing 2-inch sieve < 2% Organic Content (OC)  Drainage layer  Non-frost-susceptible  Free-draining  Non-frost- susceptible fill SP 100% passing 1-inch sieve < 50% passing #40 sieve < 5% passing #200 sieve < 2% OC Behind below-grade walls, beyond drainage layer Retained fill SP, SP-SM, SM 100% passing 3-inch sieve < 20% passing #200 sieve < 2% OC Plasticity Index (PI) < 4% Pavements Pavement fill SP, SM, SC, CL 100% passing 3-inch sieve < 2% OC PI < 15% Below landscaped surfaces, where subsidence is not a concern Non-structural fill 100% passing 6-inch sieve < 10% OC * More select soils comprised of coarse sands with < 5% passing #200 sieve may be needed to accommodate work occurring in periods of wet or freezing weather. Launch Properties Project B1701407 April 12, 2017 Page 14 We recommend spreading engineered fill in loose lifts of approximately 8 inches thick. We recommend compacting engineered fill in accordance with the criteria presented below in Table 6. The project documents should specify relative compaction of engineered fill, based on the structure located above the engineered fill, and vertical proximity to that structure. Table 6. Compaction Recommendations Summary Reference Relative Compaction, percent (ASTM D698 – Standard Proctor) Moisture Content Variance from Optimum, percentage points < 12% Passing #200 Sieve (typically SP, SP-SM) > 12% Passing #200 Sieve (typically CL, SC, ML, SM) Below foundations and oversizing zones (*100% if more than 10 feet of fill) 98-100* ±3 -1 to +3 Below interior slabs 98 ±3 -1 to +3 Within 3 feet of pavement subgrade 100 ±3 -1 to +3 More than 3 feet below pavement subgrade 95 ±3 ±3 Below landscaped surfaces 90 ±5 ±4 Adjacent to below-grade wall 95* ±3 -1 to +3 *Increase compaction requirement to meet compaction required for structure supported by this engineered fill. The project documents should not allow the contractor to use frozen material as engineered fill or to place engineered fill on frozen material. Frost should not penetrate under foundations during construction. We recommend performing density tests in engineered fill to evaluate if the contractors are effectively compacting the soil and meeting project requirements. C.2.h. Special Inspections of Soils We recommend including the site grading and placement of engineered fill within the building pad under the requirements of Special Inspections, as provided in Chapter 17 of the International Building Code, which is part of the Minnesota State Building Code. Special Inspection requires observation of soil conditions below engineered fill or footings, evaluations to determine if excavations extend to the Launch Properties Project B1701407 April 12, 2017 Page 15 anticipated soils, and if engineered fill materials meet requirements for type of engineered fill and compaction condition of engineered fill. A licensed geotechnical engineer should direct the Special Inspections of site grading and engineered fill placement. The purpose of these Special Inspections is to evaluate whether the work is in accordance with the approved Geotechnical Report for the project. Special Inspections should include evaluation of the subgrade, observing preparation of the subgrade (surface compaction or dewatering, excavation oversizing, placement procedures and materials used for engineered fill, etc.) and compaction testing of the engineered fill. C.3. Spread Footings Table 7 below contains our preliminary recommended parameters for foundation design. Final recommendations can be provided as design information becomes available and possibly additional soil borings are completed for a given structure. Table 7. Recommended Spread Footing Design Parameters Item Description Maximum net allowable bearing pressure (psf) 2,000 to 4,000 Minimum factor of safety for bearing capacity failure 3.0 Minimum width (inches) Footing – 24 Column - 36 Minimum embedment below final exterior grade for heated structures (inches) 42 Minimum embedment below final exterior grade for unheated structures or for footings not protected from freezing temperatures during construction (inches) 60 Total estimated settlement (inches) 1 Differential settlement Typically about 2/3 of total settlement* * Actual differential settlement amounts will depend on final loads and foundation layout. We can evaluate differential settlement based on final foundation plans and loadings. C.4. Below-Grade Walls C.4.a. Drainage Control We recommend installing drain tile to remove water behind the below-grade walls, at the location shown in Figure 2. The below-grade wall drainage system should also incorporate free-draining, engineered fill or a drainage board placed against the wall and connected to the drain tile. Launch Properties Project B1701407 April 12, 2017 Page 16 Even with the use of free-draining, engineered fill, we recommend general waterproofing of below-grade walls that surround occupied or potentially occupied areas because of the potential cost impacts related to seepage after construction is complete. Figure 2. Generalized Illustration of Wall Engineered Fill The materials listed in the sketch should meet the definitions in Section C.2. Low-permeability material is capable of directing water away from the wall, like clay, topsoil or pavement. The project documents should indicate if the contractor should brace the walls prior to filling and allowable unbalanced fill heights. As shown in Figure 2, we recommend Zone 2 consist of retained, engineered fill, and this material will control lateral pressures on the wall. However, we are also providing design parameters for using other engineered fill material. If final design uses non-sand material for engineered fill, project planning should account for the following items: 1. 2-foot wide area of Free- Draining Engineered Fill or Drainage Board 2. Retained Engineered Fill 3. 1 foot of Low-Permeability Soil or Pavement Launch Properties Project B1701407 April 12, 2017 Page 17  Other engineered fill material may result in higher lateral pressure on the wall.  Other engineered fill material may be more difficult to compact.  Post-construction consolidation of other engineered fill material may result in settlement- related damage to the structures or slabs supported on the engineered fill. Post-construction settlement of other engineered fill material may also cause drainage towards the structure. The magnitude of consolidation could be up to about 3 percent of the wall fill thickness. C.4.b. Configuring and Resisting Lateral Loads Below-grade wall design can use active earth pressure conditions, if the walls can rotate slightly. If the wall design cannot tolerate rotation, then design should use at-rest earth pressure conditions. Rotation up to 0.002 times the wall height is generally required for walls supporting sand. Rotation up to 0.02 times the wall height is required when wall supports clay. Table 8 presents our recommended lateral coefficients and equivalent fluid pressures for wall design of active, at-rest and passive earth pressure conditions. The table also provides recommended wet unit weights and internal friction angles. Designs should also consider the slope of any engineered fill and dead or live loads placed behind the walls within a horizontal distance that is equal to the height of the walls. Our recommended values assume the wall design provides drainage so water cannot accumulate behind the walls. The construction documents should clearly identify what soils the contractor should use for engineered fill of walls. Table 8. Recommended Below-Grade Wall Design Parameters – Drained Conditions Retained Soil Wet Unit Weight, pcf Friction Angle, degrees Active Lateral Coefficient/ Equivalent Fluid Pressure* (pcf) At-Rest Lateral Coefficient/ Equivalent Fluid Pressure* (pcf) Passive Lateral Coefficient/ Equivalent Fluid Pressure* (pcf) CL 125 28 45 65 370 SP 120 32 35 55 430 * Based on Rankine model for soils in a region behind the wall extending at least 2 horizontal feet beyond the bottom outer edges of the wall footings and then rising up and away from the wall at an angle no steeper than 60 degrees from horizontal. Sliding resistance between the bottom of the footing and the soil can also resist lateral pressures. We recommend assuming a sliding coefficient equal to 0.35 between the concrete and soil. The values presented in this section are un-factored. Launch Properties Project B1701407 April 12, 2017 Page 18 C.4.c. Retaining Wall along South side of Site A relatively tall retaining wall will likely be built along the south border of the site. We recommend an experienced retaining wall professional be consulted for the design. Considerations should be given to account for global stability of the final design slope and the types of backfill soils and the potential for subsidence of backfill soils. We do not recommend the wall backfill zone be constructed within the zone of influence of any buildings. In our experience, if clay soils are used below the wall foundation, or as backfill or retained soil, there is potential for long-term consolidation and subsequent settlement of the wall itself and/or grades or pavements behind the wall. The Owner and designer should weigh the cost of sand fill and backfill versus the risks of wall and backfill movement. C.5. Frost Protection C.5.a. General Clays will underlie most of the exterior slabs, as well as pavements. We consider clay to be moderately to highly frost susceptible. Soils of this type can retain moisture and heave upon freezing. In general, this characteristic is not an issue unless these soils become saturated, due to surface runoff or infiltration, or are excessively wet in situ. Once frozen, unfavorable amounts of general and isolated heaving of the soils and the surface structures supported on them could develop. This type of heaving could affect design drainage patterns and the performance of exterior slabs and pavements, as well as any isolated exterior footings and piers. Note that general runoff and infiltration from precipitation are not the only sources of water that can saturate subgrade soils and contribute to frost heave. Roof drainage and irrigation of landscaped areas in close proximity to exterior slabs, pavements, and isolated footings and piers, contribute as well. C.5.b. Frost Heave Mitigation To address most of the heave related issues, we recommend setting general site grades and grades for exterior surface features to direct surface drainage away from buildings, across large paved areas and away from walkways. Such grading will limit the potential for saturation of the subgrade and subsequent heaving. General grades should also have enough “slope” to tolerate potential larger areas of heave, which may not fully settle after thawing. Even small amounts of frost-related differential movement at walkway joints or cracks can create tripping hazards. Project planning can explore several subgrade improvement options to address this condition. Launch Properties Project B1701407 April 12, 2017 Page 19 One of the more conservative subgrade improvement options to mitigate potential heave is removing any frost-susceptible soils present below the exterior slab areas down to a minimum depth of 4 feet below subgrade elevations. We recommend filling the resulting excavation with non-frost-susceptible fill. We also recommend sloping the bottom of the excavation toward one or more collection points to remove any water entering the engineered fill. This approach will not be effective in controlling frost heave without removing the water. An important geometric aspect of the excavation and replacement approach described above is sloping the banks of the excavations to create a more gradual transition between the unexcavated soils considered frost susceptible and the engineered fill in the excavated area, which is not frost susceptible. The slope allows attenuation of differential movement that may occur along the excavation boundary. We recommend slopes that are 3H:1V, or flatter, along transitions between frost-susceptible and non- frost-susceptible soils. Figure 3 shows an illustration summarizing some of the recommendations. Figure 3. Frost Protection Geometry Illustration Another option is to limit frost heave in critical areas, such as doorways and entrances, via frost-depth footings or localized excavations with sloped transitions between frost-susceptible and non-frost- susceptible soils, as described above. Launch Properties Project B1701407 April 12, 2017 Page 20 Over the life of slabs and pavements, cracks will develop and joints will open up, which will expose the subgrade and allow water to enter from the surface and either saturate or perch atop the subgrade soils. This water intrusion increases the potential for frost heave or moisture-related distress near the crack or joint. Therefore, we recommend implementing a detailed maintenance program to seal and/or fill any cracks and joints. The maintenance program should give special attention to areas where dissimilar materials abut one another, where construction joints occur and where shrinkage cracks develop. C.6. Pavements and Exterior Slabs C.6.a. Design Sections Our scope of services for this project did not include laboratory tests on subgrade soils to determine an R-value for pavement design. Based on our experience with similar clay soils anticipated at the pavement subgrade elevation, we recommend pavement design assume an R-value of 12. Note the contractor may need to perform limited removal of unsuitable or less suitable soils to achieve this value. Table 9 provides recommended pavement sections, based on the soils support and traffic loads. Table 9. Recommended Bituminous Pavement Sections Use Light Duty Medium Duty Light Duty with Sand Subbase Medium Duty with Sand Subbase Minimum asphalt thickness (inches) 3 1/2 4 3 1/2 4 Minimum aggregate base thickness (inches) 10 12 8 8 Minimum granular subbase NA NA 12 24 C.6.b. Bituminous Pavement Materials Appropriate mix designs are critical to the performance of flexible pavements. We can provide recommendations for pavement material selection during final pavement design. C.6.c. Subgrade Drainage We recommend installing perforated drainpipes throughout pavement areas at low points, around catch basins, and behind curb in landscaped areas. We also recommend installing drainpipes along pavement and exterior slab edges where exterior grades promote drainage toward those edge areas. The contractor should place drainpipes in small trenches, extended at least 8 inches below the granular subbase layer, or below the aggregate base material where no subbase is present. Launch Properties Project B1701407 April 12, 2017 Page 21 C.6.d. Performance and Maintenance We based the above pavement designs on a 20-year performance life for bituminous. This is the amount of time before we anticipate the pavement will require reconstruction. This performance life assumes routine maintenance, such as seal coating and crack sealing. The actual pavement life will vary depending on variations in weather, traffic conditions and maintenance. It is common to place the non-wear course of bituminous and then delay placement of wear course. For this situation, we recommend evaluating if the reduced pavement section will have sufficient structure to support construction traffic. Many conditions affect the overall performance of the exterior slabs and pavements. Some of these conditions include the environment, loading conditions and the level of ongoing maintenance. With regard to bituminous pavements in particular, it is common to have thermal cracking develop within the first few years of placement, and continue throughout the life of the pavement. We recommend developing a regular maintenance plan for filling cracks in exterior slabs and pavements to lessen the potential impacts for cold weather distress due to frost heave or warm weather distress due to wetting and softening of the subgrade. C.7. Utilities C.7.a. Subgrade Stabilization Earthwork activities associated with utility installations located inside the building area should adhere to the recommendations in Section C.2. For exterior utilities, we anticipate the soils at typical invert elevations will be suitable for utility support. However, if construction encounters unfavorable conditions such as soft clay, organic soils or perched water at invert grades, the unsuitable soils may require some additional subcutting and replacement with sand or crushed rock to prepare a proper subgrade for pipe support. Project design and construction should not place utilities within the 1H:1V oversizing of foundations. C.7.b. Corrosion Potential Based on our experience, the soils encountered by the borings are moderately corrosive to metallic conduits, but only marginally corrosive to concrete. We recommend specifying non-corrosive materials or providing corrosion protection, unless project planning chooses to perform additional tests to demonstrate the soils are not corrosive. Launch Properties Project B1701407 April 12, 2017 Page 22 C.8. Stormwater We estimated infiltration rates for some of the soils we encountered in our soil borings, as listed in Table 10. These infiltration rates represent the long-term infiltration capacity of a practice and not the capacity of the soils in their natural state. Field testing, such as with a double-ring infiltrometer (ASTM D3385), may justify the use of higher infiltration rates. However, we recommend adjusting field test rates by the appropriate correction factor, as provided for in the Minnesota Stormwater Manual or as allowed by the local watershed. We recommend consulting the Minnesota Stormwater Manual for stormwater design. Table 10. Estimated Design Infiltration Rates Based on Soil Classification Soil Type Infiltration Rate * (inches/hour) Gravels and gravelly sands 1.63 Sands with less than 12% fines, poorly graded or well graded sands 0.8 Silty sands, silty gravelly sands 0.45 Silts, very fine sands, silty or clayey fine sands 0.2 Clayey sands and clays 0.06 * From Minnesota Stormwater Manual. Rates may differ at individual sites. Fine-grained soils (silts and clays), topsoil or organic matter that mixes into, or washes onto, the soil will lower the permeability. The contractor should maintain and protect infiltration areas during construction. Furthermore, organic matter and silt washed into the system after construction can fill the soil pores and reduce permeability over time. Proper maintenance is important for long-term performance of infiltration systems. This geotechnical evaluation does not constitute a review of site suitability for stormwater infiltration or evaluate the potential impacts, if any, from infiltration of large amounts of stormwater. C.9. Additional Geotechnical Exploration and Analysis Final design plans for this site have not been established at this time. The considerations provided in this report are preliminary in nature for use in conceptual design, construction estimating and site grading of this project. We recommend a more detailed geotechnical evaluation(s) including more soil borings be performed for larger structures once final design is established. We are available to discuss the scope of Launch Properties Project B1701407 April 12, 2017 Page 23 the additional geotechnical evaluation(s) with you once the project has advanced toward final design. Final recommendations for this project can be provided once the design of the proposed development has progressed and additional geotechnical evaluation(s) has been performed. D. Procedures D.1. Penetration Test Borings We drilled the penetration test borings with an off-road vehicle-mounted core and auger drill equipped with hollow-stem auger. We performed the borings in general accordance with ASTM D6151 taking penetration test samples at 2 1/2- or 5-foot intervals in general accordance to ASTM D1586. We collected thin-walled tube samples in general accordance with ASTM D1587 at selected depths. The boring logs show the actual sample intervals and corresponding depths. We also collected bulk samples of auger cuttings at selected locations for laboratory testing. D.2. Exploration Logs D.2.a. Log of Boring Sheets The Appendix includes Log of Boring sheets for our penetration test borings. The logs identify and describe the penetrated geologic materials, and present the results of penetration resistance tests performed. We inferred strata boundaries from changes in the penetration test samples and the auger cuttings. Because we did not perform continuous sampling, the strata boundary depths are only approximate. The boundary depths likely vary away from the boring locations, and the boundaries themselves may occur as gradual rather than abrupt transitions. D.2.b. Geologic Origins We assigned geologic origins to the materials shown on the logs and referenced within this report, based on: (1) a review of the background information and reference documents cited above, (2) visual classification of the various geologic material samples retrieved during the course of our subsurface exploration, (3) penetration resistance testing performed for the project, (4) laboratory test results, and Launch Properties Project B1701407 April 12, 2017 Page 24 (5) available common knowledge of the geologic processes and environments that have impacted the site and surrounding area in the past. D.3. Material Classification and Testing D.3.a. Visual and Manual Classification We visually and manually classified the geologic materials encountered based on ASTM D2488. When we performed laboratory classification tests, we used the results to classify the geologic materials in accordance with ASTM D2487. The Appendix includes a chart explaining the classification system we used. D.3.b. Laboratory Testing The exploration logs in the Appendix note most of the results of the laboratory tests performed on geologic material samples. The remaining laboratory test results follow the exploration logs. We performed the tests in general accordance with ASTM procedures. D.4. Groundwater Measurements The drillers checked for groundwater while advancing the penetration test borings, and again after auger withdrawal. We then filled the boreholes as noted on the boring logs. E. Qualifications E.1. Variations in Subsurface Conditions E.1.a. Material Strata We developed our evaluation, analyses and recommendations from a limited amount of site and subsurface information. It is not standard engineering practice to retrieve material samples from exploration locations continuously with depth. Therefore, we must infer strata boundaries and thicknesses to some extent. Strata boundaries may also be gradual transitions, and project planning should expect the strata to vary in depth, elevation and thickness, away from the exploration locations. Launch Properties Project B1701407 April 12, 2017 Page 25 Variations in subsurface conditions present between exploration locations may not be revealed until performing additional exploration work, or starting construction. If future activity for this project reveals any such variations, you should notify us so that we may reevaluate our recommendations. Such variations could increase construction costs, and we recommend including a contingency to accommodate them. E.1.b. Groundwater Levels We made groundwater measurements under the conditions reported herein and shown on the exploration logs, and interpreted in the text of this report. Note that the observation periods were relatively short, and project planning can expect groundwater levels to fluctuate in response to rainfall, flooding, irrigation, seasonal freezing and thawing, surface drainage modifications and other seasonal and annual factors. E.2. Continuity of Professional Responsibility E.2.a. Plan Review We based this report on a limited amount of information, and we made a number of assumptions to help us develop our recommendations. We should be retained to review the geotechnical aspects of the designs and specifications. This review will allow us to evaluate whether we anticipated the design correctly, if any design changes affect the validity of our recommendations, and if the design and specifications correctly interpret and implement our recommendations. E.2.b. Construction Observations and Testing We recommend retaining us to perform the required observations and testing during construction as part of the ongoing geotechnical evaluation. This will allow us to correlate the subsurface conditions exposed during construction with those encountered by the borings and provide professional continuity from the design phase to the construction phase. If we do not perform observations and testing during construction, it becomes the responsibility of others to validate the assumption made during the preparation of this report and to accept the construction-related geotechnical engineer-of-record responsibilities. Launch Properties Project B1701407 April 12, 2017 Page 26 E.3. Use of Report This report is for the exclusive use of the addressed parties. Without written approval, we assume no responsibility to other parties regarding this report. Our evaluation, analyses and recommendations may not be appropriate for other parties or projects. E.4. Standard of Care In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under similar circumstances by reputable members of its profession currently practicing in the same locality. No warranty, express or implied, is made. Appendix POWERSBOULEVARDLYMAN BOULEVARD HIGHWAY312MILLS DRIVE BLUFFCREEKBOULEVARDSheet: of Fig: Project No: B1701407 Drawn By: Date Drawn: Checked By: Last Modified: 3/20/17 Scale:F:\2017\B1701407.dwg,Geotech,3/20/20172:02:22PMDrawing No:SOILBORINGLOCATIONSKETCHGEOTECHNICALEVALUATIONAVIENDASOUTHWESTOFLYMANBOULEVARDANDPOWERSBOULEVARDCHANHASSEN,MINNESOTAB1701407 1" = 300' BJB 2/22/17 EJ FAX (952) 995-2020 PH. (952) 995-2000 Minneapolis, MN 55438 11001 Hampshire Avenue S DENOTES APPROXIMATE LOCATION OF STANDARD PENETRATION TEST BORING DENOTES APPROXIMATE LOCATION OF STANDARD PENETRATION TEST BORING (PREVIOUSLY COMPLETED) 0 SCALE: 1" = 300' 300'150' N 9 12 3 4 6 8 7 14 19 FILL FILL OL CL CL FILL: Lean Clay, dark brown, moist. (Topsoil Fill) FILL: Sandy Lean Clay, brown, moist. ORGANIC CLAY, black, wet. (Swamp Deposit) LEAN CLAY, gray, wet, rather soft. (Alluvium) SANDY LEAN CLAY, trace Gravel, gray, wet, medium to stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 6 feet immediately after withdrawal of auger. Boring immediately backfilled. 886.8 884.0 879.0 876.0 867.0 1.2 4.0 9.0 12.0 21.0 10/10/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-01 page 1 of 1 3 1/4" HSA, AutohammerM. Nolden L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-01 METHOD: BORING: BPF Braun Intertec CorporationB14-07461LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2014\07461.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:08Braun Project B14-07461 GEOTECHNICAL EVALUATION Proposed Mixed-Use Development Southwest of Lyman Boulevard & Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 888.0 Depth feet 0.0 12 11 13 14 14 15 23 33 FILL FILL FILL CL FILL: Silty Sand, dark brown, mmoist. (Topsoil Fill) FILL: Sandy Lean Clay, brown, wet. FILL: Lean Clay, brown and gray, wet. SANDY LEAN CLAY, trace Gravel, brown, moist to wet, stiff. (Glacial Till) END OF BORING. Water not observed with 14 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 5 feet immediately after withdrawal of auger. Boring immediately backfilled. 939.9 936.3 931.3 924.3 0.4 4.0 9.0 16.0 10/10/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-02 page 1 of 1 3 1/4" HSA, AutohammerM. Nolden L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-02 METHOD: BORING: BPF Braun Intertec CorporationB14-07461LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2014\07461.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:08Braun Project B14-07461 GEOTECHNICAL EVALUATION Proposed Mixed-Use Development Southwest of Lyman Boulevard & Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 940.3 Depth feet 0.0 13 10 12 13 13 18 OC=2%20 21 SC CL CLAYEY SAND, dark brown, wet. (Topsoil) SANDY LEAN CLAY, trace Gravel, brown, wet, rather stiff to very stiff. (Glacial Till) END OF BORING. Water not observed with 14 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 7 feet immediately after withdrawal of auger. Boring immediately backfilled. 934.1 922.1 4.0 16.0 10/10/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-03 page 1 of 1 3 1/4" HSA, AutohammerM. Nolden L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-03 METHOD: BORING: BPF Braun Intertec CorporationB14-07461LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2014\07461.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:08Braun Project B14-07461 GEOTECHNICAL EVALUATION Proposed Mixed-Use Development Southwest of Lyman Boulevard & Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 938.1 Depth feet 0.0 14 15 15 20 23 22 21 21 18 23 CL CL SANDY LEAN CLAY, dark brown, moist. (Topsoil) SANDY LEAN CLAY, trace Gravel, brown, moist to wet, stiff to very stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 5 feet immediately after withdrawal of auger. Boring immediately backfilled. 941.1 921.5 1.4 21.0 10/10/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-04 page 1 of 1 3 1/4" HSA, AutohammerM. Nolden L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-04 METHOD: BORING: BPF Braun Intertec CorporationB14-07461LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2014\07461.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:08Braun Project B14-07461 GEOTECHNICAL EVALUATION Proposed Mixed-Use Development Southwest of Lyman Boulevard & Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 942.5 Depth feet 0.0 10 9 10 7 4 4 5 6 11 18 26 FILL FILL OL CL FILL: Clayey Sand, dark brown, moist. (Topsoil Fill) FILL: Sandy Lean Clay, trace Gravel, brown and dark brown, moist. ORGANIC CLAY, black, wet. (Swamp Deposit) SANDY LEAN CLAY, trace Gravel, gray, wet, rather soft to rather stiff. (Glacial Till) END OF BORING. Water not observed with 22 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 7 feet immediately after withdrawal of auger. Boring immediately backfilled. 925.4 919.4 914.4 902.9 1.0 7.0 12.0 23.5 10/10/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-05 page 1 of 1 3 1/4" HSA, AutohammerM. Nolden L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-05 METHOD: BORING: BPF Braun Intertec CorporationB14-07461LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2014\07461.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:08Braun Project B14-07461 GEOTECHNICAL EVALUATION Proposed Mixed-Use Development Southwest of Lyman Boulevard & Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 926.4 Depth feet 0.0 1 1 3 4 6 7 12 15 43 LL=68%50 24 OL CH CL ORGANIC CLAY, black, wet. (Swamp Deposit) FAT CLAY, gray, wet, very soft to rather soft. (Alluvium) SANDY LEAN CLAY, trace Gravel, gray, wet, medium to stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Boring immediately backfilled. 904.7 896.7 887.7 4.0 12.0 21.0 10/10/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-06 page 1 of 1 3 1/4" HSA, AutohammerM. Nolden L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-06 METHOD: BORING: BPF Braun Intertec CorporationB14-07461LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2014\07461.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:08Braun Project B14-07461 GEOTECHNICAL EVALUATION Proposed Mixed-Use Development Southwest of Lyman Boulevard & Powers Boulevard Chanhassen, Minnesota PI % MC %Symbol Elev. feet 908.7 Depth feet 0.0 3 2 4 9 7 7 11 27 21 OL CL CL ORGANIC CLAY, black and gray, wet. (Swamp Deposit) SANDY LEAN CLAY, trace Gravel, brown, wet, rather soft to rather stiff. (Glacial Till) SANDY LEAN CLAY, trace Gravel, gray, wet, medium to rather stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 6 feet immediately after withdrawal of auger. Boring immediately backfilled. 896.7 892.7 883.7 8.0 12.0 21.0 10/10/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-07 page 1 of 1 3 1/4" HSA, AutohammerAN L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-07 METHOD: BORING: BPF Braun Intertec CorporationB14-07461LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2014\07461.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:08Braun Project B14-07461 GEOTECHNICAL EVALUATION Proposed Mixed-Use Development Southwest of Lyman Boulevard & Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 904.7 Depth feet 0.0 7 14 9 10 21 18 21 18 CL ML SM CL CL SANDY LEAN CLAY, dark brown and black, moist. (Topsoil) SANDY SILT, brown, wet, medium dense. (Alluvium) SILTY SAND, brown, moist, medium dense. (Glacial Till) SANDY LEAN CLAY, trace Gravel, brown, wet, rather stiff to very stiff. (Glacial Till) SANDY LEAN CLAY, trace Gravel, gray, wet, very stiff. (Glacial Till) END OF BORING. Water not observed with 14 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 5 feet immediately after withdrawal of auger. Boring immediately backfilled. 913.6 910.6 908.6 903.6 901.6 4.0 7.0 9.0 14.0 16.0 10/9/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-08 page 1 of 1 3 1/4" HSA, AutohammerM. Nolden L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-08 METHOD: BORING: BPF Braun Intertec CorporationB14-07461LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2014\07461.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:08Braun Project B14-07461 GEOTECHNICAL EVALUATION Proposed Mixed-Use Development Southwest of Lyman Boulevard & Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 917.6 Depth feet 0.0 10 7 7 8 14 21 24 33 CL CL CL SC LEAN CLAY, black, moist. (Topsoil) LEAN CLAY with SAND, brown, wet, medium. (Glacial Till) SANDY LEAN CLAY, trace Gravel, brown, wet, medium to stiff. (Glacial Till) CLAYEY SAND, trace Gravel, brown, wet, very stiff. (Glacial Till) END OF BORING. Water not observed with 15 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 5 feet immediately after withdrawal of auger. Boring immediately backfilled. 891.5 887.5 882.5 880.5 5.0 9.0 14.0 16.0 10/8/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-09 page 1 of 1 3 1/4" HSA, AutohammerAN L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-09 METHOD: BORING: BPF Braun Intertec CorporationB14-07461LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2014\07461.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:08Braun Project B14-07461 GEOTECHNICAL EVALUATION Proposed Mixed-Use Development Southwest of Lyman Boulevard & Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 896.5 Depth feet 0.0 10 14 19 16 21 20 * No sample recovery. 22 17 CL CL CL LEAN CLAY, dark brown, moist. (Topsoil) SANDY LEAN CLAY, trace Gravel, brown, moist to wet, rather stiff to very stiff. (Glacial Till) SANDY LEAN CLAY, trace Gravel, gray, wet, very stiff. (Glacial Till) END OF BORING. Water not observed with 14 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 5 feet immediately after withdrawal of auger. Boring immediately backfilled. 914.7 902.2 900.2 1.5 14.0 16.0 10/9/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-10 page 1 of 1 3 1/4" HSA, AutohammerM. Nolden L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-10 METHOD: BORING: BPF Braun Intertec CorporationB14-07461LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2014\07461.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:08Braun Project B14-07461 GEOTECHNICAL EVALUATION Proposed Mixed-Use Development Southwest of Lyman Boulevard & Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 916.2 Depth feet 0.0 11 6 12 11 12 18 12 25 LL=44%26 19 CL CL CL CL CL SANDY LEAN CLAY, dark brown, moist. (Topsoil) LEAN CLAY, dark brown, wet, rather stiff. (Alluvium) LEAN CLAY, brown and gray, wet, medium. (Alluvium) SANDY LEAN CLAY, trace Gravel, brown, moist, rather stiff. (Glacial Till) SANDY LEAN CLAY, trace Gravel, gray, wet, rather stiff to very stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 5 feet immediately after withdrawal of auger. Boring immediately backfilled. 885.1 883.5 880.5 875.5 866.5 2.4 4.0 7.0 12.0 21.0 10/9/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-11 page 1 of 1 3 1/4" HSA, AutohammerM. Nolden L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-11 METHOD: BORING: BPF Braun Intertec CorporationB14-07461LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2014\07461.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:08Braun Project B14-07461 GEOTECHNICAL EVALUATION Proposed Mixed-Use Development Southwest of Lyman Boulevard & Powers Boulevard Chanhassen, Minnesota PI % MC %Symbol Elev. feet 887.5 Depth feet 0.0 6 11 11 19 14 20 24 P200=52% 11 16 CL CL SANDY LEAN CLAY, dark brown, wet. (Topsoil) SANDY LEAN CLAY, trace Gravel, brown, moist to wet, medium to very stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 1 foot immediately after withdrawal of auger. Boring immediately backfilled. 911.8 891.8 1.0 21.0 10/8/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-12 page 1 of 1 3 1/4" HSA, AutohammerAN L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-12 METHOD: BORING: BPF Braun Intertec CorporationB14-07461LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2014\07461.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:08Braun Project B14-07461 GEOTECHNICAL EVALUATION Proposed Mixed-Use Development Southwest of Lyman Boulevard & Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 912.8 Depth feet 0.0 8 12 13 11 9 8 10 22 17 TS CL SANDY LEAN CLAY, dark brown, wet. (Topsoil) SANDY LEAN CLAY, trace Gravel, brown, wet, medium to stiff. (Topsoil) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Boring then backfilled. 933.2 913.0 0.8 21.0 3/6/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-13 page 1 of 1 3 1/4" HSA, AutohammerJ. Vloo L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-13 METHOD: BORING: BPF Braun Intertec CorporationB1701407LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2017\01407.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:07Braun Project B1701407 GEOTECHNICAL EVALUATION Avienda Lyman Boulevard and Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 934.0 Depth feet 0.0 3 5 4 7 8 8 14 OC=2% An open triangle in the water level (WL) column indicates the depth at which groundwater was observed while drilling. Groundwater levels fluctuate. 27 21 TS CL SM CL LEAN CLAY, dark brown and black, wet. (Topsoil) SANDY LEAN CLAY, dark brown, wet, rather soft. (Alluvium) SILTY SAND, fine- to medium-grained, brown, wet, very loose. (Glacial Till) SANDY LEAN CLAY, trace Gravel, brown to 18 feet then gray, wet, medium to stiff. (Glacial Till) END OF BORING. Water observed at 7 feet while drilling. Boring then backfilled. 900.6 896.6 894.6 882.6 3.0 7.0 9.0 21.0 3/6/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-14 page 1 of 1 3 1/4" HSA, AutohammerJ. Vloo L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-14 METHOD: BORING: BPF Braun Intertec CorporationB1701407LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2017\01407.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:07Braun Project B1701407 GEOTECHNICAL EVALUATION Avienda Lyman Boulevard and Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 903.6 Depth feet 0.0 8 13 17 15 12 13 19 18 19 TS CL SANDY LEAN CLAY, dark brown, wet. (Topsoil) SANDY LEAN CLAY, trace Gravel, brown, moist, medium to very stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Boring then backfilled. 935.1 914.5 0.4 21.0 3/3/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-15 page 1 of 1 3 1/4" HSA, AutohammerJ. Vloo L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-15 METHOD: BORING: BPF Braun Intertec CorporationB1701407LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2017\01407.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:07Braun Project B1701407 GEOTECHNICAL EVALUATION Avienda Lyman Boulevard and Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 935.5 Depth feet 0.0 7 10 11 12 12 13 23 21 19 TS CL SANDY LEAN CLAY, dark brown, wet. (Topsoil) SANDY LEAN CLAY, trace Gravel, brown, wet, medium to very stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Boring then backfilled. 921.0 900.9 0.9 21.0 3/3/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-16 page 1 of 1 3 1/4" HSA, AutohammerJ. Vloo L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-16 METHOD: BORING: BPF Braun Intertec CorporationB1701407LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2017\01407.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:07Braun Project B1701407 GEOTECHNICAL EVALUATION Avienda Lyman Boulevard and Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 921.9 Depth feet 0.0 8 11 10 10 11 15 13 19 20 TS CL LEAN CLAY, dark brown, wet. (Topsoil) SANDY LEAN CLAY, trace Gravel, brown to 18 feet then gray, wet, medium to stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Boring then backfilled. 920.8 900.6 0.8 21.0 3/6/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-17 page 1 of 1 3 1/4" HSA, AutohammerJ. Vloo L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-17 METHOD: BORING: BPF Braun Intertec CorporationB1701407LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2017\01407.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:07Braun Project B1701407 GEOTECHNICAL EVALUATION Avienda Lyman Boulevard and Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 921.6 Depth feet 0.0 5 8 7 7 9 15 11 21 30 TS CL CL SILTY SAND, dark brown, moist. (Topsoil) SANDY LEAN CLAY, gray, wet, rather soft. (Glacial Till) SANDY LEAN CLAY, trace Gravel, brown to 14 feet then gray, wet, medium to stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Boring then backfilled. 894.0 891.3 874.3 1.3 4.0 21.0 3/3/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-18 page 1 of 1 3 1/4" HSA, AutohammerJ. Vloo L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-18 METHOD: BORING: BPF Braun Intertec CorporationB1701407LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2017\01407.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:07Braun Project B1701407 GEOTECHNICAL EVALUATION Avienda Lyman Boulevard and Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 895.3 Depth feet 0.0 9 11 10 11 15 13 13 20 18 TS CL LEAN CLAY, black, frozen. (Topsoil) SANDY LEAN CLAY, trace Gravel, brown to 18 feet then gray, wet, rather stiff to stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Boring then backfilled. 913.4 893.4 1.0 21.0 3/1/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-19 page 1 of 1 3 1/4" HSA, AutohammerJ. Vloo L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-19 METHOD: BORING: BPF Braun Intertec CorporationB1701407LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2017\01407.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:07Braun Project B1701407 GEOTECHNICAL EVALUATION Avienda Lyman Boulevard and Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 914.4 Depth feet 0.0 10 14 17 16 17 11 12 22 18 TS CL SM CL CLAYEY SAND, dark brown, frozen. (Topsoil) SANDY LEAN CLAY, trace Gravel, brown, wet, rather stiff to very stiff. (Glacial Till) SILTY SAND, fine-grained, brown, moist, medium dense. (Glacial Till) SANDY LEAN CLAY, trace Gravel, brown, wet, rather stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Boring then backfilled. 914.6 901.4 897.4 894.4 0.8 14.0 18.0 21.0 3/1/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-20 page 1 of 1 3 1/4" HSA, AutohammerJ. Vloo L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-20 METHOD: BORING: BPF Braun Intertec CorporationB1701407LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2017\01407.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:07Braun Project B1701407 GEOTECHNICAL EVALUATION Avienda Lyman Boulevard and Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 915.4 Depth feet 0.0 8 8 7 15 17 40 18 23 23 FILL CL CL SM SM CL FILL: Sandy Lean Clay, trace Gravel, dark brown, wet. (Topsoil Fill) LEAN CLAY, with Sand, brown, wet, medium. (Glacial Till) SANDY LEAN CLAY, trace Gravel, brown, wet, medium. (Glacial Till) SILTY SAND, fine- to medium-grained, trace Gravel, brown, moist to wet, loose to medium dense. (Glacial Till) SILTY SAND, fine- to medium-grained, with Gravel, brown, moist, dense. (Glacial Till) SANDY LEAN CLAY, trace Gravel, gray, wet, very stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Boring then backfilled. 878.9 876.9 873.9 866.9 862.9 859.9 2.0 4.0 7.0 14.0 18.0 21.0 3/2/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-21 page 1 of 1 3 1/4" HSA, AutohammerJ. Vloo L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-21 METHOD: BORING: BPF Braun Intertec CorporationB1701407LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2017\01407.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:07Braun Project B1701407 GEOTECHNICAL EVALUATION Avienda Lyman Boulevard and Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 880.9 Depth feet 0.0 5 7 10 12 12 11 14 LL=38 PL=15 PI=23 29 18 TS CL CL LEAN CLAY, dark brown and black, wet. (Topsoil) LEAN CLAY with SAND, trace Gravel, brown to 12 feet then gray, wet, medium to rather stiff. (Glacial Till) LEAN CLAY, trace Gravel, wet, rather stiff to stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Boring then backfilled. 875.3 864.3 857.3 3.0 14.0 21.0 3/2/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-22 page 1 of 1 3 1/4" HSA, AutohammerJ. Vloo L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-22 METHOD: BORING: BPF Braun Intertec CorporationB1701407LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2017\01407.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:07Braun Project B1701407 GEOTECHNICAL EVALUATION Avienda Lyman Boulevard and Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 878.3 Depth feet 0.0 7 11 14 19 16 15 13 20 18 TS CL CL LEAN CLAY, dark brown, wet. (Topsoil) SANDY LEAN CLAY, trace Gravel, brown, wet, medium to very stiff. (Glacial Till) LEAN CLAY, trace Gravel, gray, wet, stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Boring then backfilled. 876.2 866.2 857.2 2.0 12.0 21.0 3/2/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-23 page 1 of 1 3 1/4" HSA, AutohammerJ. Vloo L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-23 METHOD: BORING: BPF Braun Intertec CorporationB1701407LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2017\01407.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:07Braun Project B1701407 GEOTECHNICAL EVALUATION Avienda Lyman Boulevard and Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 878.2 Depth feet 0.0 7 7 7 3 9 11 10 25 20 TS CL CL LEAN CLAY, dark brown to black, wet. (Topsoil) SANDY LEAN CLAY, trace Gravel, brown, wet, soft to medium. (Glacial Till) LEAN CLAY, trace Gravel, gray, wet, rather stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Boring then backfilled. 876.6 866.1 859.1 3.5 14.0 21.0 3/2/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-24 page 1 of 1 3 1/4" HSA, AutohammerJ. Vloo L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-24 METHOD: BORING: BPF Braun Intertec CorporationB1701407LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2017\01407.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:07Braun Project B1701407 GEOTECHNICAL EVALUATION Avienda Lyman Boulevard and Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 880.1 Depth feet 0.0 4 5 2 9 13 11 12 8628 18 TS CL CL LEAN CLAY, black, frozen. (Topsoil) LEAN CLAY with SAND, brown and gray, wet, soft to rather soft. (Glacial Till) SANDY LEAN CLAY, Silty Sand lense at 10 feet, trace Gravel, gray, wet, rather stiff to stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Boring then backfilled. 889.9 881.9 869.9 1.0 9.0 21.0 3/2/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-25 page 1 of 1 3 1/4" HSA, AutohammerJ. Vloo L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-25 METHOD: BORING: BPF Braun Intertec CorporationB1701407LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2017\01407.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:07Braun Project B1701407 GEOTECHNICAL EVALUATION Avienda Lyman Boulevard and Powers Boulevard Chanhassen, Minnesota P200 % MC %Symbol Elev. feet 890.9 Depth feet 0.0 5 11 13 8 9 10 10 50 22 24 TS CL SM CL CLAYEY SAND, dark brown, frozen. (Topsoil) LEAN CLAY, with Sand, brown, wet, rather soft. (Glacial Till) SILTY SAND, trace Gravel, brown, moist to wet, medium dense to loose. (Glacial Till) SANDY LEAN CLAY, trace Gravel, gray, wet, rather stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Boring then backfilled. 924.8 921.6 911.6 904.6 0.8 4.0 14.0 21.0 3/1/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-26 page 1 of 1 3 1/4" HSA, AutohammerJ. Vloo L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-26 METHOD: BORING: BPF Braun Intertec CorporationB1701407LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2017\01407.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:07Braun Project B1701407 GEOTECHNICAL EVALUATION Avienda Lyman Boulevard and Powers Boulevard Chanhassen, Minnesota P200 % MC %Symbol Elev. feet 925.6 Depth feet 0.0 8 15 18 12 14 20 17 19 17 TS CL SILTY SAND, fine- to medium-grained, trace Gravel, dark brown, moist. (Topsoil) SANDY LEAN CLAY, trace Gravel, brown to 14 feet then gray, wet, medium to very stiff. (Glacial Till) Sand lense at 13 feet. END OF BORING. Water observed at 13 feet while drilling. Boring then backfilled. 907.7 886.9 0.2 21.0 3/1/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-27 page 1 of 1 3 1/4" HSA, AutohammerJ. Vloo L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-27 METHOD: BORING: BPF Braun Intertec CorporationB1701407LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2017\01407.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:07Braun Project B1701407 GEOTECHNICAL EVALUATION Avienda Lyman Boulevard and Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 907.9 Depth feet 0.0 6 8 14 13 16 15 16 22 22 TS CL CL LEAN CLAY, black, wet. (Topsoil) LEAN CLAY, with Sand, trace Gravel, brown, wet, medium. (Glacial Till) SANDY LEAN CLAY, trace Gravel, brown to 14 feet then gray, wet, medium to stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Boring then backfilled. 907.2 904.5 887.5 1.3 4.0 21.0 3/1/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-28 page 1 of 1 3 1/4" HSA, AutohammerJ. Vloo L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-28 METHOD: BORING: BPF Braun Intertec CorporationB1701407LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2017\01407.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:07Braun Project B1701407 GEOTECHNICAL EVALUATION Avienda Lyman Boulevard and Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 908.5 Depth feet 0.0 6 10 9 9 13 15 9 21 20 TS CL SILTY SAND, dark brown, moist. (Topsoil) SANDY LEAN CLAY, trace Gravel, brown to 14 feet then gray, wet, medium to stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Boring then backfilled. 907.4 887.6 1.2 21.0 3/3/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-29 page 1 of 1 3 1/4" HSA, AutohammerJ. Vloo L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-29 METHOD: BORING: BPF Braun Intertec CorporationB1701407LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2017\01407.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:07Braun Project B1701407 GEOTECHNICAL EVALUATION Avienda Lyman Boulevard and Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 908.6 Depth feet 0.0 6 12 12 14 13 12 14 31 18 TS CL CL LEAN CLAY, black, wet. (Topsoil) LEAN CLAY, with Sand, brown, wet, medium. (Glacial Till) SANDY LEAN CLAY, with Silty Sand lenses at 5 feet, trace Gravel, brown, wet, rather stiff to stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Boring then backfilled. 922.7 920.7 903.7 2.0 4.0 21.0 3/6/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-30 page 1 of 1 3 1/4" HSA, AutohammerJ. Vloo L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-30 METHOD: BORING: BPF Braun Intertec CorporationB1701407LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2017\01407.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:07Braun Project B1701407 GEOTECHNICAL EVALUATION Avienda Lyman Boulevard and Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 924.7 Depth feet 0.0 8 14 15 12 13 20 19 19 19 TS CL SP CL SANDY LEAN CLAY, dark brown, wet. (Topsoil) SANDY LEAN CLAY, trace Gravel, brown, moist, medium to stiff. (Glacial Till) POORLY GRADED SAND, fine- to medium-grained, with Gravel, brown, waterbearing, medium dense. (Glacial Outwash) SANDY LEAN CLAY, trace Gravel, gray, wet, very stiff. (Glacial Till) END OF BORING. Water observed at 14 feet while drilling. Boring then backfilled. 917.9 905.3 901.3 898.3 1.4 14.0 18.0 21.0 3/6/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-31 page 1 of 1 3 1/4" HSA, AutohammerJ. Vloo L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-31 METHOD: BORING: BPF Braun Intertec CorporationB1701407LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2017\01407.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:07Braun Project B1701407 GEOTECHNICAL EVALUATION Avienda Lyman Boulevard and Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 919.3 Depth feet 0.0 6 7 6 9 12 17 17 25 22 TS CL CL LEAN CLAY, black, wet. (Topsoil) LEAN CLAY, trace Gravel, brown and gray, wet, medium. (Glacial Till) SANDY LEAN CLAY, trace Gravel, brown to 14 feet then gray, wet, medium to very stiff. (Glacial Till) END OF BORING. Water not observed with 19 1/2 feet of hollow-stem auger in the ground. Boring then backfilled. 909.4 907.4 890.4 2.0 4.0 21.0 3/3/17 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL ST-32 page 1 of 1 3 1/4" HSA, AutohammerJ. Vloo L O G O F B O R I N G (See Descriptive Terminology sheet for explanation of abbreviations)LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-32 METHOD: BORING: BPF Braun Intertec CorporationB1701407LOG OF BORING N:\GINT\PROJECTS\AX PROJECTS\2017\01407.GPJ BRAUN_V8_CURRENT.GDT 4/12/17 11:07Braun Project B1701407 GEOTECHNICAL EVALUATION Avienda Lyman Boulevard and Powers Boulevard Chanhassen, Minnesota MC %Symbol Elev. feet 911.4 Depth feet 0.0 Rev. 9/15 Descriptive Terminology of Soil Standard D 2487 Classification of Soils for Engineering Purposes (Unified Soil Classification System) a. Based on the material passing the 3-inch (75mm) sieve. b. If field sample contained cobbles or boulders, or both, add “with cobbles or boulders or both” to group name. c. Cu = D60/D10 C c = (D30)2 D10 x D60 d. If soil contains ≥15% sand, add “with sand” to group name. e. Gravels with 5 to 12% fines require dual symbols: GW -GM well-graded gravel with silt GW -GC well-graded gravel with clay GP-GM poorly graded gravel with silt GP-GC poorly graded gravel with clay f. If fines classify as CL-ML, use dual symbol GC-GM or SC-SM. g. If fines are organic, add “with organic fines: to group name. h. If soil contains ≥15% gravel, add “with gravel” to group name. i. Sand with 5 to 12% fines require dual symbols: SW -SM well-graded sand with silt SW -SC well-graded sand with clay SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay j. If Atterberg limits plot in hatched area, soil is a CL-ML, silty clay. k. If soil contains 10 to 29% plus No. 200, add “with sand” or “with gravel” whichever is predominant. l. If soil contains ≥ 30% plus No. 200, predominantly sand, add “sandy” to group name. m. If soil contains ≥ 30% plus No. 200, predominantly gravel, add “gravelly” to group name. n. PI ≥ 4 and plots on or above “A” line. o. PI < 4 or plots below “A” line. p. PI plots on or above “A” lines. q. PI plots below “A” line. Laboratory Tests DD Dry density, pcf OC Organic content, % WD Wet density, pcg S Percent of saturation, % MC Natural moisture content, % SG Specific gravity LL Liquid limit, % C Cohesion, psf PL Plastic limits, % Ø Angle of internal friction PI Plasticity index, % qu Unconfined compressive strength, psf P200 % passing 200 sieve qp Pocket penetrometer strength, tsf Particle Size Identification Boulders................. over 12” Cobbles ................. 3” to 12” Gravel Coarse ........... 3/4” to 3” Fine ................ No. 4 to 3/4” Sand Coarse ........... No. 4 to No. 10 Medium .......... No. 10 to No. 40 Fine ................ No. 40 to No. 200 Silt ......................... <No. 200, PI< 4 or below “A” line Clay ...................... <No. 200, PI > 4 and on or about “A” line Relative Density of Cohesionless Soils Very Loose ............. 0 to 4 BPF Loose ..................... 5 to 10 BPF Medium dense ....... 11 to 30 PPF Dense .................... 31 to 50 BPF Very dense ............. over 50 BPF Consistency of Cohesive Soils Very soft................. 0 to 1 BPF Soft ........................ 2 to 3 BPF Rather soft ............. 4 to 5 BPF Medium .................. 6 to 8 BPF Rather stiff ............. 9 to 12 BPF Stiff ........................ 13 to 16 BPF Very stiff ................. 17 to 30 BPF Hard ....................... over 30 BPF Drilling Notes Standard penetration test borings were advanced by 3 1/4” or 6 1/4” ID hollow-stem augers, unless noted otherwise. Jetting water was used to clean out auger prior to sampling only where indicated on logs. All samples were taken with the standard 2” OD split-tube samples, except where noted. Power auger borings were advanced by 4” or 6” diameter continuous flight, solid-stern augers. Soil classifications and strata depths were inferred from disturbed samples augered to the surface, and are therefore, somewhat approximate. Hand auger borings were advanced manually with a 1 1/2” or 3 1/4” diameter auger and were limited to the depth from which the auger could be manually withdrawn. BPF: Numbers indicate blows per foot recorded in standard penetration test, also known as “N” value. The sampler was set 6” into undisturbed soil below the hollow-stem auger. Driving resistances were then counted for second and third 6” increments, and added to get BPF. Where they differed significantly, they are reported in the following form: 2/12 for the second and third 6” increments, respectively. WH: WH indicates the sampler penetrated soil under weight of hammer and rods alone; driving not required. WR: WR indicates the sampler penetrated soil under weight of rods alone; hammer weight, and driving not required. TW: TW indicates thin-walled (undisturbed) tube sample. Note: All tests were run in general accordance with applicable ASTM standards. ML or OL Results of Double Ring Infiltrometer Testing (ASTM D 3385)- Mariotte Tube Method Test Number:DRI-01 Project Description: Avienda Project Number:B2106624 Test Location: Date: October 8, 2021 Liquid used:Potable water Test Elevation:Approx. 912 ft MSL Inner Ring Area:113 square inches Ground Temperature Fo: 63 Outer Ring Area:452 square inches Water Temperature Fo:66 Water depth Inner Ring (in):6 Test performed by:Kamal Upadhaya Water depth annular Ring (in):6 Moisture Content of soil at test depth before test:20% Weather:64/Haze Percent Fines passing a 200 sieve on soil at test depth:53% Time Infiltration Rate (in/hr)Depth below bottom of test Soil Profile 30 0.06 0-6 inches 60 0.11 6-12 inches 90 0.03 12-18 inches 120 0.03 18-24 inches 150 0.06 24-30 inches 180 0.06 30-36 inches 210 0.06 240 0.00 Groundwater depth NE 0.05 0.0 Average Infiltration Rate of Inner Ring Over Entire Test (in/hr) Steady State Infiltration Rate of Inner Ring Over Last 4 intervals (in/hr) See sketch Sandy lean clay, trace gravel, brown, moist 0.0 0.1 0.2 0.3 0.4 0 15 30 45 60 75 90 105 120 135 150 165 180 195 210 225 240 255Infiltration Rate (in/hr)Time (minutes) Inner Ring Infiltration Rate vs. Time Test performed by Braun Intertec personnel in general accordance with test method ASTM D 3385. Results of Double Ring Infiltrometer Testing (ASTM D 3385)- Mariotte Tube Method Test Number:DRI-02 Project Description: Avienda Project Number:B2106624 Test Location: Date: October 8, 2021 Liquid used:Potable water Test Elevation:Approx. 912 ft MSL Inner Ring Area:113 square inches Ground Temperature Fo: 63 Outer Ring Area:452 square inches Water Temperature Fo:66 Water depth Inner Ring (cm):6 Test performed by:Kamal Upadhaya Water depth annular Ring (cm):6 Moisture Content of soil at test depth before test:20% Weather:64/Haze Percent Fines passing a 200 sieve on soil at test depth:51% Time Infiltration Rate (in/hr)Depth below bottom of test Soil Profile 30 0.10 0-6 inches 60 0.02 6-12 inches 90 0.10 12-18 inches 120 0.06 18-24 inches 150 0.04 24-30 inches 180 0.02 30-36 inches 210 0.04 240 0.02 Groundwater depth NE 0.05 0.0 See sketch Average Infiltration Rate of Inner Ring Over Entire Test (in/hr) Steady State Infiltration Rate of Inner Ring Over Last 4 intervals (in/hr) Sandy lean clay, trace gravel, brown, moist 0.0 0.1 0.2 0.3 0.4 0 15 30 45 60 75 90 105 120 135 150 165 180 195 210 225 240 255Infiltration Rate (in/hr)Time (minutes) Inner Ring Infiltration Rate vs. Time Test performed by Braun Intertec personnel in general accordance with test method ASTM D 3385. Results of Double Ring Infiltrometer Testing (ASTM D 3385)- Mariotte Tube Method Test Number:DRI-03 Project Description: Avienda Project Number:B2106624 Test Location: Date: October 8, 2021 Liquid used:Potable water Test Elevation:Approx. 898 ft MSL Inner Ring Area:113 square inches Ground Temperature Fo: 63 Outer Ring Area:452 square inches Water Temperature Fo:66 Water depth Inner Ring (in):6 Test performed by:Kamal Upadhaya Water depth annular Ring (in):6 Moisture Content of soil at test depth before test:21% Weather:64/Haze Percent Fines passing a 200 sieve on soil at test depth:68% Time Infiltration Rate (in/hr)Depth below bottom of test Soil Profile 30 0.11 0-6 inches 60 0.11 6-12 inches 90 0.17 12-18 inches 120 0.06 18-24 inches 150 0.11 24-30 inches 180 0.11 30-36 inches 210 0.06 240 0.00 Groundwater depth NE 0.09 0.1 Average Infiltration Rate of Inner Ring Over Entire Test (in/hr) Steady State Infiltration Rate of Inner Ring Over Last 4 intervals (in/hr) See sketch Sandy lean clay, trace gravel, brown, moist 0.0 0.1 0.2 0.3 0.4 0 15 30 45 60 75 90 105 120 135 150 165 180 195 210 225 240 255Infiltration Rate (in/hr)Time (minutes) Inner Ring Infiltration Rate vs. Time Test performed by Braun Intertec personnel in general accordance with test method ASTM D 3385. Results of Double Ring Infiltrometer Testing (ASTM D 3385)- Mariotte Tube Method Test Number:DRI-04 Project Description: Avienda Project Number:B2106624 Test Location: Date: October 8, 2021 Liquid used:Potable water Test Elevation:Approx. 898 ft MSL Inner Ring Area:113 square inches Ground Temperature Fo: 63 Outer Ring Area:452 square inches Water Temperature Fo:66 Water depth Inner Ring (cm):6 Test performed by:Kamal Upadhaya Water depth annular Ring (cm):6 Moisture Content of soil at test depth before test:18% Weather:73/Mostly cloudy Percent Fines passing a 200 sieve on soil at test depth:69% Time Infiltration Rate (in/hr)Depth below bottom of test Soil Profile 30 0.18 0-6 inches 60 0.10 6-12 inches 90 0.08 12-18 inches 120 0.08 18-24 inches 150 0.08 24-30 inches 180 0.00 30-36 inches 210 0.10 240 0.00 Groundwater depth NE 0.08 0.0 See sketch Average Infiltration Rate of Inner Ring Over Entire Test (in/hr) Steady State Infiltration Rate of Inner Ring Over Last 4 intervals (in/hr) Sandy lean clay, trace gravel, brown, moist 0.0 0.1 0.2 0.3 0.4 0 15 30 45 60 75 90 105 120 135 150 165 180 195 210 225 240 255Infiltration Rate (in/hr)Time (minutes) Inner Ring Infiltration Rate vs. Time Test performed by Braun Intertec personnel in general accordance with test method ASTM D 3385. Results of Double Ring Infiltrometer Testing (ASTM D 3385)- Mariotte Tube Method Test Number:DRI-05 Project Description: Avienda Project Number:B2106624 Test Location: Date: October 19, 2021 Liquid used:Potable water Test Elevation:Approx. 911 ft MSL Inner Ring Area:113 square inches Ground Temperature Fo: 56 Outer Ring Area:452 square inches Water Temperature Fo:61 Water depth Inner Ring (in):6 Test performed by:Kamal Upadhaya Water depth annular Ring (in):6 Moisture Content of soil at test depth before test:26% Weather:55/Sunny Percent Fines passing a 200 sieve on soil at test depth:58% Time Infiltration Rate (in/hr)Depth below bottom of test Soil Profile 30 0.11 0-6 inches 60 0.17 6-12 inches 90 0.06 12-18 inches 120 0.06 18-24 inches 150 0.06 24-30 inches 180 0.06 30-36 inches 210 0.06 240 0.00 Groundwater depth 2" porch water was encountered 0.07 0.0 Average Infiltration Rate of Inner Ring Over Entire Test (in/hr) Steady State Infiltration Rate of Inner Ring Over Last 4 intervals (in/hr) See sketch Sandy lean clay, trace gravel, brown, moist 0.0 0.1 0.2 0.3 0.4 0 15 30 45 60 75 90 105 120 135 150 165 180 195 210 225 240 255Infiltration Rate (in/hr)Time (minutes) Inner Ring Infiltration Rate vs. Time Test performed by Braun Intertec personnel in general accordance with test method ASTM D 3385. Results of Double Ring Infiltrometer Testing (ASTM D 3385)- Mariotte Tube Method Test Number:DRI-06 Project Description: Avienda Project Number:B2106624 Test Location: Date: October 19, 2021 Liquid used:Potable water Test Elevation:Approx. 911 ft MSL Inner Ring Area:113 square inches Ground Temperature Fo: 56 Outer Ring Area:452 square inches Water Temperature Fo:61 Water depth Inner Ring (cm):6 Test performed by:Kamal Upadhaya Water depth annular Ring (cm):6 Moisture Content of soil at test depth before test:18% Weather:68/Sunny Percent Fines passing a 200 sieve on soil at test depth:52% Time Infiltration Rate (in/hr)Depth below bottom of test Soil Profile 30 0.14 0-6 inches 60 0.12 6-12 inches 90 0.08 12-18 inches 120 0.06 18-24 inches 150 0.10 24-30 inches 180 0.06 30-36 inches 210 0.04 240 0.00 Groundwater depth NE 0.07 0.0 See sketch Average Infiltration Rate of Inner Ring Over Entire Test (in/hr) Steady State Infiltration Rate of Inner Ring Over Last 4 intervals (in/hr) Sandy lean clay, trace gravel, brown, moist 0.0 0.1 0.2 0.3 0.4 0 15 30 45 60 75 90 105 120 135 150 165 180 195 210 225 240 255Infiltration Rate (in/hr)Time (minutes) Inner Ring Infiltration Rate vs. Time Test performed by Braun Intertec personnel in general accordance with test method ASTM D 3385. Results of Double Ring Infiltrometer Testing (ASTM D 3385)- Mariotte Tube Method Test Number:DRI-07 Project Description: Avienda Project Number:B2106624 Test Location: Date: October 19, 2021 Liquid used:Potable water Test Elevation:Approx. 911 ft MSL Inner Ring Area:113 square inches Ground Temperature Fo: 60 Outer Ring Area:452 square inches Water Temperature Fo:66 Water depth Inner Ring (in):6 Test performed by:Kamal Upadhaya Water depth annular Ring (in):6 Moisture Content of soil at test depth before test:21% Weather:66/Sunny Percent Fines passing a 200 sieve on soil at test depth:50% Time Infiltration Rate (in/hr)Depth below bottom of test Soil Profile 30 0.17 0-6 inches 60 0.11 6-12 inches 90 0.17 12-18 inches 120 0.11 18-24 inches 150 0.06 24-30 inches 180 0.06 30-36 inches 210 0.11 240 0.00 Groundwater depth 1" porch water was encountered 0.10 0.1 Average Infiltration Rate of Inner Ring Over Entire Test (in/hr) Steady State Infiltration Rate of Inner Ring Over Last 4 intervals (in/hr) See sketch Sandy lean clay, trace gravel, brown, moist 0.0 0.1 0.2 0.3 0.4 0 15 30 45 60 75 90 105 120 135 150 165 180 195 210 225 240 255Infiltration Rate (in/hr)Time (minutes) Inner Ring Infiltration Rate vs. Time Test performed by Braun Intertec personnel in general accordance with test method ASTM D 3385. Results of Double Ring Infiltrometer Testing (ASTM D 3385)- Mariotte Tube Method Test Number:DRI-08 Project Description: Avienda Project Number:B2106624 Test Location: Date: October 19, 2021 Liquid used:Potable water Test Elevation:Approx. 911 ft MSL Inner Ring Area:113 square inches Ground Temperature Fo: 56 Outer Ring Area:452 square inches Water Temperature Fo:61 Water depth Inner Ring (cm):6 Test performed by:Kamal Upadhaya Water depth annular Ring (cm):6 Moisture Content of soil at test depth before test:21% Weather:68/Sunny Percent Fines passing a 200 sieve on soil at test depth:51% Time Infiltration Rate (in/hr)Depth below bottom of test Soil Profile 30 0.06 0-6 inches 60 0.08 6-12 inches 90 0.08 12-18 inches 120 0.06 18-24 inches 150 0.10 24-30 inches 180 0.06 30-36 inches 210 0.04 240 0.02 Groundwater depth 1" porch water was encountered 0.06 0.1 See sketch Average Infiltration Rate of Inner Ring Over Entire Test (in/hr) Steady State Infiltration Rate of Inner Ring Over Last 4 intervals (in/hr) Sandy lean clay, trace gravel, brown, moist 0.0 0.1 0.2 0.3 0.4 0 15 30 45 60 75 90 105 120 135 150 165 180 195 210 225 240 255Infiltration Rate (in/hr)Time (minutes) Inner Ring Infiltration Rate vs. Time Test performed by Braun Intertec personnel in general accordance with test method ASTM D 3385. Avienda Regional SWMP, Chanhassen, MN SCD140001.LEV Appendix B APPENDIX B: EXISTING DRAINAGE Reginal Plan Drainage Map Regional Plan HydroCAD Models ONLYGF=927.8928.1 (FFE)SOG927.6GF=928.8929.1 (FFE)SOG928.6GF=930.8931.1 (FFE)SOG930.6GF=927.3919.8FBWO919.3GF=926.8919.3FBWO918.8GF=924.7917.2FBWO916.7GF=923.1915.6FBWO915.1GF=922.0914.5FBWO914.0GF=915.4907.4FBWO906.9GF=916.5908.5FBWO908.0GF=917.5909.5FBWO909.0GF=918.4910.4FBWO909.9GF=919.8911.8FBWO911.3GF=921.5913.5FBWO913.0GF=922.5914.5FBWO914.0GF=923.5915.5FBLO918.5GF=930.8923.3FBWO922.8GF=933.1925.6FBWO925.1GF=934.5927.0FBWO926.5GF=935.7930.2FBWO927.7GF=935.3927.8FBWO927.3GF=936.3928.8FBWO928.3GF=936.4928.9FBWO928.4GF=936.4928.9FBWO928.4GF=935.5928.0FBWO927.5GF=934.7927.2FBWO926.7GF=931.8931.2(FFE)SOG931.6GF=933.8926.3FBWO925.8GF=932.5932.8(FFE)SOG932.3GF=933.7934.0(FFE)SOG933.5GF=934.5934.8(FFE)SOG934.3GF=936.3936.6(FFE)SOG936.1GF=936.4936.7(FFE)SOG936.2GF=936.1936.4(FFE)SOG935.9GF=935.5936.8(FFE)SOG935.3GF=934.8935.1(FFE)SOG934.6GF=933.9934.2(FFE)SOG933.7GF=932.2924.9FBLO924.4GF=929.8922.3FBWO921.8263.03S01°56'14"W 346.68N88°54'43"W580.68S52°50'29"ESAN >SAN >SAN >STS>>SAN >STS>>STS>>STS>>STS>>STS>>STS>>STS>>X X X X X XXXXXXXXXXXXXXXIIIIIIIIIIIIUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUEUESIG.BASESIG.BASEFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOXSIG.BASESIG.BASESIG.BASESIG.BASEHHOE OEOEOEOEOEPROPOSED BUILDINGFFE = 924.95GFE = 924.53PROPOSED BUILDINGFFE = 925.60GFE = 925.18PROPOSED BUILDINGFFE = 926.20GFE = 925.78PROPOSED BUILDINGFFE = 926.50GFE = 926.08PROPOSED BUILDINGFFE = 925.75GFE = 925.33PROPOSED BUILDINGFFE = 925.20GFE = 924.78PROPOSED BUILDINGFFE = 923.95GFE = 923.53PROPOSED BUILDINGFFE = 924.40GFE = 923.98PROPOSED BUILDINGFFE = 925.35GFE = 924.93PROPOSED BUILDINGFFE = 925.70GFE = 925.28PROPOSED BUILDINGFFE = 925.15GFE = 924.73PROPOSED BUILDINGFFE = 926.40GFE = 925.98PROPOSED BUILDINGFFE = 926.15GFE = 925.73PROPOSED BUILDINGFFE = 925.00GFE = 924.58REST.RETAILRETAILRETAILGROCERYSENIORFFE=915.007,000 S.F.5,000 S.F.50,000 S.F.LANDSCAPESCREENING120 DIATURNINGRADIUS16,000 S.F.65,000 S.F.TRUCK ACCESS73,500 s.f.30,000 S.F.RETAILBASIN 40PNWL= 875.63BOT = 867.63HWL= 881.70BASIN 14PNWL = 912.00BOT = 905.00HWL= 917.94BASIN 21PFIL BASIN = 892.50BOT = 882.00HWL= 898.26FFE=923.00RETAIL10,000 S.F.SPORTS FACILITYOFFICEHOTELCAR WASHRETAIL5,000 S.F.REST.7,000 S.F.REST.7,000 S.F.RETAIL16,000 S.F.SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SAN>SA N>SAN>SAN>SAN>STS>>RETAIL6,700 S.F.FFE=924.00FFE=924.00FFE=924.00FFE=924.00FFE=924.00FFE=920.00FFE=920.00FFE=919.50FFE=920.00FFE=918.00FFE=918.00SE BASINBTM= 879.00HWL= 882.98HWL= 890.1613456781232WETLAND #4WETLAND #3MNDOT WETLAND M10MNDOT WETLAND M09STORMWATERREUSE SYSTEM12325431687E50RBluffCreekDrainage34SWestWoods35S10RLakeSusanDrainageEastPondSouthVillasBluff CreekBlvd - East40RSouthDrainage14P48S46uS47PBluff Creek -West Basin25PWest NorthBasin25SWestNorth28PAvienda ParkwayUndergroundBasin28SAviendaParkwayNorthwestBasin22oSFromLyman22SDirect toWetland 621RLower NWWetland 6Northwest21S29oSNorthOffsite11oSOffsiteEast16oSEastOffsite49SSouthRegional40PSouth Pond42.2SSoutheastFringe42.1SSouthFringeWetland 4Channel44R40SSouth PondDirect43.1SEastWoods43.2SNortheastWoods44PWetland 444SNorth Woods34PWest - South(Existing)Offsite toWest South34oS36oSSouthwestOffsite34dSOffsiteWestDirect33oSOffsiteWestNorth33SDirect toWetland 331PWest CentralBasin31SWestCentral13.2SEast of So.Rowhomes47SBluff CreekBlvd - West40.4SSouth Villa'sDrive46PTriangleBasin46SSouthWestWetland 333P13PRowhomesBasinRowhomes13S14SNortheastNorthSenior24STriangleDirectSW TreeTrench6SNW TreeTrench8S6PSW T.T.Basin8PNW T.T.BasinDirect toWetland 622S21P40PSouth Pond49RSoutheastDrainage55SSoutheastRegional54PSoutheastPond54SSoutheastDirect14aSApartmentsWestDirectLandform and Site to Finish are registered service marks of Landform Professional Services, LLC.RRin collaboration with: LEVEL 7 DEVELOPMENTRSP ARCHITECTS · WELSH AND COLLIERSAVIENDA · Chanhassen, MNStormwater Management Plan · 06.12.2025REGIONAL DRAINAGENORTH0150300LEGENDPRIMARY DRAINAGE BOUNDARYSECONDARY DRAINAGE BOUNDARYTERTIARY DRAINAGE BOUNDARYTIME OF CONCENTRATION PATH1SNameSUBCATCHMENT LABEL1PName1RNameBASIN / POND LABELREACH LABELWETLAND BOUNARYDRAINAGE ARROW Lake Susan Drainage 8S NW Tree Trench Tributary Area 11oS Offsite East 13S Rowhomes 14aS Apartments West Direct 14S Northeast (Master Plan) 61S Powers (from SRF) 62S NE Ramp (from SRF) 63S TH 212 (from SRF) 64S Englewood (from SRF) 65S LYMLP (from SRF) 66S N54 (from SRF) 67-1S Fresh MDW Subcatch 1 (from SRF) 67-2S Fresh MDW Subcatch 2 (from SRF) 67-3S Fresh MDW Subcatch 3 (from SRF) 68S M10 10R Lake Susan Site Drainage 11R Joint Outlet Pipe - 36" 61R NERDITCH 62R L42 8P NW Tree Trench - Above Grade 13P Row Homes Bio Filtration Basin 14P New Central Pond 61P Englewood Pond 65P Fresh MDW 68P East MNDOT M10 Wetland Routing Diagram for Avienda MASTER 2025-06-12 Prepared by Landform Professional Services, Printed 6/19/2025 HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Subcat Reach Pond Link Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 2HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) 1 1-Year MSE 24-hr 3 Default 24.00 1 2.47 2 2y 24hr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Default 24.00 1 2.87 3 10 day snowmelt MN-Snowmelt_10d_100yr Default 240.00 1 7.20 4 10y 24hr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Default 24.00 1 4.27 5 100y 24hr MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Default 24.00 1 7.41 Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 3HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 12.598 80 >75% Grass cover, Good, HSG D (8S, 11oS, 13S, 14aS, 14S) 3.374 98 Paved parking & Roofs, HSG D (13S) 0.296 98 Paved parking, HSG D (8S, 14aS) 25.079 98 Paved roads w/curbs & sewers, HSG D (14S) 1.659 98 Water Surface, 0% imp, HSG D (14S) 17.600 87 Weighted (61S, 63S) 4.200 81 Weighted (62S) 7.800 77 Weighted (64S) 6.400 83 Weighted (65S) 1.900 94 Weighted (66S) 0.440 100 Weighted (67-1S) 1.100 71 Weighted (67-2S) 2.300 10 Weighted (67-3S) 17.000 74 Weighted (68S) 101.746 84 TOTAL AREA MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 4HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Time span=0.00-360.00 hrs, dt=0.01 hrs, 36001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=17,800 sf 63.43% Impervious Runoff Depth=1.74"Subcatchment 8S: NW Tree Trench Tc=7.5 min CN=WQ Runoff=1.11 cfs 0.059 af Runoff Area=35,675 sf 0.00% Impervious Runoff Depth=0.87"Subcatchment 11oS: Offsite East Flow Length=94' Slope=0.0430 '/' Tc=10.6 min CN=80 Runoff=1.06 cfs 0.059 af Runoff Area=283,775 sf 51.79% Impervious Runoff Depth=1.58"Subcatchment 13S: Rowhomes Tc=7.5 min CN=WQ Runoff=16.28 cfs 0.857 af Runoff Area=6,185 sf 26.27% Impervious Runoff Depth=1.23"Subcatchment 14aS: Apartments West Tc=10.0 min CN=WQ Runoff=0.25 cfs 0.015 af Runoff Area=1,529,894 sf 71.41% Impervious Runoff Depth=1.91"Subcatchment 14S: Northeast (Master Tc=15.0 min CN=WQ Runoff=79.64 cfs 5.600 af Runoff Area=9.400 ac 0.00% Impervious Runoff Depth=1.29"Subcatchment 61S: Powers (from SRF) Tc=9.0 min CN=87 Runoff=19.80 cfs 1.007 af Runoff Area=4.200 ac 0.00% Impervious Runoff Depth=0.92"Subcatchment 62S: NE Ramp (from SRF) Tc=8.0 min CN=81 Runoff=6.52 cfs 0.322 af Runoff Area=8.200 ac 0.00% Impervious Runoff Depth=1.29"Subcatchment 63S: TH 212 (from SRF) Tc=12.0 min CN=87 Runoff=15.22 cfs 0.879 af Runoff Area=7.800 ac 0.00% Impervious Runoff Depth=0.72"Subcatchment 64S: Englewood (from SRF) Tc=10.0 min CN=77 Runoff=8.39 cfs 0.469 af Runoff Area=6.400 ac 0.00% Impervious Runoff Depth=1.03"Subcatchment 65S: LYMLP (from SRF) Tc=15.0 min CN=83 Runoff=8.53 cfs 0.551 af Runoff Area=1.900 ac 0.00% Impervious Runoff Depth=1.84"Subcatchment 66S: N54 (from SRF) Tc=7.6 min CN=94 Runoff=5.76 cfs 0.291 af Runoff Area=0.440 ac 100.00% Impervious Runoff Depth=2.47"Subcatchment 67-1S: Fresh MDW Tc=7.0 min CN=100 Runoff=1.57 cfs 0.091 af Runoff Area=1.100 ac 0.00% Impervious Runoff Depth=0.48"Subcatchment 67-2S: Fresh MDW Subcatch Tc=7.0 min CN=71 Runoff=0.82 cfs 0.044 af Runoff Area=2.300 ac 0.00% Impervious Runoff Depth=0.00"Subcatchment 67-3S: Fresh MDW Subcatch Tc=83.0 min CN=10 Runoff=0.00 cfs 0.000 af Runoff Area=17.000 ac 0.00% Impervious Runoff Depth=0.59"Subcatchment 68S: M10 Tc=10.0 min CN=74 Runoff=14.34 cfs 0.838 af Inflow=5.00 cfs 5.769 afReach 10R: Lake Susan Site Drainage Outflow=5.00 cfs 5.769 af MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 5HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Avg. Flow Depth=0.60' Max Vel=4.87 fps Inflow=4.92 cfs 5.710 afReach 11R: Joint Outlet Pipe - 36" 36.0" Round Pipe n=0.013 L=830.0' S=0.0070 '/' Capacity=55.80 cfs Outflow=4.92 cfs 5.710 af Avg. Flow Depth=0.84' Max Vel=2.40 fps Inflow=23.40 cfs 6.776 afReach 61R: NERDITCH n=0.035 L=545.0' S=0.0055 '/' Capacity=737.08 cfs Outflow=21.26 cfs 6.776 af Avg. Flow Depth=0.85' Max Vel=5.12 fps Inflow=6.52 cfs 0.322 afReach 62R: L42 24.0" Round Pipe n=0.012 L=200.0' S=0.0050 '/' Capacity=17.33 cfs Outflow=6.48 cfs 0.322 af Peak Elev=920.73' Storage=394 cf Inflow=1.11 cfs 0.059 afPond 8P: NW Tree Trench - Above Grade Primary=0.02 cfs 0.026 af Secondary=1.02 cfs 0.034 af Tertiary=0.01 cfs 0.000 af Outflow=1.05 cfs 0.059 af Peak Elev=915.52' Storage=39,290 cf Inflow=17.52 cfs 0.931 afPond 13P: Row Homes Bio Filtration Basin Primary=0.11 cfs 0.035 af Secondary=0.00 cfs 0.097 af Outflow=0.11 cfs 0.132 af Peak Elev=914.19' Storage=547,397 cf Inflow=79.64 cfs 5.600 afPond 14P: New Central Pond Outflow=4.92 cfs 5.578 af Peak Elev=892.87' Storage=122,397 cf Inflow=50.63 cfs 8.446 afPond 61P: Englewood Pond Outflow=4.99 cfs 8.353 af Peak Elev=897.10' Storage=21,884 cf Inflow=14.73 cfs 0.977 afPond 65P: Fresh MDW Outflow=3.09 cfs 0.822 af Peak Elev=891.67' Storage=299,414 cf Inflow=15.47 cfs 10.013 afPond 68P: East MNDOT M10 Wetland Outflow=1.32 cfs 6.654 af Total Runoff Area = 101.746 ac Runoff Volume = 11.082 af Average Runoff Depth = 1.31" 71.31% Pervious = 72.556 ac 28.69% Impervious = 29.189 ac MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 6HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: NW Tree Trench Tributary Area Runoff = 1.11 cfs @ 12.15 hrs, Volume= 0.059 af, Depth= 1.74" Routed to Pond 8P : NW Tree Trench - Above Grade Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (sf) CN Description 6,510 80 >75% Grass cover, Good, HSG D 11,290 98 Paved parking, HSG D 17,800 Weighted Average 6,510 36.57% Pervious Area 11,290 63.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Subcatchment 8S: NW Tree Trench Tributary Area Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=17,800 sf Runoff Volume=0.059 af Runoff Depth=1.74" Tc=7.5 min CN=WQ 1.11 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 7HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 11oS: Offsite East Runoff = 1.06 cfs @ 12.19 hrs, Volume= 0.059 af, Depth= 0.87" Routed to Reach 10R : Lake Susan Site Drainage Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (sf) CN Description 35,675 80 >75% Grass cover, Good, HSG D 35,675 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.6 94 0.0430 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.87" Subcatchment 11oS: Offsite East Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=35,675 sf Runoff Volume=0.059 af Runoff Depth=0.87" Flow Length=94' Slope=0.0430 '/' Tc=10.6 min CN=80 1.06 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 8HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: Rowhomes Areas adjusted to remove areas to tree trenches. Runoff = 16.28 cfs @ 12.15 hrs, Volume= 0.857 af, Depth= 1.58" Routed to Pond 13P : Row Homes Bio Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (sf) CN Description 136,820 80 >75% Grass cover, Good, HSG D * 146,955 98 Paved parking & Roofs, HSG D 283,775 Weighted Average 136,820 48.21% Pervious Area 146,955 51.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Subcatchment 13S: Rowhomes Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=283,775 sf Runoff Volume=0.857 af Runoff Depth=1.58" Tc=7.5 min CN=WQ 16.28 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 9HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 14aS: Apartments West Direct Runoff = 0.25 cfs @ 12.18 hrs, Volume= 0.015 af, Depth= 1.23" Routed to Pond 13P : Row Homes Bio Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (sf) CN Description 1,625 98 Paved parking, HSG D 4,560 80 >75% Grass cover, Good, HSG D 6,185 Weighted Average 4,560 73.73% Pervious Area 1,625 26.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 14aS: Apartments West Direct Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=6,185 sf Runoff Volume=0.015 af Runoff Depth=1.23" Tc=10.0 min CN=WQ 0.25 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 10HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: Northeast (Master Plan) Runoff = 79.64 cfs @ 12.22 hrs, Volume= 5.600 af, Depth= 1.91" Routed to Pond 14P : New Central Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (sf) CN Description 1,092,453 98 Paved roads w/curbs & sewers, HSG D 365,185 80 >75% Grass cover, Good, HSG D 72,256 98 Water Surface, 0% imp, HSG D 1,529,894 Weighted Average 437,441 28.59% Pervious Area 1,092,453 71.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 14S: Northeast (Master Plan) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=1,529,894 sf Runoff Volume=5.600 af Runoff Depth=1.91" Tc=15.0 min CN=WQ 79.64 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 11HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 61S: Powers (from SRF) Runoff = 19.80 cfs @ 12.17 hrs, Volume= 1.007 af, Depth= 1.29" Routed to Reach 61R : NERDITCH Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 9.400 87 Weighted 9.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 Direct Entry, Subcatchment 61S: Powers (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=9.400 ac Runoff Volume=1.007 af Runoff Depth=1.29" Tc=9.0 min CN=87 19.80 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 12HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 62S: NE Ramp (from SRF) Runoff = 6.52 cfs @ 12.16 hrs, Volume= 0.322 af, Depth= 0.92" Routed to Reach 62R : L42 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 4.200 81 Weighted 4.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment 62S: NE Ramp (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)7 6 5 4 3 2 1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=4.200 ac Runoff Volume=0.322 af Runoff Depth=0.92" Tc=8.0 min CN=81 6.52 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 13HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 63S: TH 212 (from SRF) Runoff = 15.22 cfs @ 12.20 hrs, Volume= 0.879 af, Depth= 1.29" Routed to Pond 61P : Englewood Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 8.200 87 Weighted 8.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 63S: TH 212 (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=8.200 ac Runoff Volume=0.879 af Runoff Depth=1.29" Tc=12.0 min CN=87 15.22 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 14HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 64S: Englewood (from SRF) Runoff = 8.39 cfs @ 12.19 hrs, Volume= 0.469 af, Depth= 0.72" Routed to Pond 61P : Englewood Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 7.800 77 Weighted 7.800 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 64S: Englewood (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=7.800 ac Runoff Volume=0.469 af Runoff Depth=0.72" Tc=10.0 min CN=77 8.39 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 15HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 65S: LYMLP (from SRF) Runoff = 8.53 cfs @ 12.24 hrs, Volume= 0.551 af, Depth= 1.03" Routed to Pond 65P : Fresh MDW Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 6.400 83 Weighted 6.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 65S: LYMLP (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=6.400 ac Runoff Volume=0.551 af Runoff Depth=1.03" Tc=15.0 min CN=83 8.53 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 16HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 66S: N54 (from SRF) Runoff = 5.76 cfs @ 12.15 hrs, Volume= 0.291 af, Depth= 1.84" Routed to Pond 65P : Fresh MDW Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 1.900 94 Weighted 1.900 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 Direct Entry, Subcatchment 66S: N54 (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)6 5 4 3 2 1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=1.900 ac Runoff Volume=0.291 af Runoff Depth=1.84" Tc=7.6 min CN=94 5.76 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 17HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 67-1S: Fresh MDW Subcatch 1 (from SRF) Runoff = 1.57 cfs @ 12.14 hrs, Volume= 0.091 af, Depth= 2.47" Routed to Pond 65P : Fresh MDW Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 0.440 100 Weighted 0.440 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 67-1S: Fresh MDW Subcatch 1 (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=0.440 ac Runoff Volume=0.091 af Runoff Depth=2.47" Tc=7.0 min CN=100 1.57 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 18HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 67-2S: Fresh MDW Subcatch 2 (from SRF) Runoff = 0.82 cfs @ 12.16 hrs, Volume= 0.044 af, Depth= 0.48" Routed to Pond 65P : Fresh MDW Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 1.100 71 Weighted 1.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 67-2S: Fresh MDW Subcatch 2 (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=1.100 ac Runoff Volume=0.044 af Runoff Depth=0.48" Tc=7.0 min CN=71 0.82 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 19HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 67-3S: Fresh MDW Subcatch 3 (from SRF) Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Pond 65P : Fresh MDW Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 2.300 10 Weighted 2.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 83.0 Direct Entry, Subcatchment 67-3S: Fresh MDW Subcatch 3 (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=2.300 ac Runoff Volume=0.000 af Runoff Depth=0.00" Tc=83.0 min CN=10 0.00 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 20HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 68S: M10 Runoff = 14.34 cfs @ 12.19 hrs, Volume= 0.838 af, Depth= 0.59" Routed to Pond 68P : East MNDOT M10 Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (ac) CN Description * 17.000 74 Weighted 17.000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 68S: M10 Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=17.000 ac Runoff Volume=0.838 af Runoff Depth=0.59" Tc=10.0 min CN=74 14.34 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 21HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 10R: Lake Susan Site Drainage Inflow Area = 43.006 ac, 66.85% Impervious, Inflow Depth > 1.61" for 1-Year event Inflow = 5.00 cfs @ 13.42 hrs, Volume= 5.769 af Outflow = 5.00 cfs @ 13.42 hrs, Volume= 5.769 af, Atten= 0%, Lag= 0.0 min Routed to Reach 61R : NERDITCH Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Reach 10R: Lake Susan Site Drainage Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)5 4 3 2 1 0 Inflow Area=43.006 ac 5.00 cfs 5.00 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 22HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 11R: Joint Outlet Pipe - 36" Inflow Area = 42.187 ac, 68.15% Impervious, Inflow Depth > 1.62" for 1-Year event Inflow = 4.92 cfs @ 13.61 hrs, Volume= 5.710 af Outflow = 4.92 cfs @ 13.64 hrs, Volume= 5.710 af, Atten= 0%, Lag= 1.9 min Routed to Reach 10R : Lake Susan Site Drainage Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Max. Velocity= 4.87 fps, Min. Travel Time= 2.8 min Avg. Velocity = 1.05 fps, Avg. Travel Time= 13.1 min Peak Storage= 839 cf @ 13.64 hrs Average Depth at Peak Storage= 0.60' , Surface Width= 2.40' Bank-Full Depth= 3.00' Flow Area= 7.1 sf, Capacity= 55.80 cfs 36.0" Round Pipe n= 0.013 Concrete pipe, straight & clean Length= 830.0' Slope= 0.0070 '/' Inlet Invert= 906.00', Outlet Invert= 900.19' Reach 11R: Joint Outlet Pipe - 36" Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)5 4 3 2 1 0 Inflow Area=42.187 ac Avg. Flow Depth=0.60' Max Vel=4.87 fps 36.0" Round Pipe n=0.013 L=830.0' S=0.0070 '/' Capacity=55.80 cfs 4.92 cfs 4.92 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 23HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 61R: NERDITCH Inflow Area = 52.406 ac, 54.86% Impervious, Inflow Depth > 1.55" for 1-Year event Inflow = 23.40 cfs @ 12.17 hrs, Volume= 6.776 af Outflow = 21.26 cfs @ 12.21 hrs, Volume= 6.776 af, Atten= 9%, Lag= 2.3 min Routed to Pond 61P : Englewood Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Max. Velocity= 2.40 fps, Min. Travel Time= 3.8 min Avg. Velocity = 0.47 fps, Avg. Travel Time= 19.1 min Peak Storage= 4,828 cf @ 12.21 hrs Average Depth at Peak Storage= 0.84' , Surface Width= 13.05' Bank-Full Depth= 5.00' Flow Area= 115.0 sf, Capacity= 737.08 cfs 8.00' x 5.00' deep channel, n= 0.035 Side Slope Z-value= 3.0 '/' Top Width= 38.00' Length= 545.0' Slope= 0.0055 '/' Inlet Invert= 895.00', Outlet Invert= 892.00' ‡ Reach 61R: NERDITCH Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=52.406 ac Avg. Flow Depth=0.84' Max Vel=2.40 fps n=0.035 L=545.0' S=0.0055 '/' Capacity=737.08 cfs 23.40 cfs 21.26 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 24HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 62R: L42 Inflow Area = 4.200 ac, 0.00% Impervious, Inflow Depth = 0.92" for 1-Year event Inflow = 6.52 cfs @ 12.16 hrs, Volume= 0.322 af Outflow = 6.48 cfs @ 12.17 hrs, Volume= 0.322 af, Atten= 1%, Lag= 0.5 min Routed to Pond 61P : Englewood Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Max. Velocity= 5.12 fps, Min. Travel Time= 0.7 min Avg. Velocity = 1.64 fps, Avg. Travel Time= 2.0 min Peak Storage= 253 cf @ 12.17 hrs Average Depth at Peak Storage= 0.85' , Surface Width= 1.98' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 17.33 cfs 24.0" Round Pipe n= 0.012 Length= 200.0' Slope= 0.0050 '/' Inlet Invert= 893.00', Outlet Invert= 892.00' Reach 62R: L42 Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=4.200 ac Avg. Flow Depth=0.85' Max Vel=5.12 fps 24.0" Round Pipe n=0.012 L=200.0' S=0.0050 '/' Capacity=17.33 cfs 6.52 cfs 6.48 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 25HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 8P: NW Tree Trench - Above Grade Inflow Area = 0.409 ac, 63.43% Impervious, Inflow Depth = 1.74" for 1-Year event Inflow = 1.11 cfs @ 12.15 hrs, Volume= 0.059 af Outflow = 1.05 cfs @ 12.17 hrs, Volume= 0.059 af, Atten= 6%, Lag= 1.5 min Primary = 0.02 cfs @ 12.17 hrs, Volume= 0.026 af Routed to Pond 13P : Row Homes Bio Filtration Basin Secondary = 1.02 cfs @ 12.17 hrs, Volume= 0.034 af Routed to Pond 13P : Row Homes Bio Filtration Basin Tertiary = 0.01 cfs @ 12.17 hrs, Volume= 0.000 af Routed to Pond 13P : Row Homes Bio Filtration Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 920.73' @ 12.17 hrs Surf.Area= 1,215 sf Storage= 394 cf Plug-Flow detention time= 45.6 min calculated for 0.059 af (100% of inflow) Center-of-Mass det. time= 45.6 min ( 815.8 - 770.2 ) Volume Invert Avail.Storage Storage Description #1 920.40' 2,112 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 920.40 1,140 0 0 922.00 1,500 2,112 2,112 Device Routing Invert Outlet Devices #1 Primary 920.40'0.800 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Secondary 920.60'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Tertiary 920.71'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 0.00 28.00 28.00 Elev. (feet) 921.21 921.13 920.71 921.21 Primary OutFlow Max=0.02 cfs @ 12.17 hrs HW=920.73' TW=914.72' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=1.02 cfs @ 12.17 hrs HW=920.73' TW=914.72' (Dynamic Tailwater) 2=Orifice/Grate (Weir Controls 1.02 cfs @ 1.20 fps) Tertiary OutFlow Max=0.01 cfs @ 12.17 hrs HW=920.73' TW=914.72' (Dynamic Tailwater) 3=Asymmetrical Weir (Weir Controls 0.01 cfs @ 0.21 fps) MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 26HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 8P: NW Tree Trench - Above Grade Inflow Outflow Primary Secondary Tertiary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 Inflow Area=0.409 ac Peak Elev=920.73' Storage=394 cf 1.11 cfs 1.05 cfs 0.02 cfs 1.02 cfs 0.01 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 27HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 13P: Row Homes Bio Filtration Basin Inflow Area = 7.065 ac, 51.95% Impervious, Inflow Depth = 1.58" for 1-Year event Inflow = 17.52 cfs @ 12.15 hrs, Volume= 0.931 af Outflow = 0.11 cfs @ 21.85 hrs, Volume= 0.132 af, Atten= 99%, Lag= 582.4 min Primary = 0.11 cfs @ 21.85 hrs, Volume= 0.035 af Routed to Reach 11R : Joint Outlet Pipe - 36" Secondary = 0.00 cfs @ 8.56 hrs, Volume= 0.097 af Routed to Reach 11R : Joint Outlet Pipe - 36" Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 915.52' @ 21.85 hrs Surf.Area= 28,589 sf Storage= 39,290 cf Plug-Flow detention time= 7,865.9 min calculated for 0.132 af (14% of inflow) Center-of-Mass det. time= 7,680.2 min ( 8,458.9 - 778.7 ) Volume Invert Avail.Storage Storage Description #1 914.00' 161,865 cf Custom Stage - Surface (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 914.00 23,135 0 0 916.00 30,315 53,450 53,450 918.00 38,055 68,370 121,820 919.00 42,035 40,045 161,865 Device Routing Invert Outlet Devices #1 Primary 909.00'15.0" Round Culvert L= 390.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 909.00' / 907.79' S= 0.0031 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 911.00'15.0" Round Culvert L= 400.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 911.00' / 909.80' S= 0.0030 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #3 Device 2 915.50'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 914.00'0.800 in/hr Exfiltration over Horizontal area from 914.00' - 914.05' Excluded Horizontal area = 23,135 sf Primary OutFlow Max=0.11 cfs @ 21.85 hrs HW=915.52' TW=906.49' (Dynamic Tailwater) 1=Culvert (Passes 0.11 cfs of 7.70 cfs potential flow) 2=Culvert (Passes 0.11 cfs of 6.33 cfs potential flow) 3=Orifice/Grate (Weir Controls 0.11 cfs @ 0.45 fps) Secondary OutFlow Max=0.00 cfs @ 8.56 hrs HW=914.05' TW=906.07' (Dynamic Tailwater) 4=Exfiltration (Exfiltration Controls 0.00 cfs) MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 28HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 13P: Row Homes Bio Filtration Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.065 ac Peak Elev=915.52' Storage=39,290 cf 17.52 cfs 0.11 cfs 0.11 cfs 0.00 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 29HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 14P: New Central Pond Inflow Area = 35.122 ac, 71.41% Impervious, Inflow Depth = 1.91" for 1-Year event Inflow = 79.64 cfs @ 12.22 hrs, Volume= 5.600 af Outflow = 4.92 cfs @ 13.61 hrs, Volume= 5.578 af, Atten= 94%, Lag= 83.0 min Primary = 4.92 cfs @ 13.61 hrs, Volume= 5.578 af Routed to Reach 11R : Joint Outlet Pipe - 36" Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Starting Elev= 912.00' Surf.Area= 72,256 sf Storage= 380,595 cf Peak Elev= 914.19' @ 13.61 hrs Surf.Area= 80,075 sf Storage= 547,397 cf (166,802 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 672.5 min ( 1,444.6 - 772.1 ) Volume Invert Avail.Storage Storage Description #1 905.00' 973,863 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 905.00 43,273 0 0 911.00 61,328 313,803 313,803 912.00 72,256 66,792 380,595 919.00 97,249 593,268 973,863 Device Routing Invert Outlet Devices #1 Primary 909.50'36.0" Round Culvert L= 21.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 909.50' / 909.39' S= 0.0052 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 7.07 sf #2 Device 1 912.00'12.0" Round Culvert - 12" L= 20.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 912.00' / 911.00' S= 0.0500 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.79 sf #3 Device 1 915.10'51.1" W x 31.3" H, R=26.3"/73.0" Pipe Arch RCP_Arch 52x32 L= 20.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 915.10' / 914.90' S= 0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 8.65 sf Primary OutFlow Max=4.92 cfs @ 13.61 hrs HW=914.19' TW=906.60' (Dynamic Tailwater) 1=Culvert (Passes 4.92 cfs of 59.20 cfs potential flow) 2=Culvert - 12" (Inlet Controls 4.92 cfs @ 6.26 fps) 3=RCP_Arch 52x32 ( Controls 0.00 cfs) MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 30HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 14P: New Central Pond Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=35.122 ac Peak Elev=914.19' Storage=547,397 cf 79.64 cfs 4.92 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 31HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 61P: Englewood Pond Inflow Area = 72.606 ac, 39.60% Impervious, Inflow Depth = 1.40" for 1-Year event Inflow = 50.63 cfs @ 12.19 hrs, Volume= 8.446 af Outflow = 4.99 cfs @ 17.91 hrs, Volume= 8.353 af, Atten= 90%, Lag= 343.2 min Primary = 4.99 cfs @ 17.91 hrs, Volume= 8.353 af Routed to Pond 68P : East MNDOT M10 Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 892.87' @ 17.91 hrs Surf.Area= 145,681 sf Storage= 122,397 cf Plug-Flow detention time= 812.0 min calculated for 8.353 af (99% of inflow) Center-of-Mass det. time= 663.8 min ( 2,023.2 - 1,359.3 ) Volume Invert Avail.Storage Storage Description #1 892.00' 1,031,055 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 892.00 136,580 0 0 895.00 168,060 456,960 456,960 898.00 214,670 574,095 1,031,055 Device Routing Invert Outlet Devices #1 Primary 892.00'42.0" Round Culvert L= 29.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 892.00' / 891.71' S= 0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 9.62 sf #2 Device 1 887.63'42.0" Round Culvert L= 13.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 887.50' / 887.63' S= -0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 9.62 sf Primary OutFlow Max=4.99 cfs @ 17.91 hrs HW=892.87' TW=891.05' (Dynamic Tailwater) 1=Culvert (Barrel Controls 4.99 cfs @ 4.05 fps) 2=Culvert (Passes 4.99 cfs of 43.14 cfs potential flow) MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 32HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 61P: Englewood Pond Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=72.606 ac Peak Elev=892.87' Storage=122,397 cf 50.63 cfs 4.99 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 33HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 65P: Fresh MDW Inflow Area = 12.140 ac, 3.62% Impervious, Inflow Depth = 0.97" for 1-Year event Inflow = 14.73 cfs @ 12.17 hrs, Volume= 0.977 af Outflow = 3.09 cfs @ 12.66 hrs, Volume= 0.822 af, Atten= 79%, Lag= 29.2 min Primary = 3.09 cfs @ 12.66 hrs, Volume= 0.822 af Routed to Pond 68P : East MNDOT M10 Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 897.10' @ 12.66 hrs Surf.Area= 21,208 sf Storage= 21,884 cf Plug-Flow detention time= 320.9 min calculated for 0.822 af (84% of inflow) Center-of-Mass det. time= 262.6 min ( 1,067.1 - 804.5 ) Volume Invert Avail.Storage Storage Description #1 896.00' 123,320 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 896.00 18,540 0 0 900.00 28,230 93,540 93,540 901.00 31,330 29,780 123,320 Device Routing Invert Outlet Devices #1 Primary 892.35'12.0" Round Culvert L= 35.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 892.00' / 892.35' S= -0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 896.35'33.0" Round Culvert L= 69.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 896.35' / 896.01' S= 0.0049 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 5.94 sf Primary OutFlow Max=3.09 cfs @ 12.66 hrs HW=897.10' TW=890.28' (Dynamic Tailwater) 1=Culvert (Passes 3.09 cfs of 7.80 cfs potential flow) 2=Culvert (Barrel Controls 3.09 cfs @ 3.53 fps) MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 34HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 65P: Fresh MDW Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=12.140 ac Peak Elev=897.10' Storage=21,884 cf 14.73 cfs 3.09 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 35HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 68P: East MNDOT M10 Wetland Inflow Area = 101.746 ac, 28.69% Impervious, Inflow Depth > 1.18" for 1-Year event Inflow = 15.47 cfs @ 12.19 hrs, Volume= 10.013 af Outflow = 1.32 cfs @ 35.09 hrs, Volume= 6.654 af, Atten= 91%, Lag= 1,373.9 min Primary = 1.32 cfs @ 35.09 hrs, Volume= 6.654 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 891.67' @ 35.09 hrs Surf.Area= 293,929 sf Storage= 299,414 cf Plug-Flow detention time= 3,567.6 min calculated for 6.654 af (66% of inflow) Center-of-Mass det. time= 2,821.1 min ( 4,667.2 - 1,846.1 ) Volume Invert Avail.Storage Storage Description #1 890.00' 1,574,445 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 890.00 68,660 0 0 891.00 198,790 133,725 133,725 892.00 340,250 269,520 403,245 895.00 440,550 1,171,200 1,574,445 Device Routing Invert Outlet Devices #1 Primary 890.30'18.0" Round Culvert L= 155.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 890.30' / 889.53' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 891.00'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 2 890.50'18.0" Round Culvert L= 40.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 890.30' / 890.50' S= -0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf Primary OutFlow Max=1.32 cfs @ 35.09 hrs HW=891.67' (Free Discharge) 1=Culvert (Passes 1.32 cfs of 5.63 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.32 cfs @ 2.79 fps) 3=Culvert (Passes 1.32 cfs of 4.21 cfs potential flow) MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 36HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 68P: East MNDOT M10 Wetland Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=101.746 ac Peak Elev=891.67' Storage=299,414 cf 15.47 cfs 1.32 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 37HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Time span=0.00-360.00 hrs, dt=0.01 hrs, 36001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=17,800 sf 63.43% Impervious Runoff Depth=2.10"Subcatchment 8S: NW Tree Trench Tc=7.5 min CN=WQ Runoff=1.29 cfs 0.071 af Runoff Area=35,675 sf 0.00% Impervious Runoff Depth=1.15"Subcatchment 11oS: Offsite East Flow Length=94' Slope=0.0430 '/' Tc=10.6 min CN=80 Runoff=1.32 cfs 0.079 af Runoff Area=283,775 sf 51.79% Impervious Runoff Depth=1.92"Subcatchment 13S: Rowhomes Tc=7.5 min CN=WQ Runoff=19.07 cfs 1.044 af Runoff Area=6,185 sf 26.27% Impervious Runoff Depth=1.54"Subcatchment 14aS: Apartments West Tc=10.0 min CN=WQ Runoff=0.30 cfs 0.018 af Runoff Area=1,529,894 sf 71.41% Impervious Runoff Depth=2.28"Subcatchment 14S: Northeast (Master Tc=15.0 min CN=WQ Runoff=89.09 cfs 6.686 af Runoff Area=9.400 ac 0.00% Impervious Runoff Depth=1.63"Subcatchment 61S: Powers (from SRF) Tc=9.0 min CN=87 Runoff=23.53 cfs 1.274 af Runoff Area=4.200 ac 0.00% Impervious Runoff Depth=1.21"Subcatchment 62S: NE Ramp (from SRF) Tc=8.0 min CN=81 Runoff=8.07 cfs 0.425 af Runoff Area=8.200 ac 0.00% Impervious Runoff Depth=1.63"Subcatchment 63S: TH 212 (from SRF) Tc=12.0 min CN=87 Runoff=18.02 cfs 1.111 af Runoff Area=7.800 ac 0.00% Impervious Runoff Depth=0.98"Subcatchment 64S: Englewood (from SRF) Tc=10.0 min CN=77 Runoff=10.71 cfs 0.638 af Runoff Area=6.400 ac 0.00% Impervious Runoff Depth=1.34"Subcatchment 65S: LYMLP (from SRF) Tc=15.0 min CN=83 Runoff=10.31 cfs 0.716 af Runoff Area=1.900 ac 0.00% Impervious Runoff Depth=2.22"Subcatchment 66S: N54 (from SRF) Tc=7.6 min CN=94 Runoff=6.75 cfs 0.352 af Runoff Area=0.440 ac 100.00% Impervious Runoff Depth=2.87"Subcatchment 67-1S: Fresh MDW Tc=7.0 min CN=100 Runoff=1.81 cfs 0.105 af Runoff Area=1.100 ac 0.00% Impervious Runoff Depth=0.69"Subcatchment 67-2S: Fresh MDW Subcatch Tc=7.0 min CN=71 Runoff=1.11 cfs 0.063 af Runoff Area=2.300 ac 0.00% Impervious Runoff Depth=0.00"Subcatchment 67-3S: Fresh MDW Subcatch Tc=83.0 min CN=10 Runoff=0.00 cfs 0.000 af Runoff Area=17.000 ac 0.00% Impervious Runoff Depth=0.83"Subcatchment 68S: M10 Tc=10.0 min CN=74 Runoff=18.87 cfs 1.171 af Inflow=5.85 cfs 7.076 afReach 10R: Lake Susan Site Drainage Outflow=5.85 cfs 7.076 af MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 38HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Avg. Flow Depth=0.65' Max Vel=5.10 fps Inflow=5.79 cfs 6.998 afReach 11R: Joint Outlet Pipe - 36" 36.0" Round Pipe n=0.013 L=830.0' S=0.0070 '/' Capacity=55.80 cfs Outflow=5.79 cfs 6.998 af Avg. Flow Depth=0.92' Max Vel=2.53 fps Inflow=27.66 cfs 8.350 afReach 61R: NERDITCH n=0.035 L=545.0' S=0.0055 '/' Capacity=737.08 cfs Outflow=25.22 cfs 8.350 af Avg. Flow Depth=0.96' Max Vel=5.41 fps Inflow=8.07 cfs 0.425 afReach 62R: L42 24.0" Round Pipe n=0.012 L=200.0' S=0.0050 '/' Capacity=17.33 cfs Outflow=8.02 cfs 0.425 af Peak Elev=920.75' Storage=410 cf Inflow=1.29 cfs 0.071 afPond 8P: NW Tree Trench - Above Grade Primary=0.02 cfs 0.030 af Secondary=1.17 cfs 0.042 af Tertiary=0.02 cfs 0.000 af Outflow=1.22 cfs 0.071 af Peak Elev=915.56' Storage=40,323 cf Inflow=20.50 cfs 1.133 afPond 13P: Row Homes Bio Filtration Basin Primary=0.53 cfs 0.237 af Secondary=0.00 cfs 0.097 af Outflow=0.54 cfs 0.334 af Peak Elev=914.54' Storage=575,380 cf Inflow=89.09 cfs 6.686 afPond 14P: New Central Pond Outflow=5.40 cfs 6.664 af Peak Elev=893.00' Storage=141,171 cf Inflow=61.00 cfs 10.524 afPond 61P: Englewood Pond Outflow=6.39 cfs 10.431 af Peak Elev=897.28' Storage=25,704 cf Inflow=17.19 cfs 1.236 afPond 65P: Fresh MDW Outflow=4.58 cfs 1.082 af Peak Elev=891.90' Storage=369,798 cf Inflow=20.84 cfs 12.684 afPond 68P: East MNDOT M10 Wetland Outflow=1.83 cfs 9.320 af Total Runoff Area = 101.746 ac Runoff Volume = 13.754 af Average Runoff Depth = 1.62" 71.31% Pervious = 72.556 ac 28.69% Impervious = 29.189 ac MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 39HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: NW Tree Trench Tributary Area Runoff = 1.29 cfs @ 12.10 hrs, Volume= 0.071 af, Depth= 2.10" Routed to Pond 8P : NW Tree Trench - Above Grade Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 6,510 80 >75% Grass cover, Good, HSG D 11,290 98 Paved parking, HSG D 17,800 Weighted Average 6,510 36.57% Pervious Area 11,290 63.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Subcatchment 8S: NW Tree Trench Tributary Area Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=17,800 sf Runoff Volume=0.071 af Runoff Depth=2.10" Tc=7.5 min CN=WQ 1.29 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 40HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 11oS: Offsite East Runoff = 1.32 cfs @ 12.15 hrs, Volume= 0.079 af, Depth= 1.15" Routed to Reach 10R : Lake Susan Site Drainage Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 35,675 80 >75% Grass cover, Good, HSG D 35,675 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.6 94 0.0430 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.87" Subcatchment 11oS: Offsite East Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=35,675 sf Runoff Volume=0.079 af Runoff Depth=1.15" Flow Length=94' Slope=0.0430 '/' Tc=10.6 min CN=80 1.32 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 41HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: Rowhomes Areas adjusted to remove areas to tree trenches. Runoff = 19.07 cfs @ 12.10 hrs, Volume= 1.044 af, Depth= 1.92" Routed to Pond 13P : Row Homes Bio Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 136,820 80 >75% Grass cover, Good, HSG D * 146,955 98 Paved parking & Roofs, HSG D 283,775 Weighted Average 136,820 48.21% Pervious Area 146,955 51.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Subcatchment 13S: Rowhomes Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=283,775 sf Runoff Volume=1.044 af Runoff Depth=1.92" Tc=7.5 min CN=WQ 19.07 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 42HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 14aS: Apartments West Direct Runoff = 0.30 cfs @ 12.14 hrs, Volume= 0.018 af, Depth= 1.54" Routed to Pond 13P : Row Homes Bio Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 1,625 98 Paved parking, HSG D 4,560 80 >75% Grass cover, Good, HSG D 6,185 Weighted Average 4,560 73.73% Pervious Area 1,625 26.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 14aS: Apartments West Direct Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=6,185 sf Runoff Volume=0.018 af Runoff Depth=1.54" Tc=10.0 min CN=WQ 0.30 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 43HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: Northeast (Master Plan) Runoff = 89.09 cfs @ 12.20 hrs, Volume= 6.686 af, Depth= 2.28" Routed to Pond 14P : New Central Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 1,092,453 98 Paved roads w/curbs & sewers, HSG D 365,185 80 >75% Grass cover, Good, HSG D 72,256 98 Water Surface, 0% imp, HSG D 1,529,894 Weighted Average 437,441 28.59% Pervious Area 1,092,453 71.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 14S: Northeast (Master Plan) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=1,529,894 sf Runoff Volume=6.686 af Runoff Depth=2.28" Tc=15.0 min CN=WQ 89.09 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 44HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 61S: Powers (from SRF) Runoff = 23.53 cfs @ 12.12 hrs, Volume= 1.274 af, Depth= 1.63" Routed to Reach 61R : NERDITCH Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description * 9.400 87 Weighted 9.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 Direct Entry, Subcatchment 61S: Powers (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=9.400 ac Runoff Volume=1.274 af Runoff Depth=1.63" Tc=9.0 min CN=87 23.53 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 45HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 62S: NE Ramp (from SRF) Runoff = 8.07 cfs @ 12.11 hrs, Volume= 0.425 af, Depth= 1.21" Routed to Reach 62R : L42 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description * 4.200 81 Weighted 4.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment 62S: NE Ramp (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=4.200 ac Runoff Volume=0.425 af Runoff Depth=1.21" Tc=8.0 min CN=81 8.07 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 46HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 63S: TH 212 (from SRF) Runoff = 18.02 cfs @ 12.17 hrs, Volume= 1.111 af, Depth= 1.63" Routed to Pond 61P : Englewood Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description * 8.200 87 Weighted 8.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 63S: TH 212 (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=8.200 ac Runoff Volume=1.111 af Runoff Depth=1.63" Tc=12.0 min CN=87 18.02 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 47HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 64S: Englewood (from SRF) Runoff = 10.71 cfs @ 12.14 hrs, Volume= 0.638 af, Depth= 0.98" Routed to Pond 61P : Englewood Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description * 7.800 77 Weighted 7.800 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 64S: Englewood (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=7.800 ac Runoff Volume=0.638 af Runoff Depth=0.98" Tc=10.0 min CN=77 10.71 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 48HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 65S: LYMLP (from SRF) Runoff = 10.31 cfs @ 12.21 hrs, Volume= 0.716 af, Depth= 1.34" Routed to Pond 65P : Fresh MDW Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description * 6.400 83 Weighted 6.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 65S: LYMLP (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=6.400 ac Runoff Volume=0.716 af Runoff Depth=1.34" Tc=15.0 min CN=83 10.31 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 49HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 66S: N54 (from SRF) Runoff = 6.75 cfs @ 12.10 hrs, Volume= 0.352 af, Depth= 2.22" Routed to Pond 65P : Fresh MDW Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description * 1.900 94 Weighted 1.900 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 Direct Entry, Subcatchment 66S: N54 (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=1.900 ac Runoff Volume=0.352 af Runoff Depth=2.22" Tc=7.6 min CN=94 6.75 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 50HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 67-1S: Fresh MDW Subcatch 1 (from SRF) Runoff = 1.81 cfs @ 12.09 hrs, Volume= 0.105 af, Depth= 2.87" Routed to Pond 65P : Fresh MDW Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description * 0.440 100 Weighted 0.440 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 67-1S: Fresh MDW Subcatch 1 (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=0.440 ac Runoff Volume=0.105 af Runoff Depth=2.87" Tc=7.0 min CN=100 1.81 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 51HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 67-2S: Fresh MDW Subcatch 2 (from SRF) Runoff = 1.11 cfs @ 12.11 hrs, Volume= 0.063 af, Depth= 0.69" Routed to Pond 65P : Fresh MDW Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description * 1.100 71 Weighted 1.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 67-2S: Fresh MDW Subcatch 2 (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=1.100 ac Runoff Volume=0.063 af Runoff Depth=0.69" Tc=7.0 min CN=71 1.11 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 52HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 67-3S: Fresh MDW Subcatch 3 (from SRF) Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Pond 65P : Fresh MDW Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description * 2.300 10 Weighted 2.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 83.0 Direct Entry, Subcatchment 67-3S: Fresh MDW Subcatch 3 (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=2.300 ac Runoff Volume=0.000 af Runoff Depth=0.00" Tc=83.0 min CN=10 0.00 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 53HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 68S: M10 Runoff = 18.87 cfs @ 12.15 hrs, Volume= 1.171 af, Depth= 0.83" Routed to Pond 68P : East MNDOT M10 Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (ac) CN Description * 17.000 74 Weighted 17.000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 68S: M10 Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=17.000 ac Runoff Volume=1.171 af Runoff Depth=0.83" Tc=10.0 min CN=74 18.87 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 54HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 10R: Lake Susan Site Drainage Inflow Area = 43.006 ac, 66.85% Impervious, Inflow Depth > 1.97" for 2y 24hr event Inflow = 5.85 cfs @ 15.07 hrs, Volume= 7.076 af Outflow = 5.85 cfs @ 15.07 hrs, Volume= 7.076 af, Atten= 0%, Lag= 0.0 min Routed to Reach 61R : NERDITCH Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Reach 10R: Lake Susan Site Drainage Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)6 5 4 3 2 1 0 Inflow Area=43.006 ac 5.85 cfs 5.85 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 55HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 11R: Joint Outlet Pipe - 36" Inflow Area = 42.187 ac, 68.15% Impervious, Inflow Depth > 1.99" for 2y 24hr event Inflow = 5.79 cfs @ 15.07 hrs, Volume= 6.998 af Outflow = 5.79 cfs @ 15.09 hrs, Volume= 6.998 af, Atten= 0%, Lag= 1.5 min Routed to Reach 10R : Lake Susan Site Drainage Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Max. Velocity= 5.10 fps, Min. Travel Time= 2.7 min Avg. Velocity = 1.09 fps, Avg. Travel Time= 12.7 min Peak Storage= 942 cf @ 15.09 hrs Average Depth at Peak Storage= 0.65' , Surface Width= 2.48' Bank-Full Depth= 3.00' Flow Area= 7.1 sf, Capacity= 55.80 cfs 36.0" Round Pipe n= 0.013 Concrete pipe, straight & clean Length= 830.0' Slope= 0.0070 '/' Inlet Invert= 906.00', Outlet Invert= 900.19' Reach 11R: Joint Outlet Pipe - 36" Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)6 5 4 3 2 1 0 Inflow Area=42.187 ac Avg. Flow Depth=0.65' Max Vel=5.10 fps 36.0" Round Pipe n=0.013 L=830.0' S=0.0070 '/' Capacity=55.80 cfs 5.79 cfs 5.79 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 56HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 61R: NERDITCH Inflow Area = 52.406 ac, 54.86% Impervious, Inflow Depth > 1.91" for 2y 24hr event Inflow = 27.66 cfs @ 12.13 hrs, Volume= 8.350 af Outflow = 25.22 cfs @ 12.17 hrs, Volume= 8.350 af, Atten= 9%, Lag= 2.5 min Routed to Pond 61P : Englewood Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Max. Velocity= 2.53 fps, Min. Travel Time= 3.6 min Avg. Velocity = 0.48 fps, Avg. Travel Time= 18.8 min Peak Storage= 5,432 cf @ 12.17 hrs Average Depth at Peak Storage= 0.92' , Surface Width= 13.55' Bank-Full Depth= 5.00' Flow Area= 115.0 sf, Capacity= 737.08 cfs 8.00' x 5.00' deep channel, n= 0.035 Side Slope Z-value= 3.0 '/' Top Width= 38.00' Length= 545.0' Slope= 0.0055 '/' Inlet Invert= 895.00', Outlet Invert= 892.00' ‡ Reach 61R: NERDITCH Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=52.406 ac Avg. Flow Depth=0.92' Max Vel=2.53 fps n=0.035 L=545.0' S=0.0055 '/' Capacity=737.08 cfs 27.66 cfs 25.22 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 57HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 62R: L42 Inflow Area = 4.200 ac, 0.00% Impervious, Inflow Depth = 1.21" for 2y 24hr event Inflow = 8.07 cfs @ 12.11 hrs, Volume= 0.425 af Outflow = 8.02 cfs @ 12.12 hrs, Volume= 0.425 af, Atten= 1%, Lag= 0.5 min Routed to Pond 61P : Englewood Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Max. Velocity= 5.41 fps, Min. Travel Time= 0.6 min Avg. Velocity = 1.78 fps, Avg. Travel Time= 1.9 min Peak Storage= 297 cf @ 12.12 hrs Average Depth at Peak Storage= 0.96' , Surface Width= 2.00' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 17.33 cfs 24.0" Round Pipe n= 0.012 Length= 200.0' Slope= 0.0050 '/' Inlet Invert= 893.00', Outlet Invert= 892.00' Reach 62R: L42 Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=4.200 ac Avg. Flow Depth=0.96' Max Vel=5.41 fps 24.0" Round Pipe n=0.012 L=200.0' S=0.0050 '/' Capacity=17.33 cfs 8.07 cfs 8.02 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 58HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 8P: NW Tree Trench - Above Grade Inflow Area = 0.409 ac, 63.43% Impervious, Inflow Depth = 2.10" for 2y 24hr event Inflow = 1.29 cfs @ 12.10 hrs, Volume= 0.071 af Outflow = 1.22 cfs @ 12.13 hrs, Volume= 0.071 af, Atten= 6%, Lag= 1.6 min Primary = 0.02 cfs @ 12.13 hrs, Volume= 0.030 af Routed to Pond 13P : Row Homes Bio Filtration Basin Secondary = 1.17 cfs @ 12.13 hrs, Volume= 0.042 af Routed to Pond 13P : Row Homes Bio Filtration Basin Tertiary = 0.02 cfs @ 12.13 hrs, Volume= 0.000 af Routed to Pond 13P : Row Homes Bio Filtration Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 920.75' @ 12.13 hrs Surf.Area= 1,218 sf Storage= 410 cf Plug-Flow detention time= 44.2 min calculated for 0.071 af (100% of inflow) Center-of-Mass det. time= 44.2 min ( 817.7 - 773.4 ) Volume Invert Avail.Storage Storage Description #1 920.40' 2,112 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 920.40 1,140 0 0 922.00 1,500 2,112 2,112 Device Routing Invert Outlet Devices #1 Primary 920.40'0.800 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Secondary 920.60'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Tertiary 920.71'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 0.00 28.00 28.00 Elev. (feet) 921.21 921.13 920.71 921.21 Primary OutFlow Max=0.02 cfs @ 12.13 hrs HW=920.75' TW=914.82' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=1.17 cfs @ 12.13 hrs HW=920.75' TW=914.82' (Dynamic Tailwater) 2=Orifice/Grate (Weir Controls 1.17 cfs @ 1.26 fps) Tertiary OutFlow Max=0.02 cfs @ 12.13 hrs HW=920.75' TW=914.82' (Dynamic Tailwater) 3=Asymmetrical Weir (Weir Controls 0.02 cfs @ 0.25 fps) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 59HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 8P: NW Tree Trench - Above Grade Inflow Outflow Primary Secondary Tertiary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 Inflow Area=0.409 ac Peak Elev=920.75' Storage=410 cf 1.29 cfs 1.22 cfs 0.02 cfs 1.17 cfs 0.02 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 60HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 13P: Row Homes Bio Filtration Basin Inflow Area = 7.065 ac, 51.95% Impervious, Inflow Depth = 1.93" for 2y 24hr event Inflow = 20.50 cfs @ 12.11 hrs, Volume= 1.133 af Outflow = 0.54 cfs @ 15.09 hrs, Volume= 0.334 af, Atten= 97%, Lag= 179.2 min Primary = 0.53 cfs @ 15.09 hrs, Volume= 0.237 af Routed to Reach 11R : Joint Outlet Pipe - 36" Secondary = 0.00 cfs @ 7.24 hrs, Volume= 0.097 af Routed to Reach 11R : Joint Outlet Pipe - 36" Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 915.56' @ 15.09 hrs Surf.Area= 28,718 sf Storage= 40,323 cf Plug-Flow detention time= 3,347.6 min calculated for 0.334 af (29% of inflow) Center-of-Mass det. time= 3,206.6 min ( 3,989.3 - 782.7 ) Volume Invert Avail.Storage Storage Description #1 914.00' 161,865 cf Custom Stage - Surface (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 914.00 23,135 0 0 916.00 30,315 53,450 53,450 918.00 38,055 68,370 121,820 919.00 42,035 40,045 161,865 Device Routing Invert Outlet Devices #1 Primary 909.00'15.0" Round Culvert L= 390.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 909.00' / 907.79' S= 0.0031 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 911.00'15.0" Round Culvert L= 400.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 911.00' / 909.80' S= 0.0030 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #3 Device 2 915.50'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 914.00'0.800 in/hr Exfiltration over Horizontal area from 914.00' - 914.05' Excluded Horizontal area = 23,135 sf Primary OutFlow Max=0.53 cfs @ 15.09 hrs HW=915.56' TW=906.65' (Dynamic Tailwater) 1=Culvert (Passes 0.53 cfs of 7.72 cfs potential flow) 2=Culvert (Passes 0.53 cfs of 6.35 cfs potential flow) 3=Orifice/Grate (Weir Controls 0.53 cfs @ 0.77 fps) Secondary OutFlow Max=0.00 cfs @ 7.24 hrs HW=914.05' TW=906.07' (Dynamic Tailwater) 4=Exfiltration (Exfiltration Controls 0.00 cfs) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 61HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 13P: Row Homes Bio Filtration Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.065 ac Peak Elev=915.56' Storage=40,323 cf 20.50 cfs 0.54 cfs 0.53 cfs 0.00 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 62HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 14P: New Central Pond Inflow Area = 35.122 ac, 71.41% Impervious, Inflow Depth = 2.28" for 2y 24hr event Inflow = 89.09 cfs @ 12.20 hrs, Volume= 6.686 af Outflow = 5.40 cfs @ 13.67 hrs, Volume= 6.664 af, Atten= 94%, Lag= 88.3 min Primary = 5.40 cfs @ 13.67 hrs, Volume= 6.664 af Routed to Reach 11R : Joint Outlet Pipe - 36" Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Starting Elev= 912.00' Surf.Area= 72,256 sf Storage= 380,595 cf Peak Elev= 914.54' @ 13.67 hrs Surf.Area= 81,313 sf Storage= 575,380 cf (194,785 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 664.3 min ( 1,438.7 - 774.4 ) Volume Invert Avail.Storage Storage Description #1 905.00' 973,863 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 905.00 43,273 0 0 911.00 61,328 313,803 313,803 912.00 72,256 66,792 380,595 919.00 97,249 593,268 973,863 Device Routing Invert Outlet Devices #1 Primary 909.50'36.0" Round Culvert L= 21.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 909.50' / 909.39' S= 0.0052 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 7.07 sf #2 Device 1 912.00'12.0" Round Culvert - 12" L= 20.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 912.00' / 911.00' S= 0.0500 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.79 sf #3 Device 1 915.10'51.1" W x 31.3" H, R=26.3"/73.0" Pipe Arch RCP_Arch 52x32 L= 20.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 915.10' / 914.90' S= 0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 8.65 sf Primary OutFlow Max=5.40 cfs @ 13.67 hrs HW=914.54' TW=906.63' (Dynamic Tailwater) 1=Culvert (Passes 5.40 cfs of 64.01 cfs potential flow) 2=Culvert - 12" (Inlet Controls 5.40 cfs @ 6.87 fps) 3=RCP_Arch 52x32 ( Controls 0.00 cfs) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 63HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 14P: New Central Pond Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=35.122 ac Peak Elev=914.54' Storage=575,380 cf 89.09 cfs 5.40 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 64HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 61P: Englewood Pond Inflow Area = 72.606 ac, 39.60% Impervious, Inflow Depth = 1.74" for 2y 24hr event Inflow = 61.00 cfs @ 12.16 hrs, Volume= 10.524 af Outflow = 6.39 cfs @ 17.49 hrs, Volume= 10.431 af, Atten= 90%, Lag= 320.1 min Primary = 6.39 cfs @ 17.49 hrs, Volume= 10.431 af Routed to Pond 68P : East MNDOT M10 Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 893.00' @ 17.49 hrs Surf.Area= 147,027 sf Storage= 141,171 cf Plug-Flow detention time= 711.8 min calculated for 10.431 af (99% of inflow) Center-of-Mass det. time= 592.4 min ( 1,913.8 - 1,321.4 ) Volume Invert Avail.Storage Storage Description #1 892.00' 1,031,055 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 892.00 136,580 0 0 895.00 168,060 456,960 456,960 898.00 214,670 574,095 1,031,055 Device Routing Invert Outlet Devices #1 Primary 892.00'42.0" Round Culvert L= 29.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 892.00' / 891.71' S= 0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 9.62 sf #2 Device 1 887.63'42.0" Round Culvert L= 13.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 887.50' / 887.63' S= -0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 9.62 sf Primary OutFlow Max=6.39 cfs @ 17.49 hrs HW=893.00' TW=891.23' (Dynamic Tailwater) 1=Culvert (Barrel Controls 6.39 cfs @ 4.25 fps) 2=Culvert (Passes 6.39 cfs of 46.22 cfs potential flow) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 65HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 61P: Englewood Pond Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=72.606 ac Peak Elev=893.00' Storage=141,171 cf 61.00 cfs 6.39 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 66HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 65P: Fresh MDW Inflow Area = 12.140 ac, 3.62% Impervious, Inflow Depth = 1.22" for 2y 24hr event Inflow = 17.19 cfs @ 12.14 hrs, Volume= 1.236 af Outflow = 4.58 cfs @ 12.60 hrs, Volume= 1.082 af, Atten= 73%, Lag= 27.9 min Primary = 4.58 cfs @ 12.60 hrs, Volume= 1.082 af Routed to Pond 68P : East MNDOT M10 Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 897.28' @ 12.60 hrs Surf.Area= 21,640 sf Storage= 25,704 cf Plug-Flow detention time= 281.3 min calculated for 1.082 af (88% of inflow) Center-of-Mass det. time= 225.0 min ( 1,035.9 - 810.9 ) Volume Invert Avail.Storage Storage Description #1 896.00' 123,320 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 896.00 18,540 0 0 900.00 28,230 93,540 93,540 901.00 31,330 29,780 123,320 Device Routing Invert Outlet Devices #1 Primary 892.35'12.0" Round Culvert L= 35.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 892.00' / 892.35' S= -0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 896.35'33.0" Round Culvert L= 69.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 896.35' / 896.01' S= 0.0049 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 5.94 sf Primary OutFlow Max=4.58 cfs @ 12.60 hrs HW=897.28' TW=890.37' (Dynamic Tailwater) 1=Culvert (Passes 4.58 cfs of 7.96 cfs potential flow) 2=Culvert (Barrel Controls 4.58 cfs @ 3.87 fps) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 67HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 65P: Fresh MDW Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=12.140 ac Peak Elev=897.28' Storage=25,704 cf 17.19 cfs 4.58 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 68HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 68P: East MNDOT M10 Wetland Inflow Area = 101.746 ac, 28.69% Impervious, Inflow Depth > 1.50" for 2y 24hr event Inflow = 20.84 cfs @ 12.16 hrs, Volume= 12.684 af Outflow = 1.83 cfs @ 34.03 hrs, Volume= 9.320 af, Atten= 91%, Lag= 1,312.4 min Primary = 1.83 cfs @ 34.03 hrs, Volume= 9.320 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 891.90' @ 34.03 hrs Surf.Area= 326,048 sf Storage= 369,798 cf Plug-Flow detention time= 3,160.5 min calculated for 9.319 af (73% of inflow) Center-of-Mass det. time= 2,547.5 min ( 4,288.3 - 1,740.9 ) Volume Invert Avail.Storage Storage Description #1 890.00' 1,574,445 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 890.00 68,660 0 0 891.00 198,790 133,725 133,725 892.00 340,250 269,520 403,245 895.00 440,550 1,171,200 1,574,445 Device Routing Invert Outlet Devices #1 Primary 890.30'18.0" Round Culvert L= 155.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 890.30' / 889.53' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 891.00'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 2 890.50'18.0" Round Culvert L= 40.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 890.30' / 890.50' S= -0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf Primary OutFlow Max=1.83 cfs @ 34.03 hrs HW=891.90' (Free Discharge) 1=Culvert (Passes 1.83 cfs of 6.85 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.83 cfs @ 3.35 fps) 3=Culvert (Passes 1.83 cfs of 5.35 cfs potential flow) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 69HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 68P: East MNDOT M10 Wetland Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=101.746 ac Peak Elev=891.90' Storage=369,798 cf 20.84 cfs 1.83 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 70HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Time span=0.00-360.00 hrs, dt=0.01 hrs, 36001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=17,800 sf 63.43% Impervious Runoff Depth=6.96"Subcatchment 8S: NW Tree Trench Tc=7.5 min AMC Adjusted CN=WQ Runoff=0.08 cfs 0.237 af Runoff Area=35,675 sf 0.00% Impervious Runoff Depth=6.96"Subcatchment 11oS: Offsite East Flow Length=94' Slope=0.0430 '/' Tc=10.6 min AMC Adjusted CN=98 Runoff=0.16 cfs 0.475 af Runoff Area=283,775 sf 51.79% Impervious Runoff Depth=6.96"Subcatchment 13S: Rowhomes Tc=7.5 min AMC Adjusted CN=WQ Runoff=1.24 cfs 3.779 af Runoff Area=6,185 sf 26.27% Impervious Runoff Depth=6.96"Subcatchment 14aS: Apartments West Tc=10.0 min AMC Adjusted CN=WQ Runoff=0.03 cfs 0.082 af Runoff Area=1,529,894 sf 71.41% Impervious Runoff Depth=6.96"Subcatchment 14S: Northeast (Master Tc=15.0 min AMC Adjusted CN=WQ Runoff=6.69 cfs 20.373 af Runoff Area=9.400 ac 0.00% Impervious Runoff Depth=6.96"Subcatchment 61S: Powers (from SRF) Tc=9.0 min AMC Adjusted CN=98 Runoff=1.80 cfs 5.453 af Runoff Area=4.200 ac 0.00% Impervious Runoff Depth=6.96"Subcatchment 62S: NE Ramp (from SRF) Tc=8.0 min AMC Adjusted CN=98 Runoff=0.80 cfs 2.436 af Runoff Area=8.200 ac 0.00% Impervious Runoff Depth=6.96"Subcatchment 63S: TH 212 (from SRF) Tc=12.0 min AMC Adjusted CN=98 Runoff=1.56 cfs 4.757 af Runoff Area=7.800 ac 0.00% Impervious Runoff Depth=6.96"Subcatchment 64S: Englewood (from SRF) Tc=10.0 min AMC Adjusted CN=98 Runoff=1.49 cfs 4.524 af Runoff Area=6.400 ac 0.00% Impervious Runoff Depth=6.96"Subcatchment 65S: LYMLP (from SRF) Tc=15.0 min AMC Adjusted CN=98 Runoff=1.22 cfs 3.712 af Runoff Area=1.900 ac 0.00% Impervious Runoff Depth=6.96"Subcatchment 66S: N54 (from SRF) Tc=7.6 min AMC Adjusted CN=98 Runoff=0.36 cfs 1.102 af Runoff Area=0.440 ac 100.00% Impervious Runoff Depth=7.20"Subcatchment 67-1S: Fresh MDW Tc=7.0 min CN=100 Runoff=0.08 cfs 0.264 af Runoff Area=1.100 ac 0.00% Impervious Runoff Depth=6.96"Subcatchment 67-2S: Fresh MDW Subcatch Tc=7.0 min AMC Adjusted CN=98 Runoff=0.21 cfs 0.638 af Runoff Area=2.300 ac 0.00% Impervious Runoff Depth=6.96"Subcatchment 67-3S: Fresh MDW Subcatch Tc=83.0 min AMC Adjusted CN=98 Runoff=0.42 cfs 1.334 af Runoff Area=17.000 ac 0.00% Impervious Runoff Depth=6.96"Subcatchment 68S: M10 Tc=10.0 min AMC Adjusted CN=98 Runoff=3.25 cfs 9.861 af Inflow=5.07 cfs 24.030 afReach 10R: Lake Susan Site Drainage Outflow=5.07 cfs 24.030 af MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 71HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Avg. Flow Depth=0.60' Max Vel=4.87 fps Inflow=4.94 cfs 23.555 afReach 11R: Joint Outlet Pipe - 36" 36.0" Round Pipe n=0.013 L=830.0' S=0.0070 '/' Capacity=55.80 cfs Outflow=4.94 cfs 23.555 af Avg. Flow Depth=0.44' Max Vel=1.65 fps Inflow=6.75 cfs 29.483 afReach 61R: NERDITCH n=0.035 L=545.0' S=0.0055 '/' Capacity=737.08 cfs Outflow=6.75 cfs 29.483 af Avg. Flow Depth=0.29' Max Vel=2.81 fps Inflow=0.80 cfs 2.436 afReach 62R: L42 24.0" Round Pipe n=0.012 L=200.0' S=0.0050 '/' Capacity=17.33 cfs Outflow=0.80 cfs 2.436 af Peak Elev=920.62' Storage=256 cf Inflow=0.08 cfs 0.237 afPond 8P: NW Tree Trench - Above Grade Primary=0.02 cfs 0.211 af Secondary=0.06 cfs 0.026 af Tertiary=0.00 cfs 0.000 af Outflow=0.08 cfs 0.237 af Peak Elev=915.60' Storage=41,642 cf Inflow=1.35 cfs 4.098 afPond 13P: Row Homes Bio Filtration Basin Primary=1.32 cfs 3.144 af Secondary=0.00 cfs 0.096 af Outflow=1.32 cfs 3.240 af Peak Elev=913.55' Storage=497,241 cf Inflow=6.69 cfs 20.373 afPond 14P: New Central Pond Outflow=3.88 cfs 20.316 af Peak Elev=893.40' Storage=201,188 cf Inflow=10.56 cfs 41.200 afPond 61P: Englewood Pond Outflow=7.62 cfs 41.013 af Peak Elev=896.97' Storage=19,184 cf Inflow=2.28 cfs 7.051 afPond 65P: Fresh MDW Outflow=2.17 cfs 6.894 af Peak Elev=893.36' Storage=897,223 cf Inflow=12.56 cfs 57.768 afPond 68P: East MNDOT M10 Wetland Outflow=3.66 cfs 53.594 af Total Runoff Area = 101.746 ac Runoff Volume = 59.028 af Average Runoff Depth = 6.96" 71.31% Pervious = 72.556 ac 28.69% Impervious = 29.189 ac MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 72HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: NW Tree Trench Tributary Area Runoff = 0.08 cfs @ 121.26 hrs, Volume= 0.237 af, Depth= 6.96" Routed to Pond 8P : NW Tree Trench - Above Grade Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 6,510 80 98 >75% Grass cover, Good, HSG D 11,290 98 98 Paved parking, HSG D 17,800 Weighted Average 6,510 36.57% Pervious Area 11,290 63.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Subcatchment 8S: NW Tree Trench Tributary Area Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20" AMC=4 Runoff Area=17,800 sf Runoff Volume=0.237 af Runoff Depth=6.96" Tc=7.5 min AMC Adjusted CN=WQ 0.08 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 73HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 11oS: Offsite East Runoff = 0.16 cfs @ 121.30 hrs, Volume= 0.475 af, Depth= 6.96" Routed to Reach 10R : Lake Susan Site Drainage Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 35,675 80 98 >75% Grass cover, Good, HSG D 35,675 Weighted Average 35,675 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.6 94 0.0430 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.87" Subcatchment 11oS: Offsite East Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20" AMC=4 Runoff Area=35,675 sf Runoff Volume=0.475 af Runoff Depth=6.96" Flow Length=94' Slope=0.0430 '/' Tc=10.6 min AMC Adjusted CN=98 0.16 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 74HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: Rowhomes Areas adjusted to remove areas to tree trenches. Runoff = 1.24 cfs @ 121.26 hrs, Volume= 3.779 af, Depth= 6.96" Routed to Pond 13P : Row Homes Bio Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 136,820 80 98 >75% Grass cover, Good, HSG D * 146,955 98 98 Paved parking & Roofs, HSG D 283,775 Weighted Average 136,820 48.21% Pervious Area 146,955 51.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Subcatchment 13S: Rowhomes Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20" AMC=4 Runoff Area=283,775 sf Runoff Volume=3.779 af Runoff Depth=6.96" Tc=7.5 min AMC Adjusted CN=WQ 1.24 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 75HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 14aS: Apartments West Direct Runoff = 0.03 cfs @ 121.30 hrs, Volume= 0.082 af, Depth= 6.96" Routed to Pond 13P : Row Homes Bio Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 1,625 98 98 Paved parking, HSG D 4,560 80 98 >75% Grass cover, Good, HSG D 6,185 Weighted Average 4,560 73.73% Pervious Area 1,625 26.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 14aS: Apartments West Direct Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)0.03 0.028 0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20" AMC=4 Runoff Area=6,185 sf Runoff Volume=0.082 af Runoff Depth=6.96" Tc=10.0 min AMC Adjusted CN=WQ 0.03 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 76HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: Northeast (Master Plan) Runoff = 6.69 cfs @ 121.35 hrs, Volume= 20.373 af, Depth= 6.96" Routed to Pond 14P : New Central Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 1,092,453 98 98 Paved roads w/curbs & sewers, HSG D 365,185 80 98 >75% Grass cover, Good, HSG D 72,256 98 98 Water Surface, 0% imp, HSG D 1,529,894 Weighted Average 437,441 28.59% Pervious Area 1,092,453 71.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 14S: Northeast (Master Plan) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)7 6 5 4 3 2 1 0 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20" AMC=4 Runoff Area=1,529,894 sf Runoff Volume=20.373 af Runoff Depth=6.96" Tc=15.0 min AMC Adjusted CN=WQ 6.69 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 77HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 61S: Powers (from SRF) Runoff = 1.80 cfs @ 121.29 hrs, Volume= 5.453 af, Depth= 6.96" Routed to Reach 61R : NERDITCH Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description * 9.400 87 98 Weighted 9.400 Weighted Average 9.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 Direct Entry, Subcatchment 61S: Powers (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)2 1 0 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20" AMC=4 Runoff Area=9.400 ac Runoff Volume=5.453 af Runoff Depth=6.96" Tc=9.0 min AMC Adjusted CN=98 1.80 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 78HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 62S: NE Ramp (from SRF) Runoff = 0.80 cfs @ 121.27 hrs, Volume= 2.436 af, Depth= 6.96" Routed to Reach 62R : L42 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description * 4.200 81 98 Weighted 4.200 Weighted Average 4.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment 62S: NE Ramp (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20" AMC=4 Runoff Area=4.200 ac Runoff Volume=2.436 af Runoff Depth=6.96" Tc=8.0 min AMC Adjusted CN=98 0.80 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 79HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 63S: TH 212 (from SRF) Runoff = 1.56 cfs @ 121.32 hrs, Volume= 4.757 af, Depth= 6.96" Routed to Pond 61P : Englewood Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description * 8.200 87 98 Weighted 8.200 Weighted Average 8.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 63S: TH 212 (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20" AMC=4 Runoff Area=8.200 ac Runoff Volume=4.757 af Runoff Depth=6.96" Tc=12.0 min AMC Adjusted CN=98 1.56 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 80HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 64S: Englewood (from SRF) Runoff = 1.49 cfs @ 121.30 hrs, Volume= 4.524 af, Depth= 6.96" Routed to Pond 61P : Englewood Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description * 7.800 77 98 Weighted 7.800 Weighted Average 7.800 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 64S: Englewood (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20" AMC=4 Runoff Area=7.800 ac Runoff Volume=4.524 af Runoff Depth=6.96" Tc=10.0 min AMC Adjusted CN=98 1.49 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 81HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 65S: LYMLP (from SRF) Runoff = 1.22 cfs @ 121.35 hrs, Volume= 3.712 af, Depth= 6.96" Routed to Pond 65P : Fresh MDW Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description * 6.400 83 98 Weighted 6.400 Weighted Average 6.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 65S: LYMLP (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20" AMC=4 Runoff Area=6.400 ac Runoff Volume=3.712 af Runoff Depth=6.96" Tc=15.0 min AMC Adjusted CN=98 1.22 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 82HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 66S: N54 (from SRF) Runoff = 0.36 cfs @ 121.27 hrs, Volume= 1.102 af, Depth= 6.96" Routed to Pond 65P : Fresh MDW Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description * 1.900 94 98 Weighted 1.900 Weighted Average 1.900 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 Direct Entry, Subcatchment 66S: N54 (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20" AMC=4 Runoff Area=1.900 ac Runoff Volume=1.102 af Runoff Depth=6.96" Tc=7.6 min AMC Adjusted CN=98 0.36 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 83HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 67-1S: Fresh MDW Subcatch 1 (from SRF) Runoff = 0.08 cfs @ 121.26 hrs, Volume= 0.264 af, Depth= 7.20" Routed to Pond 65P : Fresh MDW Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Description * 0.440 100 Weighted 0.440 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 67-1S: Fresh MDW Subcatch 1 (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20" AMC=4 Runoff Area=0.440 ac Runoff Volume=0.264 af Runoff Depth=7.20" Tc=7.0 min CN=100 0.08 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 84HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 67-2S: Fresh MDW Subcatch 2 (from SRF) Runoff = 0.21 cfs @ 121.26 hrs, Volume= 0.638 af, Depth= 6.96" Routed to Pond 65P : Fresh MDW Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description * 1.100 71 98 Weighted 1.100 Weighted Average 1.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 67-2S: Fresh MDW Subcatch 2 (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20" AMC=4 Runoff Area=1.100 ac Runoff Volume=0.638 af Runoff Depth=6.96" Tc=7.0 min AMC Adjusted CN=98 0.21 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 85HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 67-3S: Fresh MDW Subcatch 3 (from SRF) Runoff = 0.42 cfs @ 122.19 hrs, Volume= 1.334 af, Depth= 6.96" Routed to Pond 65P : Fresh MDW Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description * 2.300 10 98 Weighted 2.300 Weighted Average 2.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 83.0 Direct Entry, Subcatchment 67-3S: Fresh MDW Subcatch 3 (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20" AMC=4 Runoff Area=2.300 ac Runoff Volume=1.334 af Runoff Depth=6.96" Tc=83.0 min AMC Adjusted CN=98 0.42 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 86HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 68S: M10 Runoff = 3.25 cfs @ 121.30 hrs, Volume= 9.861 af, Depth= 6.96" Routed to Pond 68P : East MNDOT M10 Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description * 17.000 74 98 Weighted 17.000 Weighted Average 17.000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 68S: M10 Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)3 2 1 0 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20" AMC=4 Runoff Area=17.000 ac Runoff Volume=9.861 af Runoff Depth=6.96" Tc=10.0 min AMC Adjusted CN=98 3.25 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 87HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 10R: Lake Susan Site Drainage Inflow Area = 43.006 ac, 66.85% Impervious, Inflow Depth > 6.71" for 10 day snowmelt event Inflow = 5.07 cfs @ 122.22 hrs, Volume= 24.030 af Outflow = 5.07 cfs @ 122.22 hrs, Volume= 24.030 af, Atten= 0%, Lag= 0.0 min Routed to Reach 61R : NERDITCH Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Reach 10R: Lake Susan Site Drainage Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)5 4 3 2 1 0 Inflow Area=43.006 ac 5.07 cfs 5.07 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 88HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 11R: Joint Outlet Pipe - 36" Inflow Area = 42.187 ac, 68.15% Impervious, Inflow Depth > 6.70" for 10 day snowmelt event Inflow = 4.94 cfs @ 122.32 hrs, Volume= 23.555 af Outflow = 4.94 cfs @ 122.35 hrs, Volume= 23.555 af, Atten= 0%, Lag= 1.9 min Routed to Reach 10R : Lake Susan Site Drainage Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Max. Velocity= 4.87 fps, Min. Travel Time= 2.8 min Avg. Velocity = 2.35 fps, Avg. Travel Time= 5.9 min Peak Storage= 842 cf @ 122.35 hrs Average Depth at Peak Storage= 0.60' , Surface Width= 2.40' Bank-Full Depth= 3.00' Flow Area= 7.1 sf, Capacity= 55.80 cfs 36.0" Round Pipe n= 0.013 Concrete pipe, straight & clean Length= 830.0' Slope= 0.0070 '/' Inlet Invert= 906.00', Outlet Invert= 900.19' Reach 11R: Joint Outlet Pipe - 36" Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)5 4 3 2 1 0 Inflow Area=42.187 ac Avg. Flow Depth=0.60' Max Vel=4.87 fps 36.0" Round Pipe n=0.013 L=830.0' S=0.0070 '/' Capacity=55.80 cfs 4.94 cfs 4.94 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 89HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 61R: NERDITCH Inflow Area = 52.406 ac, 54.86% Impervious, Inflow Depth > 6.75" for 10 day snowmelt event Inflow = 6.75 cfs @ 121.49 hrs, Volume= 29.483 af Outflow = 6.75 cfs @ 121.57 hrs, Volume= 29.483 af, Atten= 0%, Lag= 4.6 min Routed to Pond 61P : Englewood Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Max. Velocity= 1.65 fps, Min. Travel Time= 5.5 min Avg. Velocity = 0.75 fps, Avg. Travel Time= 12.1 min Peak Storage= 2,226 cf @ 121.57 hrs Average Depth at Peak Storage= 0.44' , Surface Width= 10.63' Bank-Full Depth= 5.00' Flow Area= 115.0 sf, Capacity= 737.08 cfs 8.00' x 5.00' deep channel, n= 0.035 Side Slope Z-value= 3.0 '/' Top Width= 38.00' Length= 545.0' Slope= 0.0055 '/' Inlet Invert= 895.00', Outlet Invert= 892.00' ‡ Reach 61R: NERDITCH Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=52.406 ac Avg. Flow Depth=0.44' Max Vel=1.65 fps n=0.035 L=545.0' S=0.0055 '/' Capacity=737.08 cfs 6.75 cfs 6.75 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 90HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 62R: L42 Inflow Area = 4.200 ac, 0.00% Impervious, Inflow Depth = 6.96" for 10 day snowmelt event Inflow = 0.80 cfs @ 121.27 hrs, Volume= 2.436 af Outflow = 0.80 cfs @ 121.29 hrs, Volume= 2.436 af, Atten= 0%, Lag= 1.1 min Routed to Pond 61P : Englewood Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Max. Velocity= 2.81 fps, Min. Travel Time= 1.2 min Avg. Velocity = 1.53 fps, Avg. Travel Time= 2.2 min Peak Storage= 57 cf @ 121.29 hrs Average Depth at Peak Storage= 0.29' , Surface Width= 1.41' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 17.33 cfs 24.0" Round Pipe n= 0.012 Length= 200.0' Slope= 0.0050 '/' Inlet Invert= 893.00', Outlet Invert= 892.00' Reach 62R: L42 Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=4.200 ac Avg. Flow Depth=0.29' Max Vel=2.81 fps 24.0" Round Pipe n=0.012 L=200.0' S=0.0050 '/' Capacity=17.33 cfs 0.80 cfs 0.80 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 91HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 8P: NW Tree Trench - Above Grade Inflow Area = 0.409 ac, 63.43% Impervious, Inflow Depth = 6.96" for 10 day snowmelt event Inflow = 0.08 cfs @ 121.26 hrs, Volume= 0.237 af Outflow = 0.08 cfs @ 121.32 hrs, Volume= 0.237 af, Atten= 0%, Lag= 3.5 min Primary = 0.02 cfs @ 121.32 hrs, Volume= 0.211 af Routed to Pond 13P : Row Homes Bio Filtration Basin Secondary = 0.06 cfs @ 121.32 hrs, Volume= 0.026 af Routed to Pond 13P : Row Homes Bio Filtration Basin Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 13P : Row Homes Bio Filtration Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 920.62' @ 121.32 hrs Surf.Area= 1,189 sf Storage= 256 cf Plug-Flow detention time= 37.8 min calculated for 0.237 af (100% of inflow) Center-of-Mass det. time= 37.8 min ( 7,421.1 - 7,383.3 ) Volume Invert Avail.Storage Storage Description #1 920.40' 2,112 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 920.40 1,140 0 0 922.00 1,500 2,112 2,112 Device Routing Invert Outlet Devices #1 Primary 920.40'0.800 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Secondary 920.60'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Tertiary 920.71'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 0.00 28.00 28.00 Elev. (feet) 921.21 921.13 920.71 921.21 Primary OutFlow Max=0.02 cfs @ 121.32 hrs HW=920.62' TW=915.60' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=0.06 cfs @ 121.32 hrs HW=920.62' TW=915.60' (Dynamic Tailwater) 2=Orifice/Grate (Weir Controls 0.06 cfs @ 0.46 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=920.40' TW=914.00' (Dynamic Tailwater) 3=Asymmetrical Weir ( Controls 0.00 cfs) MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 92HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 8P: NW Tree Trench - Above Grade Inflow Outflow Primary Secondary Tertiary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.409 ac Peak Elev=920.62' Storage=256 cf 0.08 cfs 0.08 cfs 0.02 cfs 0.06 cfs 0.00 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 93HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 13P: Row Homes Bio Filtration Basin Inflow Area = 7.065 ac, 51.95% Impervious, Inflow Depth = 6.96" for 10 day snowmelt event Inflow = 1.35 cfs @ 121.26 hrs, Volume= 4.098 af Outflow = 1.32 cfs @ 121.45 hrs, Volume= 3.240 af, Atten= 2%, Lag= 11.4 min Primary = 1.32 cfs @ 121.45 hrs, Volume= 3.144 af Routed to Reach 11R : Joint Outlet Pipe - 36" Secondary = 0.00 cfs @ 13.10 hrs, Volume= 0.096 af Routed to Reach 11R : Joint Outlet Pipe - 36" Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 915.60' @ 121.45 hrs Surf.Area= 28,883 sf Storage= 41,642 cf Plug-Flow detention time= 2,489.1 min calculated for 3.240 af (79% of inflow) Center-of-Mass det. time= 1,304.8 min ( 8,690.3 - 7,385.5 ) Volume Invert Avail.Storage Storage Description #1 914.00' 161,865 cf Custom Stage - Surface (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 914.00 23,135 0 0 916.00 30,315 53,450 53,450 918.00 38,055 68,370 121,820 919.00 42,035 40,045 161,865 Device Routing Invert Outlet Devices #1 Primary 909.00'15.0" Round Culvert L= 390.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 909.00' / 907.79' S= 0.0031 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 911.00'15.0" Round Culvert L= 400.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 911.00' / 909.80' S= 0.0030 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #3 Device 2 915.50'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 914.00'0.800 in/hr Exfiltration over Horizontal area from 914.00' - 914.05' Excluded Horizontal area = 23,135 sf Primary OutFlow Max=1.32 cfs @ 121.45 hrs HW=915.60' TW=906.60' (Dynamic Tailwater) 1=Culvert (Passes 1.32 cfs of 7.75 cfs potential flow) 2=Culvert (Passes 1.32 cfs of 6.38 cfs potential flow) 3=Orifice/Grate (Weir Controls 1.32 cfs @ 1.04 fps) Secondary OutFlow Max=0.00 cfs @ 13.10 hrs HW=914.05' TW=906.05' (Dynamic Tailwater) 4=Exfiltration (Exfiltration Controls 0.00 cfs) MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 94HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 13P: Row Homes Bio Filtration Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 Inflow Area=7.065 ac Peak Elev=915.60' Storage=41,642 cf 1.35 cfs 1.32 cfs 1.32 cfs 0.00 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 95HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 14P: New Central Pond Inflow Area = 35.122 ac, 71.41% Impervious, Inflow Depth = 6.96" for 10 day snowmelt event Inflow = 6.69 cfs @ 121.35 hrs, Volume= 20.373 af Outflow = 3.88 cfs @ 124.37 hrs, Volume= 20.316 af, Atten= 42%, Lag= 181.2 min Primary = 3.88 cfs @ 124.37 hrs, Volume= 20.316 af Routed to Reach 11R : Joint Outlet Pipe - 36" Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Starting Elev= 912.00' Surf.Area= 72,256 sf Storage= 380,595 cf Peak Elev= 913.55' @ 124.37 hrs Surf.Area= 77,807 sf Storage= 497,241 cf (116,646 cf above start) Plug-Flow detention time= 4,681.0 min calculated for 11.578 af (57% of inflow) Center-of-Mass det. time= 611.4 min ( 8,001.7 - 7,390.2 ) Volume Invert Avail.Storage Storage Description #1 905.00' 973,863 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 905.00 43,273 0 0 911.00 61,328 313,803 313,803 912.00 72,256 66,792 380,595 919.00 97,249 593,268 973,863 Device Routing Invert Outlet Devices #1 Primary 909.50'36.0" Round Culvert L= 21.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 909.50' / 909.39' S= 0.0052 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 7.07 sf #2 Device 1 912.00'12.0" Round Culvert - 12" L= 20.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 912.00' / 911.00' S= 0.0500 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.79 sf #3 Device 1 915.10'51.1" W x 31.3" H, R=26.3"/73.0" Pipe Arch RCP_Arch 52x32 L= 20.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 915.10' / 914.90' S= 0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 8.65 sf Primary OutFlow Max=3.88 cfs @ 124.37 hrs HW=913.55' TW=906.59' (Dynamic Tailwater) 1=Culvert (Passes 3.88 cfs of 47.62 cfs potential flow) 2=Culvert - 12" (Inlet Controls 3.88 cfs @ 4.94 fps) 3=RCP_Arch 52x32 ( Controls 0.00 cfs) MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 96HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 14P: New Central Pond Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=35.122 ac Peak Elev=913.55' Storage=497,241 cf 6.69 cfs 3.88 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 97HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 61P: Englewood Pond Inflow Area = 72.606 ac, 39.60% Impervious, Inflow Depth > 6.81" for 10 day snowmelt event Inflow = 10.56 cfs @ 121.37 hrs, Volume= 41.200 af Outflow = 7.62 cfs @ 122.84 hrs, Volume= 41.013 af, Atten= 28%, Lag= 88.3 min Primary = 7.62 cfs @ 122.84 hrs, Volume= 41.013 af Routed to Pond 68P : East MNDOT M10 Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 893.40' @ 142.74 hrs Surf.Area= 151,249 sf Storage= 201,188 cf Plug-Flow detention time= 956.6 min calculated for 41.012 af (100% of inflow) Center-of-Mass det. time= 911.7 min ( 8,712.5 - 7,800.8 ) Volume Invert Avail.Storage Storage Description #1 892.00' 1,031,055 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 892.00 136,580 0 0 895.00 168,060 456,960 456,960 898.00 214,670 574,095 1,031,055 Device Routing Invert Outlet Devices #1 Primary 892.00'42.0" Round Culvert L= 29.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 892.00' / 891.71' S= 0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 9.62 sf #2 Device 1 887.63'42.0" Round Culvert L= 13.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 887.50' / 887.63' S= -0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 9.62 sf Primary OutFlow Max=7.61 cfs @ 122.84 hrs HW=893.20' TW=892.77' (Dynamic Tailwater) 1=Culvert (Outlet Controls 7.61 cfs @ 3.89 fps) 2=Culvert (Passes 7.61 cfs of 30.42 cfs potential flow) MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 98HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 61P: Englewood Pond Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=72.606 ac Peak Elev=893.40' Storage=201,188 cf 10.56 cfs 7.62 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 99HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 65P: Fresh MDW Inflow Area = 12.140 ac, 3.62% Impervious, Inflow Depth = 6.97" for 10 day snowmelt event Inflow = 2.28 cfs @ 121.32 hrs, Volume= 7.051 af Outflow = 2.17 cfs @ 121.85 hrs, Volume= 6.894 af, Atten= 5%, Lag= 32.2 min Primary = 2.17 cfs @ 121.85 hrs, Volume= 6.894 af Routed to Pond 68P : East MNDOT M10 Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 896.97' @ 121.85 hrs Surf.Area= 20,897 sf Storage= 19,184 cf Plug-Flow detention time= 510.3 min calculated for 6.894 af (98% of inflow) Center-of-Mass det. time= 357.9 min ( 7,750.8 - 7,392.9 ) Volume Invert Avail.Storage Storage Description #1 896.00' 123,320 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 896.00 18,540 0 0 900.00 28,230 93,540 93,540 901.00 31,330 29,780 123,320 Device Routing Invert Outlet Devices #1 Primary 892.35'12.0" Round Culvert L= 35.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 892.00' / 892.35' S= -0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 896.35'33.0" Round Culvert L= 69.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 896.35' / 896.01' S= 0.0049 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 5.94 sf Primary OutFlow Max=2.17 cfs @ 121.85 hrs HW=896.97' TW=892.68' (Dynamic Tailwater) 1=Culvert (Passes 2.17 cfs of 7.68 cfs potential flow) 2=Culvert (Barrel Controls 2.17 cfs @ 3.24 fps) MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 100HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 65P: Fresh MDW Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)2 1 0 Inflow Area=12.140 ac Peak Elev=896.97' Storage=19,184 cf 2.28 cfs 2.17 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 101HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 68P: East MNDOT M10 Wetland Inflow Area = 101.746 ac, 28.69% Impervious, Inflow Depth > 6.81" for 10 day snowmelt event Inflow = 12.56 cfs @ 121.81 hrs, Volume= 57.768 af Outflow = 3.66 cfs @ 145.89 hrs, Volume= 53.594 af, Atten= 71%, Lag= 1,444.6 min Primary = 3.66 cfs @ 145.89 hrs, Volume= 53.594 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 893.36' @ 145.89 hrs Surf.Area= 385,747 sf Storage= 897,223 cf Plug-Flow detention time= 3,540.8 min calculated for 53.594 af (93% of inflow) Center-of-Mass det. time= 3,005.1 min ( 11,376.3 - 8,371.2 ) Volume Invert Avail.Storage Storage Description #1 890.00' 1,574,445 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 890.00 68,660 0 0 891.00 198,790 133,725 133,725 892.00 340,250 269,520 403,245 895.00 440,550 1,171,200 1,574,445 Device Routing Invert Outlet Devices #1 Primary 890.30'18.0" Round Culvert L= 155.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 890.30' / 889.53' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 891.00'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 2 890.50'18.0" Round Culvert L= 40.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 890.30' / 890.50' S= -0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf Primary OutFlow Max=3.66 cfs @ 145.89 hrs HW=893.36' (Free Discharge) 1=Culvert (Passes 3.66 cfs of 10.40 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.66 cfs @ 6.71 fps) 3=Culvert (Passes 3.66 cfs of 11.86 cfs potential flow) MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 102HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 68P: East MNDOT M10 Wetland Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=101.746 ac Peak Elev=893.36' Storage=897,223 cf 12.56 cfs 3.66 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 103HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Time span=0.00-360.00 hrs, dt=0.01 hrs, 36001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=17,800 sf 63.43% Impervious Runoff Depth=3.39"Subcatchment 8S: NW Tree Trench Tc=7.5 min CN=WQ Runoff=2.13 cfs 0.115 af Runoff Area=35,675 sf 0.00% Impervious Runoff Depth=2.27"Subcatchment 11oS: Offsite East Flow Length=94' Slope=0.0430 '/' Tc=10.6 min CN=80 Runoff=2.71 cfs 0.155 af Runoff Area=283,775 sf 51.79% Impervious Runoff Depth=3.18"Subcatchment 13S: Rowhomes Tc=7.5 min CN=WQ Runoff=32.31 cfs 1.728 af Runoff Area=6,185 sf 26.27% Impervious Runoff Depth=2.73"Subcatchment 14aS: Apartments West Tc=10.0 min CN=WQ Runoff=0.56 cfs 0.032 af Runoff Area=1,529,894 sf 71.41% Impervious Runoff Depth=3.61"Subcatchment 14S: Northeast (Master Tc=15.0 min CN=WQ Runoff=143.03 cfs 10.573 af Runoff Area=9.400 ac 0.00% Impervious Runoff Depth=2.89"Subcatchment 61S: Powers (from SRF) Tc=9.0 min CN=87 Runoff=42.32 cfs 2.260 af Runoff Area=4.200 ac 0.00% Impervious Runoff Depth=2.35"Subcatchment 62S: NE Ramp (from SRF) Tc=8.0 min CN=81 Runoff=16.23 cfs 0.823 af Runoff Area=8.200 ac 0.00% Impervious Runoff Depth=2.89"Subcatchment 63S: TH 212 (from SRF) Tc=12.0 min CN=87 Runoff=32.44 cfs 1.972 af Runoff Area=7.800 ac 0.00% Impervious Runoff Depth=2.03"Subcatchment 64S: Englewood (from SRF) Tc=10.0 min CN=77 Runoff=23.60 cfs 1.316 af Runoff Area=6.400 ac 0.00% Impervious Runoff Depth=2.52"Subcatchment 65S: LYMLP (from SRF) Tc=15.0 min CN=83 Runoff=19.99 cfs 1.345 af Runoff Area=1.900 ac 0.00% Impervious Runoff Depth=3.59"Subcatchment 66S: N54 (from SRF) Tc=7.6 min CN=94 Runoff=10.86 cfs 0.568 af Runoff Area=0.440 ac 100.00% Impervious Runoff Depth=4.27"Subcatchment 67-1S: Fresh MDW Tc=7.0 min CN=100 Runoff=2.75 cfs 0.157 af Runoff Area=1.100 ac 0.00% Impervious Runoff Depth=1.58"Subcatchment 67-2S: Fresh MDW Subcatch Tc=7.0 min CN=71 Runoff=2.91 cfs 0.145 af Runoff Area=2.300 ac 0.00% Impervious Runoff Depth=0.00"Subcatchment 67-3S: Fresh MDW Subcatch Tc=83.0 min CN=10 Runoff=0.00 cfs 0.000 af Runoff Area=17.000 ac 0.00% Impervious Runoff Depth=1.80"Subcatchment 68S: M10 Tc=10.0 min CN=74 Runoff=45.10 cfs 2.546 af Inflow=18.20 cfs 11.782 afReach 10R: Lake Susan Site Drainage Outflow=18.20 cfs 11.782 af MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 104HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Avg. Flow Depth=1.17' Max Vel=7.02 fps Inflow=17.84 cfs 11.627 afReach 11R: Joint Outlet Pipe - 36" 36.0" Round Pipe n=0.013 L=830.0' S=0.0070 '/' Capacity=55.80 cfs Outflow=17.82 cfs 11.627 af Avg. Flow Depth=1.28' Max Vel=3.02 fps Inflow=49.11 cfs 14.042 afReach 61R: NERDITCH n=0.035 L=545.0' S=0.0055 '/' Capacity=737.08 cfs Outflow=45.66 cfs 14.042 af Avg. Flow Depth=1.53' Max Vel=6.27 fps Inflow=16.23 cfs 0.823 afReach 62R: L42 24.0" Round Pipe n=0.012 L=200.0' S=0.0050 '/' Capacity=17.33 cfs Outflow=16.13 cfs 0.823 af Peak Elev=920.80' Storage=473 cf Inflow=2.13 cfs 0.115 afPond 8P: NW Tree Trench - Above Grade Primary=0.02 cfs 0.031 af Secondary=1.83 cfs 0.083 af Tertiary=0.21 cfs 0.002 af Outflow=2.06 cfs 0.115 af Peak Elev=915.82' Storage=47,931 cf Inflow=34.83 cfs 1.875 afPond 13P: Row Homes Bio Filtration Basin Primary=6.53 cfs 0.979 af Secondary=0.00 cfs 0.097 af Outflow=6.54 cfs 1.076 af Peak Elev=915.87' Storage=686,849 cf Inflow=143.03 cfs 10.573 afPond 14P: New Central Pond Outflow=13.80 cfs 10.551 af Peak Elev=893.74' Storage=253,196 cf Inflow=116.18 cfs 18.152 afPond 61P: Englewood Pond Outflow=16.97 cfs 18.058 af Peak Elev=898.12' Storage=44,673 cf Inflow=31.73 cfs 2.215 afPond 65P: Fresh MDW Outflow=8.68 cfs 2.061 af Peak Elev=892.69' Storage=647,317 cf Inflow=54.09 cfs 22.665 afPond 68P: East MNDOT M10 Wetland Outflow=2.97 cfs 19.278 af Total Runoff Area = 101.746 ac Runoff Volume = 23.735 af Average Runoff Depth = 2.80" 71.31% Pervious = 72.556 ac 28.69% Impervious = 29.189 ac MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 105HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: NW Tree Trench Tributary Area Runoff = 2.13 cfs @ 12.10 hrs, Volume= 0.115 af, Depth= 3.39" Routed to Pond 8P : NW Tree Trench - Above Grade Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 6,510 80 >75% Grass cover, Good, HSG D 11,290 98 Paved parking, HSG D 17,800 Weighted Average 6,510 36.57% Pervious Area 11,290 63.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Subcatchment 8S: NW Tree Trench Tributary Area Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=17,800 sf Runoff Volume=0.115 af Runoff Depth=3.39" Tc=7.5 min CN=WQ 2.13 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 106HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 11oS: Offsite East Runoff = 2.71 cfs @ 12.15 hrs, Volume= 0.155 af, Depth= 2.27" Routed to Reach 10R : Lake Susan Site Drainage Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 35,675 80 >75% Grass cover, Good, HSG D 35,675 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.6 94 0.0430 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.87" Subcatchment 11oS: Offsite East Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=35,675 sf Runoff Volume=0.155 af Runoff Depth=2.27" Flow Length=94' Slope=0.0430 '/' Tc=10.6 min CN=80 2.71 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 107HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: Rowhomes Areas adjusted to remove areas to tree trenches. Runoff = 32.31 cfs @ 12.10 hrs, Volume= 1.728 af, Depth= 3.18" Routed to Pond 13P : Row Homes Bio Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 136,820 80 >75% Grass cover, Good, HSG D * 146,955 98 Paved parking & Roofs, HSG D 283,775 Weighted Average 136,820 48.21% Pervious Area 146,955 51.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Subcatchment 13S: Rowhomes Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=283,775 sf Runoff Volume=1.728 af Runoff Depth=3.18" Tc=7.5 min CN=WQ 32.31 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 108HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 14aS: Apartments West Direct Runoff = 0.56 cfs @ 12.14 hrs, Volume= 0.032 af, Depth= 2.73" Routed to Pond 13P : Row Homes Bio Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 1,625 98 Paved parking, HSG D 4,560 80 >75% Grass cover, Good, HSG D 6,185 Weighted Average 4,560 73.73% Pervious Area 1,625 26.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 14aS: Apartments West Direct Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=6,185 sf Runoff Volume=0.032 af Runoff Depth=2.73" Tc=10.0 min CN=WQ 0.56 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 109HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: Northeast (Master Plan) Runoff = 143.03 cfs @ 12.19 hrs, Volume= 10.573 af, Depth= 3.61" Routed to Pond 14P : New Central Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 1,092,453 98 Paved roads w/curbs & sewers, HSG D 365,185 80 >75% Grass cover, Good, HSG D 72,256 98 Water Surface, 0% imp, HSG D 1,529,894 Weighted Average 437,441 28.59% Pervious Area 1,092,453 71.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 14S: Northeast (Master Plan) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=1,529,894 sf Runoff Volume=10.573 af Runoff Depth=3.61" Tc=15.0 min CN=WQ 143.03 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 110HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 61S: Powers (from SRF) Runoff = 42.32 cfs @ 12.12 hrs, Volume= 2.260 af, Depth= 2.89" Routed to Reach 61R : NERDITCH Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description * 9.400 87 Weighted 9.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 Direct Entry, Subcatchment 61S: Powers (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=9.400 ac Runoff Volume=2.260 af Runoff Depth=2.89" Tc=9.0 min CN=87 42.32 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 111HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 62S: NE Ramp (from SRF) Runoff = 16.23 cfs @ 12.11 hrs, Volume= 0.823 af, Depth= 2.35" Routed to Reach 62R : L42 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description * 4.200 81 Weighted 4.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment 62S: NE Ramp (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=4.200 ac Runoff Volume=0.823 af Runoff Depth=2.35" Tc=8.0 min CN=81 16.23 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 112HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 63S: TH 212 (from SRF) Runoff = 32.44 cfs @ 12.16 hrs, Volume= 1.972 af, Depth= 2.89" Routed to Pond 61P : Englewood Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description * 8.200 87 Weighted 8.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 63S: TH 212 (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=8.200 ac Runoff Volume=1.972 af Runoff Depth=2.89" Tc=12.0 min CN=87 32.44 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 113HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 64S: Englewood (from SRF) Runoff = 23.60 cfs @ 12.14 hrs, Volume= 1.316 af, Depth= 2.03" Routed to Pond 61P : Englewood Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description * 7.800 77 Weighted 7.800 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 64S: Englewood (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=7.800 ac Runoff Volume=1.316 af Runoff Depth=2.03" Tc=10.0 min CN=77 23.60 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 114HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 65S: LYMLP (from SRF) Runoff = 19.99 cfs @ 12.20 hrs, Volume= 1.345 af, Depth= 2.52" Routed to Pond 65P : Fresh MDW Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description * 6.400 83 Weighted 6.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 65S: LYMLP (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=6.400 ac Runoff Volume=1.345 af Runoff Depth=2.52" Tc=15.0 min CN=83 19.99 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 115HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 66S: N54 (from SRF) Runoff = 10.86 cfs @ 12.10 hrs, Volume= 0.568 af, Depth= 3.59" Routed to Pond 65P : Fresh MDW Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description * 1.900 94 Weighted 1.900 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 Direct Entry, Subcatchment 66S: N54 (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=1.900 ac Runoff Volume=0.568 af Runoff Depth=3.59" Tc=7.6 min CN=94 10.86 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 116HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 67-1S: Fresh MDW Subcatch 1 (from SRF) Runoff = 2.75 cfs @ 12.09 hrs, Volume= 0.157 af, Depth= 4.27" Routed to Pond 65P : Fresh MDW Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description * 0.440 100 Weighted 0.440 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 67-1S: Fresh MDW Subcatch 1 (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=0.440 ac Runoff Volume=0.157 af Runoff Depth=4.27" Tc=7.0 min CN=100 2.75 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 117HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 67-2S: Fresh MDW Subcatch 2 (from SRF) Runoff = 2.91 cfs @ 12.10 hrs, Volume= 0.145 af, Depth= 1.58" Routed to Pond 65P : Fresh MDW Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description * 1.100 71 Weighted 1.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 67-2S: Fresh MDW Subcatch 2 (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=1.100 ac Runoff Volume=0.145 af Runoff Depth=1.58" Tc=7.0 min CN=71 2.91 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 118HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 67-3S: Fresh MDW Subcatch 3 (from SRF) Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Pond 65P : Fresh MDW Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description * 2.300 10 Weighted 2.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 83.0 Direct Entry, Subcatchment 67-3S: Fresh MDW Subcatch 3 (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=2.300 ac Runoff Volume=0.000 af Runoff Depth=0.00" Tc=83.0 min CN=10 0.00 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 119HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 68S: M10 Runoff = 45.10 cfs @ 12.14 hrs, Volume= 2.546 af, Depth= 1.80" Routed to Pond 68P : East MNDOT M10 Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (ac) CN Description * 17.000 74 Weighted 17.000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 68S: M10 Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=17.000 ac Runoff Volume=2.546 af Runoff Depth=1.80" Tc=10.0 min CN=74 45.10 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 120HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 10R: Lake Susan Site Drainage Inflow Area = 43.006 ac, 66.85% Impervious, Inflow Depth > 3.29" for 10y 24hr event Inflow = 18.20 cfs @ 12.75 hrs, Volume= 11.782 af Outflow = 18.20 cfs @ 12.75 hrs, Volume= 11.782 af, Atten= 0%, Lag= 0.0 min Routed to Reach 61R : NERDITCH Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Reach 10R: Lake Susan Site Drainage Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=43.006 ac 18.20 cfs 18.20 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 121HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 11R: Joint Outlet Pipe - 36" Inflow Area = 42.187 ac, 68.15% Impervious, Inflow Depth > 3.31" for 10y 24hr event Inflow = 17.84 cfs @ 12.73 hrs, Volume= 11.627 af Outflow = 17.82 cfs @ 12.76 hrs, Volume= 11.627 af, Atten= 0%, Lag= 1.7 min Routed to Reach 10R : Lake Susan Site Drainage Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Max. Velocity= 7.02 fps, Min. Travel Time= 2.0 min Avg. Velocity = 1.16 fps, Avg. Travel Time= 12.0 min Peak Storage= 2,107 cf @ 12.76 hrs Average Depth at Peak Storage= 1.17' , Surface Width= 2.92' Bank-Full Depth= 3.00' Flow Area= 7.1 sf, Capacity= 55.80 cfs 36.0" Round Pipe n= 0.013 Concrete pipe, straight & clean Length= 830.0' Slope= 0.0070 '/' Inlet Invert= 906.00', Outlet Invert= 900.19' Reach 11R: Joint Outlet Pipe - 36" Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=42.187 ac Avg. Flow Depth=1.17' Max Vel=7.02 fps 36.0" Round Pipe n=0.013 L=830.0' S=0.0070 '/' Capacity=55.80 cfs 17.84 cfs 17.82 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 122HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 61R: NERDITCH Inflow Area = 52.406 ac, 54.86% Impervious, Inflow Depth = 3.22" for 10y 24hr event Inflow = 49.11 cfs @ 12.12 hrs, Volume= 14.042 af Outflow = 45.66 cfs @ 12.16 hrs, Volume= 14.042 af, Atten= 7%, Lag= 2.1 min Routed to Pond 61P : Englewood Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Max. Velocity= 3.02 fps, Min. Travel Time= 3.0 min Avg. Velocity = 0.50 fps, Avg. Travel Time= 18.0 min Peak Storage= 8,233 cf @ 12.16 hrs Average Depth at Peak Storage= 1.28' , Surface Width= 15.66' Bank-Full Depth= 5.00' Flow Area= 115.0 sf, Capacity= 737.08 cfs 8.00' x 5.00' deep channel, n= 0.035 Side Slope Z-value= 3.0 '/' Top Width= 38.00' Length= 545.0' Slope= 0.0055 '/' Inlet Invert= 895.00', Outlet Invert= 892.00' ‡ Reach 61R: NERDITCH Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)50 45 40 35 30 25 20 15 10 5 0 Inflow Area=52.406 ac Avg. Flow Depth=1.28' Max Vel=3.02 fps n=0.035 L=545.0' S=0.0055 '/' Capacity=737.08 cfs 49.11 cfs 45.66 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 123HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 62R: L42 Inflow Area = 4.200 ac, 0.00% Impervious, Inflow Depth = 2.35" for 10y 24hr event Inflow = 16.23 cfs @ 12.11 hrs, Volume= 0.823 af Outflow = 16.13 cfs @ 12.12 hrs, Volume= 0.823 af, Atten= 1%, Lag= 0.5 min Routed to Pond 61P : Englewood Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Max. Velocity= 6.27 fps, Min. Travel Time= 0.5 min Avg. Velocity = 2.01 fps, Avg. Travel Time= 1.7 min Peak Storage= 515 cf @ 12.12 hrs Average Depth at Peak Storage= 1.53' , Surface Width= 1.70' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 17.33 cfs 24.0" Round Pipe n= 0.012 Length= 200.0' Slope= 0.0050 '/' Inlet Invert= 893.00', Outlet Invert= 892.00' Reach 62R: L42 Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.200 ac Avg. Flow Depth=1.53' Max Vel=6.27 fps 24.0" Round Pipe n=0.012 L=200.0' S=0.0050 '/' Capacity=17.33 cfs 16.23 cfs 16.13 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 124HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 8P: NW Tree Trench - Above Grade Inflow Area = 0.409 ac, 63.43% Impervious, Inflow Depth = 3.39" for 10y 24hr event Inflow = 2.13 cfs @ 12.10 hrs, Volume= 0.115 af Outflow = 2.06 cfs @ 12.12 hrs, Volume= 0.115 af, Atten= 3%, Lag= 1.1 min Primary = 0.02 cfs @ 12.12 hrs, Volume= 0.031 af Routed to Pond 13P : Row Homes Bio Filtration Basin Secondary = 1.83 cfs @ 12.12 hrs, Volume= 0.083 af Routed to Pond 13P : Row Homes Bio Filtration Basin Tertiary = 0.21 cfs @ 12.12 hrs, Volume= 0.002 af Routed to Pond 13P : Row Homes Bio Filtration Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 920.80' @ 12.12 hrs Surf.Area= 1,230 sf Storage= 473 cf Plug-Flow detention time= 32.5 min calculated for 0.115 af (100% of inflow) Center-of-Mass det. time= 32.5 min ( 792.9 - 760.4 ) Volume Invert Avail.Storage Storage Description #1 920.40' 2,112 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 920.40 1,140 0 0 922.00 1,500 2,112 2,112 Device Routing Invert Outlet Devices #1 Primary 920.40'0.800 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Secondary 920.60'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Tertiary 920.71'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 0.00 28.00 28.00 Elev. (feet) 921.21 921.13 920.71 921.21 Primary OutFlow Max=0.02 cfs @ 12.12 hrs HW=920.80' TW=915.33' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=1.83 cfs @ 12.12 hrs HW=920.80' TW=915.33' (Dynamic Tailwater) 2=Orifice/Grate (Weir Controls 1.83 cfs @ 1.46 fps) Tertiary OutFlow Max=0.21 cfs @ 12.12 hrs HW=920.80' TW=915.33' (Dynamic Tailwater) 3=Asymmetrical Weir (Weir Controls 0.21 cfs @ 0.39 fps) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 125HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 8P: NW Tree Trench - Above Grade Inflow Outflow Primary Secondary Tertiary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)2 1 0 Inflow Area=0.409 ac Peak Elev=920.80' Storage=473 cf 2.13 cfs 2.06 cfs 0.02 cfs 1.83 cfs 0.21 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 126HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 13P: Row Homes Bio Filtration Basin Inflow Area = 7.065 ac, 51.95% Impervious, Inflow Depth = 3.19" for 10y 24hr event Inflow = 34.83 cfs @ 12.10 hrs, Volume= 1.875 af Outflow = 6.54 cfs @ 12.54 hrs, Volume= 1.076 af, Atten= 81%, Lag= 26.1 min Primary = 6.53 cfs @ 12.54 hrs, Volume= 0.979 af Routed to Reach 11R : Joint Outlet Pipe - 36" Secondary = 0.00 cfs @ 7.13 hrs, Volume= 0.097 af Routed to Reach 11R : Joint Outlet Pipe - 36" Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 915.82' @ 12.54 hrs Surf.Area= 29,654 sf Storage= 47,931 cf Plug-Flow detention time= 1,102.0 min calculated for 1.076 af (57% of inflow) Center-of-Mass det. time= 1,024.4 min ( 1,791.8 - 767.4 ) Volume Invert Avail.Storage Storage Description #1 914.00' 161,865 cf Custom Stage - Surface (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 914.00 23,135 0 0 916.00 30,315 53,450 53,450 918.00 38,055 68,370 121,820 919.00 42,035 40,045 161,865 Device Routing Invert Outlet Devices #1 Primary 909.00'15.0" Round Culvert L= 390.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 909.00' / 907.79' S= 0.0031 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 911.00'15.0" Round Culvert L= 400.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 911.00' / 909.80' S= 0.0030 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #3 Device 2 915.50'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 914.00'0.800 in/hr Exfiltration over Horizontal area from 914.00' - 914.05' Excluded Horizontal area = 23,135 sf Primary OutFlow Max=6.53 cfs @ 12.54 hrs HW=915.82' TW=907.07' (Dynamic Tailwater) 1=Culvert (Passes 6.53 cfs of 7.88 cfs potential flow) 2=Culvert (Barrel Controls 6.53 cfs @ 5.32 fps) 3=Orifice/Grate (Passes 6.53 cfs of 7.30 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 7.13 hrs HW=914.05' TW=906.07' (Dynamic Tailwater) 4=Exfiltration (Exfiltration Controls 0.00 cfs) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 127HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 13P: Row Homes Bio Filtration Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=7.065 ac Peak Elev=915.82' Storage=47,931 cf 34.83 cfs 6.54 cfs 6.53 cfs 0.00 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 128HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 14P: New Central Pond Inflow Area = 35.122 ac, 71.41% Impervious, Inflow Depth = 3.61" for 10y 24hr event Inflow = 143.03 cfs @ 12.19 hrs, Volume= 10.573 af Outflow = 13.80 cfs @ 13.23 hrs, Volume= 10.551 af, Atten= 90%, Lag= 62.1 min Primary = 13.80 cfs @ 13.23 hrs, Volume= 10.551 af Routed to Reach 11R : Joint Outlet Pipe - 36" Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Starting Elev= 912.00' Surf.Area= 72,256 sf Storage= 380,595 cf Peak Elev= 915.87' @ 13.23 hrs Surf.Area= 86,069 sf Storage= 686,849 cf (306,254 cf above start) Plug-Flow detention time= 2,092.3 min calculated for 1.814 af (17% of inflow) Center-of-Mass det. time= 605.7 min ( 1,368.2 - 762.5 ) Volume Invert Avail.Storage Storage Description #1 905.00' 973,863 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 905.00 43,273 0 0 911.00 61,328 313,803 313,803 912.00 72,256 66,792 380,595 919.00 97,249 593,268 973,863 Device Routing Invert Outlet Devices #1 Primary 909.50'36.0" Round Culvert L= 21.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 909.50' / 909.39' S= 0.0052 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 7.07 sf #2 Device 1 912.00'12.0" Round Culvert - 12" L= 20.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 912.00' / 911.00' S= 0.0500 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.79 sf #3 Device 1 915.10'51.1" W x 31.3" H, R=26.3"/73.0" Pipe Arch RCP_Arch 52x32 L= 20.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 915.10' / 914.90' S= 0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 8.65 sf Primary OutFlow Max=13.80 cfs @ 13.23 hrs HW=915.87' TW=907.15' (Dynamic Tailwater) 1=Culvert (Passes 13.80 cfs of 75.10 cfs potential flow) 2=Culvert - 12" (Inlet Controls 6.94 cfs @ 8.84 fps) 3=RCP_Arch 52x32 (Barrel Controls 6.86 cfs @ 3.72 fps) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 129HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 14P: New Central Pond Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=35.122 ac Peak Elev=915.87' Storage=686,849 cf 143.03 cfs 13.80 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 130HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 61P: Englewood Pond Inflow Area = 72.606 ac, 39.60% Impervious, Inflow Depth = 3.00" for 10y 24hr event Inflow = 116.18 cfs @ 12.15 hrs, Volume= 18.152 af Outflow = 16.97 cfs @ 14.29 hrs, Volume= 18.058 af, Atten= 85%, Lag= 128.4 min Primary = 16.97 cfs @ 14.29 hrs, Volume= 18.058 af Routed to Pond 68P : East MNDOT M10 Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 893.74' @ 14.29 hrs Surf.Area= 154,816 sf Storage= 253,196 cf Plug-Flow detention time= 621.4 min calculated for 18.057 af (99% of inflow) Center-of-Mass det. time= 551.3 min ( 1,744.5 - 1,193.2 ) Volume Invert Avail.Storage Storage Description #1 892.00' 1,031,055 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 892.00 136,580 0 0 895.00 168,060 456,960 456,960 898.00 214,670 574,095 1,031,055 Device Routing Invert Outlet Devices #1 Primary 892.00'42.0" Round Culvert L= 29.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 892.00' / 891.71' S= 0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 9.62 sf #2 Device 1 887.63'42.0" Round Culvert L= 13.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 887.50' / 887.63' S= -0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 9.62 sf Primary OutFlow Max=16.97 cfs @ 14.29 hrs HW=893.74' TW=891.50' (Dynamic Tailwater) 1=Culvert (Barrel Controls 16.97 cfs @ 5.20 fps) 2=Culvert (Passes 16.97 cfs of 61.07 cfs potential flow) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 131HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 61P: Englewood Pond Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=72.606 ac Peak Elev=893.74' Storage=253,196 cf 116.18 cfs 16.97 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 132HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 65P: Fresh MDW Inflow Area = 12.140 ac, 3.62% Impervious, Inflow Depth = 2.19" for 10y 24hr event Inflow = 31.73 cfs @ 12.14 hrs, Volume= 2.215 af Outflow = 8.68 cfs @ 12.60 hrs, Volume= 2.061 af, Atten= 73%, Lag= 27.5 min Primary = 8.68 cfs @ 12.60 hrs, Volume= 2.061 af Routed to Pond 68P : East MNDOT M10 Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 898.12' @ 12.60 hrs Surf.Area= 23,668 sf Storage= 44,673 cf Plug-Flow detention time= 179.2 min calculated for 2.061 af (93% of inflow) Center-of-Mass det. time= 147.5 min ( 935.0 - 787.5 ) Volume Invert Avail.Storage Storage Description #1 896.00' 123,320 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 896.00 18,540 0 0 900.00 28,230 93,540 93,540 901.00 31,330 29,780 123,320 Device Routing Invert Outlet Devices #1 Primary 892.35'12.0" Round Culvert L= 35.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 892.00' / 892.35' S= -0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 896.35'33.0" Round Culvert L= 69.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 896.35' / 896.01' S= 0.0049 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 5.94 sf Primary OutFlow Max=8.68 cfs @ 12.60 hrs HW=898.12' TW=890.78' (Dynamic Tailwater) 1=Culvert (Inlet Controls 8.68 cfs @ 11.05 fps) 2=Culvert (Passes 8.68 cfs of 14.23 cfs potential flow) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 133HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 65P: Fresh MDW Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=12.140 ac Peak Elev=898.12' Storage=44,673 cf 31.73 cfs 8.68 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 134HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 68P: East MNDOT M10 Wetland Inflow Area = 101.746 ac, 28.69% Impervious, Inflow Depth > 2.67" for 10y 24hr event Inflow = 54.09 cfs @ 12.15 hrs, Volume= 22.665 af Outflow = 2.97 cfs @ 31.26 hrs, Volume= 19.278 af, Atten= 95%, Lag= 1,146.4 min Primary = 2.97 cfs @ 31.26 hrs, Volume= 19.278 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 892.69' @ 31.26 hrs Surf.Area= 363,442 sf Storage= 647,317 cf Plug-Flow detention time= 3,039.1 min calculated for 19.277 af (85% of inflow) Center-of-Mass det. time= 2,581.6 min ( 4,147.8 - 1,566.2 ) Volume Invert Avail.Storage Storage Description #1 890.00' 1,574,445 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 890.00 68,660 0 0 891.00 198,790 133,725 133,725 892.00 340,250 269,520 403,245 895.00 440,550 1,171,200 1,574,445 Device Routing Invert Outlet Devices #1 Primary 890.30'18.0" Round Culvert L= 155.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 890.30' / 889.53' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 891.00'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 2 890.50'18.0" Round Culvert L= 40.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 890.30' / 890.50' S= -0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf Primary OutFlow Max=2.97 cfs @ 31.26 hrs HW=892.69' (Free Discharge) 1=Culvert (Passes 2.97 cfs of 8.79 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.97 cfs @ 5.44 fps) 3=Culvert (Passes 2.97 cfs of 8.97 cfs potential flow) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2025-06-12 Printed 6/19/2025Prepared by Landform Professional Services Page 135HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 68P: East MNDOT M10 Wetland Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=101.746 ac Peak Elev=892.69' Storage=647,317 cf 54.09 cfs 2.97 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 136HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Time span=0.00-360.00 hrs, dt=0.01 hrs, 36001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=17,800 sf 63.43% Impervious Runoff Depth=6.40"Subcatchment 8S: NW Tree Trench Tc=7.5 min CN=WQ Runoff=3.71 cfs 0.218 af Runoff Area=35,675 sf 0.00% Impervious Runoff Depth=5.07"Subcatchment 11oS: Offsite East Flow Length=94' Slope=0.0430 '/' Tc=10.6 min CN=80 Runoff=5.61 cfs 0.346 af Runoff Area=283,775 sf 51.79% Impervious Runoff Depth=6.16"Subcatchment 13S: Rowhomes Tc=7.5 min CN=WQ Runoff=57.64 cfs 3.344 af Runoff Area=6,185 sf 26.27% Impervious Runoff Depth=5.62"Subcatchment 14aS: Apartments West Tc=10.0 min CN=WQ Runoff=1.06 cfs 0.067 af Runoff Area=1,529,894 sf 71.41% Impervious Runoff Depth=6.67"Subcatchment 14S: Northeast (Master Tc=15.0 min CN=WQ Runoff=243.34 cfs 19.522 af Runoff Area=9.400 ac 0.00% Impervious Runoff Depth=5.88"Subcatchment 61S: Powers (from SRF) Tc=9.0 min CN=87 Runoff=77.82 cfs 4.603 af Runoff Area=4.200 ac 0.00% Impervious Runoff Depth=5.19"Subcatchment 62S: NE Ramp (from SRF) Tc=8.0 min CN=81 Runoff=32.86 cfs 1.816 af Runoff Area=8.200 ac 0.00% Impervious Runoff Depth=5.88"Subcatchment 63S: TH 212 (from SRF) Tc=12.0 min CN=87 Runoff=59.82 cfs 4.016 af Runoff Area=7.800 ac 0.00% Impervious Runoff Depth=4.74"Subcatchment 64S: Englewood (from SRF) Tc=10.0 min CN=77 Runoff=51.54 cfs 3.078 af Runoff Area=6.400 ac 0.00% Impervious Runoff Depth=5.42"Subcatchment 65S: LYMLP (from SRF) Tc=15.0 min CN=83 Runoff=39.40 cfs 2.888 af Runoff Area=1.900 ac 0.00% Impervious Runoff Depth=6.70"Subcatchment 66S: N54 (from SRF) Tc=7.6 min CN=94 Runoff=18.18 cfs 1.060 af Runoff Area=0.440 ac 100.00% Impervious Runoff Depth=7.41"Subcatchment 67-1S: Fresh MDW Tc=7.0 min CN=100 Runoff=4.43 cfs 0.272 af Runoff Area=1.100 ac 0.00% Impervious Runoff Depth=4.07"Subcatchment 67-2S: Fresh MDW Subcatch Tc=7.0 min CN=71 Runoff=7.21 cfs 0.373 af Runoff Area=2.300 ac 0.00% Impervious Runoff Depth=0.00"Subcatchment 67-3S: Fresh MDW Subcatch Tc=83.0 min CN=10 Runoff=0.00 cfs 0.000 af Runoff Area=17.000 ac 0.00% Impervious Runoff Depth=4.40"Subcatchment 68S: M10 Tc=10.0 min CN=74 Runoff=104.71 cfs 6.236 af Inflow=61.50 cfs 22.675 afReach 10R: Lake Susan Site Drainage Outflow=61.50 cfs 22.675 af MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 137HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Avg. Flow Depth=3.00' Max Vel=9.00 fps Inflow=62.94 cfs 22.329 afReach 11R: Joint Outlet Pipe - 36" 36.0" Round Pipe n=0.013 L=830.0' S=0.0070 '/' Capacity=55.80 cfs Outflow=60.02 cfs 22.329 af Avg. Flow Depth=1.86' Max Vel=3.71 fps Inflow=97.75 cfs 27.279 afReach 61R: NERDITCH n=0.035 L=545.0' S=0.0055 '/' Capacity=737.08 cfs Outflow=93.45 cfs 27.278 af Avg. Flow Depth=2.00' Max Vel=6.29 fps Inflow=32.86 cfs 1.816 afReach 62R: L42 24.0" Round Pipe n=0.012 L=200.0' S=0.0050 '/' Capacity=17.33 cfs Outflow=18.89 cfs 1.816 af Peak Elev=920.87' Storage=554 cf Inflow=3.71 cfs 0.218 afPond 8P: NW Tree Trench - Above Grade Primary=0.02 cfs 0.034 af Secondary=2.80 cfs 0.175 af Tertiary=0.83 cfs 0.010 af Outflow=3.65 cfs 0.218 af Peak Elev=917.26' Storage=94,890 cf Inflow=62.23 cfs 3.629 afPond 13P: Row Homes Bio Filtration Basin Primary=7.46 cfs 2.732 af Secondary=0.00 cfs 0.098 af Outflow=7.46 cfs 2.829 af Peak Elev=917.93' Storage=871,635 cf Inflow=243.34 cfs 19.522 afPond 14P: New Central Pond Outflow=55.47 cfs 19.500 af Peak Elev=895.70' Storage=578,747 cf Inflow=220.96 cfs 36.188 afPond 61P: Englewood Pond Outflow=56.68 cfs 36.088 af Peak Elev=900.32' Storage=102,625 cf Inflow=60.84 cfs 4.593 afPond 65P: Fresh MDW Outflow=10.33 cfs 4.439 af Peak Elev=894.45' Storage=1,335,844 cf Inflow=127.66 cfs 46.762 afPond 68P: East MNDOT M10 Wetland Outflow=4.57 cfs 43.294 af Total Runoff Area = 101.746 ac Runoff Volume = 47.839 af Average Runoff Depth = 5.64" 71.31% Pervious = 72.556 ac 28.69% Impervious = 29.189 ac MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 138HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: NW Tree Trench Tributary Area Runoff = 3.71 cfs @ 12.10 hrs, Volume= 0.218 af, Depth= 6.40" Routed to Pond 8P : NW Tree Trench - Above Grade Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (sf) CN Description 6,510 80 >75% Grass cover, Good, HSG D 11,290 98 Paved parking, HSG D 17,800 Weighted Average 6,510 36.57% Pervious Area 11,290 63.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Subcatchment 8S: NW Tree Trench Tributary Area Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=17,800 sf Runoff Volume=0.218 af Runoff Depth=6.40" Tc=7.5 min CN=WQ 3.71 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 139HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 11oS: Offsite East Runoff = 5.61 cfs @ 12.14 hrs, Volume= 0.346 af, Depth= 5.07" Routed to Reach 10R : Lake Susan Site Drainage Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (sf) CN Description 35,675 80 >75% Grass cover, Good, HSG D 35,675 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.6 94 0.0430 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.87" Subcatchment 11oS: Offsite East Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=35,675 sf Runoff Volume=0.346 af Runoff Depth=5.07" Flow Length=94' Slope=0.0430 '/' Tc=10.6 min CN=80 5.61 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 140HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: Rowhomes Areas adjusted to remove areas to tree trenches. Runoff = 57.64 cfs @ 12.10 hrs, Volume= 3.344 af, Depth= 6.16" Routed to Pond 13P : Row Homes Bio Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (sf) CN Description 136,820 80 >75% Grass cover, Good, HSG D * 146,955 98 Paved parking & Roofs, HSG D 283,775 Weighted Average 136,820 48.21% Pervious Area 146,955 51.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Subcatchment 13S: Rowhomes Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=283,775 sf Runoff Volume=3.344 af Runoff Depth=6.16" Tc=7.5 min CN=WQ 57.64 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 141HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 14aS: Apartments West Direct Runoff = 1.06 cfs @ 12.13 hrs, Volume= 0.067 af, Depth= 5.62" Routed to Pond 13P : Row Homes Bio Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (sf) CN Description 1,625 98 Paved parking, HSG D 4,560 80 >75% Grass cover, Good, HSG D 6,185 Weighted Average 4,560 73.73% Pervious Area 1,625 26.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 14aS: Apartments West Direct Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=6,185 sf Runoff Volume=0.067 af Runoff Depth=5.62" Tc=10.0 min CN=WQ 1.06 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 142HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: Northeast (Master Plan) Runoff = 243.34 cfs @ 12.19 hrs, Volume= 19.522 af, Depth= 6.67" Routed to Pond 14P : New Central Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (sf) CN Description 1,092,453 98 Paved roads w/curbs & sewers, HSG D 365,185 80 >75% Grass cover, Good, HSG D 72,256 98 Water Surface, 0% imp, HSG D 1,529,894 Weighted Average 437,441 28.59% Pervious Area 1,092,453 71.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 14S: Northeast (Master Plan) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)260 240 220 200 180 160 140 120 100 80 60 40 20 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=1,529,894 sf Runoff Volume=19.522 af Runoff Depth=6.67" Tc=15.0 min CN=WQ 243.34 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 143HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 61S: Powers (from SRF) Runoff = 77.82 cfs @ 12.12 hrs, Volume= 4.603 af, Depth= 5.88" Routed to Reach 61R : NERDITCH Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description * 9.400 87 Weighted 9.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 Direct Entry, Subcatchment 61S: Powers (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=9.400 ac Runoff Volume=4.603 af Runoff Depth=5.88" Tc=9.0 min CN=87 77.82 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 144HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 62S: NE Ramp (from SRF) Runoff = 32.86 cfs @ 12.11 hrs, Volume= 1.816 af, Depth= 5.19" Routed to Reach 62R : L42 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description * 4.200 81 Weighted 4.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Subcatchment 62S: NE Ramp (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=4.200 ac Runoff Volume=1.816 af Runoff Depth=5.19" Tc=8.0 min CN=81 32.86 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 145HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 63S: TH 212 (from SRF) Runoff = 59.82 cfs @ 12.16 hrs, Volume= 4.016 af, Depth= 5.88" Routed to Pond 61P : Englewood Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description * 8.200 87 Weighted 8.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 63S: TH 212 (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=8.200 ac Runoff Volume=4.016 af Runoff Depth=5.88" Tc=12.0 min CN=87 59.82 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 146HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 64S: Englewood (from SRF) Runoff = 51.54 cfs @ 12.14 hrs, Volume= 3.078 af, Depth= 4.74" Routed to Pond 61P : Englewood Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description * 7.800 77 Weighted 7.800 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 64S: Englewood (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)55 50 45 40 35 30 25 20 15 10 5 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=7.800 ac Runoff Volume=3.078 af Runoff Depth=4.74" Tc=10.0 min CN=77 51.54 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 147HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 65S: LYMLP (from SRF) Runoff = 39.40 cfs @ 12.20 hrs, Volume= 2.888 af, Depth= 5.42" Routed to Pond 65P : Fresh MDW Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description * 6.400 83 Weighted 6.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 65S: LYMLP (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=6.400 ac Runoff Volume=2.888 af Runoff Depth=5.42" Tc=15.0 min CN=83 39.40 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 148HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 66S: N54 (from SRF) Runoff = 18.18 cfs @ 12.10 hrs, Volume= 1.060 af, Depth= 6.70" Routed to Pond 65P : Fresh MDW Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description * 1.900 94 Weighted 1.900 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 Direct Entry, Subcatchment 66S: N54 (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=1.900 ac Runoff Volume=1.060 af Runoff Depth=6.70" Tc=7.6 min CN=94 18.18 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 149HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 67-1S: Fresh MDW Subcatch 1 (from SRF) Runoff = 4.43 cfs @ 12.09 hrs, Volume= 0.272 af, Depth= 7.41" Routed to Pond 65P : Fresh MDW Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description * 0.440 100 Weighted 0.440 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 67-1S: Fresh MDW Subcatch 1 (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=0.440 ac Runoff Volume=0.272 af Runoff Depth=7.41" Tc=7.0 min CN=100 4.43 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 150HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 67-2S: Fresh MDW Subcatch 2 (from SRF) Runoff = 7.21 cfs @ 12.10 hrs, Volume= 0.373 af, Depth= 4.07" Routed to Pond 65P : Fresh MDW Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description * 1.100 71 Weighted 1.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment 67-2S: Fresh MDW Subcatch 2 (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=1.100 ac Runoff Volume=0.373 af Runoff Depth=4.07" Tc=7.0 min CN=71 7.21 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 151HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 67-3S: Fresh MDW Subcatch 3 (from SRF) Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Pond 65P : Fresh MDW Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description * 2.300 10 Weighted 2.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 83.0 Direct Entry, Subcatchment 67-3S: Fresh MDW Subcatch 3 (from SRF) Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=2.300 ac Runoff Volume=0.000 af Runoff Depth=0.00" Tc=83.0 min CN=10 0.00 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 152HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 68S: M10 Runoff = 104.71 cfs @ 12.14 hrs, Volume= 6.236 af, Depth= 4.40" Routed to Pond 68P : East MNDOT M10 Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (ac) CN Description * 17.000 74 Weighted 17.000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 68S: M10 Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=17.000 ac Runoff Volume=6.236 af Runoff Depth=4.40" Tc=10.0 min CN=74 104.71 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 153HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 10R: Lake Susan Site Drainage Inflow Area = 43.006 ac, 66.85% Impervious, Inflow Depth = 6.33" for 100y 24hr event Inflow = 61.50 cfs @ 12.59 hrs, Volume= 22.675 af Outflow = 61.50 cfs @ 12.59 hrs, Volume= 22.675 af, Atten= 0%, Lag= 0.0 min Routed to Reach 61R : NERDITCH Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Reach 10R: Lake Susan Site Drainage Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=43.006 ac 61.50 cfs 61.50 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 154HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 11R: Joint Outlet Pipe - 36" Inflow Area = 42.187 ac, 68.15% Impervious, Inflow Depth = 6.35" for 100y 24hr event Inflow = 62.94 cfs @ 12.72 hrs, Volume= 22.329 af Outflow = 60.02 cfs @ 12.59 hrs, Volume= 22.329 af, Atten= 5%, Lag= 0.0 min Routed to Reach 10R : Lake Susan Site Drainage Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Max. Velocity= 9.00 fps, Min. Travel Time= 1.5 min Avg. Velocity = 1.20 fps, Avg. Travel Time= 11.5 min Peak Storage= 5,867 cf @ 12.61 hrs Average Depth at Peak Storage= 3.00' Bank-Full Depth= 3.00' Flow Area= 7.1 sf, Capacity= 55.80 cfs 36.0" Round Pipe n= 0.013 Concrete pipe, straight & clean Length= 830.0' Slope= 0.0070 '/' Inlet Invert= 906.00', Outlet Invert= 900.19' Reach 11R: Joint Outlet Pipe - 36" Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=42.187 ac Avg. Flow Depth=3.00' Max Vel=9.00 fps 36.0" Round Pipe n=0.013 L=830.0' S=0.0070 '/' Capacity=55.80 cfs 62.94 cfs 60.02 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 155HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 61R: NERDITCH Inflow Area = 52.406 ac, 54.86% Impervious, Inflow Depth = 6.25" for 100y 24hr event Inflow = 97.75 cfs @ 12.13 hrs, Volume= 27.279 af Outflow = 93.45 cfs @ 12.16 hrs, Volume= 27.278 af, Atten= 4%, Lag= 1.9 min Routed to Pond 61P : Englewood Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Max. Velocity= 3.71 fps, Min. Travel Time= 2.5 min Avg. Velocity = 0.52 fps, Avg. Travel Time= 17.4 min Peak Storage= 13,739 cf @ 12.16 hrs Average Depth at Peak Storage= 1.86' , Surface Width= 19.14' Bank-Full Depth= 5.00' Flow Area= 115.0 sf, Capacity= 737.08 cfs 8.00' x 5.00' deep channel, n= 0.035 Side Slope Z-value= 3.0 '/' Top Width= 38.00' Length= 545.0' Slope= 0.0055 '/' Inlet Invert= 895.00', Outlet Invert= 892.00' ‡ Reach 61R: NERDITCH Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=52.406 ac Avg. Flow Depth=1.86' Max Vel=3.71 fps n=0.035 L=545.0' S=0.0055 '/' Capacity=737.08 cfs 97.75 cfs 93.45 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 156HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 62R: L42 Inflow Area = 4.200 ac, 0.00% Impervious, Inflow Depth = 5.19" for 100y 24hr event Inflow = 32.86 cfs @ 12.11 hrs, Volume= 1.816 af Outflow = 18.89 cfs @ 12.51 hrs, Volume= 1.816 af, Atten= 43%, Lag= 23.9 min Routed to Pond 61P : Englewood Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Max. Velocity= 6.29 fps, Min. Travel Time= 0.5 min Avg. Velocity = 2.39 fps, Avg. Travel Time= 1.4 min Peak Storage= 628 cf @ 12.04 hrs Average Depth at Peak Storage= 2.00' Bank-Full Depth= 2.00' Flow Area= 3.1 sf, Capacity= 17.33 cfs 24.0" Round Pipe n= 0.012 Length= 200.0' Slope= 0.0050 '/' Inlet Invert= 893.00', Outlet Invert= 892.00' Reach 62R: L42 Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.200 ac Avg. Flow Depth=2.00' Max Vel=6.29 fps 24.0" Round Pipe n=0.012 L=200.0' S=0.0050 '/' Capacity=17.33 cfs 32.86 cfs 18.89 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 157HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 8P: NW Tree Trench - Above Grade Inflow Area = 0.409 ac, 63.43% Impervious, Inflow Depth = 6.40" for 100y 24hr event Inflow = 3.71 cfs @ 12.10 hrs, Volume= 0.218 af Outflow = 3.65 cfs @ 12.11 hrs, Volume= 0.218 af, Atten= 1%, Lag= 0.7 min Primary = 0.02 cfs @ 12.11 hrs, Volume= 0.034 af Routed to Pond 13P : Row Homes Bio Filtration Basin Secondary = 2.80 cfs @ 12.11 hrs, Volume= 0.175 af Routed to Pond 13P : Row Homes Bio Filtration Basin Tertiary = 0.83 cfs @ 12.11 hrs, Volume= 0.010 af Routed to Pond 13P : Row Homes Bio Filtration Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 920.87' @ 12.11 hrs Surf.Area= 1,245 sf Storage= 554 cf Plug-Flow detention time= 20.7 min calculated for 0.218 af (100% of inflow) Center-of-Mass det. time= 20.7 min ( 770.7 - 750.0 ) Volume Invert Avail.Storage Storage Description #1 920.40' 2,112 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 920.40 1,140 0 0 922.00 1,500 2,112 2,112 Device Routing Invert Outlet Devices #1 Primary 920.40'0.800 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Secondary 920.60'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Tertiary 920.71'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 0.00 28.00 28.00 Elev. (feet) 921.21 921.13 920.71 921.21 Primary OutFlow Max=0.02 cfs @ 12.11 hrs HW=920.86' TW=916.34' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=2.80 cfs @ 12.11 hrs HW=920.86' TW=916.34' (Dynamic Tailwater) 2=Orifice/Grate (Weir Controls 2.80 cfs @ 1.68 fps) Tertiary OutFlow Max=0.82 cfs @ 12.11 hrs HW=920.86' TW=916.34' (Dynamic Tailwater) 3=Asymmetrical Weir (Weir Controls 0.82 cfs @ 0.51 fps) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 158HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 8P: NW Tree Trench - Above Grade Inflow Outflow Primary Secondary Tertiary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)4 3 2 1 0 Inflow Area=0.409 ac Peak Elev=920.87' Storage=554 cf 3.71 cfs 3.65 cfs 0.02 cfs 2.80 cfs 0.83 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 159HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 13P: Row Homes Bio Filtration Basin Inflow Area = 7.065 ac, 51.95% Impervious, Inflow Depth = 6.16" for 100y 24hr event Inflow = 62.23 cfs @ 12.10 hrs, Volume= 3.629 af Outflow = 7.46 cfs @ 12.73 hrs, Volume= 2.829 af, Atten= 88%, Lag= 37.5 min Primary = 7.46 cfs @ 12.73 hrs, Volume= 2.732 af Routed to Reach 11R : Joint Outlet Pipe - 36" Secondary = 0.00 cfs @ 6.60 hrs, Volume= 0.098 af Routed to Reach 11R : Joint Outlet Pipe - 36" Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 917.26' @ 12.73 hrs Surf.Area= 35,210 sf Storage= 94,890 cf Plug-Flow detention time= 513.1 min calculated for 2.829 af (78% of inflow) Center-of-Mass det. time= 465.4 min ( 1,220.3 - 754.9 ) Volume Invert Avail.Storage Storage Description #1 914.00' 161,865 cf Custom Stage - Surface (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 914.00 23,135 0 0 916.00 30,315 53,450 53,450 918.00 38,055 68,370 121,820 919.00 42,035 40,045 161,865 Device Routing Invert Outlet Devices #1 Primary 909.00'15.0" Round Culvert L= 390.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 909.00' / 907.79' S= 0.0031 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 911.00'15.0" Round Culvert L= 400.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 911.00' / 909.80' S= 0.0030 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #3 Device 2 915.50'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 914.00'0.800 in/hr Exfiltration over Horizontal area from 914.00' - 914.05' Excluded Horizontal area = 23,135 sf Primary OutFlow Max=7.46 cfs @ 12.73 hrs HW=917.26' TW=909.00' (Dynamic Tailwater) 1=Culvert (Passes 7.46 cfs of 8.68 cfs potential flow) 2=Culvert (Barrel Controls 7.46 cfs @ 6.08 fps) 3=Orifice/Grate (Passes 7.46 cfs of 80.38 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 6.60 hrs HW=914.05' TW=906.06' (Dynamic Tailwater) 4=Exfiltration (Exfiltration Controls 0.00 cfs) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 160HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 13P: Row Homes Bio Filtration Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=7.065 ac Peak Elev=917.26' Storage=94,890 cf 62.23 cfs 7.46 cfs 7.46 cfs 0.00 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 161HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 14P: New Central Pond Inflow Area = 35.122 ac, 71.41% Impervious, Inflow Depth = 6.67" for 100y 24hr event Inflow = 243.34 cfs @ 12.19 hrs, Volume= 19.522 af Outflow = 55.47 cfs @ 12.72 hrs, Volume= 19.500 af, Atten= 77%, Lag= 31.9 min Primary = 55.47 cfs @ 12.72 hrs, Volume= 19.500 af Routed to Reach 11R : Joint Outlet Pipe - 36" Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Starting Elev= 912.00' Surf.Area= 72,256 sf Storage= 380,595 cf Peak Elev= 917.93' @ 12.72 hrs Surf.Area= 93,420 sf Storage= 871,635 cf (491,040 cf above start) Plug-Flow detention time= 759.1 min calculated for 10.762 af (55% of inflow) Center-of-Mass det. time= 395.0 min ( 1,148.1 - 753.2 ) Volume Invert Avail.Storage Storage Description #1 905.00' 973,863 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 905.00 43,273 0 0 911.00 61,328 313,803 313,803 912.00 72,256 66,792 380,595 919.00 97,249 593,268 973,863 Device Routing Invert Outlet Devices #1 Primary 909.50'36.0" Round Culvert L= 21.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 909.50' / 909.39' S= 0.0052 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 7.07 sf #2 Device 1 912.00'12.0" Round Culvert - 12" L= 20.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 912.00' / 911.00' S= 0.0500 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.79 sf #3 Device 1 915.10'51.1" W x 31.3" H, R=26.3"/73.0" Pipe Arch RCP_Arch 52x32 L= 20.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 915.10' / 914.90' S= 0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 8.65 sf Primary OutFlow Max=55.47 cfs @ 12.72 hrs HW=917.93' TW=909.00' (Dynamic Tailwater) 1=Culvert (Passes 55.47 cfs of 89.58 cfs potential flow) 2=Culvert - 12" (Inlet Controls 8.81 cfs @ 11.22 fps) 3=RCP_Arch 52x32 (Barrel Controls 46.66 cfs @ 6.03 fps) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 162HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 14P: New Central Pond Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)260 240 220 200 180 160 140 120 100 80 60 40 20 0 Inflow Area=35.122 ac Peak Elev=917.93' Storage=871,635 cf 243.34 cfs 55.47 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 163HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 61P: Englewood Pond Inflow Area = 72.606 ac, 39.60% Impervious, Inflow Depth = 5.98" for 100y 24hr event Inflow = 220.96 cfs @ 12.15 hrs, Volume= 36.188 af Outflow = 56.68 cfs @ 14.01 hrs, Volume= 36.088 af, Atten= 74%, Lag= 111.8 min Primary = 56.68 cfs @ 14.01 hrs, Volume= 36.088 af Routed to Pond 68P : East MNDOT M10 Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 895.70' @ 14.01 hrs Surf.Area= 178,965 sf Storage= 578,747 cf Plug-Flow detention time= 1,062.6 min calculated for 36.088 af (100% of inflow) Center-of-Mass det. time= 1,025.6 min ( 2,040.4 - 1,014.8 ) Volume Invert Avail.Storage Storage Description #1 892.00' 1,031,055 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 892.00 136,580 0 0 895.00 168,060 456,960 456,960 898.00 214,670 574,095 1,031,055 Device Routing Invert Outlet Devices #1 Primary 892.00'42.0" Round Culvert L= 29.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 892.00' / 891.71' S= 0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 9.62 sf #2 Device 1 887.63'42.0" Round Culvert L= 13.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 887.50' / 887.63' S= -0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 9.62 sf Primary OutFlow Max=56.68 cfs @ 14.01 hrs HW=895.70' TW=892.61' (Dynamic Tailwater) 1=Culvert (Barrel Controls 56.68 cfs @ 6.93 fps) 2=Culvert (Passes 56.68 cfs of 81.44 cfs potential flow) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 164HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 61P: Englewood Pond Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)240 230 220 210 200 190 180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=72.606 ac Peak Elev=895.70' Storage=578,747 cf 220.96 cfs 56.68 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 165HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 65P: Fresh MDW Inflow Area = 12.140 ac, 3.62% Impervious, Inflow Depth = 4.54" for 100y 24hr event Inflow = 60.84 cfs @ 12.14 hrs, Volume= 4.593 af Outflow = 10.33 cfs @ 12.88 hrs, Volume= 4.439 af, Atten= 83%, Lag= 44.3 min Primary = 10.33 cfs @ 12.88 hrs, Volume= 4.439 af Routed to Pond 68P : East MNDOT M10 Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 900.32' @ 12.88 hrs Surf.Area= 29,211 sf Storage= 102,625 cf Plug-Flow detention time= 161.9 min calculated for 4.439 af (97% of inflow) Center-of-Mass det. time= 144.9 min ( 914.3 - 769.4 ) Volume Invert Avail.Storage Storage Description #1 896.00' 123,320 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 896.00 18,540 0 0 900.00 28,230 93,540 93,540 901.00 31,330 29,780 123,320 Device Routing Invert Outlet Devices #1 Primary 892.35'12.0" Round Culvert L= 35.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 892.00' / 892.35' S= -0.0100 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 896.35'33.0" Round Culvert L= 69.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 896.35' / 896.01' S= 0.0049 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 5.94 sf Primary OutFlow Max=10.33 cfs @ 12.88 hrs HW=900.32' TW=891.77' (Dynamic Tailwater) 1=Culvert (Inlet Controls 10.33 cfs @ 13.16 fps) 2=Culvert (Passes 10.33 cfs of 42.27 cfs potential flow) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 166HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 65P: Fresh MDW Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=12.140 ac Peak Elev=900.32' Storage=102,625 cf 60.84 cfs 10.33 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 167HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 68P: East MNDOT M10 Wetland Inflow Area = 101.746 ac, 28.69% Impervious, Inflow Depth = 5.52" for 100y 24hr event Inflow = 127.66 cfs @ 12.14 hrs, Volume= 46.762 af Outflow = 4.57 cfs @ 25.88 hrs, Volume= 43.294 af, Atten= 96%, Lag= 824.3 min Primary = 4.57 cfs @ 25.88 hrs, Volume= 43.294 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 894.45' @ 25.88 hrs Surf.Area= 422,054 sf Storage= 1,335,844 cf Plug-Flow detention time= 3,806.3 min calculated for 43.293 af (93% of inflow) Center-of-Mass det. time= 3,346.2 min ( 5,112.2 - 1,766.0 ) Volume Invert Avail.Storage Storage Description #1 890.00' 1,574,445 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 890.00 68,660 0 0 891.00 198,790 133,725 133,725 892.00 340,250 269,520 403,245 895.00 440,550 1,171,200 1,574,445 Device Routing Invert Outlet Devices #1 Primary 890.30'18.0" Round Culvert L= 155.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 890.30' / 889.53' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 891.00'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 2 890.50'18.0" Round Culvert L= 40.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 890.30' / 890.50' S= -0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf Primary OutFlow Max=4.57 cfs @ 25.88 hrs HW=894.45' (Free Discharge) 1=Culvert (Passes 4.57 cfs of 12.59 cfs potential flow) 2=Orifice/Grate (Orifice Controls 4.57 cfs @ 8.38 fps) 3=Culvert (Passes 4.57 cfs of 15.21 cfs potential flow) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2025-06- Printed 6/19/2025Prepared by Landform Professional Services Page 168HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 68P: East MNDOT M10 Wetland Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=101.746 ac Peak Elev=894.45' Storage=1,335,844 cf 127.66 cfs 4.57 cfs Avienda Regional SWMP, Chanhassen, MN SCD140001.LEV Appendix C APPENDIX C: PROPOSED DRAINAGE Proposed Drainage Map Irrigation Area Exhibit Proposed Avienda Retail HydroCAD Model Results BLUFF CREEK BLVD.SUNSET TRAILONLYLYMAN BLVD.POWERS BLVD.BASIN 47PSIG.BASESIG.BASESIG.BASESIG.BASESIG.BASESIG.BASEHHAVIENDA LANE (PRIVATE)AVIENDA COURT (PRIVATE)POND 13PMNDOT WETLAND M10RETAIL C60,000 SFFFE: 924.00RETAIL A10,600 SFFFE: 924.00RETAIL/REST. E6,000 SFFFE: 915.00DRIVETHRU A2,400 SFFFE: 915.00DRIVETHRU B2,425 SFFFE: 916.00DRIVETHRU C2,100 SFFFE: 915.00RETAIL B10,600 SFFFE: 924.00RETAIL/REST. D13,300 SFFFE: 922.00DDDDDSTORMWATER BASIN 'A'TOP:916.00EO:915.50HWL:915.08 NWL:909.00BOT:902.00STORMWATER BASIN 'B'TOP:909.50EO:909.15HWL:909.11BOT:895.00SSSSSSSSSSSSSSSSSDDGROCER65,570 SFFFE: 924.00 DOCK: 920.00FUELPUMPSTTEMP.GENERATORCOMPACTORMEDICAL30,000 SF(2 LEVELS)FFE: 916.00SRESTAURANT A5,030 SF FFE: 918.10RESTAURANT B6,000 SFFFE: 918.10RETAIL/REST. F6,000 SFFFE: 918.10D10RLakeSusanDrainageCentralPondBluff CreekBlvd - East115P48S47PBluff Creek -West Basin28PAvienda ParkwayUndergroundBasin28SAviendaParkwayOffsite11oSOffsiteEast16oSEastOffsiteRowhomes15SNortheastImpervious = 522,405 sfPervious = 126,259 sfWater = 48,578 sfTrails/ Walks = 5,806 sfNorthSenior24S14aSApartmentsWestDirectEastPond114PSoutheastImpervious = 209,105 sfPervious = 107,292 sfWater = 21,110 sfTrails/ Walks = 5,473 sfPR1AApartmentsImpervious = 307,587 sfPervious = 126,963 sfTrails/ Walks = 16,332 sfPer Avienda Apartments Plan SetPR1BApartmentsImpervious = 13,160 sfPervious = 21,406 sfPer Avienda Apartments Plan Set14SLandform® and Site to Finish® are registered service marks of Landform Professional Services, LLC.Proposed Drainage MapAVIENDA RETAIL • Chanhassen, MNSCD14001.005 • 08.14.2026LEGENDPRIMARY DRAINAGE BOUNDARYSECONDARY DRAINAGE BOUNDARYTERTIARY DRAINAGE BOUNDARYTIME OF CONCENTRATION PATH1SNameSUBCATCHMENT LABEL1PName1RNameBASIN / POND LABELREACH LABELWETLAND BOUNARYDRAINAGE ARROWNORTH0150 RETAIL C60,000 SFFFE: 924.00RETAIL A10,600 SFFFE: 924.00RETAIL/REST. E6,000 SFFFE: 915.00DRIVETHRU A2,400 SFFFE: 915.00DRIVETHRU B2,425 SFFFE: 916.00DRIVETHRU C2,100 SFFFE: 915.00RETAIL B10,600 SFFFE: 924.00RETAIL/REST. D13,300 SFFFE: 922.00DDDDDSTORMWATER BASIN 'A'TOP:916.00EO:915.50HWL:915.08 NWL:909.00BOT:902.00STORMWATER BASIN 'B'TOP:909.50EO:909.15HWL:909.11BOT:895.00SSSSSSSSSSSSSSSSSDDGROCER65,570 SFFFE: 924.00 DOCK: 920.00FUELPUMPSTTEMP.GENERATORCOMPACTORMEDICAL30,000 SF(2 LEVELS)FFE: 916.00239529SRESTAURANT A5,030 SF FFE: 918.10RESTAURANT B6,000 SFFFE: 918.10RETAIL/REST. F6,000 SFFFE: 918.10DAV I ENDA WAY (PRIVATE)OUTLOT BOUTLOT AOUTLOT AOUTLOT D(PRIVATE)PHASE 1 CONSTRUCTIONIRRIGATION RE-USE BASIN VOLUMEIRRIGATION CONTROLLERIRRIGATIONPHASE 3 CONSTRUCTIONFUTURE PHASE CONSTRUCTIONBASIN 115PIRRIGATION REUSEBASINIRRIGATIONCONTROLLERONLYSIG.BASESIG.BASESIG.BASESIG.BASESIG.BASESIG.BASEHHAVIENDA LANEAVIENDA LANE (PRIVATE)SUNSET TRAILAVIENDA LANE S.BLUFF CREEK BLVD.BASIN 114PPHASE 1 CONSTRUCTIONIrrigation ExhibitAVIENDA RETAIL • Chanhassen, MNWatershed Resubmittal • 08.14.2026LEGENDLandform® and Site to Finish® are registered service marks of Landform Professional Services, LLC.Irrigation System F216,334 s.f.Irrigation mainlineNORTH0150 Lake Susan Drainage 8S NW Tree Trench Tributary Area 11oS Offsite East 13S Rowhomes 14aS Apartments West Direct 14S Southeast 15S Northeast PR1A Apartments to Central Basin PR1B Apartments to East Basin 10R Lake Susan Site Drainage 11R Joint Outlet Pipe 8P NW Tree Trench - Above Grade 13P Row Homes Bio Filtration Basin 114P East Pond 115P Central Pond Routing Diagram for Avienda MASTER 2026-08-14 Prepared by Landform Professional Services, Printed 8/13/2026 HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Subcat Reach Pond Link Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 2HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) 1 1-Year MSE 24-hr 3 Default 24.00 1 2.47 2 2y 24hr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Default 24.00 1 2.87 3 10 day snowmelt MN-Snowmelt_10d_100yr Default 240.00 1 7.20 4 10y 24hr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Default 24.00 1 4.27 5 100y 24hr MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Default 24.00 1 7.41 Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 3HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 12.952 80 >75% Grass cover, Good, HSG D (8S, 11oS, 13S, 14aS, 14S, 15S, PR1A, PR1B) 3.374 98 Paved parking & Roofs, HSG D (13S) 0.296 98 Paved parking, HSG D (8S, 14aS) 24.790 98 Paved roads w/curbs & sewers, HSG D (14S, 15S, PR1A, PR1B) 1.600 98 Water Surface, 0% imp, HSG D (14S, 15S) 43.012 93 TOTAL AREA MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 4HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Time span=0.00-360.00 hrs, dt=0.01 hrs, 36001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=17,800 sf 63.43% Impervious Runoff Depth=1.74"Subcatchment 8S: NW Tree Trench Tc=7.5 min CN=WQ Runoff=1.11 cfs 0.059 af Runoff Area=35,675 sf 0.00% Impervious Runoff Depth=0.87"Subcatchment 11oS: Offsite East Flow Length=94' Slope=0.0430 '/' Tc=10.6 min CN=80 Runoff=1.06 cfs 0.059 af Runoff Area=283,775 sf 51.79% Impervious Runoff Depth=1.58"Subcatchment 13S: Rowhomes Tc=7.5 min CN=WQ Runoff=16.28 cfs 0.857 af Runoff Area=4,872 sf 33.35% Impervious Runoff Depth=1.33"Subcatchment 14aS: Apartments West Tc=10.0 min CN=WQ Runoff=0.21 cfs 0.012 af Runoff Area=342,980 sf 62.56% Impervious Runoff Depth=1.81"Subcatchment 14S: Southeast Tc=5.0 min CN=WQ Runoff=24.56 cfs 1.189 af Runoff Area=703,048 sf 75.13% Impervious Runoff Depth=1.99"Subcatchment 15S: Northeast Tc=15.0 min CN=WQ Runoff=38.08 cfs 2.682 af Runoff Area=450,882 sf 71.84% Impervious Runoff Depth=1.85"Subcatchment PR1A: Apartments to Tc=5.0 min CN=WQ Runoff=32.96 cfs 1.600 af Runoff Area=34,566 sf 38.07% Impervious Runoff Depth=1.39"Subcatchment PR1B: Apartments to East Tc=5.0 min CN=WQ Runoff=1.97 cfs 0.092 af Inflow=4.75 cfs 5.722 afReach 10R: Lake Susan Site Drainage Outflow=4.75 cfs 5.722 af Avg. Flow Depth=0.57' Max Vel=2.76 fps Inflow=1.97 cfs 0.222 afReach 11R: Joint Outlet Pipe 15.0" Round Pipe n=0.013 L=1,080.0' S=0.0030 '/' Capacity=3.54 cfs Outflow=1.49 cfs 0.221 af Peak Elev=920.73' Storage=394 cf Inflow=1.11 cfs 0.059 afPond 8P: NW Tree Trench - Above Grade Primary=0.02 cfs 0.026 af Secondary=1.02 cfs 0.034 af Tertiary=0.01 cfs 0.000 af Outflow=1.05 cfs 0.059 af Peak Elev=915.52' Storage=39,272 cf Inflow=17.49 cfs 0.929 afPond 13P: Row Homes Bio Filtration Basin Primary=0.10 cfs 0.033 af Secondary=0.00 cfs 0.097 af Outflow=0.11 cfs 0.130 af Peak Elev=905.66' Storage=107,008 cf Inflow=31.61 cfs 5.681 afPond 114P: East Pond Outflow=4.73 cfs 5.662 af Peak Elev=910.79' Storage=102,397 cf Inflow=60.76 cfs 4.282 afPond 115P: Central Pond Outflow=11.94 cfs 4.271 af Total Runoff Area = 43.012 ac Runoff Volume = 6.551 af Average Runoff Depth = 1.83" 33.83% Pervious = 14.551 ac 66.17% Impervious = 28.460 ac MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 5HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: NW Tree Trench Tributary Area Runoff = 1.11 cfs @ 12.15 hrs, Volume= 0.059 af, Depth= 1.74" Routed to Pond 8P : NW Tree Trench - Above Grade Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (sf) CN Description 6,510 80 >75% Grass cover, Good, HSG D 11,290 98 Paved parking, HSG D 17,800 Weighted Average 6,510 36.57% Pervious Area 11,290 63.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Subcatchment 8S: NW Tree Trench Tributary Area Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=17,800 sf Runoff Volume=0.059 af Runoff Depth=1.74" Tc=7.5 min CN=WQ 1.11 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 6HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 11oS: Offsite East Runoff = 1.06 cfs @ 12.19 hrs, Volume= 0.059 af, Depth= 0.87" Routed to Reach 10R : Lake Susan Site Drainage Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (sf) CN Description 35,675 80 >75% Grass cover, Good, HSG D 35,675 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.6 94 0.0430 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.87" Subcatchment 11oS: Offsite East Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=35,675 sf Runoff Volume=0.059 af Runoff Depth=0.87" Flow Length=94' Slope=0.0430 '/' Tc=10.6 min CN=80 1.06 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 7HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: Rowhomes Areas adjusted to remove areas to tree trenches. Runoff = 16.28 cfs @ 12.15 hrs, Volume= 0.857 af, Depth= 1.58" Routed to Pond 13P : Row Homes Bio Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (sf) CN Description 136,820 80 >75% Grass cover, Good, HSG D * 146,955 98 Paved parking & Roofs, HSG D 283,775 Weighted Average 136,820 48.21% Pervious Area 146,955 51.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Subcatchment 13S: Rowhomes Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=283,775 sf Runoff Volume=0.857 af Runoff Depth=1.58" Tc=7.5 min CN=WQ 16.28 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 8HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 14aS: Apartments West Direct Runoff = 0.21 cfs @ 12.18 hrs, Volume= 0.012 af, Depth= 1.33" Routed to Pond 13P : Row Homes Bio Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (sf) CN Description 1,625 98 Paved parking, HSG D 3,247 80 >75% Grass cover, Good, HSG D 4,872 Weighted Average 3,247 66.65% Pervious Area 1,625 33.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 14aS: Apartments West Direct Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=4,872 sf Runoff Volume=0.012 af Runoff Depth=1.33" Tc=10.0 min CN=WQ 0.21 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 9HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: Southeast Runoff = 24.56 cfs @ 12.12 hrs, Volume= 1.189 af, Depth= 1.81" Routed to Pond 114P : East Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (sf) CN Description 214,578 98 Paved roads w/curbs & sewers, HSG D 107,292 80 >75% Grass cover, Good, HSG D 21,110 98 Water Surface, 0% imp, HSG D 342,980 Weighted Average 128,402 37.44% Pervious Area 214,578 62.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 14S: Southeast Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=342,980 sf Runoff Volume=1.189 af Runoff Depth=1.81" Tc=5.0 min CN=WQ 24.56 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 10HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Northeast Runoff = 38.08 cfs @ 12.22 hrs, Volume= 2.682 af, Depth= 1.99" Routed to Pond 115P : Central Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (sf) CN Description 528,211 98 Paved roads w/curbs & sewers, HSG D 126,259 80 >75% Grass cover, Good, HSG D 48,578 98 Water Surface, 0% imp, HSG D 703,048 Weighted Average 174,837 24.87% Pervious Area 528,211 75.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 15S: Northeast Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=703,048 sf Runoff Volume=2.682 af Runoff Depth=1.99" Tc=15.0 min CN=WQ 38.08 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 11HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1A: Apartments to Central Basin Runoff = 32.96 cfs @ 12.12 hrs, Volume= 1.600 af, Depth= 1.85" Routed to Pond 115P : Central Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (sf) CN Description 323,919 98 Paved roads w/curbs & sewers, HSG D 126,963 80 >75% Grass cover, Good, HSG D 450,882 Weighted Average 126,963 28.16% Pervious Area 323,919 71.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR1A: Apartments to Central Basin Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=450,882 sf Runoff Volume=1.600 af Runoff Depth=1.85" Tc=5.0 min CN=WQ 32.96 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 12HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1B: Apartments to East Basin Runoff = 1.97 cfs @ 12.12 hrs, Volume= 0.092 af, Depth= 1.39" Routed to Reach 11R : Joint Outlet Pipe Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.47" Area (sf) CN Description 13,160 98 Paved roads w/curbs & sewers, HSG D 21,406 80 >75% Grass cover, Good, HSG D 34,566 Weighted Average 21,406 61.93% Pervious Area 13,160 38.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR1B: Apartments to East Basin Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)2 1 0 MSE 24-hr 3 1-Year Rainfall=2.47" Runoff Area=34,566 sf Runoff Volume=0.092 af Runoff Depth=1.39" Tc=5.0 min CN=WQ 1.97 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 13HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 10R: Lake Susan Site Drainage Inflow Area = 43.012 ac, 66.17% Impervious, Inflow Depth > 1.60" for 1-Year event Inflow = 4.75 cfs @ 15.58 hrs, Volume= 5.722 af Outflow = 4.75 cfs @ 15.58 hrs, Volume= 5.722 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Reach 10R: Lake Susan Site Drainage Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)5 4 3 2 1 0 Inflow Area=43.012 ac 4.75 cfs 4.75 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 14HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 11R: Joint Outlet Pipe Inflow Area = 7.829 ac, 50.74% Impervious, Inflow Depth > 0.34" for 1-Year event Inflow = 1.97 cfs @ 12.12 hrs, Volume= 0.222 af Outflow = 1.49 cfs @ 12.17 hrs, Volume= 0.221 af, Atten= 25%, Lag= 2.4 min Routed to Pond 114P : East Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Max. Velocity= 2.76 fps, Min. Travel Time= 6.5 min Avg. Velocity = 0.49 fps, Avg. Travel Time= 36.7 min Peak Storage= 583 cf @ 12.17 hrs Average Depth at Peak Storage= 0.57' , Surface Width= 1.24' Bank-Full Depth= 1.25' Flow Area= 1.2 sf, Capacity= 3.54 cfs 15.0" Round Pipe n= 0.013 Concrete pipe, straight & clean Length= 1,080.0' Slope= 0.0030 '/' Inlet Invert= 905.24', Outlet Invert= 902.00' Reach 11R: Joint Outlet Pipe Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)2 1 0 Inflow Area=7.829 ac Avg. Flow Depth=0.57' Max Vel=2.76 fps 15.0" Round Pipe n=0.013 L=1,080.0' S=0.0030 '/' Capacity=3.54 cfs 1.97 cfs 1.49 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 15HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Discharge for Reach 11R: Joint Outlet Pipe Elevation (feet) Velocity (ft/sec) Discharge (cfs) 905.24 0.00 0.00 905.25 0.21 0.00 905.26 0.35 0.00 905.27 0.46 0.00 905.28 0.55 0.01 905.29 0.64 0.01 905.30 0.72 0.02 905.31 0.80 0.02 905.32 0.87 0.03 905.33 0.94 0.04 905.34 1.00 0.05 905.35 1.07 0.06 905.36 1.13 0.07 905.37 1.19 0.08 905.38 1.24 0.09 905.39 1.30 0.11 905.40 1.35 0.12 905.41 1.40 0.14 905.42 1.45 0.16 905.43 1.50 0.18 905.44 1.55 0.20 905.45 1.60 0.22 905.46 1.64 0.24 905.47 1.69 0.26 905.48 1.73 0.29 905.49 1.77 0.31 905.50 1.81 0.34 905.51 1.86 0.36 905.52 1.90 0.39 905.53 1.93 0.42 905.54 1.97 0.45 905.55 2.01 0.48 905.56 2.05 0.51 905.57 2.08 0.54 905.58 2.12 0.57 905.59 2.15 0.61 905.60 2.19 0.64 905.61 2.22 0.68 905.62 2.25 0.71 905.63 2.29 0.75 905.64 2.32 0.78 905.65 2.35 0.82 905.66 2.38 0.86 905.67 2.41 0.90 905.68 2.44 0.94 905.69 2.47 0.98 905.70 2.49 1.02 905.71 2.52 1.06 905.72 2.55 1.11 905.73 2.58 1.15 905.74 2.60 1.19 905.75 2.63 1.24 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 905.76 2.65 1.28 905.77 2.68 1.33 905.78 2.70 1.37 905.79 2.72 1.42 905.80 2.75 1.46 905.81 2.77 1.51 905.82 2.79 1.56 905.83 2.81 1.60 905.84 2.83 1.65 905.85 2.85 1.70 905.86 2.87 1.75 905.87 2.89 1.79 905.88 2.91 1.84 905.89 2.93 1.89 905.90 2.95 1.94 905.91 2.97 1.99 905.92 2.98 2.04 905.93 3.00 2.08 905.94 3.02 2.13 905.95 3.03 2.18 905.96 3.05 2.23 905.97 3.06 2.28 905.98 3.08 2.33 905.99 3.09 2.38 906.00 3.11 2.43 906.01 3.12 2.47 906.02 3.13 2.52 906.03 3.14 2.57 906.04 3.16 2.62 906.05 3.17 2.66 906.06 3.18 2.71 906.07 3.19 2.76 906.08 3.20 2.80 906.09 3.21 2.85 906.10 3.22 2.90 906.11 3.22 2.94 906.12 3.23 2.98 906.13 3.24 3.03 906.14 3.25 3.07 906.15 3.25 3.11 906.16 3.26 3.16 906.17 3.26 3.20 906.18 3.27 3.24 906.19 3.27 3.28 906.20 3.28 3.31 906.21 3.28 3.35 906.22 3.28 3.39 906.23 3.28 3.42 906.24 3.29 3.46 906.25 3.29 3.49 906.26 3.29 3.52 906.27 3.29 3.55 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 906.28 3.28 3.58 906.29 3.28 3.61 906.30 3.28 3.64 906.31 3.28 3.66 906.32 3.27 3.69 906.33 3.27 3.71 906.34 3.26 3.73 906.35 3.25 3.75 906.36 3.25 3.76 906.37 3.24 3.78 906.38 3.23 3.79 906.39 3.21 3.80 906.40 3.20 3.80 906.41 3.19 3.81 906.42 3.17 3.80 906.43 3.15 3.80 906.44 3.13 3.79 906.45 3.11 3.77 906.46 3.08 3.75 906.47 3.04 3.72 906.48 2.98 3.66 906.49 2.88 3.54 MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 16HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 11R: Joint Outlet Pipe Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 905.24 0.0 0 905.26 0.0 5 905.28 0.0 13 905.30 0.0 23 905.32 0.0 36 905.34 0.0 50 905.36 0.1 65 905.38 0.1 81 905.40 0.1 99 905.42 0.1 118 905.44 0.1 137 905.46 0.1 157 905.48 0.2 178 905.50 0.2 200 905.52 0.2 222 905.54 0.2 245 905.56 0.2 268 905.58 0.3 292 905.60 0.3 316 905.62 0.3 341 905.64 0.3 366 905.66 0.4 391 905.68 0.4 417 905.70 0.4 443 905.72 0.4 469 905.74 0.5 495 905.76 0.5 522 905.78 0.5 548 905.80 0.5 575 905.82 0.6 602 905.84 0.6 629 905.86 0.6 656 905.88 0.6 683 905.90 0.7 710 905.92 0.7 737 905.94 0.7 764 905.96 0.7 790 905.98 0.8 817 906.00 0.8 843 906.02 0.8 870 906.04 0.8 896 906.06 0.9 922 906.08 0.9 947 906.10 0.9 972 906.12 0.9 997 906.14 0.9 1,022 906.16 1.0 1,046 906.18 1.0 1,069 906.20 1.0 1,092 906.22 1.0 1,115 906.24 1.1 1,137 906.26 1.1 1,158 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 906.28 1.1 1,178 906.30 1.1 1,198 906.32 1.1 1,217 906.34 1.1 1,235 906.36 1.2 1,252 906.38 1.2 1,268 906.40 1.2 1,283 906.42 1.2 1,296 906.44 1.2 1,308 906.46 1.2 1,317 906.48 1.2 1,324 MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 17HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 8P: NW Tree Trench - Above Grade Inflow Area = 0.409 ac, 63.43% Impervious, Inflow Depth = 1.74" for 1-Year event Inflow = 1.11 cfs @ 12.15 hrs, Volume= 0.059 af Outflow = 1.05 cfs @ 12.17 hrs, Volume= 0.059 af, Atten= 6%, Lag= 1.5 min Primary = 0.02 cfs @ 12.17 hrs, Volume= 0.026 af Routed to Pond 13P : Row Homes Bio Filtration Basin Secondary = 1.02 cfs @ 12.17 hrs, Volume= 0.034 af Routed to Pond 13P : Row Homes Bio Filtration Basin Tertiary = 0.01 cfs @ 12.17 hrs, Volume= 0.000 af Routed to Pond 13P : Row Homes Bio Filtration Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 920.73' @ 12.17 hrs Surf.Area= 1,215 sf Storage= 394 cf Plug-Flow detention time= 45.6 min calculated for 0.059 af (100% of inflow) Center-of-Mass det. time= 45.6 min ( 815.8 - 770.2 ) Volume Invert Avail.Storage Storage Description #1 920.40' 2,112 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 920.40 1,140 0 0 922.00 1,500 2,112 2,112 Device Routing Invert Outlet Devices #1 Primary 920.40'0.800 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Secondary 920.60'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Tertiary 920.71'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 0.00 28.00 28.00 Elev. (feet) 921.21 921.13 920.71 921.21 Primary OutFlow Max=0.02 cfs @ 12.17 hrs HW=920.73' TW=914.72' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=1.02 cfs @ 12.17 hrs HW=920.73' TW=914.72' (Dynamic Tailwater) 2=Orifice/Grate (Weir Controls 1.02 cfs @ 1.20 fps) Tertiary OutFlow Max=0.01 cfs @ 12.17 hrs HW=920.73' TW=914.72' (Dynamic Tailwater) 3=Asymmetrical Weir (Weir Controls 0.01 cfs @ 0.21 fps) MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 18HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 8P: NW Tree Trench - Above Grade Inflow Outflow Primary Secondary Tertiary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 Inflow Area=0.409 ac Peak Elev=920.73' Storage=394 cf 1.11 cfs 1.05 cfs 0.02 cfs 1.02 cfs 0.01 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 19HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Discharge for Pond 8P: NW Tree Trench - Above Grade Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) Tertiary (cfs) 920.40 0.00 0.00 0.00 0.00 920.45 0.02 0.02 0.00 0.00 920.50 0.02 0.02 0.00 0.00 920.55 0.02 0.02 0.00 0.00 920.60 0.02 0.02 0.00 0.00 920.65 0.25 0.02 0.23 0.00 920.70 0.67 0.02 0.65 0.00 920.75 1.24 0.02 1.19 0.03 920.80 2.07 0.02 1.84 0.21 920.85 3.23 0.02 2.57 0.64 920.90 4.77 0.02 3.38 1.37 920.95 6.74 0.02 4.25 2.46 921.00 9.17 0.02 5.20 3.95 921.05 12.10 0.02 6.20 5.88 921.10 15.57 0.02 7.26 8.28 921.15 19.60 0.02 8.38 11.19 921.20 24.12 0.02 9.55 14.54 921.25 28.31 0.02 10.77 17.52 921.30 31.86 0.02 12.03 19.80 921.35 34.92 0.03 13.10 21.80 921.40 37.15 0.03 13.53 23.60 921.45 39.23 0.03 13.95 25.26 921.50 41.19 0.03 14.35 26.81 921.55 43.04 0.03 14.74 28.27 921.60 44.81 0.03 15.13 29.66 921.65 46.50 0.03 15.50 30.98 921.70 48.13 0.03 15.87 32.24 921.75 49.71 0.03 16.22 33.46 921.80 51.23 0.03 16.57 34.63 921.85 52.70 0.03 16.91 35.76 921.90 54.13 0.03 17.25 36.86 921.95 55.53 0.03 17.58 37.92 922.00 56.89 0.03 17.90 38.96 MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 20HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 8P: NW Tree Trench - Above Grade Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 920.40 1,140 0 920.42 1,144 23 920.44 1,149 46 920.46 1,153 69 920.48 1,158 92 920.50 1,163 115 920.52 1,167 138 920.54 1,171 162 920.56 1,176 185 920.58 1,180 209 920.60 1,185 233 920.62 1,190 256 920.64 1,194 280 920.66 1,198 304 920.68 1,203 328 920.70 1,207 352 920.72 1,212 376 920.74 1,217 401 920.76 1,221 425 920.78 1,225 449 920.80 1,230 474 920.82 1,234 499 920.84 1,239 523 920.86 1,244 548 920.88 1,248 573 920.90 1,252 598 920.92 1,257 623 920.94 1,261 648 920.96 1,266 674 920.98 1,271 699 921.00 1,275 725 921.02 1,279 750 921.04 1,284 776 921.06 1,288 801 921.08 1,293 827 921.10 1,298 853 921.12 1,302 879 921.14 1,306 905 921.16 1,311 931 921.18 1,315 958 921.20 1,320 984 921.22 1,325 1,010 921.24 1,329 1,037 921.26 1,334 1,064 921.28 1,338 1,090 921.30 1,342 1,117 921.32 1,347 1,144 921.34 1,352 1,171 921.36 1,356 1,198 921.38 1,361 1,225 921.40 1,365 1,252 921.42 1,369 1,280 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 921.44 1,374 1,307 921.46 1,378 1,335 921.48 1,383 1,362 921.50 1,388 1,390 921.52 1,392 1,418 921.54 1,396 1,446 921.56 1,401 1,474 921.58 1,405 1,502 921.60 1,410 1,530 921.62 1,415 1,558 921.64 1,419 1,587 921.66 1,423 1,615 921.68 1,428 1,644 921.70 1,432 1,672 921.72 1,437 1,701 921.74 1,442 1,730 921.76 1,446 1,758 921.78 1,450 1,787 921.80 1,455 1,816 921.82 1,459 1,846 921.84 1,464 1,875 921.86 1,469 1,904 921.88 1,473 1,934 921.90 1,477 1,963 921.92 1,482 1,993 921.94 1,486 2,022 921.96 1,491 2,052 921.98 1,496 2,082 922.00 1,500 2,112 MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 21HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 13P: Row Homes Bio Filtration Basin Inflow Area = 7.035 ac, 52.17% Impervious, Inflow Depth = 1.58" for 1-Year event Inflow = 17.49 cfs @ 12.15 hrs, Volume= 0.929 af Outflow = 0.11 cfs @ 21.92 hrs, Volume= 0.130 af, Atten= 99%, Lag= 586.3 min Primary = 0.10 cfs @ 21.92 hrs, Volume= 0.033 af Routed to Reach 11R : Joint Outlet Pipe Secondary = 0.00 cfs @ 8.56 hrs, Volume= 0.097 af Routed to Reach 11R : Joint Outlet Pipe Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 915.52' @ 21.92 hrs Surf.Area= 28,587 sf Storage= 39,272 cf Plug-Flow detention time= 7,988.3 min calculated for 0.130 af (14% of inflow) Center-of-Mass det. time= 7,801.0 min ( 8,579.6 - 778.6 ) Volume Invert Avail.Storage Storage Description #1 914.00' 161,865 cf Custom Stage - Surface (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 914.00 23,135 0 0 916.00 30,315 53,450 53,450 918.00 38,055 68,370 121,820 919.00 42,035 40,045 161,865 Device Routing Invert Outlet Devices #1 Primary 909.00'15.0" Round Culvert L= 390.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 909.00' / 907.79' S= 0.0031 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 911.00'15.0" Round Culvert L= 400.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 911.00' / 909.80' S= 0.0030 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #3 Device 2 915.50'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 914.00'0.800 in/hr Exfiltration over Horizontal area from 914.00' - 914.05' Excluded Horizontal area = 23,135 sf Primary OutFlow Max=0.10 cfs @ 21.92 hrs HW=915.52' TW=905.40' (Dynamic Tailwater) 1=Culvert (Passes 0.10 cfs of 7.70 cfs potential flow) 2=Culvert (Passes 0.10 cfs of 6.33 cfs potential flow) 3=Orifice/Grate (Weir Controls 0.10 cfs @ 0.45 fps) Secondary OutFlow Max=0.00 cfs @ 8.56 hrs HW=914.05' TW=905.29' (Dynamic Tailwater) 4=Exfiltration (Exfiltration Controls 0.00 cfs) MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 22HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 13P: Row Homes Bio Filtration Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.035 ac Peak Elev=915.52' Storage=39,272 cf 17.49 cfs 0.11 cfs 0.10 cfs 0.00 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 23HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Discharge for Pond 13P: Row Homes Bio Filtration Basin Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) 914.00 0.00 0.00 0.00 914.05 0.00 0.00 0.00 914.10 0.00 0.00 0.00 914.15 0.00 0.00 0.00 914.20 0.00 0.00 0.00 914.25 0.00 0.00 0.00 914.30 0.00 0.00 0.00 914.35 0.00 0.00 0.00 914.40 0.00 0.00 0.00 914.45 0.00 0.00 0.00 914.50 0.00 0.00 0.00 914.55 0.00 0.00 0.00 914.60 0.00 0.00 0.00 914.65 0.00 0.00 0.00 914.70 0.00 0.00 0.00 914.75 0.00 0.00 0.00 914.80 0.00 0.00 0.00 914.85 0.00 0.00 0.00 914.90 0.00 0.00 0.00 914.95 0.00 0.00 0.00 915.00 0.00 0.00 0.00 915.05 0.00 0.00 0.00 915.10 0.00 0.00 0.00 915.15 0.00 0.00 0.00 915.20 0.00 0.00 0.00 915.25 0.00 0.00 0.00 915.30 0.00 0.00 0.00 915.35 0.00 0.00 0.00 915.40 0.00 0.00 0.00 915.45 0.00 0.00 0.00 915.50 0.00 0.00 0.00 915.55 0.46 0.46 0.00 915.60 1.30 1.30 0.00 915.65 2.39 2.39 0.00 915.70 3.68 3.68 0.00 915.75 5.14 5.14 0.00 915.80 6.53 6.52 0.00 915.85 6.56 6.56 0.00 915.90 6.59 6.59 0.00 915.95 6.63 6.62 0.00 916.00 6.66 6.66 0.00 916.05 6.70 6.69 0.00 916.10 6.73 6.73 0.00 916.15 6.76 6.76 0.00 916.20 6.80 6.79 0.00 916.25 6.83 6.82 0.00 916.30 6.86 6.86 0.00 916.35 6.89 6.89 0.00 916.40 6.93 6.92 0.00 916.45 6.96 6.95 0.00 916.50 6.99 6.99 0.00 916.55 7.02 7.02 0.00 Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) 916.60 7.05 7.05 0.00 916.65 7.09 7.08 0.00 916.70 7.12 7.11 0.00 916.75 7.15 7.15 0.00 916.80 7.18 7.18 0.00 916.85 7.21 7.21 0.00 916.90 7.24 7.24 0.00 916.95 7.27 7.27 0.00 917.00 7.30 7.30 0.00 917.05 7.33 7.33 0.00 917.10 7.36 7.36 0.00 917.15 7.40 7.39 0.00 917.20 7.43 7.42 0.00 917.25 7.46 7.45 0.00 917.30 7.49 7.48 0.00 917.35 7.52 7.51 0.00 917.40 7.55 7.54 0.00 917.45 7.57 7.57 0.00 917.50 7.60 7.60 0.00 917.55 7.63 7.63 0.00 917.60 7.66 7.66 0.00 917.65 7.69 7.69 0.00 917.70 7.72 7.72 0.00 917.75 7.75 7.75 0.00 917.80 7.78 7.78 0.00 917.85 7.81 7.80 0.00 917.90 7.84 7.83 0.00 917.95 7.86 7.86 0.00 918.00 7.89 7.89 0.00 918.05 7.92 7.92 0.00 918.10 7.95 7.95 0.00 918.15 7.98 7.97 0.00 918.20 8.01 8.00 0.00 918.25 8.03 8.03 0.00 918.30 8.06 8.06 0.00 918.35 8.09 8.09 0.00 918.40 8.12 8.11 0.00 918.45 8.14 8.14 0.00 918.50 8.17 8.17 0.00 918.55 8.20 8.20 0.00 918.60 8.23 8.22 0.00 918.65 8.25 8.25 0.00 918.70 8.28 8.28 0.00 918.75 8.31 8.30 0.00 918.80 8.34 8.33 0.00 918.85 8.36 8.36 0.00 918.90 8.39 8.39 0.00 918.95 8.42 8.41 0.00 919.00 8.44 8.44 0.00 MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 24HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 13P: Row Homes Bio Filtration Basin Elevation (feet) Surface (sq-ft) Horizontal (sq-ft) Storage (cubic-feet) 914.00 23,135 23,135 0 914.10 23,494 23,494 2,331 914.20 23,853 23,853 4,699 914.30 24,212 24,212 7,102 914.40 24,571 24,571 9,541 914.50 24,930 24,930 12,016 914.60 25,289 25,289 14,527 914.70 25,648 25,648 17,074 914.80 26,007 26,007 19,657 914.90 26,366 26,366 22,275 915.00 26,725 26,725 24,930 915.10 27,084 27,084 27,620 915.20 27,443 27,443 30,347 915.30 27,802 27,802 33,109 915.40 28,161 28,161 35,907 915.50 28,520 28,520 38,741 915.60 28,879 28,879 41,611 915.70 29,238 29,238 44,517 915.80 29,597 29,597 47,459 915.90 29,956 29,956 50,436 916.00 30,315 30,315 53,450 916.10 30,702 30,702 56,501 916.20 31,089 31,089 59,590 916.30 31,476 31,476 62,719 916.40 31,863 31,863 65,886 916.50 32,250 32,250 69,091 916.60 32,637 32,637 72,336 916.70 33,024 33,024 75,619 916.80 33,411 33,411 78,940 916.90 33,798 33,798 82,301 917.00 34,185 34,185 85,700 917.10 34,572 34,572 89,138 917.20 34,959 34,959 92,614 917.30 35,346 35,346 96,130 917.40 35,733 35,733 99,684 917.50 36,120 36,120 103,276 917.60 36,507 36,507 106,908 917.70 36,894 36,894 110,578 917.80 37,281 37,281 114,286 917.90 37,668 37,668 118,034 918.00 38,055 38,055 121,820 918.10 38,453 38,453 125,645 918.20 38,851 38,851 129,511 918.30 39,249 39,249 133,416 918.40 39,647 39,647 137,360 918.50 40,045 40,045 141,345 918.60 40,443 40,443 145,369 918.70 40,841 40,841 149,434 918.80 41,239 41,239 153,538 918.90 41,637 41,637 157,681 919.00 42,035 42,035 161,865 MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 25HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 114P: East Pond Inflow Area = 42.193 ac, 67.45% Impervious, Inflow Depth > 1.62" for 1-Year event Inflow = 31.61 cfs @ 12.13 hrs, Volume= 5.681 af Outflow = 4.73 cfs @ 15.60 hrs, Volume= 5.662 af, Atten= 85%, Lag= 208.2 min Primary = 4.73 cfs @ 15.60 hrs, Volume= 5.662 af Routed to Reach 10R : Lake Susan Site Drainage Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 905.66' @ 15.60 hrs Surf.Area= 31,912 sf Storage= 107,008 cf Plug-Flow detention time= 396.6 min calculated for 5.662 af (100% of inflow) Center-of-Mass det. time= 335.9 min ( 1,527.8 - 1,191.9 ) Volume Invert Avail.Storage Storage Description #1 902.00' 240,429 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 902.00 26,635 0 0 903.00 28,076 27,356 27,356 909.00 36,744 194,460 221,816 909.50 37,709 18,613 240,429 Device Routing Invert Outlet Devices #1 Primary 895.72'54.0" Round Existing OCS L= 232.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 895.72' / 894.53' S= 0.0051 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 15.90 sf #2 Device 1 906.75'48.0" Round Outlet L= 27.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.75' / 906.55' S= 0.0074 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 12.57 sf #3 Device 1 902.00'10.0" Vert. Jellyfish C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=4.73 cfs @ 15.60 hrs HW=905.66' TW=0.00' (Dynamic Tailwater) 1=Existing OCS (Passes 4.73 cfs of 212.30 cfs potential flow) 2=Outlet ( Controls 0.00 cfs) 3=Jellyfish (Orifice Controls 4.73 cfs @ 8.67 fps) MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 26HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 114P: East Pond Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=42.193 ac Peak Elev=905.66' Storage=107,008 cf 31.61 cfs 4.73 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 27HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Discharge for Pond 114P: East Pond Elevation (feet) Primary (cfs) 902.00 0.00 902.05 0.01 902.10 0.04 902.15 0.09 902.20 0.15 902.25 0.23 902.30 0.33 902.35 0.44 902.40 0.56 902.45 0.69 902.50 0.82 902.55 0.96 902.60 1.11 902.65 1.25 902.70 1.39 902.75 1.52 902.80 1.64 902.85 1.73 902.90 1.83 902.95 1.92 903.00 2.01 903.05 2.09 903.10 2.17 903.15 2.25 903.20 2.32 903.25 2.40 903.30 2.47 903.35 2.54 903.40 2.60 903.45 2.67 903.50 2.73 903.55 2.80 903.60 2.86 903.65 2.92 903.70 2.98 903.75 3.03 903.80 3.09 903.85 3.14 903.90 3.20 903.95 3.25 904.00 3.30 904.05 3.36 904.10 3.41 904.15 3.46 904.20 3.51 904.25 3.56 904.30 3.60 904.35 3.65 904.40 3.70 904.45 3.74 904.50 3.79 904.55 3.84 Elevation (feet) Primary (cfs) 904.60 3.88 904.65 3.92 904.70 3.97 904.75 4.01 904.80 4.05 904.85 4.10 904.90 4.14 904.95 4.18 905.00 4.22 905.05 4.26 905.10 4.30 905.15 4.34 905.20 4.38 905.25 4.42 905.30 4.46 905.35 4.50 905.40 4.54 905.45 4.57 905.50 4.61 905.55 4.65 905.60 4.69 905.65 4.72 905.70 4.76 905.75 4.79 905.80 4.83 905.85 4.87 905.90 4.90 905.95 4.94 906.00 4.97 906.05 5.01 906.10 5.04 906.15 5.07 906.20 5.11 906.25 5.14 906.30 5.18 906.35 5.21 906.40 5.24 906.45 5.27 906.50 5.31 906.55 5.34 906.60 5.37 906.65 5.40 906.70 5.44 906.75 5.47 906.80 5.51 906.85 5.60 906.90 5.72 906.95 5.88 907.00 6.08 907.05 6.31 907.10 6.57 907.15 6.86 Elevation (feet) Primary (cfs) 907.20 7.18 907.25 7.53 907.30 7.91 907.35 8.31 907.40 8.74 907.45 9.20 907.50 9.68 907.55 10.19 907.60 10.72 907.65 11.28 907.70 11.86 907.75 12.47 907.80 13.09 907.85 13.74 907.90 14.42 907.95 15.11 908.00 15.83 908.05 16.56 908.10 17.32 908.15 18.10 908.20 18.90 908.25 19.72 908.30 20.56 908.35 21.42 908.40 22.29 908.45 23.19 908.50 24.11 908.55 25.04 908.60 25.99 908.65 26.95 908.70 27.94 908.75 28.94 908.80 29.95 908.85 30.99 908.90 32.03 908.95 33.10 909.00 34.18 909.05 35.27 909.10 36.37 909.15 37.49 909.20 38.63 909.25 39.77 909.30 40.93 909.35 42.10 909.40 43.28 909.45 44.47 909.50 45.67 909.55 46.89 909.60 48.11 909.65 49.34 909.70 50.58 909.75 51.83 Elevation (feet) Primary (cfs) 909.80 53.09 909.85 54.35 909.90 55.63 909.95 56.90 910.00 58.19 910.05 59.48 910.10 60.77 910.15 62.07 910.20 63.37 910.25 64.68 910.30 65.98 910.35 67.29 910.40 68.60 910.45 69.91 910.50 71.23 910.55 72.54 910.60 73.84 910.65 75.15 910.70 76.45 910.75 77.75 MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 28HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 114P: East Pond Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 902.00 26,635 0 902.10 26,779 2,671 902.20 26,923 5,356 902.30 27,067 8,055 902.40 27,211 10,769 902.50 27,356 13,498 902.60 27,500 16,240 902.70 27,644 18,998 902.80 27,788 21,769 902.90 27,932 24,555 903.00 28,076 27,356 903.10 28,220 30,170 903.20 28,365 33,000 903.30 28,509 35,843 903.40 28,654 38,701 903.50 28,798 41,574 903.60 28,943 44,461 903.70 29,087 47,363 903.80 29,232 50,279 903.90 29,376 53,209 904.00 29,521 56,154 904.10 29,665 59,113 904.20 29,810 62,087 904.30 29,954 65,075 904.40 30,099 68,078 904.50 30,243 71,095 904.60 30,387 74,126 904.70 30,532 77,172 904.80 30,676 80,233 904.90 30,821 83,308 905.00 30,965 86,397 905.10 31,110 89,501 905.20 31,254 92,619 905.30 31,399 95,751 905.40 31,543 98,899 905.50 31,688 102,060 905.60 31,832 105,236 905.70 31,977 108,427 905.80 32,121 111,631 905.90 32,266 114,851 906.00 32,410 118,085 906.10 32,554 121,333 906.20 32,699 124,595 906.30 32,843 127,873 906.40 32,988 131,164 906.50 33,132 134,470 906.60 33,277 137,791 906.70 33,421 141,125 906.80 33,566 144,475 906.90 33,710 147,839 907.00 33,855 151,217 907.10 33,999 154,610 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 907.20 34,144 158,017 907.30 34,288 161,438 907.40 34,433 164,874 907.50 34,577 168,325 907.60 34,721 171,790 907.70 34,866 175,269 907.80 35,010 178,763 907.90 35,155 182,271 908.00 35,299 185,794 908.10 35,444 189,331 908.20 35,588 192,883 908.30 35,733 196,449 908.40 35,877 200,029 908.50 36,022 203,624 908.60 36,166 207,233 908.70 36,311 210,857 908.80 36,455 214,496 908.90 36,600 218,148 909.00 36,744 221,816 909.10 36,937 225,500 909.20 37,130 229,203 909.30 37,323 232,926 909.40 37,516 236,667 909.50 37,709 240,429 909.60 37,709 240,429 909.70 37,709 240,429 909.80 37,709 240,429 909.90 37,709 240,429 910.00 37,709 240,429 910.10 37,709 240,429 910.20 37,709 240,429 910.30 37,709 240,429 910.40 37,709 240,429 910.50 37,709 240,429 910.60 37,709 240,429 910.70 37,709 240,429 MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 29HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 115P: Central Pond Inflow Area = 26.491 ac, 73.85% Impervious, Inflow Depth = 1.94" for 1-Year event Inflow = 60.76 cfs @ 12.14 hrs, Volume= 4.282 af Outflow = 11.94 cfs @ 12.63 hrs, Volume= 4.271 af, Atten= 80%, Lag= 29.2 min Primary = 11.94 cfs @ 12.63 hrs, Volume= 4.271 af Routed to Pond 114P : East Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 910.79' @ 12.63 hrs Surf.Area= 57,707 sf Storage= 102,397 cf Plug-Flow detention time= 327.9 min calculated for 4.271 af (100% of inflow) Center-of-Mass det. time= 326.7 min ( 1,094.6 - 767.9 ) Volume Invert Avail.Storage Storage Description #1 909.00' 379,672 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 909.00 56,508 0 0 910.00 57,316 56,912 56,912 915.00 59,787 292,758 349,670 915.50 60,223 30,003 379,672 Device Routing Invert Outlet Devices #1 Primary 909.00'30.0" Round Culvert L= 629.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 909.00' / 902.00' S= 0.0111 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 4.91 sf #2 Device 1 909.00'22.0" Vert. Inlet C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=11.96 cfs @ 12.63 hrs HW=910.79' TW=904.04' (Dynamic Tailwater) 1=Culvert (Passes 11.96 cfs of 21.43 cfs potential flow) 2=Inlet (Orifice Controls 11.96 cfs @ 4.56 fps) MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 30HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 115P: Central Pond Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=26.491 ac Peak Elev=910.79' Storage=102,397 cf 60.76 cfs 11.94 cfs MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 31HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Discharge for Pond 115P: Central Pond Elevation (feet) Primary (cfs) 909.00 0.00 909.05 0.02 909.10 0.06 909.15 0.13 909.20 0.24 909.25 0.37 909.30 0.53 909.35 0.71 909.40 0.92 909.45 1.15 909.50 1.40 909.55 1.68 909.60 1.98 909.65 2.30 909.70 2.64 909.75 3.00 909.80 3.37 909.85 3.76 909.90 4.16 909.95 4.58 910.00 5.01 910.05 5.45 910.10 5.91 910.15 6.36 910.20 6.83 910.25 7.30 910.30 7.77 910.35 8.24 910.40 8.71 910.45 9.18 910.50 9.64 910.55 10.09 910.60 10.53 910.65 10.94 910.70 11.34 910.75 11.70 910.80 12.01 910.85 12.28 910.90 12.60 910.95 12.92 911.00 13.23 911.05 13.53 911.10 13.83 911.15 14.12 911.20 14.40 911.25 14.68 911.30 14.95 911.35 15.22 911.40 15.48 911.45 15.74 911.50 15.99 911.55 16.24 Elevation (feet) Primary (cfs) 911.60 16.49 911.65 16.73 911.70 16.97 911.75 17.21 911.80 17.44 911.85 17.67 911.90 17.90 911.95 18.12 912.00 18.35 912.05 18.57 912.10 18.78 912.15 19.00 912.20 19.21 912.25 19.42 912.30 19.62 912.35 19.83 912.40 20.03 912.45 20.23 912.50 20.43 912.55 20.63 912.60 20.82 912.65 21.01 912.70 21.21 912.75 21.40 912.80 21.58 912.85 21.77 912.90 21.95 912.95 22.14 913.00 22.32 913.05 22.50 913.10 22.68 913.15 22.86 913.20 23.03 913.25 23.21 913.30 23.38 913.35 23.55 913.40 23.72 913.45 23.89 913.50 24.06 913.55 24.23 913.60 24.39 913.65 24.56 913.70 24.72 913.75 24.89 913.80 25.05 913.85 25.21 913.90 25.37 913.95 25.53 914.00 25.68 914.05 25.84 914.10 26.00 914.15 26.15 Elevation (feet) Primary (cfs) 914.20 26.31 914.25 26.46 914.30 26.61 914.35 26.76 914.40 26.91 914.45 27.06 914.50 27.21 914.55 27.36 914.60 27.51 914.65 27.65 914.70 27.80 914.75 27.94 914.80 28.09 914.85 28.23 914.90 28.37 914.95 28.52 915.00 28.66 915.05 28.80 915.10 28.94 915.15 29.08 915.20 29.22 915.25 29.35 915.30 29.49 915.35 29.63 915.40 29.76 915.45 29.90 915.50 30.03 MSE 24-hr 3 1-Year Rainfall=2.47"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 32HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 115P: Central Pond Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 909.00 56,508 0 909.10 56,589 5,655 909.20 56,670 11,318 909.30 56,750 16,989 909.40 56,831 22,668 909.50 56,912 28,355 909.60 56,993 34,050 909.70 57,074 39,754 909.80 57,154 45,465 909.90 57,235 51,184 910.00 57,316 56,912 910.10 57,365 62,646 910.20 57,415 68,385 910.30 57,464 74,129 910.40 57,514 79,878 910.50 57,563 85,632 910.60 57,613 91,391 910.70 57,662 97,154 910.80 57,711 102,923 910.90 57,761 108,697 911.00 57,810 114,475 911.10 57,860 120,259 911.20 57,909 126,047 911.30 57,958 131,840 911.40 58,008 137,639 911.50 58,057 143,442 911.60 58,107 149,250 911.70 58,156 155,063 911.80 58,206 160,881 911.90 58,255 166,704 912.00 58,304 172,532 912.10 58,354 178,365 912.20 58,403 184,203 912.30 58,453 190,046 912.40 58,502 195,894 912.50 58,552 201,746 912.60 58,601 207,604 912.70 58,650 213,467 912.80 58,700 219,334 912.90 58,749 225,207 913.00 58,799 231,084 913.10 58,848 236,966 913.20 58,897 242,854 913.30 58,947 248,746 913.40 58,996 254,643 913.50 59,046 260,545 913.60 59,095 266,452 913.70 59,145 272,364 913.80 59,194 278,281 913.90 59,243 284,203 914.00 59,293 290,130 914.10 59,342 296,061 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 914.20 59,392 301,998 914.30 59,441 307,940 914.40 59,490 313,886 914.50 59,540 319,838 914.60 59,589 325,794 914.70 59,639 331,756 914.80 59,688 337,722 914.90 59,738 343,693 915.00 59,787 349,670 915.10 59,874 355,653 915.20 59,961 361,644 915.30 60,049 367,645 915.40 60,136 373,654 915.50 60,223 379,672 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 33HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Time span=0.00-360.00 hrs, dt=0.01 hrs, 36001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=17,800 sf 63.43% Impervious Runoff Depth=2.10"Subcatchment 8S: NW Tree Trench Tc=7.5 min CN=WQ Runoff=1.29 cfs 0.071 af Runoff Area=35,675 sf 0.00% Impervious Runoff Depth=1.15"Subcatchment 11oS: Offsite East Flow Length=94' Slope=0.0430 '/' Tc=10.6 min CN=80 Runoff=1.32 cfs 0.079 af Runoff Area=283,775 sf 51.79% Impervious Runoff Depth=1.92"Subcatchment 13S: Rowhomes Tc=7.5 min CN=WQ Runoff=19.07 cfs 1.044 af Runoff Area=4,872 sf 33.35% Impervious Runoff Depth=1.65"Subcatchment 14aS: Apartments West Tc=10.0 min CN=WQ Runoff=0.25 cfs 0.015 af Runoff Area=342,980 sf 62.56% Impervious Runoff Depth=2.17"Subcatchment 14S: Southeast Tc=5.0 min CN=WQ Runoff=29.37 cfs 1.427 af Runoff Area=703,048 sf 75.13% Impervious Runoff Depth=2.37"Subcatchment 15S: Northeast Tc=15.0 min CN=WQ Runoff=42.43 cfs 3.190 af Runoff Area=450,882 sf 71.84% Impervious Runoff Depth=2.22"Subcatchment PR1A: Apartments to Tc=5.0 min CN=WQ Runoff=39.36 cfs 1.915 af Runoff Area=34,566 sf 38.07% Impervious Runoff Depth=1.72"Subcatchment PR1B: Apartments to East Tc=5.0 min CN=WQ Runoff=2.39 cfs 0.114 af Inflow=5.32 cfs 7.026 afReach 10R: Lake Susan Site Drainage Outflow=5.32 cfs 7.026 af Avg. Flow Depth=0.62' Max Vel=2.87 fps Inflow=2.40 cfs 0.445 afReach 11R: Joint Outlet Pipe 15.0" Round Pipe n=0.013 L=1,080.0' S=0.0030 '/' Capacity=3.54 cfs Outflow=1.74 cfs 0.445 af Peak Elev=920.75' Storage=410 cf Inflow=1.29 cfs 0.071 afPond 8P: NW Tree Trench - Above Grade Primary=0.02 cfs 0.030 af Secondary=1.17 cfs 0.042 af Tertiary=0.02 cfs 0.000 af Outflow=1.22 cfs 0.071 af Peak Elev=915.55' Storage=40,303 cf Inflow=20.45 cfs 1.130 afPond 13P: Row Homes Bio Filtration Basin Primary=0.52 cfs 0.234 af Secondary=0.00 cfs 0.097 af Outflow=0.53 cfs 0.331 af Peak Elev=906.48' Storage=133,728 cf Inflow=37.01 cfs 6.966 afPond 114P: East Pond Outflow=5.29 cfs 6.947 af Peak Elev=911.04' Storage=116,675 cf Inflow=65.65 cfs 5.106 afPond 115P: Central Pond Outflow=13.46 cfs 5.095 af Total Runoff Area = 43.012 ac Runoff Volume = 7.855 af Average Runoff Depth = 2.19" 33.83% Pervious = 14.551 ac 66.17% Impervious = 28.460 ac MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 34HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: NW Tree Trench Tributary Area Runoff = 1.29 cfs @ 12.10 hrs, Volume= 0.071 af, Depth= 2.10" Routed to Pond 8P : NW Tree Trench - Above Grade Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 6,510 80 >75% Grass cover, Good, HSG D 11,290 98 Paved parking, HSG D 17,800 Weighted Average 6,510 36.57% Pervious Area 11,290 63.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Subcatchment 8S: NW Tree Trench Tributary Area Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=17,800 sf Runoff Volume=0.071 af Runoff Depth=2.10" Tc=7.5 min CN=WQ 1.29 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 35HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 11oS: Offsite East Runoff = 1.32 cfs @ 12.15 hrs, Volume= 0.079 af, Depth= 1.15" Routed to Reach 10R : Lake Susan Site Drainage Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 35,675 80 >75% Grass cover, Good, HSG D 35,675 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.6 94 0.0430 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.87" Subcatchment 11oS: Offsite East Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=35,675 sf Runoff Volume=0.079 af Runoff Depth=1.15" Flow Length=94' Slope=0.0430 '/' Tc=10.6 min CN=80 1.32 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 36HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: Rowhomes Areas adjusted to remove areas to tree trenches. Runoff = 19.07 cfs @ 12.10 hrs, Volume= 1.044 af, Depth= 1.92" Routed to Pond 13P : Row Homes Bio Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 136,820 80 >75% Grass cover, Good, HSG D * 146,955 98 Paved parking & Roofs, HSG D 283,775 Weighted Average 136,820 48.21% Pervious Area 146,955 51.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Subcatchment 13S: Rowhomes Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=283,775 sf Runoff Volume=1.044 af Runoff Depth=1.92" Tc=7.5 min CN=WQ 19.07 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 37HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 14aS: Apartments West Direct Runoff = 0.25 cfs @ 12.14 hrs, Volume= 0.015 af, Depth= 1.65" Routed to Pond 13P : Row Homes Bio Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 1,625 98 Paved parking, HSG D 3,247 80 >75% Grass cover, Good, HSG D 4,872 Weighted Average 3,247 66.65% Pervious Area 1,625 33.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 14aS: Apartments West Direct Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=4,872 sf Runoff Volume=0.015 af Runoff Depth=1.65" Tc=10.0 min CN=WQ 0.25 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 38HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: Southeast Runoff = 29.37 cfs @ 12.07 hrs, Volume= 1.427 af, Depth= 2.17" Routed to Pond 114P : East Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 214,578 98 Paved roads w/curbs & sewers, HSG D 107,292 80 >75% Grass cover, Good, HSG D 21,110 98 Water Surface, 0% imp, HSG D 342,980 Weighted Average 128,402 37.44% Pervious Area 214,578 62.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 14S: Southeast Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=342,980 sf Runoff Volume=1.427 af Runoff Depth=2.17" Tc=5.0 min CN=WQ 29.37 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 39HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Northeast Runoff = 42.43 cfs @ 12.19 hrs, Volume= 3.190 af, Depth= 2.37" Routed to Pond 115P : Central Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 528,211 98 Paved roads w/curbs & sewers, HSG D 126,259 80 >75% Grass cover, Good, HSG D 48,578 98 Water Surface, 0% imp, HSG D 703,048 Weighted Average 174,837 24.87% Pervious Area 528,211 75.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 15S: Northeast Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=703,048 sf Runoff Volume=3.190 af Runoff Depth=2.37" Tc=15.0 min CN=WQ 42.43 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 40HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1A: Apartments to Central Basin Runoff = 39.36 cfs @ 12.07 hrs, Volume= 1.915 af, Depth= 2.22" Routed to Pond 115P : Central Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 323,919 98 Paved roads w/curbs & sewers, HSG D 126,963 80 >75% Grass cover, Good, HSG D 450,882 Weighted Average 126,963 28.16% Pervious Area 323,919 71.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR1A: Apartments to Central Basin Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=450,882 sf Runoff Volume=1.915 af Runoff Depth=2.22" Tc=5.0 min CN=WQ 39.36 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 41HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1B: Apartments to East Basin Runoff = 2.39 cfs @ 12.07 hrs, Volume= 0.114 af, Depth= 1.72" Routed to Reach 11R : Joint Outlet Pipe Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 13,160 98 Paved roads w/curbs & sewers, HSG D 21,406 80 >75% Grass cover, Good, HSG D 34,566 Weighted Average 21,406 61.93% Pervious Area 13,160 38.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR1B: Apartments to East Basin Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=34,566 sf Runoff Volume=0.114 af Runoff Depth=1.72" Tc=5.0 min CN=WQ 2.39 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 42HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 10R: Lake Susan Site Drainage Inflow Area = 43.012 ac, 66.17% Impervious, Inflow Depth > 1.96" for 2y 24hr event Inflow = 5.32 cfs @ 15.98 hrs, Volume= 7.026 af Outflow = 5.32 cfs @ 15.98 hrs, Volume= 7.026 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Reach 10R: Lake Susan Site Drainage Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)5 4 3 2 1 0 Inflow Area=43.012 ac 5.32 cfs 5.32 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 43HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 11R: Joint Outlet Pipe Inflow Area = 7.829 ac, 50.74% Impervious, Inflow Depth > 0.68" for 2y 24hr event Inflow = 2.40 cfs @ 12.07 hrs, Volume= 0.445 af Outflow = 1.74 cfs @ 12.13 hrs, Volume= 0.445 af, Atten= 28%, Lag= 3.0 min Routed to Pond 114P : East Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Max. Velocity= 2.87 fps, Min. Travel Time= 6.3 min Avg. Velocity = 0.51 fps, Avg. Travel Time= 35.0 min Peak Storage= 653 cf @ 12.13 hrs Average Depth at Peak Storage= 0.62' , Surface Width= 1.25' Bank-Full Depth= 1.25' Flow Area= 1.2 sf, Capacity= 3.54 cfs 15.0" Round Pipe n= 0.013 Concrete pipe, straight & clean Length= 1,080.0' Slope= 0.0030 '/' Inlet Invert= 905.24', Outlet Invert= 902.00' Reach 11R: Joint Outlet Pipe Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)2 1 0 Inflow Area=7.829 ac Avg. Flow Depth=0.62' Max Vel=2.87 fps 15.0" Round Pipe n=0.013 L=1,080.0' S=0.0030 '/' Capacity=3.54 cfs 2.40 cfs 1.74 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 44HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Discharge for Reach 11R: Joint Outlet Pipe Elevation (feet) Velocity (ft/sec) Discharge (cfs) 905.24 0.00 0.00 905.25 0.21 0.00 905.26 0.35 0.00 905.27 0.46 0.00 905.28 0.55 0.01 905.29 0.64 0.01 905.30 0.72 0.02 905.31 0.80 0.02 905.32 0.87 0.03 905.33 0.94 0.04 905.34 1.00 0.05 905.35 1.07 0.06 905.36 1.13 0.07 905.37 1.19 0.08 905.38 1.24 0.09 905.39 1.30 0.11 905.40 1.35 0.12 905.41 1.40 0.14 905.42 1.45 0.16 905.43 1.50 0.18 905.44 1.55 0.20 905.45 1.60 0.22 905.46 1.64 0.24 905.47 1.69 0.26 905.48 1.73 0.29 905.49 1.77 0.31 905.50 1.81 0.34 905.51 1.86 0.36 905.52 1.90 0.39 905.53 1.93 0.42 905.54 1.97 0.45 905.55 2.01 0.48 905.56 2.05 0.51 905.57 2.08 0.54 905.58 2.12 0.57 905.59 2.15 0.61 905.60 2.19 0.64 905.61 2.22 0.68 905.62 2.25 0.71 905.63 2.29 0.75 905.64 2.32 0.78 905.65 2.35 0.82 905.66 2.38 0.86 905.67 2.41 0.90 905.68 2.44 0.94 905.69 2.47 0.98 905.70 2.49 1.02 905.71 2.52 1.06 905.72 2.55 1.11 905.73 2.58 1.15 905.74 2.60 1.19 905.75 2.63 1.24 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 905.76 2.65 1.28 905.77 2.68 1.33 905.78 2.70 1.37 905.79 2.72 1.42 905.80 2.75 1.46 905.81 2.77 1.51 905.82 2.79 1.56 905.83 2.81 1.60 905.84 2.83 1.65 905.85 2.85 1.70 905.86 2.87 1.75 905.87 2.89 1.79 905.88 2.91 1.84 905.89 2.93 1.89 905.90 2.95 1.94 905.91 2.97 1.99 905.92 2.98 2.04 905.93 3.00 2.08 905.94 3.02 2.13 905.95 3.03 2.18 905.96 3.05 2.23 905.97 3.06 2.28 905.98 3.08 2.33 905.99 3.09 2.38 906.00 3.11 2.43 906.01 3.12 2.47 906.02 3.13 2.52 906.03 3.14 2.57 906.04 3.16 2.62 906.05 3.17 2.66 906.06 3.18 2.71 906.07 3.19 2.76 906.08 3.20 2.80 906.09 3.21 2.85 906.10 3.22 2.90 906.11 3.22 2.94 906.12 3.23 2.98 906.13 3.24 3.03 906.14 3.25 3.07 906.15 3.25 3.11 906.16 3.26 3.16 906.17 3.26 3.20 906.18 3.27 3.24 906.19 3.27 3.28 906.20 3.28 3.31 906.21 3.28 3.35 906.22 3.28 3.39 906.23 3.28 3.42 906.24 3.29 3.46 906.25 3.29 3.49 906.26 3.29 3.52 906.27 3.29 3.55 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 906.28 3.28 3.58 906.29 3.28 3.61 906.30 3.28 3.64 906.31 3.28 3.66 906.32 3.27 3.69 906.33 3.27 3.71 906.34 3.26 3.73 906.35 3.25 3.75 906.36 3.25 3.76 906.37 3.24 3.78 906.38 3.23 3.79 906.39 3.21 3.80 906.40 3.20 3.80 906.41 3.19 3.81 906.42 3.17 3.80 906.43 3.15 3.80 906.44 3.13 3.79 906.45 3.11 3.77 906.46 3.08 3.75 906.47 3.04 3.72 906.48 2.98 3.66 906.49 2.88 3.54 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 45HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 11R: Joint Outlet Pipe Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 905.24 0.0 0 905.26 0.0 5 905.28 0.0 13 905.30 0.0 23 905.32 0.0 36 905.34 0.0 50 905.36 0.1 65 905.38 0.1 81 905.40 0.1 99 905.42 0.1 118 905.44 0.1 137 905.46 0.1 157 905.48 0.2 178 905.50 0.2 200 905.52 0.2 222 905.54 0.2 245 905.56 0.2 268 905.58 0.3 292 905.60 0.3 316 905.62 0.3 341 905.64 0.3 366 905.66 0.4 391 905.68 0.4 417 905.70 0.4 443 905.72 0.4 469 905.74 0.5 495 905.76 0.5 522 905.78 0.5 548 905.80 0.5 575 905.82 0.6 602 905.84 0.6 629 905.86 0.6 656 905.88 0.6 683 905.90 0.7 710 905.92 0.7 737 905.94 0.7 764 905.96 0.7 790 905.98 0.8 817 906.00 0.8 843 906.02 0.8 870 906.04 0.8 896 906.06 0.9 922 906.08 0.9 947 906.10 0.9 972 906.12 0.9 997 906.14 0.9 1,022 906.16 1.0 1,046 906.18 1.0 1,069 906.20 1.0 1,092 906.22 1.0 1,115 906.24 1.1 1,137 906.26 1.1 1,158 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 906.28 1.1 1,178 906.30 1.1 1,198 906.32 1.1 1,217 906.34 1.1 1,235 906.36 1.2 1,252 906.38 1.2 1,268 906.40 1.2 1,283 906.42 1.2 1,296 906.44 1.2 1,308 906.46 1.2 1,317 906.48 1.2 1,324 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 46HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 8P: NW Tree Trench - Above Grade Inflow Area = 0.409 ac, 63.43% Impervious, Inflow Depth = 2.10" for 2y 24hr event Inflow = 1.29 cfs @ 12.10 hrs, Volume= 0.071 af Outflow = 1.22 cfs @ 12.13 hrs, Volume= 0.071 af, Atten= 6%, Lag= 1.6 min Primary = 0.02 cfs @ 12.13 hrs, Volume= 0.030 af Routed to Pond 13P : Row Homes Bio Filtration Basin Secondary = 1.17 cfs @ 12.13 hrs, Volume= 0.042 af Routed to Pond 13P : Row Homes Bio Filtration Basin Tertiary = 0.02 cfs @ 12.13 hrs, Volume= 0.000 af Routed to Pond 13P : Row Homes Bio Filtration Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 920.75' @ 12.13 hrs Surf.Area= 1,218 sf Storage= 410 cf Plug-Flow detention time= 44.2 min calculated for 0.071 af (100% of inflow) Center-of-Mass det. time= 44.2 min ( 817.7 - 773.4 ) Volume Invert Avail.Storage Storage Description #1 920.40' 2,112 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 920.40 1,140 0 0 922.00 1,500 2,112 2,112 Device Routing Invert Outlet Devices #1 Primary 920.40'0.800 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Secondary 920.60'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Tertiary 920.71'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 0.00 28.00 28.00 Elev. (feet) 921.21 921.13 920.71 921.21 Primary OutFlow Max=0.02 cfs @ 12.13 hrs HW=920.75' TW=914.81' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=1.17 cfs @ 12.13 hrs HW=920.75' TW=914.81' (Dynamic Tailwater) 2=Orifice/Grate (Weir Controls 1.17 cfs @ 1.26 fps) Tertiary OutFlow Max=0.02 cfs @ 12.13 hrs HW=920.75' TW=914.81' (Dynamic Tailwater) 3=Asymmetrical Weir (Weir Controls 0.02 cfs @ 0.25 fps) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 47HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 8P: NW Tree Trench - Above Grade Inflow Outflow Primary Secondary Tertiary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 Inflow Area=0.409 ac Peak Elev=920.75' Storage=410 cf 1.29 cfs 1.22 cfs 0.02 cfs 1.17 cfs 0.02 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 48HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Discharge for Pond 8P: NW Tree Trench - Above Grade Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) Tertiary (cfs) 920.40 0.00 0.00 0.00 0.00 920.45 0.02 0.02 0.00 0.00 920.50 0.02 0.02 0.00 0.00 920.55 0.02 0.02 0.00 0.00 920.60 0.02 0.02 0.00 0.00 920.65 0.25 0.02 0.23 0.00 920.70 0.67 0.02 0.65 0.00 920.75 1.24 0.02 1.19 0.03 920.80 2.07 0.02 1.84 0.21 920.85 3.23 0.02 2.57 0.64 920.90 4.77 0.02 3.38 1.37 920.95 6.74 0.02 4.25 2.46 921.00 9.17 0.02 5.20 3.95 921.05 12.10 0.02 6.20 5.88 921.10 15.57 0.02 7.26 8.28 921.15 19.60 0.02 8.38 11.19 921.20 24.12 0.02 9.55 14.54 921.25 28.31 0.02 10.77 17.52 921.30 31.86 0.02 12.03 19.80 921.35 34.92 0.03 13.10 21.80 921.40 37.15 0.03 13.53 23.60 921.45 39.23 0.03 13.95 25.26 921.50 41.19 0.03 14.35 26.81 921.55 43.04 0.03 14.74 28.27 921.60 44.81 0.03 15.13 29.66 921.65 46.50 0.03 15.50 30.98 921.70 48.13 0.03 15.87 32.24 921.75 49.71 0.03 16.22 33.46 921.80 51.23 0.03 16.57 34.63 921.85 52.70 0.03 16.91 35.76 921.90 54.13 0.03 17.25 36.86 921.95 55.53 0.03 17.58 37.92 922.00 56.89 0.03 17.90 38.96 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 49HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 8P: NW Tree Trench - Above Grade Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 920.40 1,140 0 920.42 1,144 23 920.44 1,149 46 920.46 1,153 69 920.48 1,158 92 920.50 1,163 115 920.52 1,167 138 920.54 1,171 162 920.56 1,176 185 920.58 1,180 209 920.60 1,185 233 920.62 1,190 256 920.64 1,194 280 920.66 1,198 304 920.68 1,203 328 920.70 1,207 352 920.72 1,212 376 920.74 1,217 401 920.76 1,221 425 920.78 1,225 449 920.80 1,230 474 920.82 1,234 499 920.84 1,239 523 920.86 1,244 548 920.88 1,248 573 920.90 1,252 598 920.92 1,257 623 920.94 1,261 648 920.96 1,266 674 920.98 1,271 699 921.00 1,275 725 921.02 1,279 750 921.04 1,284 776 921.06 1,288 801 921.08 1,293 827 921.10 1,298 853 921.12 1,302 879 921.14 1,306 905 921.16 1,311 931 921.18 1,315 958 921.20 1,320 984 921.22 1,325 1,010 921.24 1,329 1,037 921.26 1,334 1,064 921.28 1,338 1,090 921.30 1,342 1,117 921.32 1,347 1,144 921.34 1,352 1,171 921.36 1,356 1,198 921.38 1,361 1,225 921.40 1,365 1,252 921.42 1,369 1,280 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 921.44 1,374 1,307 921.46 1,378 1,335 921.48 1,383 1,362 921.50 1,388 1,390 921.52 1,392 1,418 921.54 1,396 1,446 921.56 1,401 1,474 921.58 1,405 1,502 921.60 1,410 1,530 921.62 1,415 1,558 921.64 1,419 1,587 921.66 1,423 1,615 921.68 1,428 1,644 921.70 1,432 1,672 921.72 1,437 1,701 921.74 1,442 1,730 921.76 1,446 1,758 921.78 1,450 1,787 921.80 1,455 1,816 921.82 1,459 1,846 921.84 1,464 1,875 921.86 1,469 1,904 921.88 1,473 1,934 921.90 1,477 1,963 921.92 1,482 1,993 921.94 1,486 2,022 921.96 1,491 2,052 921.98 1,496 2,082 922.00 1,500 2,112 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 50HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 13P: Row Homes Bio Filtration Basin Inflow Area = 7.035 ac, 52.17% Impervious, Inflow Depth = 1.93" for 2y 24hr event Inflow = 20.45 cfs @ 12.11 hrs, Volume= 1.130 af Outflow = 0.53 cfs @ 15.09 hrs, Volume= 0.331 af, Atten= 97%, Lag= 179.4 min Primary = 0.52 cfs @ 15.09 hrs, Volume= 0.234 af Routed to Reach 11R : Joint Outlet Pipe Secondary = 0.00 cfs @ 7.24 hrs, Volume= 0.097 af Routed to Reach 11R : Joint Outlet Pipe Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 915.55' @ 15.09 hrs Surf.Area= 28,716 sf Storage= 40,303 cf Plug-Flow detention time= 3,375.0 min calculated for 0.331 af (29% of inflow) Center-of-Mass det. time= 3,233.4 min ( 4,015.9 - 782.6 ) Volume Invert Avail.Storage Storage Description #1 914.00' 161,865 cf Custom Stage - Surface (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 914.00 23,135 0 0 916.00 30,315 53,450 53,450 918.00 38,055 68,370 121,820 919.00 42,035 40,045 161,865 Device Routing Invert Outlet Devices #1 Primary 909.00'15.0" Round Culvert L= 390.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 909.00' / 907.79' S= 0.0031 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 911.00'15.0" Round Culvert L= 400.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 911.00' / 909.80' S= 0.0030 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #3 Device 2 915.50'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 914.00'0.800 in/hr Exfiltration over Horizontal area from 914.00' - 914.05' Excluded Horizontal area = 23,135 sf Primary OutFlow Max=0.52 cfs @ 15.09 hrs HW=915.55' TW=905.58' (Dynamic Tailwater) 1=Culvert (Passes 0.52 cfs of 7.72 cfs potential flow) 2=Culvert (Passes 0.52 cfs of 6.35 cfs potential flow) 3=Orifice/Grate (Weir Controls 0.52 cfs @ 0.76 fps) Secondary OutFlow Max=0.00 cfs @ 7.24 hrs HW=914.05' TW=905.30' (Dynamic Tailwater) 4=Exfiltration (Exfiltration Controls 0.00 cfs) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 51HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 13P: Row Homes Bio Filtration Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.035 ac Peak Elev=915.55' Storage=40,303 cf 20.45 cfs 0.53 cfs 0.52 cfs 0.00 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 52HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Discharge for Pond 13P: Row Homes Bio Filtration Basin Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) 914.00 0.00 0.00 0.00 914.05 0.00 0.00 0.00 914.10 0.00 0.00 0.00 914.15 0.00 0.00 0.00 914.20 0.00 0.00 0.00 914.25 0.00 0.00 0.00 914.30 0.00 0.00 0.00 914.35 0.00 0.00 0.00 914.40 0.00 0.00 0.00 914.45 0.00 0.00 0.00 914.50 0.00 0.00 0.00 914.55 0.00 0.00 0.00 914.60 0.00 0.00 0.00 914.65 0.00 0.00 0.00 914.70 0.00 0.00 0.00 914.75 0.00 0.00 0.00 914.80 0.00 0.00 0.00 914.85 0.00 0.00 0.00 914.90 0.00 0.00 0.00 914.95 0.00 0.00 0.00 915.00 0.00 0.00 0.00 915.05 0.00 0.00 0.00 915.10 0.00 0.00 0.00 915.15 0.00 0.00 0.00 915.20 0.00 0.00 0.00 915.25 0.00 0.00 0.00 915.30 0.00 0.00 0.00 915.35 0.00 0.00 0.00 915.40 0.00 0.00 0.00 915.45 0.00 0.00 0.00 915.50 0.00 0.00 0.00 915.55 0.46 0.46 0.00 915.60 1.30 1.30 0.00 915.65 2.39 2.39 0.00 915.70 3.68 3.68 0.00 915.75 5.14 5.14 0.00 915.80 6.53 6.52 0.00 915.85 6.56 6.56 0.00 915.90 6.59 6.59 0.00 915.95 6.63 6.62 0.00 916.00 6.66 6.66 0.00 916.05 6.70 6.69 0.00 916.10 6.73 6.73 0.00 916.15 6.76 6.76 0.00 916.20 6.80 6.79 0.00 916.25 6.83 6.82 0.00 916.30 6.86 6.86 0.00 916.35 6.89 6.89 0.00 916.40 6.93 6.92 0.00 916.45 6.96 6.95 0.00 916.50 6.99 6.99 0.00 916.55 7.02 7.02 0.00 Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) 916.60 7.05 7.05 0.00 916.65 7.09 7.08 0.00 916.70 7.12 7.11 0.00 916.75 7.15 7.15 0.00 916.80 7.18 7.18 0.00 916.85 7.21 7.21 0.00 916.90 7.24 7.24 0.00 916.95 7.27 7.27 0.00 917.00 7.30 7.30 0.00 917.05 7.33 7.33 0.00 917.10 7.36 7.36 0.00 917.15 7.40 7.39 0.00 917.20 7.43 7.42 0.00 917.25 7.46 7.45 0.00 917.30 7.49 7.48 0.00 917.35 7.52 7.51 0.00 917.40 7.55 7.54 0.00 917.45 7.57 7.57 0.00 917.50 7.60 7.60 0.00 917.55 7.63 7.63 0.00 917.60 7.66 7.66 0.00 917.65 7.69 7.69 0.00 917.70 7.72 7.72 0.00 917.75 7.75 7.75 0.00 917.80 7.78 7.78 0.00 917.85 7.81 7.80 0.00 917.90 7.84 7.83 0.00 917.95 7.86 7.86 0.00 918.00 7.89 7.89 0.00 918.05 7.92 7.92 0.00 918.10 7.95 7.95 0.00 918.15 7.98 7.97 0.00 918.20 8.01 8.00 0.00 918.25 8.03 8.03 0.00 918.30 8.06 8.06 0.00 918.35 8.09 8.09 0.00 918.40 8.12 8.11 0.00 918.45 8.14 8.14 0.00 918.50 8.17 8.17 0.00 918.55 8.20 8.20 0.00 918.60 8.23 8.22 0.00 918.65 8.25 8.25 0.00 918.70 8.28 8.28 0.00 918.75 8.31 8.30 0.00 918.80 8.34 8.33 0.00 918.85 8.36 8.36 0.00 918.90 8.39 8.39 0.00 918.95 8.42 8.41 0.00 919.00 8.44 8.44 0.00 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 53HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 13P: Row Homes Bio Filtration Basin Elevation (feet) Surface (sq-ft) Horizontal (sq-ft) Storage (cubic-feet) 914.00 23,135 23,135 0 914.10 23,494 23,494 2,331 914.20 23,853 23,853 4,699 914.30 24,212 24,212 7,102 914.40 24,571 24,571 9,541 914.50 24,930 24,930 12,016 914.60 25,289 25,289 14,527 914.70 25,648 25,648 17,074 914.80 26,007 26,007 19,657 914.90 26,366 26,366 22,275 915.00 26,725 26,725 24,930 915.10 27,084 27,084 27,620 915.20 27,443 27,443 30,347 915.30 27,802 27,802 33,109 915.40 28,161 28,161 35,907 915.50 28,520 28,520 38,741 915.60 28,879 28,879 41,611 915.70 29,238 29,238 44,517 915.80 29,597 29,597 47,459 915.90 29,956 29,956 50,436 916.00 30,315 30,315 53,450 916.10 30,702 30,702 56,501 916.20 31,089 31,089 59,590 916.30 31,476 31,476 62,719 916.40 31,863 31,863 65,886 916.50 32,250 32,250 69,091 916.60 32,637 32,637 72,336 916.70 33,024 33,024 75,619 916.80 33,411 33,411 78,940 916.90 33,798 33,798 82,301 917.00 34,185 34,185 85,700 917.10 34,572 34,572 89,138 917.20 34,959 34,959 92,614 917.30 35,346 35,346 96,130 917.40 35,733 35,733 99,684 917.50 36,120 36,120 103,276 917.60 36,507 36,507 106,908 917.70 36,894 36,894 110,578 917.80 37,281 37,281 114,286 917.90 37,668 37,668 118,034 918.00 38,055 38,055 121,820 918.10 38,453 38,453 125,645 918.20 38,851 38,851 129,511 918.30 39,249 39,249 133,416 918.40 39,647 39,647 137,360 918.50 40,045 40,045 141,345 918.60 40,443 40,443 145,369 918.70 40,841 40,841 149,434 918.80 41,239 41,239 153,538 918.90 41,637 41,637 157,681 919.00 42,035 42,035 161,865 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 54HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 114P: East Pond Inflow Area = 42.193 ac, 67.45% Impervious, Inflow Depth = 1.98" for 2y 24hr event Inflow = 37.01 cfs @ 12.08 hrs, Volume= 6.966 af Outflow = 5.29 cfs @ 15.97 hrs, Volume= 6.947 af, Atten= 86%, Lag= 233.5 min Primary = 5.29 cfs @ 15.97 hrs, Volume= 6.947 af Routed to Reach 10R : Lake Susan Site Drainage Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 906.48' @ 15.97 hrs Surf.Area= 33,100 sf Storage= 133,728 cf Plug-Flow detention time= 408.7 min calculated for 6.947 af (100% of inflow) Center-of-Mass det. time= 359.0 min ( 1,506.3 - 1,147.4 ) Volume Invert Avail.Storage Storage Description #1 902.00' 240,429 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 902.00 26,635 0 0 903.00 28,076 27,356 27,356 909.00 36,744 194,460 221,816 909.50 37,709 18,613 240,429 Device Routing Invert Outlet Devices #1 Primary 895.72'54.0" Round Existing OCS L= 232.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 895.72' / 894.53' S= 0.0051 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 15.90 sf #2 Device 1 906.75'48.0" Round Outlet L= 27.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.75' / 906.55' S= 0.0074 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 12.57 sf #3 Device 1 902.00'10.0" Vert. Jellyfish C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=5.29 cfs @ 15.97 hrs HW=906.48' TW=0.00' (Dynamic Tailwater) 1=Existing OCS (Passes 5.29 cfs of 223.36 cfs potential flow) 2=Outlet ( Controls 0.00 cfs) 3=Jellyfish (Orifice Controls 5.29 cfs @ 9.70 fps) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 55HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 114P: East Pond Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=42.193 ac Peak Elev=906.48' Storage=133,728 cf 37.01 cfs 5.29 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 56HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Discharge for Pond 114P: East Pond Elevation (feet) Primary (cfs) 902.00 0.00 902.05 0.01 902.10 0.04 902.15 0.09 902.20 0.15 902.25 0.23 902.30 0.33 902.35 0.44 902.40 0.56 902.45 0.69 902.50 0.82 902.55 0.96 902.60 1.11 902.65 1.25 902.70 1.39 902.75 1.52 902.80 1.64 902.85 1.73 902.90 1.83 902.95 1.92 903.00 2.01 903.05 2.09 903.10 2.17 903.15 2.25 903.20 2.32 903.25 2.40 903.30 2.47 903.35 2.54 903.40 2.60 903.45 2.67 903.50 2.73 903.55 2.80 903.60 2.86 903.65 2.92 903.70 2.98 903.75 3.03 903.80 3.09 903.85 3.14 903.90 3.20 903.95 3.25 904.00 3.30 904.05 3.36 904.10 3.41 904.15 3.46 904.20 3.51 904.25 3.56 904.30 3.60 904.35 3.65 904.40 3.70 904.45 3.74 904.50 3.79 904.55 3.84 Elevation (feet) Primary (cfs) 904.60 3.88 904.65 3.92 904.70 3.97 904.75 4.01 904.80 4.05 904.85 4.10 904.90 4.14 904.95 4.18 905.00 4.22 905.05 4.26 905.10 4.30 905.15 4.34 905.20 4.38 905.25 4.42 905.30 4.46 905.35 4.50 905.40 4.54 905.45 4.57 905.50 4.61 905.55 4.65 905.60 4.69 905.65 4.72 905.70 4.76 905.75 4.79 905.80 4.83 905.85 4.87 905.90 4.90 905.95 4.94 906.00 4.97 906.05 5.01 906.10 5.04 906.15 5.07 906.20 5.11 906.25 5.14 906.30 5.18 906.35 5.21 906.40 5.24 906.45 5.27 906.50 5.31 906.55 5.34 906.60 5.37 906.65 5.40 906.70 5.44 906.75 5.47 906.80 5.51 906.85 5.60 906.90 5.72 906.95 5.88 907.00 6.08 907.05 6.31 907.10 6.57 907.15 6.86 Elevation (feet) Primary (cfs) 907.20 7.18 907.25 7.53 907.30 7.91 907.35 8.31 907.40 8.74 907.45 9.20 907.50 9.68 907.55 10.19 907.60 10.72 907.65 11.28 907.70 11.86 907.75 12.47 907.80 13.09 907.85 13.74 907.90 14.42 907.95 15.11 908.00 15.83 908.05 16.56 908.10 17.32 908.15 18.10 908.20 18.90 908.25 19.72 908.30 20.56 908.35 21.42 908.40 22.29 908.45 23.19 908.50 24.11 908.55 25.04 908.60 25.99 908.65 26.95 908.70 27.94 908.75 28.94 908.80 29.95 908.85 30.99 908.90 32.03 908.95 33.10 909.00 34.18 909.05 35.27 909.10 36.37 909.15 37.49 909.20 38.63 909.25 39.77 909.30 40.93 909.35 42.10 909.40 43.28 909.45 44.47 909.50 45.67 909.55 46.89 909.60 48.11 909.65 49.34 909.70 50.58 909.75 51.83 Elevation (feet) Primary (cfs) 909.80 53.09 909.85 54.35 909.90 55.63 909.95 56.90 910.00 58.19 910.05 59.48 910.10 60.77 910.15 62.07 910.20 63.37 910.25 64.68 910.30 65.98 910.35 67.29 910.40 68.60 910.45 69.91 910.50 71.23 910.55 72.54 910.60 73.84 910.65 75.15 910.70 76.45 910.75 77.75 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 57HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 114P: East Pond Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 902.00 26,635 0 902.10 26,779 2,671 902.20 26,923 5,356 902.30 27,067 8,055 902.40 27,211 10,769 902.50 27,356 13,498 902.60 27,500 16,240 902.70 27,644 18,998 902.80 27,788 21,769 902.90 27,932 24,555 903.00 28,076 27,356 903.10 28,220 30,170 903.20 28,365 33,000 903.30 28,509 35,843 903.40 28,654 38,701 903.50 28,798 41,574 903.60 28,943 44,461 903.70 29,087 47,363 903.80 29,232 50,279 903.90 29,376 53,209 904.00 29,521 56,154 904.10 29,665 59,113 904.20 29,810 62,087 904.30 29,954 65,075 904.40 30,099 68,078 904.50 30,243 71,095 904.60 30,387 74,126 904.70 30,532 77,172 904.80 30,676 80,233 904.90 30,821 83,308 905.00 30,965 86,397 905.10 31,110 89,501 905.20 31,254 92,619 905.30 31,399 95,751 905.40 31,543 98,899 905.50 31,688 102,060 905.60 31,832 105,236 905.70 31,977 108,427 905.80 32,121 111,631 905.90 32,266 114,851 906.00 32,410 118,085 906.10 32,554 121,333 906.20 32,699 124,595 906.30 32,843 127,873 906.40 32,988 131,164 906.50 33,132 134,470 906.60 33,277 137,791 906.70 33,421 141,125 906.80 33,566 144,475 906.90 33,710 147,839 907.00 33,855 151,217 907.10 33,999 154,610 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 907.20 34,144 158,017 907.30 34,288 161,438 907.40 34,433 164,874 907.50 34,577 168,325 907.60 34,721 171,790 907.70 34,866 175,269 907.80 35,010 178,763 907.90 35,155 182,271 908.00 35,299 185,794 908.10 35,444 189,331 908.20 35,588 192,883 908.30 35,733 196,449 908.40 35,877 200,029 908.50 36,022 203,624 908.60 36,166 207,233 908.70 36,311 210,857 908.80 36,455 214,496 908.90 36,600 218,148 909.00 36,744 221,816 909.10 36,937 225,500 909.20 37,130 229,203 909.30 37,323 232,926 909.40 37,516 236,667 909.50 37,709 240,429 909.60 37,709 240,429 909.70 37,709 240,429 909.80 37,709 240,429 909.90 37,709 240,429 910.00 37,709 240,429 910.10 37,709 240,429 910.20 37,709 240,429 910.30 37,709 240,429 910.40 37,709 240,429 910.50 37,709 240,429 910.60 37,709 240,429 910.70 37,709 240,429 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 58HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 115P: Central Pond Inflow Area = 26.491 ac, 73.85% Impervious, Inflow Depth = 2.31" for 2y 24hr event Inflow = 65.65 cfs @ 12.09 hrs, Volume= 5.106 af Outflow = 13.46 cfs @ 12.64 hrs, Volume= 5.095 af, Atten= 79%, Lag= 32.7 min Primary = 13.46 cfs @ 12.64 hrs, Volume= 5.095 af Routed to Pond 114P : East Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 911.04' @ 12.64 hrs Surf.Area= 57,829 sf Storage= 116,675 cf Plug-Flow detention time= 305.2 min calculated for 5.094 af (100% of inflow) Center-of-Mass det. time= 304.3 min ( 1,074.4 - 770.1 ) Volume Invert Avail.Storage Storage Description #1 909.00' 379,672 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 909.00 56,508 0 0 910.00 57,316 56,912 56,912 915.00 59,787 292,758 349,670 915.50 60,223 30,003 379,672 Device Routing Invert Outlet Devices #1 Primary 909.00'30.0" Round Culvert L= 629.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 909.00' / 902.00' S= 0.0111 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 4.91 sf #2 Device 1 909.00'22.0" Vert. Inlet C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=13.46 cfs @ 12.64 hrs HW=911.04' TW=904.46' (Dynamic Tailwater) 1=Culvert (Passes 13.46 cfs of 26.00 cfs potential flow) 2=Inlet (Orifice Controls 13.46 cfs @ 5.10 fps) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 59HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 115P: Central Pond Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=26.491 ac Peak Elev=911.04' Storage=116,675 cf 65.65 cfs 13.46 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 60HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Discharge for Pond 115P: Central Pond Elevation (feet) Primary (cfs) 909.00 0.00 909.05 0.02 909.10 0.06 909.15 0.13 909.20 0.24 909.25 0.37 909.30 0.53 909.35 0.71 909.40 0.92 909.45 1.15 909.50 1.40 909.55 1.68 909.60 1.98 909.65 2.30 909.70 2.64 909.75 3.00 909.80 3.37 909.85 3.76 909.90 4.16 909.95 4.58 910.00 5.01 910.05 5.45 910.10 5.91 910.15 6.36 910.20 6.83 910.25 7.30 910.30 7.77 910.35 8.24 910.40 8.71 910.45 9.18 910.50 9.64 910.55 10.09 910.60 10.53 910.65 10.94 910.70 11.34 910.75 11.70 910.80 12.01 910.85 12.28 910.90 12.60 910.95 12.92 911.00 13.23 911.05 13.53 911.10 13.83 911.15 14.12 911.20 14.40 911.25 14.68 911.30 14.95 911.35 15.22 911.40 15.48 911.45 15.74 911.50 15.99 911.55 16.24 Elevation (feet) Primary (cfs) 911.60 16.49 911.65 16.73 911.70 16.97 911.75 17.21 911.80 17.44 911.85 17.67 911.90 17.90 911.95 18.12 912.00 18.35 912.05 18.57 912.10 18.78 912.15 19.00 912.20 19.21 912.25 19.42 912.30 19.62 912.35 19.83 912.40 20.03 912.45 20.23 912.50 20.43 912.55 20.63 912.60 20.82 912.65 21.01 912.70 21.21 912.75 21.40 912.80 21.58 912.85 21.77 912.90 21.95 912.95 22.14 913.00 22.32 913.05 22.50 913.10 22.68 913.15 22.86 913.20 23.03 913.25 23.21 913.30 23.38 913.35 23.55 913.40 23.72 913.45 23.89 913.50 24.06 913.55 24.23 913.60 24.39 913.65 24.56 913.70 24.72 913.75 24.89 913.80 25.05 913.85 25.21 913.90 25.37 913.95 25.53 914.00 25.68 914.05 25.84 914.10 26.00 914.15 26.15 Elevation (feet) Primary (cfs) 914.20 26.31 914.25 26.46 914.30 26.61 914.35 26.76 914.40 26.91 914.45 27.06 914.50 27.21 914.55 27.36 914.60 27.51 914.65 27.65 914.70 27.80 914.75 27.94 914.80 28.09 914.85 28.23 914.90 28.37 914.95 28.52 915.00 28.66 915.05 28.80 915.10 28.94 915.15 29.08 915.20 29.22 915.25 29.35 915.30 29.49 915.35 29.63 915.40 29.76 915.45 29.90 915.50 30.03 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 61HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 115P: Central Pond Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 909.00 56,508 0 909.10 56,589 5,655 909.20 56,670 11,318 909.30 56,750 16,989 909.40 56,831 22,668 909.50 56,912 28,355 909.60 56,993 34,050 909.70 57,074 39,754 909.80 57,154 45,465 909.90 57,235 51,184 910.00 57,316 56,912 910.10 57,365 62,646 910.20 57,415 68,385 910.30 57,464 74,129 910.40 57,514 79,878 910.50 57,563 85,632 910.60 57,613 91,391 910.70 57,662 97,154 910.80 57,711 102,923 910.90 57,761 108,697 911.00 57,810 114,475 911.10 57,860 120,259 911.20 57,909 126,047 911.30 57,958 131,840 911.40 58,008 137,639 911.50 58,057 143,442 911.60 58,107 149,250 911.70 58,156 155,063 911.80 58,206 160,881 911.90 58,255 166,704 912.00 58,304 172,532 912.10 58,354 178,365 912.20 58,403 184,203 912.30 58,453 190,046 912.40 58,502 195,894 912.50 58,552 201,746 912.60 58,601 207,604 912.70 58,650 213,467 912.80 58,700 219,334 912.90 58,749 225,207 913.00 58,799 231,084 913.10 58,848 236,966 913.20 58,897 242,854 913.30 58,947 248,746 913.40 58,996 254,643 913.50 59,046 260,545 913.60 59,095 266,452 913.70 59,145 272,364 913.80 59,194 278,281 913.90 59,243 284,203 914.00 59,293 290,130 914.10 59,342 296,061 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 914.20 59,392 301,998 914.30 59,441 307,940 914.40 59,490 313,886 914.50 59,540 319,838 914.60 59,589 325,794 914.70 59,639 331,756 914.80 59,688 337,722 914.90 59,738 343,693 915.00 59,787 349,670 915.10 59,874 355,653 915.20 59,961 361,644 915.30 60,049 367,645 915.40 60,136 373,654 915.50 60,223 379,672 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 62HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Time span=0.00-360.00 hrs, dt=0.01 hrs, 36001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=17,800 sf 63.43% Impervious Runoff Depth=6.96"Subcatchment 8S: NW Tree Trench Tc=7.5 min AMC Adjusted CN=WQ Runoff=0.08 cfs 0.237 af Runoff Area=35,675 sf 0.00% Impervious Runoff Depth=6.96"Subcatchment 11oS: Offsite East Flow Length=94' Slope=0.0430 '/' Tc=10.6 min AMC Adjusted CN=98 Runoff=0.16 cfs 0.475 af Runoff Area=283,775 sf 51.79% Impervious Runoff Depth=6.96"Subcatchment 13S: Rowhomes Tc=7.5 min AMC Adjusted CN=WQ Runoff=1.24 cfs 3.779 af Runoff Area=4,872 sf 33.35% Impervious Runoff Depth=6.96"Subcatchment 14aS: Apartments West Tc=10.0 min AMC Adjusted CN=WQ Runoff=0.02 cfs 0.065 af Runoff Area=342,980 sf 62.56% Impervious Runoff Depth=6.96"Subcatchment 14S: Southeast Tc=5.0 min AMC Adjusted CN=WQ Runoff=1.51 cfs 4.567 af Runoff Area=703,048 sf 75.13% Impervious Runoff Depth=6.96"Subcatchment 15S: Northeast Tc=15.0 min AMC Adjusted CN=WQ Runoff=3.07 cfs 9.362 af Runoff Area=450,882 sf 71.84% Impervious Runoff Depth=6.96"Subcatchment PR1A: Apartments to Tc=5.0 min AMC Adjusted CN=WQ Runoff=1.98 cfs 6.004 af Runoff Area=34,566 sf 38.07% Impervious Runoff Depth=6.96"Subcatchment PR1B: Apartments to East Tc=5.0 min AMC Adjusted CN=WQ Runoff=0.15 cfs 0.460 af Inflow=4.58 cfs 24.039 afReach 10R: Lake Susan Site Drainage Outflow=4.58 cfs 24.039 af Avg. Flow Depth=0.56' Max Vel=2.75 fps Inflow=1.47 cfs 3.682 afReach 11R: Joint Outlet Pipe 15.0" Round Pipe n=0.013 L=1,080.0' S=0.0030 '/' Capacity=3.54 cfs Outflow=1.46 cfs 3.682 af Peak Elev=920.62' Storage=256 cf Inflow=0.08 cfs 0.237 afPond 8P: NW Tree Trench - Above Grade Primary=0.02 cfs 0.211 af Secondary=0.06 cfs 0.026 af Tertiary=0.00 cfs 0.000 af Outflow=0.08 cfs 0.237 af Peak Elev=915.60' Storage=41,633 cf Inflow=1.34 cfs 4.081 afPond 13P: Row Homes Bio Filtration Basin Primary=1.31 cfs 3.126 af Secondary=0.00 cfs 0.096 af Outflow=1.32 cfs 3.222 af Peak Elev=905.37' Storage=97,845 cf Inflow=7.12 cfs 23.589 afPond 114P: East Pond Outflow=4.51 cfs 23.564 af Peak Elev=909.92' Storage=52,404 cf Inflow=5.04 cfs 15.366 afPond 115P: Central Pond Outflow=4.34 cfs 15.339 af Total Runoff Area = 43.012 ac Runoff Volume = 24.950 af Average Runoff Depth = 6.96" 33.83% Pervious = 14.551 ac 66.17% Impervious = 28.460 ac MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 63HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: NW Tree Trench Tributary Area Runoff = 0.08 cfs @ 121.26 hrs, Volume= 0.237 af, Depth= 6.96" Routed to Pond 8P : NW Tree Trench - Above Grade Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 6,510 80 98 >75% Grass cover, Good, HSG D 11,290 98 98 Paved parking, HSG D 17,800 Weighted Average 6,510 36.57% Pervious Area 11,290 63.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Subcatchment 8S: NW Tree Trench Tributary Area Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20" AMC=4 Runoff Area=17,800 sf Runoff Volume=0.237 af Runoff Depth=6.96" Tc=7.5 min AMC Adjusted CN=WQ 0.08 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 64HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 11oS: Offsite East Runoff = 0.16 cfs @ 121.30 hrs, Volume= 0.475 af, Depth= 6.96" Routed to Reach 10R : Lake Susan Site Drainage Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 35,675 80 98 >75% Grass cover, Good, HSG D 35,675 Weighted Average 35,675 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.6 94 0.0430 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.87" Subcatchment 11oS: Offsite East Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20" AMC=4 Runoff Area=35,675 sf Runoff Volume=0.475 af Runoff Depth=6.96" Flow Length=94' Slope=0.0430 '/' Tc=10.6 min AMC Adjusted CN=98 0.16 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 65HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: Rowhomes Areas adjusted to remove areas to tree trenches. Runoff = 1.24 cfs @ 121.26 hrs, Volume= 3.779 af, Depth= 6.96" Routed to Pond 13P : Row Homes Bio Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 136,820 80 98 >75% Grass cover, Good, HSG D * 146,955 98 98 Paved parking & Roofs, HSG D 283,775 Weighted Average 136,820 48.21% Pervious Area 146,955 51.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Subcatchment 13S: Rowhomes Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20" AMC=4 Runoff Area=283,775 sf Runoff Volume=3.779 af Runoff Depth=6.96" Tc=7.5 min AMC Adjusted CN=WQ 1.24 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 66HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 14aS: Apartments West Direct Runoff = 0.02 cfs @ 121.30 hrs, Volume= 0.065 af, Depth= 6.96" Routed to Pond 13P : Row Homes Bio Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 1,625 98 98 Paved parking, HSG D 3,247 80 98 >75% Grass cover, Good, HSG D 4,872 Weighted Average 3,247 66.65% Pervious Area 1,625 33.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 14aS: Apartments West Direct Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)0.023 0.022 0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20" AMC=4 Runoff Area=4,872 sf Runoff Volume=0.065 af Runoff Depth=6.96" Tc=10.0 min AMC Adjusted CN=WQ 0.02 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 67HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: Southeast Runoff = 1.51 cfs @ 121.24 hrs, Volume= 4.567 af, Depth= 6.96" Routed to Pond 114P : East Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 214,578 98 98 Paved roads w/curbs & sewers, HSG D 107,292 80 98 >75% Grass cover, Good, HSG D 21,110 98 98 Water Surface, 0% imp, HSG D 342,980 Weighted Average 128,402 37.44% Pervious Area 214,578 62.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 14S: Southeast Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20" AMC=4 Runoff Area=342,980 sf Runoff Volume=4.567 af Runoff Depth=6.96" Tc=5.0 min AMC Adjusted CN=WQ 1.51 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 68HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Northeast Runoff = 3.07 cfs @ 121.35 hrs, Volume= 9.362 af, Depth= 6.96" Routed to Pond 115P : Central Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 528,211 98 98 Paved roads w/curbs & sewers, HSG D 126,259 80 98 >75% Grass cover, Good, HSG D 48,578 98 98 Water Surface, 0% imp, HSG D 703,048 Weighted Average 174,837 24.87% Pervious Area 528,211 75.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 15S: Northeast Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)3 2 1 0 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20" AMC=4 Runoff Area=703,048 sf Runoff Volume=9.362 af Runoff Depth=6.96" Tc=15.0 min AMC Adjusted CN=WQ 3.07 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 69HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1A: Apartments to Central Basin Runoff = 1.98 cfs @ 121.24 hrs, Volume= 6.004 af, Depth= 6.96" Routed to Pond 115P : Central Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 323,919 98 98 Paved roads w/curbs & sewers, HSG D 126,963 80 98 >75% Grass cover, Good, HSG D 450,882 Weighted Average 126,963 28.16% Pervious Area 323,919 71.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR1A: Apartments to Central Basin Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)2 1 0 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20" AMC=4 Runoff Area=450,882 sf Runoff Volume=6.004 af Runoff Depth=6.96" Tc=5.0 min AMC Adjusted CN=WQ 1.98 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 70HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1B: Apartments to East Basin Runoff = 0.15 cfs @ 121.24 hrs, Volume= 0.460 af, Depth= 6.96" Routed to Reach 11R : Joint Outlet Pipe Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 13,160 98 98 Paved roads w/curbs & sewers, HSG D 21,406 80 98 >75% Grass cover, Good, HSG D 34,566 Weighted Average 21,406 61.93% Pervious Area 13,160 38.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR1B: Apartments to East Basin Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20" AMC=4 Runoff Area=34,566 sf Runoff Volume=0.460 af Runoff Depth=6.96" Tc=5.0 min AMC Adjusted CN=WQ 0.15 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 71HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 10R: Lake Susan Site Drainage Inflow Area = 43.012 ac, 66.17% Impervious, Inflow Depth > 6.71" for 10 day snowmelt event Inflow = 4.58 cfs @ 125.61 hrs, Volume= 24.039 af Outflow = 4.58 cfs @ 125.61 hrs, Volume= 24.039 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Reach 10R: Lake Susan Site Drainage Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)5 4 3 2 1 0 Inflow Area=43.012 ac 4.58 cfs 4.58 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 72HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 11R: Joint Outlet Pipe Inflow Area = 7.829 ac, 50.74% Impervious, Inflow Depth > 5.64" for 10 day snowmelt event Inflow = 1.47 cfs @ 121.41 hrs, Volume= 3.682 af Outflow = 1.46 cfs @ 121.49 hrs, Volume= 3.682 af, Atten= 0%, Lag= 4.7 min Routed to Pond 114P : East Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Max. Velocity= 2.75 fps, Min. Travel Time= 6.6 min Avg. Velocity = 1.04 fps, Avg. Travel Time= 17.3 min Peak Storage= 576 cf @ 121.49 hrs Average Depth at Peak Storage= 0.56' , Surface Width= 1.24' Bank-Full Depth= 1.25' Flow Area= 1.2 sf, Capacity= 3.54 cfs 15.0" Round Pipe n= 0.013 Concrete pipe, straight & clean Length= 1,080.0' Slope= 0.0030 '/' Inlet Invert= 905.24', Outlet Invert= 902.00' Reach 11R: Joint Outlet Pipe Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 Inflow Area=7.829 ac Avg. Flow Depth=0.56' Max Vel=2.75 fps 15.0" Round Pipe n=0.013 L=1,080.0' S=0.0030 '/' Capacity=3.54 cfs 1.47 cfs 1.46 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 73HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Discharge for Reach 11R: Joint Outlet Pipe Elevation (feet) Velocity (ft/sec) Discharge (cfs) 905.24 0.00 0.00 905.25 0.21 0.00 905.26 0.35 0.00 905.27 0.46 0.00 905.28 0.55 0.01 905.29 0.64 0.01 905.30 0.72 0.02 905.31 0.80 0.02 905.32 0.87 0.03 905.33 0.94 0.04 905.34 1.00 0.05 905.35 1.07 0.06 905.36 1.13 0.07 905.37 1.19 0.08 905.38 1.24 0.09 905.39 1.30 0.11 905.40 1.35 0.12 905.41 1.40 0.14 905.42 1.45 0.16 905.43 1.50 0.18 905.44 1.55 0.20 905.45 1.60 0.22 905.46 1.64 0.24 905.47 1.69 0.26 905.48 1.73 0.29 905.49 1.77 0.31 905.50 1.81 0.34 905.51 1.86 0.36 905.52 1.90 0.39 905.53 1.93 0.42 905.54 1.97 0.45 905.55 2.01 0.48 905.56 2.05 0.51 905.57 2.08 0.54 905.58 2.12 0.57 905.59 2.15 0.61 905.60 2.19 0.64 905.61 2.22 0.68 905.62 2.25 0.71 905.63 2.29 0.75 905.64 2.32 0.78 905.65 2.35 0.82 905.66 2.38 0.86 905.67 2.41 0.90 905.68 2.44 0.94 905.69 2.47 0.98 905.70 2.49 1.02 905.71 2.52 1.06 905.72 2.55 1.11 905.73 2.58 1.15 905.74 2.60 1.19 905.75 2.63 1.24 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 905.76 2.65 1.28 905.77 2.68 1.33 905.78 2.70 1.37 905.79 2.72 1.42 905.80 2.75 1.46 905.81 2.77 1.51 905.82 2.79 1.56 905.83 2.81 1.60 905.84 2.83 1.65 905.85 2.85 1.70 905.86 2.87 1.75 905.87 2.89 1.79 905.88 2.91 1.84 905.89 2.93 1.89 905.90 2.95 1.94 905.91 2.97 1.99 905.92 2.98 2.04 905.93 3.00 2.08 905.94 3.02 2.13 905.95 3.03 2.18 905.96 3.05 2.23 905.97 3.06 2.28 905.98 3.08 2.33 905.99 3.09 2.38 906.00 3.11 2.43 906.01 3.12 2.47 906.02 3.13 2.52 906.03 3.14 2.57 906.04 3.16 2.62 906.05 3.17 2.66 906.06 3.18 2.71 906.07 3.19 2.76 906.08 3.20 2.80 906.09 3.21 2.85 906.10 3.22 2.90 906.11 3.22 2.94 906.12 3.23 2.98 906.13 3.24 3.03 906.14 3.25 3.07 906.15 3.25 3.11 906.16 3.26 3.16 906.17 3.26 3.20 906.18 3.27 3.24 906.19 3.27 3.28 906.20 3.28 3.31 906.21 3.28 3.35 906.22 3.28 3.39 906.23 3.28 3.42 906.24 3.29 3.46 906.25 3.29 3.49 906.26 3.29 3.52 906.27 3.29 3.55 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 906.28 3.28 3.58 906.29 3.28 3.61 906.30 3.28 3.64 906.31 3.28 3.66 906.32 3.27 3.69 906.33 3.27 3.71 906.34 3.26 3.73 906.35 3.25 3.75 906.36 3.25 3.76 906.37 3.24 3.78 906.38 3.23 3.79 906.39 3.21 3.80 906.40 3.20 3.80 906.41 3.19 3.81 906.42 3.17 3.80 906.43 3.15 3.80 906.44 3.13 3.79 906.45 3.11 3.77 906.46 3.08 3.75 906.47 3.04 3.72 906.48 2.98 3.66 906.49 2.88 3.54 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 74HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 11R: Joint Outlet Pipe Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 905.24 0.0 0 905.26 0.0 5 905.28 0.0 13 905.30 0.0 23 905.32 0.0 36 905.34 0.0 50 905.36 0.1 65 905.38 0.1 81 905.40 0.1 99 905.42 0.1 118 905.44 0.1 137 905.46 0.1 157 905.48 0.2 178 905.50 0.2 200 905.52 0.2 222 905.54 0.2 245 905.56 0.2 268 905.58 0.3 292 905.60 0.3 316 905.62 0.3 341 905.64 0.3 366 905.66 0.4 391 905.68 0.4 417 905.70 0.4 443 905.72 0.4 469 905.74 0.5 495 905.76 0.5 522 905.78 0.5 548 905.80 0.5 575 905.82 0.6 602 905.84 0.6 629 905.86 0.6 656 905.88 0.6 683 905.90 0.7 710 905.92 0.7 737 905.94 0.7 764 905.96 0.7 790 905.98 0.8 817 906.00 0.8 843 906.02 0.8 870 906.04 0.8 896 906.06 0.9 922 906.08 0.9 947 906.10 0.9 972 906.12 0.9 997 906.14 0.9 1,022 906.16 1.0 1,046 906.18 1.0 1,069 906.20 1.0 1,092 906.22 1.0 1,115 906.24 1.1 1,137 906.26 1.1 1,158 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 906.28 1.1 1,178 906.30 1.1 1,198 906.32 1.1 1,217 906.34 1.1 1,235 906.36 1.2 1,252 906.38 1.2 1,268 906.40 1.2 1,283 906.42 1.2 1,296 906.44 1.2 1,308 906.46 1.2 1,317 906.48 1.2 1,324 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 75HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 8P: NW Tree Trench - Above Grade Inflow Area = 0.409 ac, 63.43% Impervious, Inflow Depth = 6.96" for 10 day snowmelt event Inflow = 0.08 cfs @ 121.26 hrs, Volume= 0.237 af Outflow = 0.08 cfs @ 121.32 hrs, Volume= 0.237 af, Atten= 0%, Lag= 3.5 min Primary = 0.02 cfs @ 121.32 hrs, Volume= 0.211 af Routed to Pond 13P : Row Homes Bio Filtration Basin Secondary = 0.06 cfs @ 121.32 hrs, Volume= 0.026 af Routed to Pond 13P : Row Homes Bio Filtration Basin Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 13P : Row Homes Bio Filtration Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 920.62' @ 121.32 hrs Surf.Area= 1,189 sf Storage= 256 cf Plug-Flow detention time= 37.8 min calculated for 0.237 af (100% of inflow) Center-of-Mass det. time= 37.8 min ( 7,421.1 - 7,383.3 ) Volume Invert Avail.Storage Storage Description #1 920.40' 2,112 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 920.40 1,140 0 0 922.00 1,500 2,112 2,112 Device Routing Invert Outlet Devices #1 Primary 920.40'0.800 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Secondary 920.60'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Tertiary 920.71'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 0.00 28.00 28.00 Elev. (feet) 921.21 921.13 920.71 921.21 Primary OutFlow Max=0.02 cfs @ 121.32 hrs HW=920.62' TW=915.60' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=0.06 cfs @ 121.32 hrs HW=920.62' TW=915.60' (Dynamic Tailwater) 2=Orifice/Grate (Weir Controls 0.06 cfs @ 0.46 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=920.40' TW=914.00' (Dynamic Tailwater) 3=Asymmetrical Weir ( Controls 0.00 cfs) MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 76HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 8P: NW Tree Trench - Above Grade Inflow Outflow Primary Secondary Tertiary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.409 ac Peak Elev=920.62' Storage=256 cf 0.08 cfs 0.08 cfs 0.02 cfs 0.06 cfs 0.00 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 77HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Discharge for Pond 8P: NW Tree Trench - Above Grade Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) Tertiary (cfs) 920.40 0.00 0.00 0.00 0.00 920.45 0.02 0.02 0.00 0.00 920.50 0.02 0.02 0.00 0.00 920.55 0.02 0.02 0.00 0.00 920.60 0.02 0.02 0.00 0.00 920.65 0.25 0.02 0.23 0.00 920.70 0.67 0.02 0.65 0.00 920.75 1.24 0.02 1.19 0.03 920.80 2.07 0.02 1.84 0.21 920.85 3.23 0.02 2.57 0.64 920.90 4.77 0.02 3.38 1.37 920.95 6.74 0.02 4.25 2.46 921.00 9.17 0.02 5.20 3.95 921.05 12.10 0.02 6.20 5.88 921.10 15.57 0.02 7.26 8.28 921.15 19.60 0.02 8.38 11.19 921.20 24.12 0.02 9.55 14.54 921.25 28.31 0.02 10.77 17.52 921.30 31.86 0.02 12.03 19.80 921.35 34.92 0.03 13.10 21.80 921.40 37.15 0.03 13.53 23.60 921.45 39.23 0.03 13.95 25.26 921.50 41.19 0.03 14.35 26.81 921.55 43.04 0.03 14.74 28.27 921.60 44.81 0.03 15.13 29.66 921.65 46.50 0.03 15.50 30.98 921.70 48.13 0.03 15.87 32.24 921.75 49.71 0.03 16.22 33.46 921.80 51.23 0.03 16.57 34.63 921.85 52.70 0.03 16.91 35.76 921.90 54.13 0.03 17.25 36.86 921.95 55.53 0.03 17.58 37.92 922.00 56.89 0.03 17.90 38.96 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 78HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 8P: NW Tree Trench - Above Grade Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 920.40 1,140 0 920.42 1,144 23 920.44 1,149 46 920.46 1,153 69 920.48 1,158 92 920.50 1,163 115 920.52 1,167 138 920.54 1,171 162 920.56 1,176 185 920.58 1,180 209 920.60 1,185 233 920.62 1,190 256 920.64 1,194 280 920.66 1,198 304 920.68 1,203 328 920.70 1,207 352 920.72 1,212 376 920.74 1,217 401 920.76 1,221 425 920.78 1,225 449 920.80 1,230 474 920.82 1,234 499 920.84 1,239 523 920.86 1,244 548 920.88 1,248 573 920.90 1,252 598 920.92 1,257 623 920.94 1,261 648 920.96 1,266 674 920.98 1,271 699 921.00 1,275 725 921.02 1,279 750 921.04 1,284 776 921.06 1,288 801 921.08 1,293 827 921.10 1,298 853 921.12 1,302 879 921.14 1,306 905 921.16 1,311 931 921.18 1,315 958 921.20 1,320 984 921.22 1,325 1,010 921.24 1,329 1,037 921.26 1,334 1,064 921.28 1,338 1,090 921.30 1,342 1,117 921.32 1,347 1,144 921.34 1,352 1,171 921.36 1,356 1,198 921.38 1,361 1,225 921.40 1,365 1,252 921.42 1,369 1,280 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 921.44 1,374 1,307 921.46 1,378 1,335 921.48 1,383 1,362 921.50 1,388 1,390 921.52 1,392 1,418 921.54 1,396 1,446 921.56 1,401 1,474 921.58 1,405 1,502 921.60 1,410 1,530 921.62 1,415 1,558 921.64 1,419 1,587 921.66 1,423 1,615 921.68 1,428 1,644 921.70 1,432 1,672 921.72 1,437 1,701 921.74 1,442 1,730 921.76 1,446 1,758 921.78 1,450 1,787 921.80 1,455 1,816 921.82 1,459 1,846 921.84 1,464 1,875 921.86 1,469 1,904 921.88 1,473 1,934 921.90 1,477 1,963 921.92 1,482 1,993 921.94 1,486 2,022 921.96 1,491 2,052 921.98 1,496 2,082 922.00 1,500 2,112 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 79HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 13P: Row Homes Bio Filtration Basin Inflow Area = 7.035 ac, 52.17% Impervious, Inflow Depth = 6.96" for 10 day snowmelt event Inflow = 1.34 cfs @ 121.26 hrs, Volume= 4.081 af Outflow = 1.32 cfs @ 121.45 hrs, Volume= 3.222 af, Atten= 2%, Lag= 11.4 min Primary = 1.31 cfs @ 121.45 hrs, Volume= 3.126 af Routed to Reach 11R : Joint Outlet Pipe Secondary = 0.00 cfs @ 13.12 hrs, Volume= 0.096 af Routed to Reach 11R : Joint Outlet Pipe Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 915.60' @ 121.45 hrs Surf.Area= 28,882 sf Storage= 41,633 cf Plug-Flow detention time= 2,497.5 min calculated for 3.222 af (79% of inflow) Center-of-Mass det. time= 1,309.2 min ( 8,694.7 - 7,385.5 ) Volume Invert Avail.Storage Storage Description #1 914.00' 161,865 cf Custom Stage - Surface (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 914.00 23,135 0 0 916.00 30,315 53,450 53,450 918.00 38,055 68,370 121,820 919.00 42,035 40,045 161,865 Device Routing Invert Outlet Devices #1 Primary 909.00'15.0" Round Culvert L= 390.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 909.00' / 907.79' S= 0.0031 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 911.00'15.0" Round Culvert L= 400.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 911.00' / 909.80' S= 0.0030 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #3 Device 2 915.50'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 914.00'0.800 in/hr Exfiltration over Horizontal area from 914.00' - 914.05' Excluded Horizontal area = 23,135 sf Primary OutFlow Max=1.31 cfs @ 121.45 hrs HW=915.60' TW=905.80' (Dynamic Tailwater) 1=Culvert (Passes 1.31 cfs of 7.75 cfs potential flow) 2=Culvert (Passes 1.31 cfs of 6.38 cfs potential flow) 3=Orifice/Grate (Weir Controls 1.31 cfs @ 1.04 fps) Secondary OutFlow Max=0.00 cfs @ 13.12 hrs HW=914.05' TW=905.29' (Dynamic Tailwater) 4=Exfiltration (Exfiltration Controls 0.00 cfs) MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 80HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 13P: Row Homes Bio Filtration Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)1 0 Inflow Area=7.035 ac Peak Elev=915.60' Storage=41,633 cf 1.34 cfs 1.32 cfs 1.31 cfs 0.00 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 81HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Discharge for Pond 13P: Row Homes Bio Filtration Basin Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) 914.00 0.00 0.00 0.00 914.05 0.00 0.00 0.00 914.10 0.00 0.00 0.00 914.15 0.00 0.00 0.00 914.20 0.00 0.00 0.00 914.25 0.00 0.00 0.00 914.30 0.00 0.00 0.00 914.35 0.00 0.00 0.00 914.40 0.00 0.00 0.00 914.45 0.00 0.00 0.00 914.50 0.00 0.00 0.00 914.55 0.00 0.00 0.00 914.60 0.00 0.00 0.00 914.65 0.00 0.00 0.00 914.70 0.00 0.00 0.00 914.75 0.00 0.00 0.00 914.80 0.00 0.00 0.00 914.85 0.00 0.00 0.00 914.90 0.00 0.00 0.00 914.95 0.00 0.00 0.00 915.00 0.00 0.00 0.00 915.05 0.00 0.00 0.00 915.10 0.00 0.00 0.00 915.15 0.00 0.00 0.00 915.20 0.00 0.00 0.00 915.25 0.00 0.00 0.00 915.30 0.00 0.00 0.00 915.35 0.00 0.00 0.00 915.40 0.00 0.00 0.00 915.45 0.00 0.00 0.00 915.50 0.00 0.00 0.00 915.55 0.46 0.46 0.00 915.60 1.30 1.30 0.00 915.65 2.39 2.39 0.00 915.70 3.68 3.68 0.00 915.75 5.14 5.14 0.00 915.80 6.53 6.52 0.00 915.85 6.56 6.56 0.00 915.90 6.59 6.59 0.00 915.95 6.63 6.62 0.00 916.00 6.66 6.66 0.00 916.05 6.70 6.69 0.00 916.10 6.73 6.73 0.00 916.15 6.76 6.76 0.00 916.20 6.80 6.79 0.00 916.25 6.83 6.82 0.00 916.30 6.86 6.86 0.00 916.35 6.89 6.89 0.00 916.40 6.93 6.92 0.00 916.45 6.96 6.95 0.00 916.50 6.99 6.99 0.00 916.55 7.02 7.02 0.00 Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) 916.60 7.05 7.05 0.00 916.65 7.09 7.08 0.00 916.70 7.12 7.11 0.00 916.75 7.15 7.15 0.00 916.80 7.18 7.18 0.00 916.85 7.21 7.21 0.00 916.90 7.24 7.24 0.00 916.95 7.27 7.27 0.00 917.00 7.30 7.30 0.00 917.05 7.33 7.33 0.00 917.10 7.36 7.36 0.00 917.15 7.40 7.39 0.00 917.20 7.43 7.42 0.00 917.25 7.46 7.45 0.00 917.30 7.49 7.48 0.00 917.35 7.52 7.51 0.00 917.40 7.55 7.54 0.00 917.45 7.57 7.57 0.00 917.50 7.60 7.60 0.00 917.55 7.63 7.63 0.00 917.60 7.66 7.66 0.00 917.65 7.69 7.69 0.00 917.70 7.72 7.72 0.00 917.75 7.75 7.75 0.00 917.80 7.78 7.78 0.00 917.85 7.81 7.80 0.00 917.90 7.84 7.83 0.00 917.95 7.86 7.86 0.00 918.00 7.89 7.89 0.00 918.05 7.92 7.92 0.00 918.10 7.95 7.95 0.00 918.15 7.98 7.97 0.00 918.20 8.01 8.00 0.00 918.25 8.03 8.03 0.00 918.30 8.06 8.06 0.00 918.35 8.09 8.09 0.00 918.40 8.12 8.11 0.00 918.45 8.14 8.14 0.00 918.50 8.17 8.17 0.00 918.55 8.20 8.20 0.00 918.60 8.23 8.22 0.00 918.65 8.25 8.25 0.00 918.70 8.28 8.28 0.00 918.75 8.31 8.30 0.00 918.80 8.34 8.33 0.00 918.85 8.36 8.36 0.00 918.90 8.39 8.39 0.00 918.95 8.42 8.41 0.00 919.00 8.44 8.44 0.00 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 82HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 13P: Row Homes Bio Filtration Basin Elevation (feet) Surface (sq-ft) Horizontal (sq-ft) Storage (cubic-feet) 914.00 23,135 23,135 0 914.10 23,494 23,494 2,331 914.20 23,853 23,853 4,699 914.30 24,212 24,212 7,102 914.40 24,571 24,571 9,541 914.50 24,930 24,930 12,016 914.60 25,289 25,289 14,527 914.70 25,648 25,648 17,074 914.80 26,007 26,007 19,657 914.90 26,366 26,366 22,275 915.00 26,725 26,725 24,930 915.10 27,084 27,084 27,620 915.20 27,443 27,443 30,347 915.30 27,802 27,802 33,109 915.40 28,161 28,161 35,907 915.50 28,520 28,520 38,741 915.60 28,879 28,879 41,611 915.70 29,238 29,238 44,517 915.80 29,597 29,597 47,459 915.90 29,956 29,956 50,436 916.00 30,315 30,315 53,450 916.10 30,702 30,702 56,501 916.20 31,089 31,089 59,590 916.30 31,476 31,476 62,719 916.40 31,863 31,863 65,886 916.50 32,250 32,250 69,091 916.60 32,637 32,637 72,336 916.70 33,024 33,024 75,619 916.80 33,411 33,411 78,940 916.90 33,798 33,798 82,301 917.00 34,185 34,185 85,700 917.10 34,572 34,572 89,138 917.20 34,959 34,959 92,614 917.30 35,346 35,346 96,130 917.40 35,733 35,733 99,684 917.50 36,120 36,120 103,276 917.60 36,507 36,507 106,908 917.70 36,894 36,894 110,578 917.80 37,281 37,281 114,286 917.90 37,668 37,668 118,034 918.00 38,055 38,055 121,820 918.10 38,453 38,453 125,645 918.20 38,851 38,851 129,511 918.30 39,249 39,249 133,416 918.40 39,647 39,647 137,360 918.50 40,045 40,045 141,345 918.60 40,443 40,443 145,369 918.70 40,841 40,841 149,434 918.80 41,239 41,239 153,538 918.90 41,637 41,637 157,681 919.00 42,035 42,035 161,865 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 83HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 114P: East Pond Inflow Area = 42.193 ac, 67.45% Impervious, Inflow Depth > 6.71" for 10 day snowmelt event Inflow = 7.12 cfs @ 121.65 hrs, Volume= 23.589 af Outflow = 4.51 cfs @ 125.86 hrs, Volume= 23.564 af, Atten= 37%, Lag= 252.7 min Primary = 4.51 cfs @ 125.86 hrs, Volume= 23.564 af Routed to Reach 10R : Lake Susan Site Drainage Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 905.37' @ 125.86 hrs Surf.Area= 31,495 sf Storage= 97,845 cf Plug-Flow detention time= 287.4 min calculated for 23.564 af (100% of inflow) Center-of-Mass det. time= 274.1 min ( 8,112.0 - 7,837.8 ) Volume Invert Avail.Storage Storage Description #1 902.00' 240,429 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 902.00 26,635 0 0 903.00 28,076 27,356 27,356 909.00 36,744 194,460 221,816 909.50 37,709 18,613 240,429 Device Routing Invert Outlet Devices #1 Primary 895.72'54.0" Round Existing OCS L= 232.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 895.72' / 894.53' S= 0.0051 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 15.90 sf #2 Device 1 906.75'48.0" Round Outlet L= 27.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.75' / 906.55' S= 0.0074 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 12.57 sf #3 Device 1 902.00'10.0" Vert. Jellyfish C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=4.51 cfs @ 125.86 hrs HW=905.37' TW=0.00' (Dynamic Tailwater) 1=Existing OCS (Passes 4.51 cfs of 208.27 cfs potential flow) 2=Outlet ( Controls 0.00 cfs) 3=Jellyfish (Orifice Controls 4.51 cfs @ 8.27 fps) MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 84HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 114P: East Pond Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=42.193 ac Peak Elev=905.37' Storage=97,845 cf 7.12 cfs 4.51 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 85HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Discharge for Pond 114P: East Pond Elevation (feet) Primary (cfs) 902.00 0.00 902.05 0.01 902.10 0.04 902.15 0.09 902.20 0.15 902.25 0.23 902.30 0.33 902.35 0.44 902.40 0.56 902.45 0.69 902.50 0.82 902.55 0.96 902.60 1.11 902.65 1.25 902.70 1.39 902.75 1.52 902.80 1.64 902.85 1.73 902.90 1.83 902.95 1.92 903.00 2.01 903.05 2.09 903.10 2.17 903.15 2.25 903.20 2.32 903.25 2.40 903.30 2.47 903.35 2.54 903.40 2.60 903.45 2.67 903.50 2.73 903.55 2.80 903.60 2.86 903.65 2.92 903.70 2.98 903.75 3.03 903.80 3.09 903.85 3.14 903.90 3.20 903.95 3.25 904.00 3.30 904.05 3.36 904.10 3.41 904.15 3.46 904.20 3.51 904.25 3.56 904.30 3.60 904.35 3.65 904.40 3.70 904.45 3.74 904.50 3.79 904.55 3.84 Elevation (feet) Primary (cfs) 904.60 3.88 904.65 3.92 904.70 3.97 904.75 4.01 904.80 4.05 904.85 4.10 904.90 4.14 904.95 4.18 905.00 4.22 905.05 4.26 905.10 4.30 905.15 4.34 905.20 4.38 905.25 4.42 905.30 4.46 905.35 4.50 905.40 4.54 905.45 4.57 905.50 4.61 905.55 4.65 905.60 4.69 905.65 4.72 905.70 4.76 905.75 4.79 905.80 4.83 905.85 4.87 905.90 4.90 905.95 4.94 906.00 4.97 906.05 5.01 906.10 5.04 906.15 5.07 906.20 5.11 906.25 5.14 906.30 5.18 906.35 5.21 906.40 5.24 906.45 5.27 906.50 5.31 906.55 5.34 906.60 5.37 906.65 5.40 906.70 5.44 906.75 5.47 906.80 5.51 906.85 5.60 906.90 5.72 906.95 5.88 907.00 6.08 907.05 6.31 907.10 6.57 907.15 6.86 Elevation (feet) Primary (cfs) 907.20 7.18 907.25 7.53 907.30 7.91 907.35 8.31 907.40 8.74 907.45 9.20 907.50 9.68 907.55 10.19 907.60 10.72 907.65 11.28 907.70 11.86 907.75 12.47 907.80 13.09 907.85 13.74 907.90 14.42 907.95 15.11 908.00 15.83 908.05 16.56 908.10 17.32 908.15 18.10 908.20 18.90 908.25 19.72 908.30 20.56 908.35 21.42 908.40 22.29 908.45 23.19 908.50 24.11 908.55 25.04 908.60 25.99 908.65 26.95 908.70 27.94 908.75 28.94 908.80 29.95 908.85 30.99 908.90 32.03 908.95 33.10 909.00 34.18 909.05 35.27 909.10 36.37 909.15 37.49 909.20 38.63 909.25 39.77 909.30 40.93 909.35 42.10 909.40 43.28 909.45 44.47 909.50 45.67 909.55 46.89 909.60 48.11 909.65 49.34 909.70 50.58 909.75 51.83 Elevation (feet) Primary (cfs) 909.80 53.09 909.85 54.35 909.90 55.63 909.95 56.90 910.00 58.19 910.05 59.48 910.10 60.77 910.15 62.07 910.20 63.37 910.25 64.68 910.30 65.98 910.35 67.29 910.40 68.60 910.45 69.91 910.50 71.23 910.55 72.54 910.60 73.84 910.65 75.15 910.70 76.45 910.75 77.75 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 86HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 114P: East Pond Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 902.00 26,635 0 902.10 26,779 2,671 902.20 26,923 5,356 902.30 27,067 8,055 902.40 27,211 10,769 902.50 27,356 13,498 902.60 27,500 16,240 902.70 27,644 18,998 902.80 27,788 21,769 902.90 27,932 24,555 903.00 28,076 27,356 903.10 28,220 30,170 903.20 28,365 33,000 903.30 28,509 35,843 903.40 28,654 38,701 903.50 28,798 41,574 903.60 28,943 44,461 903.70 29,087 47,363 903.80 29,232 50,279 903.90 29,376 53,209 904.00 29,521 56,154 904.10 29,665 59,113 904.20 29,810 62,087 904.30 29,954 65,075 904.40 30,099 68,078 904.50 30,243 71,095 904.60 30,387 74,126 904.70 30,532 77,172 904.80 30,676 80,233 904.90 30,821 83,308 905.00 30,965 86,397 905.10 31,110 89,501 905.20 31,254 92,619 905.30 31,399 95,751 905.40 31,543 98,899 905.50 31,688 102,060 905.60 31,832 105,236 905.70 31,977 108,427 905.80 32,121 111,631 905.90 32,266 114,851 906.00 32,410 118,085 906.10 32,554 121,333 906.20 32,699 124,595 906.30 32,843 127,873 906.40 32,988 131,164 906.50 33,132 134,470 906.60 33,277 137,791 906.70 33,421 141,125 906.80 33,566 144,475 906.90 33,710 147,839 907.00 33,855 151,217 907.10 33,999 154,610 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 907.20 34,144 158,017 907.30 34,288 161,438 907.40 34,433 164,874 907.50 34,577 168,325 907.60 34,721 171,790 907.70 34,866 175,269 907.80 35,010 178,763 907.90 35,155 182,271 908.00 35,299 185,794 908.10 35,444 189,331 908.20 35,588 192,883 908.30 35,733 196,449 908.40 35,877 200,029 908.50 36,022 203,624 908.60 36,166 207,233 908.70 36,311 210,857 908.80 36,455 214,496 908.90 36,600 218,148 909.00 36,744 221,816 909.10 36,937 225,500 909.20 37,130 229,203 909.30 37,323 232,926 909.40 37,516 236,667 909.50 37,709 240,429 909.60 37,709 240,429 909.70 37,709 240,429 909.80 37,709 240,429 909.90 37,709 240,429 910.00 37,709 240,429 910.10 37,709 240,429 910.20 37,709 240,429 910.30 37,709 240,429 910.40 37,709 240,429 910.50 37,709 240,429 910.60 37,709 240,429 910.70 37,709 240,429 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 87HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 115P: Central Pond Inflow Area = 26.491 ac, 73.85% Impervious, Inflow Depth = 6.96" for 10 day snowmelt event Inflow = 5.04 cfs @ 121.28 hrs, Volume= 15.366 af Outflow = 4.34 cfs @ 122.28 hrs, Volume= 15.339 af, Atten= 14%, Lag= 60.2 min Primary = 4.34 cfs @ 122.28 hrs, Volume= 15.339 af Routed to Pond 114P : East Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 909.92' @ 122.28 hrs Surf.Area= 57,252 sf Storage= 52,404 cf Plug-Flow detention time= 430.6 min calculated for 15.339 af (100% of inflow) Center-of-Mass det. time= 418.6 min ( 7,805.2 - 7,386.6 ) Volume Invert Avail.Storage Storage Description #1 909.00' 379,672 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 909.00 56,508 0 0 910.00 57,316 56,912 56,912 915.00 59,787 292,758 349,670 915.50 60,223 30,003 379,672 Device Routing Invert Outlet Devices #1 Primary 909.00'30.0" Round Culvert L= 629.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 909.00' / 902.00' S= 0.0111 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 4.91 sf #2 Device 1 909.00'22.0" Vert. Inlet C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=4.34 cfs @ 122.28 hrs HW=909.92' TW=904.79' (Dynamic Tailwater) 1=Culvert (Passes 4.34 cfs of 5.85 cfs potential flow) 2=Inlet (Orifice Controls 4.34 cfs @ 3.27 fps) MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 88HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 115P: Central Pond Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)5 4 3 2 1 0 Inflow Area=26.491 ac Peak Elev=909.92' Storage=52,404 cf 5.04 cfs 4.34 cfs MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 89HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Discharge for Pond 115P: Central Pond Elevation (feet) Primary (cfs) 909.00 0.00 909.05 0.02 909.10 0.06 909.15 0.13 909.20 0.24 909.25 0.37 909.30 0.53 909.35 0.71 909.40 0.92 909.45 1.15 909.50 1.40 909.55 1.68 909.60 1.98 909.65 2.30 909.70 2.64 909.75 3.00 909.80 3.37 909.85 3.76 909.90 4.16 909.95 4.58 910.00 5.01 910.05 5.45 910.10 5.91 910.15 6.36 910.20 6.83 910.25 7.30 910.30 7.77 910.35 8.24 910.40 8.71 910.45 9.18 910.50 9.64 910.55 10.09 910.60 10.53 910.65 10.94 910.70 11.34 910.75 11.70 910.80 12.01 910.85 12.28 910.90 12.60 910.95 12.92 911.00 13.23 911.05 13.53 911.10 13.83 911.15 14.12 911.20 14.40 911.25 14.68 911.30 14.95 911.35 15.22 911.40 15.48 911.45 15.74 911.50 15.99 911.55 16.24 Elevation (feet) Primary (cfs) 911.60 16.49 911.65 16.73 911.70 16.97 911.75 17.21 911.80 17.44 911.85 17.67 911.90 17.90 911.95 18.12 912.00 18.35 912.05 18.57 912.10 18.78 912.15 19.00 912.20 19.21 912.25 19.42 912.30 19.62 912.35 19.83 912.40 20.03 912.45 20.23 912.50 20.43 912.55 20.63 912.60 20.82 912.65 21.01 912.70 21.21 912.75 21.40 912.80 21.58 912.85 21.77 912.90 21.95 912.95 22.14 913.00 22.32 913.05 22.50 913.10 22.68 913.15 22.86 913.20 23.03 913.25 23.21 913.30 23.38 913.35 23.55 913.40 23.72 913.45 23.89 913.50 24.06 913.55 24.23 913.60 24.39 913.65 24.56 913.70 24.72 913.75 24.89 913.80 25.05 913.85 25.21 913.90 25.37 913.95 25.53 914.00 25.68 914.05 25.84 914.10 26.00 914.15 26.15 Elevation (feet) Primary (cfs) 914.20 26.31 914.25 26.46 914.30 26.61 914.35 26.76 914.40 26.91 914.45 27.06 914.50 27.21 914.55 27.36 914.60 27.51 914.65 27.65 914.70 27.80 914.75 27.94 914.80 28.09 914.85 28.23 914.90 28.37 914.95 28.52 915.00 28.66 915.05 28.80 915.10 28.94 915.15 29.08 915.20 29.22 915.25 29.35 915.30 29.49 915.35 29.63 915.40 29.76 915.45 29.90 915.50 30.03 MN-Snowmelt_10d_100yr 10 day snowmelt Rainfall=7.20", AMC=4Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 90HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 115P: Central Pond Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 909.00 56,508 0 909.10 56,589 5,655 909.20 56,670 11,318 909.30 56,750 16,989 909.40 56,831 22,668 909.50 56,912 28,355 909.60 56,993 34,050 909.70 57,074 39,754 909.80 57,154 45,465 909.90 57,235 51,184 910.00 57,316 56,912 910.10 57,365 62,646 910.20 57,415 68,385 910.30 57,464 74,129 910.40 57,514 79,878 910.50 57,563 85,632 910.60 57,613 91,391 910.70 57,662 97,154 910.80 57,711 102,923 910.90 57,761 108,697 911.00 57,810 114,475 911.10 57,860 120,259 911.20 57,909 126,047 911.30 57,958 131,840 911.40 58,008 137,639 911.50 58,057 143,442 911.60 58,107 149,250 911.70 58,156 155,063 911.80 58,206 160,881 911.90 58,255 166,704 912.00 58,304 172,532 912.10 58,354 178,365 912.20 58,403 184,203 912.30 58,453 190,046 912.40 58,502 195,894 912.50 58,552 201,746 912.60 58,601 207,604 912.70 58,650 213,467 912.80 58,700 219,334 912.90 58,749 225,207 913.00 58,799 231,084 913.10 58,848 236,966 913.20 58,897 242,854 913.30 58,947 248,746 913.40 58,996 254,643 913.50 59,046 260,545 913.60 59,095 266,452 913.70 59,145 272,364 913.80 59,194 278,281 913.90 59,243 284,203 914.00 59,293 290,130 914.10 59,342 296,061 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 914.20 59,392 301,998 914.30 59,441 307,940 914.40 59,490 313,886 914.50 59,540 319,838 914.60 59,589 325,794 914.70 59,639 331,756 914.80 59,688 337,722 914.90 59,738 343,693 915.00 59,787 349,670 915.10 59,874 355,653 915.20 59,961 361,644 915.30 60,049 367,645 915.40 60,136 373,654 915.50 60,223 379,672 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 91HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Time span=0.00-360.00 hrs, dt=0.01 hrs, 36001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=17,800 sf 63.43% Impervious Runoff Depth=3.39"Subcatchment 8S: NW Tree Trench Tc=7.5 min CN=WQ Runoff=2.13 cfs 0.115 af Runoff Area=35,675 sf 0.00% Impervious Runoff Depth=2.27"Subcatchment 11oS: Offsite East Flow Length=94' Slope=0.0430 '/' Tc=10.6 min CN=80 Runoff=2.71 cfs 0.155 af Runoff Area=283,775 sf 51.79% Impervious Runoff Depth=3.18"Subcatchment 13S: Rowhomes Tc=7.5 min CN=WQ Runoff=32.31 cfs 1.728 af Runoff Area=4,872 sf 33.35% Impervious Runoff Depth=2.86"Subcatchment 14aS: Apartments West Tc=10.0 min CN=WQ Runoff=0.46 cfs 0.027 af Runoff Area=342,980 sf 62.56% Impervious Runoff Depth=3.48"Subcatchment 14S: Southeast Tc=5.0 min CN=WQ Runoff=47.75 cfs 2.284 af Runoff Area=703,048 sf 75.13% Impervious Runoff Depth=3.72"Subcatchment 15S: Northeast Tc=15.0 min CN=WQ Runoff=67.33 cfs 4.999 af Runoff Area=450,882 sf 71.84% Impervious Runoff Depth=3.54"Subcatchment PR1A: Apartments to Tc=5.0 min CN=WQ Runoff=63.58 cfs 3.051 af Runoff Area=34,566 sf 38.07% Impervious Runoff Depth=2.94"Subcatchment PR1B: Apartments to East Tc=5.0 min CN=WQ Runoff=4.21 cfs 0.194 af Inflow=19.07 cfs 11.724 afReach 10R: Lake Susan Site Drainage Outflow=19.07 cfs 11.724 af Avg. Flow Depth=1.25' Max Vel=3.29 fps Inflow=7.33 cfs 1.265 afReach 11R: Joint Outlet Pipe 15.0" Round Pipe n=0.013 L=1,080.0' S=0.0030 '/' Capacity=3.54 cfs Outflow=3.81 cfs 1.264 af Peak Elev=920.80' Storage=473 cf Inflow=2.13 cfs 0.115 afPond 8P: NW Tree Trench - Above Grade Primary=0.02 cfs 0.031 af Secondary=1.83 cfs 0.083 af Tertiary=0.21 cfs 0.002 af Outflow=2.06 cfs 0.115 af Peak Elev=915.81' Storage=47,838 cf Inflow=34.73 cfs 1.870 afPond 13P: Row Homes Bio Filtration Basin Primary=6.53 cfs 0.973 af Secondary=0.00 cfs 0.097 af Outflow=6.53 cfs 1.070 af Peak Elev=908.20' Storage=192,994 cf Inflow=62.18 cfs 11.588 afPond 114P: East Pond Outflow=18.95 cfs 11.569 af Peak Elev=912.27' Storage=188,107 cf Inflow=105.69 cfs 8.050 afPond 115P: Central Pond Outflow=19.49 cfs 8.039 af Total Runoff Area = 43.012 ac Runoff Volume = 12.553 af Average Runoff Depth = 3.50" 33.83% Pervious = 14.551 ac 66.17% Impervious = 28.460 ac MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 92HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: NW Tree Trench Tributary Area Runoff = 2.13 cfs @ 12.10 hrs, Volume= 0.115 af, Depth= 3.39" Routed to Pond 8P : NW Tree Trench - Above Grade Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 6,510 80 >75% Grass cover, Good, HSG D 11,290 98 Paved parking, HSG D 17,800 Weighted Average 6,510 36.57% Pervious Area 11,290 63.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Subcatchment 8S: NW Tree Trench Tributary Area Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=17,800 sf Runoff Volume=0.115 af Runoff Depth=3.39" Tc=7.5 min CN=WQ 2.13 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 93HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 11oS: Offsite East Runoff = 2.71 cfs @ 12.15 hrs, Volume= 0.155 af, Depth= 2.27" Routed to Reach 10R : Lake Susan Site Drainage Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 35,675 80 >75% Grass cover, Good, HSG D 35,675 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.6 94 0.0430 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.87" Subcatchment 11oS: Offsite East Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=35,675 sf Runoff Volume=0.155 af Runoff Depth=2.27" Flow Length=94' Slope=0.0430 '/' Tc=10.6 min CN=80 2.71 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 94HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: Rowhomes Areas adjusted to remove areas to tree trenches. Runoff = 32.31 cfs @ 12.10 hrs, Volume= 1.728 af, Depth= 3.18" Routed to Pond 13P : Row Homes Bio Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 136,820 80 >75% Grass cover, Good, HSG D * 146,955 98 Paved parking & Roofs, HSG D 283,775 Weighted Average 136,820 48.21% Pervious Area 146,955 51.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Subcatchment 13S: Rowhomes Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=283,775 sf Runoff Volume=1.728 af Runoff Depth=3.18" Tc=7.5 min CN=WQ 32.31 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 95HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 14aS: Apartments West Direct Runoff = 0.46 cfs @ 12.14 hrs, Volume= 0.027 af, Depth= 2.86" Routed to Pond 13P : Row Homes Bio Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 1,625 98 Paved parking, HSG D 3,247 80 >75% Grass cover, Good, HSG D 4,872 Weighted Average 3,247 66.65% Pervious Area 1,625 33.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 14aS: Apartments West Direct Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=4,872 sf Runoff Volume=0.027 af Runoff Depth=2.86" Tc=10.0 min CN=WQ 0.46 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 96HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: Southeast Runoff = 47.75 cfs @ 12.07 hrs, Volume= 2.284 af, Depth= 3.48" Routed to Pond 114P : East Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 214,578 98 Paved roads w/curbs & sewers, HSG D 107,292 80 >75% Grass cover, Good, HSG D 21,110 98 Water Surface, 0% imp, HSG D 342,980 Weighted Average 128,402 37.44% Pervious Area 214,578 62.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 14S: Southeast Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)50 45 40 35 30 25 20 15 10 5 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=342,980 sf Runoff Volume=2.284 af Runoff Depth=3.48" Tc=5.0 min CN=WQ 47.75 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 97HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Northeast Runoff = 67.33 cfs @ 12.19 hrs, Volume= 4.999 af, Depth= 3.72" Routed to Pond 115P : Central Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 528,211 98 Paved roads w/curbs & sewers, HSG D 126,259 80 >75% Grass cover, Good, HSG D 48,578 98 Water Surface, 0% imp, HSG D 703,048 Weighted Average 174,837 24.87% Pervious Area 528,211 75.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 15S: Northeast Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=703,048 sf Runoff Volume=4.999 af Runoff Depth=3.72" Tc=15.0 min CN=WQ 67.33 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 98HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1A: Apartments to Central Basin Runoff = 63.58 cfs @ 12.07 hrs, Volume= 3.051 af, Depth= 3.54" Routed to Pond 115P : Central Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 323,919 98 Paved roads w/curbs & sewers, HSG D 126,963 80 >75% Grass cover, Good, HSG D 450,882 Weighted Average 126,963 28.16% Pervious Area 323,919 71.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR1A: Apartments to Central Basin Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=450,882 sf Runoff Volume=3.051 af Runoff Depth=3.54" Tc=5.0 min CN=WQ 63.58 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 99HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1B: Apartments to East Basin Runoff = 4.21 cfs @ 12.07 hrs, Volume= 0.194 af, Depth= 2.94" Routed to Reach 11R : Joint Outlet Pipe Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 13,160 98 Paved roads w/curbs & sewers, HSG D 21,406 80 >75% Grass cover, Good, HSG D 34,566 Weighted Average 21,406 61.93% Pervious Area 13,160 38.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR1B: Apartments to East Basin Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=34,566 sf Runoff Volume=0.194 af Runoff Depth=2.94" Tc=5.0 min CN=WQ 4.21 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 100HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 10R: Lake Susan Site Drainage Inflow Area = 43.012 ac, 66.17% Impervious, Inflow Depth > 3.27" for 10y 24hr event Inflow = 19.07 cfs @ 14.61 hrs, Volume= 11.724 af Outflow = 19.07 cfs @ 14.61 hrs, Volume= 11.724 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Reach 10R: Lake Susan Site Drainage Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=43.012 ac 19.07 cfs 19.07 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 101HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 11R: Joint Outlet Pipe Inflow Area = 7.829 ac, 50.74% Impervious, Inflow Depth > 1.94" for 10y 24hr event Inflow = 7.33 cfs @ 12.36 hrs, Volume= 1.265 af Outflow = 3.81 cfs @ 12.28 hrs, Volume= 1.264 af, Atten= 48%, Lag= 0.0 min Routed to Pond 114P : East Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Max. Velocity= 3.29 fps, Min. Travel Time= 5.5 min Avg. Velocity = 0.53 fps, Avg. Travel Time= 34.0 min Peak Storage= 1,325 cf @ 12.29 hrs Average Depth at Peak Storage= 1.25' Bank-Full Depth= 1.25' Flow Area= 1.2 sf, Capacity= 3.54 cfs 15.0" Round Pipe n= 0.013 Concrete pipe, straight & clean Length= 1,080.0' Slope= 0.0030 '/' Inlet Invert= 905.24', Outlet Invert= 902.00' Reach 11R: Joint Outlet Pipe Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=7.829 ac Avg. Flow Depth=1.25' Max Vel=3.29 fps 15.0" Round Pipe n=0.013 L=1,080.0' S=0.0030 '/' Capacity=3.54 cfs 7.33 cfs 3.81 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 102HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Discharge for Reach 11R: Joint Outlet Pipe Elevation (feet) Velocity (ft/sec) Discharge (cfs) 905.24 0.00 0.00 905.25 0.21 0.00 905.26 0.35 0.00 905.27 0.46 0.00 905.28 0.55 0.01 905.29 0.64 0.01 905.30 0.72 0.02 905.31 0.80 0.02 905.32 0.87 0.03 905.33 0.94 0.04 905.34 1.00 0.05 905.35 1.07 0.06 905.36 1.13 0.07 905.37 1.19 0.08 905.38 1.24 0.09 905.39 1.30 0.11 905.40 1.35 0.12 905.41 1.40 0.14 905.42 1.45 0.16 905.43 1.50 0.18 905.44 1.55 0.20 905.45 1.60 0.22 905.46 1.64 0.24 905.47 1.69 0.26 905.48 1.73 0.29 905.49 1.77 0.31 905.50 1.81 0.34 905.51 1.86 0.36 905.52 1.90 0.39 905.53 1.93 0.42 905.54 1.97 0.45 905.55 2.01 0.48 905.56 2.05 0.51 905.57 2.08 0.54 905.58 2.12 0.57 905.59 2.15 0.61 905.60 2.19 0.64 905.61 2.22 0.68 905.62 2.25 0.71 905.63 2.29 0.75 905.64 2.32 0.78 905.65 2.35 0.82 905.66 2.38 0.86 905.67 2.41 0.90 905.68 2.44 0.94 905.69 2.47 0.98 905.70 2.49 1.02 905.71 2.52 1.06 905.72 2.55 1.11 905.73 2.58 1.15 905.74 2.60 1.19 905.75 2.63 1.24 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 905.76 2.65 1.28 905.77 2.68 1.33 905.78 2.70 1.37 905.79 2.72 1.42 905.80 2.75 1.46 905.81 2.77 1.51 905.82 2.79 1.56 905.83 2.81 1.60 905.84 2.83 1.65 905.85 2.85 1.70 905.86 2.87 1.75 905.87 2.89 1.79 905.88 2.91 1.84 905.89 2.93 1.89 905.90 2.95 1.94 905.91 2.97 1.99 905.92 2.98 2.04 905.93 3.00 2.08 905.94 3.02 2.13 905.95 3.03 2.18 905.96 3.05 2.23 905.97 3.06 2.28 905.98 3.08 2.33 905.99 3.09 2.38 906.00 3.11 2.43 906.01 3.12 2.47 906.02 3.13 2.52 906.03 3.14 2.57 906.04 3.16 2.62 906.05 3.17 2.66 906.06 3.18 2.71 906.07 3.19 2.76 906.08 3.20 2.80 906.09 3.21 2.85 906.10 3.22 2.90 906.11 3.22 2.94 906.12 3.23 2.98 906.13 3.24 3.03 906.14 3.25 3.07 906.15 3.25 3.11 906.16 3.26 3.16 906.17 3.26 3.20 906.18 3.27 3.24 906.19 3.27 3.28 906.20 3.28 3.31 906.21 3.28 3.35 906.22 3.28 3.39 906.23 3.28 3.42 906.24 3.29 3.46 906.25 3.29 3.49 906.26 3.29 3.52 906.27 3.29 3.55 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 906.28 3.28 3.58 906.29 3.28 3.61 906.30 3.28 3.64 906.31 3.28 3.66 906.32 3.27 3.69 906.33 3.27 3.71 906.34 3.26 3.73 906.35 3.25 3.75 906.36 3.25 3.76 906.37 3.24 3.78 906.38 3.23 3.79 906.39 3.21 3.80 906.40 3.20 3.80 906.41 3.19 3.81 906.42 3.17 3.80 906.43 3.15 3.80 906.44 3.13 3.79 906.45 3.11 3.77 906.46 3.08 3.75 906.47 3.04 3.72 906.48 2.98 3.66 906.49 2.88 3.54 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 103HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 11R: Joint Outlet Pipe Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 905.24 0.0 0 905.26 0.0 5 905.28 0.0 13 905.30 0.0 23 905.32 0.0 36 905.34 0.0 50 905.36 0.1 65 905.38 0.1 81 905.40 0.1 99 905.42 0.1 118 905.44 0.1 137 905.46 0.1 157 905.48 0.2 178 905.50 0.2 200 905.52 0.2 222 905.54 0.2 245 905.56 0.2 268 905.58 0.3 292 905.60 0.3 316 905.62 0.3 341 905.64 0.3 366 905.66 0.4 391 905.68 0.4 417 905.70 0.4 443 905.72 0.4 469 905.74 0.5 495 905.76 0.5 522 905.78 0.5 548 905.80 0.5 575 905.82 0.6 602 905.84 0.6 629 905.86 0.6 656 905.88 0.6 683 905.90 0.7 710 905.92 0.7 737 905.94 0.7 764 905.96 0.7 790 905.98 0.8 817 906.00 0.8 843 906.02 0.8 870 906.04 0.8 896 906.06 0.9 922 906.08 0.9 947 906.10 0.9 972 906.12 0.9 997 906.14 0.9 1,022 906.16 1.0 1,046 906.18 1.0 1,069 906.20 1.0 1,092 906.22 1.0 1,115 906.24 1.1 1,137 906.26 1.1 1,158 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 906.28 1.1 1,178 906.30 1.1 1,198 906.32 1.1 1,217 906.34 1.1 1,235 906.36 1.2 1,252 906.38 1.2 1,268 906.40 1.2 1,283 906.42 1.2 1,296 906.44 1.2 1,308 906.46 1.2 1,317 906.48 1.2 1,324 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 104HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 8P: NW Tree Trench - Above Grade Inflow Area = 0.409 ac, 63.43% Impervious, Inflow Depth = 3.39" for 10y 24hr event Inflow = 2.13 cfs @ 12.10 hrs, Volume= 0.115 af Outflow = 2.06 cfs @ 12.12 hrs, Volume= 0.115 af, Atten= 3%, Lag= 1.1 min Primary = 0.02 cfs @ 12.12 hrs, Volume= 0.031 af Routed to Pond 13P : Row Homes Bio Filtration Basin Secondary = 1.83 cfs @ 12.12 hrs, Volume= 0.083 af Routed to Pond 13P : Row Homes Bio Filtration Basin Tertiary = 0.21 cfs @ 12.12 hrs, Volume= 0.002 af Routed to Pond 13P : Row Homes Bio Filtration Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 920.80' @ 12.12 hrs Surf.Area= 1,230 sf Storage= 473 cf Plug-Flow detention time= 32.5 min calculated for 0.115 af (100% of inflow) Center-of-Mass det. time= 32.5 min ( 792.9 - 760.4 ) Volume Invert Avail.Storage Storage Description #1 920.40' 2,112 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 920.40 1,140 0 0 922.00 1,500 2,112 2,112 Device Routing Invert Outlet Devices #1 Primary 920.40'0.800 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Secondary 920.60'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Tertiary 920.71'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 0.00 28.00 28.00 Elev. (feet) 921.21 921.13 920.71 921.21 Primary OutFlow Max=0.02 cfs @ 12.12 hrs HW=920.80' TW=915.33' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=1.83 cfs @ 12.12 hrs HW=920.80' TW=915.33' (Dynamic Tailwater) 2=Orifice/Grate (Weir Controls 1.83 cfs @ 1.46 fps) Tertiary OutFlow Max=0.21 cfs @ 12.12 hrs HW=920.80' TW=915.33' (Dynamic Tailwater) 3=Asymmetrical Weir (Weir Controls 0.21 cfs @ 0.39 fps) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 105HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 8P: NW Tree Trench - Above Grade Inflow Outflow Primary Secondary Tertiary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)2 1 0 Inflow Area=0.409 ac Peak Elev=920.80' Storage=473 cf 2.13 cfs 2.06 cfs 0.02 cfs 1.83 cfs 0.21 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 106HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Discharge for Pond 8P: NW Tree Trench - Above Grade Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) Tertiary (cfs) 920.40 0.00 0.00 0.00 0.00 920.45 0.02 0.02 0.00 0.00 920.50 0.02 0.02 0.00 0.00 920.55 0.02 0.02 0.00 0.00 920.60 0.02 0.02 0.00 0.00 920.65 0.25 0.02 0.23 0.00 920.70 0.67 0.02 0.65 0.00 920.75 1.24 0.02 1.19 0.03 920.80 2.07 0.02 1.84 0.21 920.85 3.23 0.02 2.57 0.64 920.90 4.77 0.02 3.38 1.37 920.95 6.74 0.02 4.25 2.46 921.00 9.17 0.02 5.20 3.95 921.05 12.10 0.02 6.20 5.88 921.10 15.57 0.02 7.26 8.28 921.15 19.60 0.02 8.38 11.19 921.20 24.12 0.02 9.55 14.54 921.25 28.31 0.02 10.77 17.52 921.30 31.86 0.02 12.03 19.80 921.35 34.92 0.03 13.10 21.80 921.40 37.15 0.03 13.53 23.60 921.45 39.23 0.03 13.95 25.26 921.50 41.19 0.03 14.35 26.81 921.55 43.04 0.03 14.74 28.27 921.60 44.81 0.03 15.13 29.66 921.65 46.50 0.03 15.50 30.98 921.70 48.13 0.03 15.87 32.24 921.75 49.71 0.03 16.22 33.46 921.80 51.23 0.03 16.57 34.63 921.85 52.70 0.03 16.91 35.76 921.90 54.13 0.03 17.25 36.86 921.95 55.53 0.03 17.58 37.92 922.00 56.89 0.03 17.90 38.96 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 107HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 8P: NW Tree Trench - Above Grade Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 920.40 1,140 0 920.42 1,144 23 920.44 1,149 46 920.46 1,153 69 920.48 1,158 92 920.50 1,163 115 920.52 1,167 138 920.54 1,171 162 920.56 1,176 185 920.58 1,180 209 920.60 1,185 233 920.62 1,190 256 920.64 1,194 280 920.66 1,198 304 920.68 1,203 328 920.70 1,207 352 920.72 1,212 376 920.74 1,217 401 920.76 1,221 425 920.78 1,225 449 920.80 1,230 474 920.82 1,234 499 920.84 1,239 523 920.86 1,244 548 920.88 1,248 573 920.90 1,252 598 920.92 1,257 623 920.94 1,261 648 920.96 1,266 674 920.98 1,271 699 921.00 1,275 725 921.02 1,279 750 921.04 1,284 776 921.06 1,288 801 921.08 1,293 827 921.10 1,298 853 921.12 1,302 879 921.14 1,306 905 921.16 1,311 931 921.18 1,315 958 921.20 1,320 984 921.22 1,325 1,010 921.24 1,329 1,037 921.26 1,334 1,064 921.28 1,338 1,090 921.30 1,342 1,117 921.32 1,347 1,144 921.34 1,352 1,171 921.36 1,356 1,198 921.38 1,361 1,225 921.40 1,365 1,252 921.42 1,369 1,280 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 921.44 1,374 1,307 921.46 1,378 1,335 921.48 1,383 1,362 921.50 1,388 1,390 921.52 1,392 1,418 921.54 1,396 1,446 921.56 1,401 1,474 921.58 1,405 1,502 921.60 1,410 1,530 921.62 1,415 1,558 921.64 1,419 1,587 921.66 1,423 1,615 921.68 1,428 1,644 921.70 1,432 1,672 921.72 1,437 1,701 921.74 1,442 1,730 921.76 1,446 1,758 921.78 1,450 1,787 921.80 1,455 1,816 921.82 1,459 1,846 921.84 1,464 1,875 921.86 1,469 1,904 921.88 1,473 1,934 921.90 1,477 1,963 921.92 1,482 1,993 921.94 1,486 2,022 921.96 1,491 2,052 921.98 1,496 2,082 922.00 1,500 2,112 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 108HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 13P: Row Homes Bio Filtration Basin Inflow Area = 7.035 ac, 52.17% Impervious, Inflow Depth = 3.19" for 10y 24hr event Inflow = 34.73 cfs @ 12.10 hrs, Volume= 1.870 af Outflow = 6.53 cfs @ 12.54 hrs, Volume= 1.070 af, Atten= 81%, Lag= 26.0 min Primary = 6.53 cfs @ 12.54 hrs, Volume= 0.973 af Routed to Reach 11R : Joint Outlet Pipe Secondary = 0.00 cfs @ 7.13 hrs, Volume= 0.097 af Routed to Reach 11R : Joint Outlet Pipe Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 915.81' @ 12.54 hrs Surf.Area= 29,643 sf Storage= 47,838 cf Plug-Flow detention time= 1,107.3 min calculated for 1.070 af (57% of inflow) Center-of-Mass det. time= 1,029.6 min ( 1,796.9 - 767.3 ) Volume Invert Avail.Storage Storage Description #1 914.00' 161,865 cf Custom Stage - Surface (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 914.00 23,135 0 0 916.00 30,315 53,450 53,450 918.00 38,055 68,370 121,820 919.00 42,035 40,045 161,865 Device Routing Invert Outlet Devices #1 Primary 909.00'15.0" Round Culvert L= 390.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 909.00' / 907.79' S= 0.0031 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 911.00'15.0" Round Culvert L= 400.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 911.00' / 909.80' S= 0.0030 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #3 Device 2 915.50'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 914.00'0.800 in/hr Exfiltration over Horizontal area from 914.00' - 914.05' Excluded Horizontal area = 23,135 sf Primary OutFlow Max=6.53 cfs @ 12.54 hrs HW=915.81' TW=906.49' (Dynamic Tailwater) 1=Culvert (Passes 6.53 cfs of 7.87 cfs potential flow) 2=Culvert (Barrel Controls 6.53 cfs @ 5.32 fps) 3=Orifice/Grate (Passes 6.53 cfs of 7.19 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 7.13 hrs HW=914.05' TW=905.31' (Dynamic Tailwater) 4=Exfiltration (Exfiltration Controls 0.00 cfs) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 109HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 13P: Row Homes Bio Filtration Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=7.035 ac Peak Elev=915.81' Storage=47,838 cf 34.73 cfs 6.53 cfs 6.53 cfs 0.00 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 110HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Discharge for Pond 13P: Row Homes Bio Filtration Basin Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) 914.00 0.00 0.00 0.00 914.05 0.00 0.00 0.00 914.10 0.00 0.00 0.00 914.15 0.00 0.00 0.00 914.20 0.00 0.00 0.00 914.25 0.00 0.00 0.00 914.30 0.00 0.00 0.00 914.35 0.00 0.00 0.00 914.40 0.00 0.00 0.00 914.45 0.00 0.00 0.00 914.50 0.00 0.00 0.00 914.55 0.00 0.00 0.00 914.60 0.00 0.00 0.00 914.65 0.00 0.00 0.00 914.70 0.00 0.00 0.00 914.75 0.00 0.00 0.00 914.80 0.00 0.00 0.00 914.85 0.00 0.00 0.00 914.90 0.00 0.00 0.00 914.95 0.00 0.00 0.00 915.00 0.00 0.00 0.00 915.05 0.00 0.00 0.00 915.10 0.00 0.00 0.00 915.15 0.00 0.00 0.00 915.20 0.00 0.00 0.00 915.25 0.00 0.00 0.00 915.30 0.00 0.00 0.00 915.35 0.00 0.00 0.00 915.40 0.00 0.00 0.00 915.45 0.00 0.00 0.00 915.50 0.00 0.00 0.00 915.55 0.46 0.46 0.00 915.60 1.30 1.30 0.00 915.65 2.39 2.39 0.00 915.70 3.68 3.68 0.00 915.75 5.14 5.14 0.00 915.80 6.53 6.52 0.00 915.85 6.56 6.56 0.00 915.90 6.59 6.59 0.00 915.95 6.63 6.62 0.00 916.00 6.66 6.66 0.00 916.05 6.70 6.69 0.00 916.10 6.73 6.73 0.00 916.15 6.76 6.76 0.00 916.20 6.80 6.79 0.00 916.25 6.83 6.82 0.00 916.30 6.86 6.86 0.00 916.35 6.89 6.89 0.00 916.40 6.93 6.92 0.00 916.45 6.96 6.95 0.00 916.50 6.99 6.99 0.00 916.55 7.02 7.02 0.00 Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) 916.60 7.05 7.05 0.00 916.65 7.09 7.08 0.00 916.70 7.12 7.11 0.00 916.75 7.15 7.15 0.00 916.80 7.18 7.18 0.00 916.85 7.21 7.21 0.00 916.90 7.24 7.24 0.00 916.95 7.27 7.27 0.00 917.00 7.30 7.30 0.00 917.05 7.33 7.33 0.00 917.10 7.36 7.36 0.00 917.15 7.40 7.39 0.00 917.20 7.43 7.42 0.00 917.25 7.46 7.45 0.00 917.30 7.49 7.48 0.00 917.35 7.52 7.51 0.00 917.40 7.55 7.54 0.00 917.45 7.57 7.57 0.00 917.50 7.60 7.60 0.00 917.55 7.63 7.63 0.00 917.60 7.66 7.66 0.00 917.65 7.69 7.69 0.00 917.70 7.72 7.72 0.00 917.75 7.75 7.75 0.00 917.80 7.78 7.78 0.00 917.85 7.81 7.80 0.00 917.90 7.84 7.83 0.00 917.95 7.86 7.86 0.00 918.00 7.89 7.89 0.00 918.05 7.92 7.92 0.00 918.10 7.95 7.95 0.00 918.15 7.98 7.97 0.00 918.20 8.01 8.00 0.00 918.25 8.03 8.03 0.00 918.30 8.06 8.06 0.00 918.35 8.09 8.09 0.00 918.40 8.12 8.11 0.00 918.45 8.14 8.14 0.00 918.50 8.17 8.17 0.00 918.55 8.20 8.20 0.00 918.60 8.23 8.22 0.00 918.65 8.25 8.25 0.00 918.70 8.28 8.28 0.00 918.75 8.31 8.30 0.00 918.80 8.34 8.33 0.00 918.85 8.36 8.36 0.00 918.90 8.39 8.39 0.00 918.95 8.42 8.41 0.00 919.00 8.44 8.44 0.00 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 111HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 13P: Row Homes Bio Filtration Basin Elevation (feet) Surface (sq-ft) Horizontal (sq-ft) Storage (cubic-feet) 914.00 23,135 23,135 0 914.10 23,494 23,494 2,331 914.20 23,853 23,853 4,699 914.30 24,212 24,212 7,102 914.40 24,571 24,571 9,541 914.50 24,930 24,930 12,016 914.60 25,289 25,289 14,527 914.70 25,648 25,648 17,074 914.80 26,007 26,007 19,657 914.90 26,366 26,366 22,275 915.00 26,725 26,725 24,930 915.10 27,084 27,084 27,620 915.20 27,443 27,443 30,347 915.30 27,802 27,802 33,109 915.40 28,161 28,161 35,907 915.50 28,520 28,520 38,741 915.60 28,879 28,879 41,611 915.70 29,238 29,238 44,517 915.80 29,597 29,597 47,459 915.90 29,956 29,956 50,436 916.00 30,315 30,315 53,450 916.10 30,702 30,702 56,501 916.20 31,089 31,089 59,590 916.30 31,476 31,476 62,719 916.40 31,863 31,863 65,886 916.50 32,250 32,250 69,091 916.60 32,637 32,637 72,336 916.70 33,024 33,024 75,619 916.80 33,411 33,411 78,940 916.90 33,798 33,798 82,301 917.00 34,185 34,185 85,700 917.10 34,572 34,572 89,138 917.20 34,959 34,959 92,614 917.30 35,346 35,346 96,130 917.40 35,733 35,733 99,684 917.50 36,120 36,120 103,276 917.60 36,507 36,507 106,908 917.70 36,894 36,894 110,578 917.80 37,281 37,281 114,286 917.90 37,668 37,668 118,034 918.00 38,055 38,055 121,820 918.10 38,453 38,453 125,645 918.20 38,851 38,851 129,511 918.30 39,249 39,249 133,416 918.40 39,647 39,647 137,360 918.50 40,045 40,045 141,345 918.60 40,443 40,443 145,369 918.70 40,841 40,841 149,434 918.80 41,239 41,239 153,538 918.90 41,637 41,637 157,681 919.00 42,035 42,035 161,865 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 112HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 114P: East Pond Inflow Area = 42.193 ac, 67.45% Impervious, Inflow Depth = 3.30" for 10y 24hr event Inflow = 62.18 cfs @ 12.08 hrs, Volume= 11.588 af Outflow = 18.95 cfs @ 14.61 hrs, Volume= 11.569 af, Atten= 70%, Lag= 151.9 min Primary = 18.95 cfs @ 14.61 hrs, Volume= 11.569 af Routed to Reach 10R : Lake Susan Site Drainage Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 908.20' @ 14.61 hrs Surf.Area= 35,593 sf Storage= 192,994 cf Plug-Flow detention time= 325.4 min calculated for 11.569 af (100% of inflow) Center-of-Mass det. time= 295.4 min ( 1,323.2 - 1,027.7 ) Volume Invert Avail.Storage Storage Description #1 902.00' 240,429 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 902.00 26,635 0 0 903.00 28,076 27,356 27,356 909.00 36,744 194,460 221,816 909.50 37,709 18,613 240,429 Device Routing Invert Outlet Devices #1 Primary 895.72'54.0" Round Existing OCS L= 232.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 895.72' / 894.53' S= 0.0051 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 15.90 sf #2 Device 1 906.75'48.0" Round Outlet L= 27.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.75' / 906.55' S= 0.0074 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 12.57 sf #3 Device 1 902.00'10.0" Vert. Jellyfish C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=18.95 cfs @ 14.61 hrs HW=908.20' TW=0.00' (Dynamic Tailwater) 1=Existing OCS (Passes 18.95 cfs of 244.97 cfs potential flow) 2=Outlet (Barrel Controls 12.63 cfs @ 4.56 fps) 3=Jellyfish (Orifice Controls 6.32 cfs @ 11.58 fps) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 113HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 114P: East Pond Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=42.193 ac Peak Elev=908.20' Storage=192,994 cf 62.18 cfs 18.95 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 114HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Discharge for Pond 114P: East Pond Elevation (feet) Primary (cfs) 902.00 0.00 902.05 0.01 902.10 0.04 902.15 0.09 902.20 0.15 902.25 0.23 902.30 0.33 902.35 0.44 902.40 0.56 902.45 0.69 902.50 0.82 902.55 0.96 902.60 1.11 902.65 1.25 902.70 1.39 902.75 1.52 902.80 1.64 902.85 1.73 902.90 1.83 902.95 1.92 903.00 2.01 903.05 2.09 903.10 2.17 903.15 2.25 903.20 2.32 903.25 2.40 903.30 2.47 903.35 2.54 903.40 2.60 903.45 2.67 903.50 2.73 903.55 2.80 903.60 2.86 903.65 2.92 903.70 2.98 903.75 3.03 903.80 3.09 903.85 3.14 903.90 3.20 903.95 3.25 904.00 3.30 904.05 3.36 904.10 3.41 904.15 3.46 904.20 3.51 904.25 3.56 904.30 3.60 904.35 3.65 904.40 3.70 904.45 3.74 904.50 3.79 904.55 3.84 Elevation (feet) Primary (cfs) 904.60 3.88 904.65 3.92 904.70 3.97 904.75 4.01 904.80 4.05 904.85 4.10 904.90 4.14 904.95 4.18 905.00 4.22 905.05 4.26 905.10 4.30 905.15 4.34 905.20 4.38 905.25 4.42 905.30 4.46 905.35 4.50 905.40 4.54 905.45 4.57 905.50 4.61 905.55 4.65 905.60 4.69 905.65 4.72 905.70 4.76 905.75 4.79 905.80 4.83 905.85 4.87 905.90 4.90 905.95 4.94 906.00 4.97 906.05 5.01 906.10 5.04 906.15 5.07 906.20 5.11 906.25 5.14 906.30 5.18 906.35 5.21 906.40 5.24 906.45 5.27 906.50 5.31 906.55 5.34 906.60 5.37 906.65 5.40 906.70 5.44 906.75 5.47 906.80 5.51 906.85 5.60 906.90 5.72 906.95 5.88 907.00 6.08 907.05 6.31 907.10 6.57 907.15 6.86 Elevation (feet) Primary (cfs) 907.20 7.18 907.25 7.53 907.30 7.91 907.35 8.31 907.40 8.74 907.45 9.20 907.50 9.68 907.55 10.19 907.60 10.72 907.65 11.28 907.70 11.86 907.75 12.47 907.80 13.09 907.85 13.74 907.90 14.42 907.95 15.11 908.00 15.83 908.05 16.56 908.10 17.32 908.15 18.10 908.20 18.90 908.25 19.72 908.30 20.56 908.35 21.42 908.40 22.29 908.45 23.19 908.50 24.11 908.55 25.04 908.60 25.99 908.65 26.95 908.70 27.94 908.75 28.94 908.80 29.95 908.85 30.99 908.90 32.03 908.95 33.10 909.00 34.18 909.05 35.27 909.10 36.37 909.15 37.49 909.20 38.63 909.25 39.77 909.30 40.93 909.35 42.10 909.40 43.28 909.45 44.47 909.50 45.67 909.55 46.89 909.60 48.11 909.65 49.34 909.70 50.58 909.75 51.83 Elevation (feet) Primary (cfs) 909.80 53.09 909.85 54.35 909.90 55.63 909.95 56.90 910.00 58.19 910.05 59.48 910.10 60.77 910.15 62.07 910.20 63.37 910.25 64.68 910.30 65.98 910.35 67.29 910.40 68.60 910.45 69.91 910.50 71.23 910.55 72.54 910.60 73.84 910.65 75.15 910.70 76.45 910.75 77.75 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 115HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 114P: East Pond Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 902.00 26,635 0 902.10 26,779 2,671 902.20 26,923 5,356 902.30 27,067 8,055 902.40 27,211 10,769 902.50 27,356 13,498 902.60 27,500 16,240 902.70 27,644 18,998 902.80 27,788 21,769 902.90 27,932 24,555 903.00 28,076 27,356 903.10 28,220 30,170 903.20 28,365 33,000 903.30 28,509 35,843 903.40 28,654 38,701 903.50 28,798 41,574 903.60 28,943 44,461 903.70 29,087 47,363 903.80 29,232 50,279 903.90 29,376 53,209 904.00 29,521 56,154 904.10 29,665 59,113 904.20 29,810 62,087 904.30 29,954 65,075 904.40 30,099 68,078 904.50 30,243 71,095 904.60 30,387 74,126 904.70 30,532 77,172 904.80 30,676 80,233 904.90 30,821 83,308 905.00 30,965 86,397 905.10 31,110 89,501 905.20 31,254 92,619 905.30 31,399 95,751 905.40 31,543 98,899 905.50 31,688 102,060 905.60 31,832 105,236 905.70 31,977 108,427 905.80 32,121 111,631 905.90 32,266 114,851 906.00 32,410 118,085 906.10 32,554 121,333 906.20 32,699 124,595 906.30 32,843 127,873 906.40 32,988 131,164 906.50 33,132 134,470 906.60 33,277 137,791 906.70 33,421 141,125 906.80 33,566 144,475 906.90 33,710 147,839 907.00 33,855 151,217 907.10 33,999 154,610 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 907.20 34,144 158,017 907.30 34,288 161,438 907.40 34,433 164,874 907.50 34,577 168,325 907.60 34,721 171,790 907.70 34,866 175,269 907.80 35,010 178,763 907.90 35,155 182,271 908.00 35,299 185,794 908.10 35,444 189,331 908.20 35,588 192,883 908.30 35,733 196,449 908.40 35,877 200,029 908.50 36,022 203,624 908.60 36,166 207,233 908.70 36,311 210,857 908.80 36,455 214,496 908.90 36,600 218,148 909.00 36,744 221,816 909.10 36,937 225,500 909.20 37,130 229,203 909.30 37,323 232,926 909.40 37,516 236,667 909.50 37,709 240,429 909.60 37,709 240,429 909.70 37,709 240,429 909.80 37,709 240,429 909.90 37,709 240,429 910.00 37,709 240,429 910.10 37,709 240,429 910.20 37,709 240,429 910.30 37,709 240,429 910.40 37,709 240,429 910.50 37,709 240,429 910.60 37,709 240,429 910.70 37,709 240,429 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 116HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 115P: Central Pond Inflow Area = 26.491 ac, 73.85% Impervious, Inflow Depth = 3.65" for 10y 24hr event Inflow = 105.69 cfs @ 12.09 hrs, Volume= 8.050 af Outflow = 19.49 cfs @ 12.69 hrs, Volume= 8.039 af, Atten= 82%, Lag= 36.0 min Primary = 19.49 cfs @ 12.69 hrs, Volume= 8.039 af Routed to Pond 114P : East Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 912.27' @ 12.69 hrs Surf.Area= 58,436 sf Storage= 188,107 cf Plug-Flow detention time= 247.9 min calculated for 8.039 af (100% of inflow) Center-of-Mass det. time= 247.4 min ( 1,005.7 - 758.3 ) Volume Invert Avail.Storage Storage Description #1 909.00' 379,672 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 909.00 56,508 0 0 910.00 57,316 56,912 56,912 915.00 59,787 292,758 349,670 915.50 60,223 30,003 379,672 Device Routing Invert Outlet Devices #1 Primary 909.00'30.0" Round Culvert L= 629.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 909.00' / 902.00' S= 0.0111 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 4.91 sf #2 Device 1 909.00'22.0" Vert. Inlet C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=19.49 cfs @ 12.69 hrs HW=912.27' TW=906.21' (Dynamic Tailwater) 1=Culvert (Passes 19.49 cfs of 38.24 cfs potential flow) 2=Inlet (Orifice Controls 19.49 cfs @ 7.38 fps) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 117HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 115P: Central Pond Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=26.491 ac Peak Elev=912.27' Storage=188,107 cf 105.69 cfs 19.49 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 118HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Discharge for Pond 115P: Central Pond Elevation (feet) Primary (cfs) 909.00 0.00 909.05 0.02 909.10 0.06 909.15 0.13 909.20 0.24 909.25 0.37 909.30 0.53 909.35 0.71 909.40 0.92 909.45 1.15 909.50 1.40 909.55 1.68 909.60 1.98 909.65 2.30 909.70 2.64 909.75 3.00 909.80 3.37 909.85 3.76 909.90 4.16 909.95 4.58 910.00 5.01 910.05 5.45 910.10 5.91 910.15 6.36 910.20 6.83 910.25 7.30 910.30 7.77 910.35 8.24 910.40 8.71 910.45 9.18 910.50 9.64 910.55 10.09 910.60 10.53 910.65 10.94 910.70 11.34 910.75 11.70 910.80 12.01 910.85 12.28 910.90 12.60 910.95 12.92 911.00 13.23 911.05 13.53 911.10 13.83 911.15 14.12 911.20 14.40 911.25 14.68 911.30 14.95 911.35 15.22 911.40 15.48 911.45 15.74 911.50 15.99 911.55 16.24 Elevation (feet) Primary (cfs) 911.60 16.49 911.65 16.73 911.70 16.97 911.75 17.21 911.80 17.44 911.85 17.67 911.90 17.90 911.95 18.12 912.00 18.35 912.05 18.57 912.10 18.78 912.15 19.00 912.20 19.21 912.25 19.42 912.30 19.62 912.35 19.83 912.40 20.03 912.45 20.23 912.50 20.43 912.55 20.63 912.60 20.82 912.65 21.01 912.70 21.21 912.75 21.40 912.80 21.58 912.85 21.77 912.90 21.95 912.95 22.14 913.00 22.32 913.05 22.50 913.10 22.68 913.15 22.86 913.20 23.03 913.25 23.21 913.30 23.38 913.35 23.55 913.40 23.72 913.45 23.89 913.50 24.06 913.55 24.23 913.60 24.39 913.65 24.56 913.70 24.72 913.75 24.89 913.80 25.05 913.85 25.21 913.90 25.37 913.95 25.53 914.00 25.68 914.05 25.84 914.10 26.00 914.15 26.15 Elevation (feet) Primary (cfs) 914.20 26.31 914.25 26.46 914.30 26.61 914.35 26.76 914.40 26.91 914.45 27.06 914.50 27.21 914.55 27.36 914.60 27.51 914.65 27.65 914.70 27.80 914.75 27.94 914.80 28.09 914.85 28.23 914.90 28.37 914.95 28.52 915.00 28.66 915.05 28.80 915.10 28.94 915.15 29.08 915.20 29.22 915.25 29.35 915.30 29.49 915.35 29.63 915.40 29.76 915.45 29.90 915.50 30.03 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"Avienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services Page 119HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 115P: Central Pond Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 909.00 56,508 0 909.10 56,589 5,655 909.20 56,670 11,318 909.30 56,750 16,989 909.40 56,831 22,668 909.50 56,912 28,355 909.60 56,993 34,050 909.70 57,074 39,754 909.80 57,154 45,465 909.90 57,235 51,184 910.00 57,316 56,912 910.10 57,365 62,646 910.20 57,415 68,385 910.30 57,464 74,129 910.40 57,514 79,878 910.50 57,563 85,632 910.60 57,613 91,391 910.70 57,662 97,154 910.80 57,711 102,923 910.90 57,761 108,697 911.00 57,810 114,475 911.10 57,860 120,259 911.20 57,909 126,047 911.30 57,958 131,840 911.40 58,008 137,639 911.50 58,057 143,442 911.60 58,107 149,250 911.70 58,156 155,063 911.80 58,206 160,881 911.90 58,255 166,704 912.00 58,304 172,532 912.10 58,354 178,365 912.20 58,403 184,203 912.30 58,453 190,046 912.40 58,502 195,894 912.50 58,552 201,746 912.60 58,601 207,604 912.70 58,650 213,467 912.80 58,700 219,334 912.90 58,749 225,207 913.00 58,799 231,084 913.10 58,848 236,966 913.20 58,897 242,854 913.30 58,947 248,746 913.40 58,996 254,643 913.50 59,046 260,545 913.60 59,095 266,452 913.70 59,145 272,364 913.80 59,194 278,281 913.90 59,243 284,203 914.00 59,293 290,130 914.10 59,342 296,061 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 914.20 59,392 301,998 914.30 59,441 307,940 914.40 59,490 313,886 914.50 59,540 319,838 914.60 59,589 325,794 914.70 59,639 331,756 914.80 59,688 337,722 914.90 59,738 343,693 915.00 59,787 349,670 915.10 59,874 355,653 915.20 59,961 361,644 915.30 60,049 367,645 915.40 60,136 373,654 915.50 60,223 379,672 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 120HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Time span=0.00-360.00 hrs, dt=0.01 hrs, 36001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=17,800 sf 63.43% Impervious Runoff Depth=6.40"Subcatchment 8S: NW Tree Trench Tc=7.5 min CN=WQ Runoff=3.71 cfs 0.218 af Runoff Area=35,675 sf 0.00% Impervious Runoff Depth=5.07"Subcatchment 11oS: Offsite East Flow Length=94' Slope=0.0430 '/' Tc=10.6 min CN=80 Runoff=5.61 cfs 0.346 af Runoff Area=283,775 sf 51.79% Impervious Runoff Depth=6.16"Subcatchment 13S: Rowhomes Tc=7.5 min CN=WQ Runoff=57.64 cfs 3.344 af Runoff Area=4,872 sf 33.35% Impervious Runoff Depth=5.77"Subcatchment 14aS: Apartments West Tc=10.0 min CN=WQ Runoff=0.85 cfs 0.054 af Runoff Area=342,980 sf 62.56% Impervious Runoff Depth=6.51"Subcatchment 14S: Southeast Tc=5.0 min CN=WQ Runoff=81.96 cfs 4.275 af Runoff Area=703,048 sf 75.13% Impervious Runoff Depth=6.79"Subcatchment 15S: Northeast Tc=15.0 min CN=WQ Runoff=113.23 cfs 9.138 af Runoff Area=450,882 sf 71.84% Impervious Runoff Depth=6.58"Subcatchment PR1A: Apartments to Tc=5.0 min CN=WQ Runoff=108.43 cfs 5.676 af Runoff Area=34,566 sf 38.07% Impervious Runoff Depth=5.87"Subcatchment PR1B: Apartments to East Tc=5.0 min CN=WQ Runoff=7.75 cfs 0.388 af Inflow=37.24 cfs 22.610 afReach 10R: Lake Susan Site Drainage Outflow=37.24 cfs 22.610 af Avg. Flow Depth=1.25' Max Vel=3.28 fps Inflow=14.47 cfs 3.205 afReach 11R: Joint Outlet Pipe 15.0" Round Pipe n=0.013 L=1,080.0' S=0.0030 '/' Capacity=3.54 cfs Outflow=3.80 cfs 3.205 af Peak Elev=920.87' Storage=554 cf Inflow=3.71 cfs 0.218 afPond 8P: NW Tree Trench - Above Grade Primary=0.02 cfs 0.034 af Secondary=2.80 cfs 0.175 af Tertiary=0.83 cfs 0.010 af Outflow=3.65 cfs 0.218 af Peak Elev=917.26' Storage=94,556 cf Inflow=62.04 cfs 3.616 afPond 13P: Row Homes Bio Filtration Basin Primary=7.46 cfs 2.719 af Secondary=0.00 cfs 0.098 af Outflow=7.46 cfs 2.816 af Peak Elev=909.11' Storage=226,033 cf Inflow=104.78 cfs 22.282 afPond 114P: East Pond Outflow=36.70 cfs 22.263 af Peak Elev=915.08' Storage=354,680 cf Inflow=180.64 cfs 14.814 afPond 115P: Central Pond Outflow=28.89 cfs 14.803 af Total Runoff Area = 43.012 ac Runoff Volume = 23.439 af Average Runoff Depth = 6.54" 33.83% Pervious = 14.551 ac 66.17% Impervious = 28.460 ac MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 121HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 8S: NW Tree Trench Tributary Area Runoff = 3.71 cfs @ 12.10 hrs, Volume= 0.218 af, Depth= 6.40" Routed to Pond 8P : NW Tree Trench - Above Grade Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (sf) CN Description 6,510 80 >75% Grass cover, Good, HSG D 11,290 98 Paved parking, HSG D 17,800 Weighted Average 6,510 36.57% Pervious Area 11,290 63.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Subcatchment 8S: NW Tree Trench Tributary Area Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=17,800 sf Runoff Volume=0.218 af Runoff Depth=6.40" Tc=7.5 min CN=WQ 3.71 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 122HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 11oS: Offsite East Runoff = 5.61 cfs @ 12.14 hrs, Volume= 0.346 af, Depth= 5.07" Routed to Reach 10R : Lake Susan Site Drainage Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (sf) CN Description 35,675 80 >75% Grass cover, Good, HSG D 35,675 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.6 94 0.0430 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.87" Subcatchment 11oS: Offsite East Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=35,675 sf Runoff Volume=0.346 af Runoff Depth=5.07" Flow Length=94' Slope=0.0430 '/' Tc=10.6 min CN=80 5.61 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 123HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: Rowhomes Areas adjusted to remove areas to tree trenches. Runoff = 57.64 cfs @ 12.10 hrs, Volume= 3.344 af, Depth= 6.16" Routed to Pond 13P : Row Homes Bio Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (sf) CN Description 136,820 80 >75% Grass cover, Good, HSG D * 146,955 98 Paved parking & Roofs, HSG D 283,775 Weighted Average 136,820 48.21% Pervious Area 146,955 51.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 Direct Entry, Subcatchment 13S: Rowhomes Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=283,775 sf Runoff Volume=3.344 af Runoff Depth=6.16" Tc=7.5 min CN=WQ 57.64 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 124HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 14aS: Apartments West Direct Runoff = 0.85 cfs @ 12.13 hrs, Volume= 0.054 af, Depth= 5.77" Routed to Pond 13P : Row Homes Bio Filtration Basin Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (sf) CN Description 1,625 98 Paved parking, HSG D 3,247 80 >75% Grass cover, Good, HSG D 4,872 Weighted Average 3,247 66.65% Pervious Area 1,625 33.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 14aS: Apartments West Direct Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=4,872 sf Runoff Volume=0.054 af Runoff Depth=5.77" Tc=10.0 min CN=WQ 0.85 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 125HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: Southeast Runoff = 81.96 cfs @ 12.07 hrs, Volume= 4.275 af, Depth= 6.51" Routed to Pond 114P : East Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (sf) CN Description 214,578 98 Paved roads w/curbs & sewers, HSG D 107,292 80 >75% Grass cover, Good, HSG D 21,110 98 Water Surface, 0% imp, HSG D 342,980 Weighted Average 128,402 37.44% Pervious Area 214,578 62.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 14S: Southeast Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=342,980 sf Runoff Volume=4.275 af Runoff Depth=6.51" Tc=5.0 min CN=WQ 81.96 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 126HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: Northeast Runoff = 113.23 cfs @ 12.19 hrs, Volume= 9.138 af, Depth= 6.79" Routed to Pond 115P : Central Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (sf) CN Description 528,211 98 Paved roads w/curbs & sewers, HSG D 126,259 80 >75% Grass cover, Good, HSG D 48,578 98 Water Surface, 0% imp, HSG D 703,048 Weighted Average 174,837 24.87% Pervious Area 528,211 75.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 15S: Northeast Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)125 120 115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=703,048 sf Runoff Volume=9.138 af Runoff Depth=6.79" Tc=15.0 min CN=WQ 113.23 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 127HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1A: Apartments to Central Basin Runoff = 108.43 cfs @ 12.07 hrs, Volume= 5.676 af, Depth= 6.58" Routed to Pond 115P : Central Pond Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (sf) CN Description 323,919 98 Paved roads w/curbs & sewers, HSG D 126,963 80 >75% Grass cover, Good, HSG D 450,882 Weighted Average 126,963 28.16% Pervious Area 323,919 71.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR1A: Apartments to Central Basin Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)120 115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=450,882 sf Runoff Volume=5.676 af Runoff Depth=6.58" Tc=5.0 min CN=WQ 108.43 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 128HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment PR1B: Apartments to East Basin Runoff = 7.75 cfs @ 12.07 hrs, Volume= 0.388 af, Depth= 5.87" Routed to Reach 11R : Joint Outlet Pipe Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Area (sf) CN Description 13,160 98 Paved roads w/curbs & sewers, HSG D 21,406 80 >75% Grass cover, Good, HSG D 34,566 Weighted Average 21,406 61.93% Pervious Area 13,160 38.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PR1B: Apartments to East Basin Runoff Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41" Runoff Area=34,566 sf Runoff Volume=0.388 af Runoff Depth=5.87" Tc=5.0 min CN=WQ 7.75 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 129HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 10R: Lake Susan Site Drainage Inflow Area = 43.012 ac, 66.17% Impervious, Inflow Depth > 6.31" for 100y 24hr event Inflow = 37.24 cfs @ 13.55 hrs, Volume= 22.610 af Outflow = 37.24 cfs @ 13.55 hrs, Volume= 22.610 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Reach 10R: Lake Susan Site Drainage Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=43.012 ac 37.24 cfs 37.24 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 130HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Reach 11R: Joint Outlet Pipe Inflow Area = 7.829 ac, 50.74% Impervious, Inflow Depth > 4.91" for 100y 24hr event Inflow = 14.47 cfs @ 12.07 hrs, Volume= 3.205 af Outflow = 3.80 cfs @ 21.95 hrs, Volume= 3.205 af, Atten= 74%, Lag= 592.2 min Routed to Pond 114P : East Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Max. Velocity= 3.28 fps, Min. Travel Time= 5.5 min Avg. Velocity = 0.55 fps, Avg. Travel Time= 32.5 min Peak Storage= 1,325 cf @ 11.98 hrs Average Depth at Peak Storage= 1.25' Bank-Full Depth= 1.25' Flow Area= 1.2 sf, Capacity= 3.54 cfs 15.0" Round Pipe n= 0.013 Concrete pipe, straight & clean Length= 1,080.0' Slope= 0.0030 '/' Inlet Invert= 905.24', Outlet Invert= 902.00' Reach 11R: Joint Outlet Pipe Inflow Outflow Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=7.829 ac Avg. Flow Depth=1.25' Max Vel=3.28 fps 15.0" Round Pipe n=0.013 L=1,080.0' S=0.0030 '/' Capacity=3.54 cfs 14.47 cfs 3.80 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 131HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Discharge for Reach 11R: Joint Outlet Pipe Elevation (feet) Velocity (ft/sec) Discharge (cfs) 905.24 0.00 0.00 905.25 0.21 0.00 905.26 0.35 0.00 905.27 0.46 0.00 905.28 0.55 0.01 905.29 0.64 0.01 905.30 0.72 0.02 905.31 0.80 0.02 905.32 0.87 0.03 905.33 0.94 0.04 905.34 1.00 0.05 905.35 1.07 0.06 905.36 1.13 0.07 905.37 1.19 0.08 905.38 1.24 0.09 905.39 1.30 0.11 905.40 1.35 0.12 905.41 1.40 0.14 905.42 1.45 0.16 905.43 1.50 0.18 905.44 1.55 0.20 905.45 1.60 0.22 905.46 1.64 0.24 905.47 1.69 0.26 905.48 1.73 0.29 905.49 1.77 0.31 905.50 1.81 0.34 905.51 1.86 0.36 905.52 1.90 0.39 905.53 1.93 0.42 905.54 1.97 0.45 905.55 2.01 0.48 905.56 2.05 0.51 905.57 2.08 0.54 905.58 2.12 0.57 905.59 2.15 0.61 905.60 2.19 0.64 905.61 2.22 0.68 905.62 2.25 0.71 905.63 2.29 0.75 905.64 2.32 0.78 905.65 2.35 0.82 905.66 2.38 0.86 905.67 2.41 0.90 905.68 2.44 0.94 905.69 2.47 0.98 905.70 2.49 1.02 905.71 2.52 1.06 905.72 2.55 1.11 905.73 2.58 1.15 905.74 2.60 1.19 905.75 2.63 1.24 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 905.76 2.65 1.28 905.77 2.68 1.33 905.78 2.70 1.37 905.79 2.72 1.42 905.80 2.75 1.46 905.81 2.77 1.51 905.82 2.79 1.56 905.83 2.81 1.60 905.84 2.83 1.65 905.85 2.85 1.70 905.86 2.87 1.75 905.87 2.89 1.79 905.88 2.91 1.84 905.89 2.93 1.89 905.90 2.95 1.94 905.91 2.97 1.99 905.92 2.98 2.04 905.93 3.00 2.08 905.94 3.02 2.13 905.95 3.03 2.18 905.96 3.05 2.23 905.97 3.06 2.28 905.98 3.08 2.33 905.99 3.09 2.38 906.00 3.11 2.43 906.01 3.12 2.47 906.02 3.13 2.52 906.03 3.14 2.57 906.04 3.16 2.62 906.05 3.17 2.66 906.06 3.18 2.71 906.07 3.19 2.76 906.08 3.20 2.80 906.09 3.21 2.85 906.10 3.22 2.90 906.11 3.22 2.94 906.12 3.23 2.98 906.13 3.24 3.03 906.14 3.25 3.07 906.15 3.25 3.11 906.16 3.26 3.16 906.17 3.26 3.20 906.18 3.27 3.24 906.19 3.27 3.28 906.20 3.28 3.31 906.21 3.28 3.35 906.22 3.28 3.39 906.23 3.28 3.42 906.24 3.29 3.46 906.25 3.29 3.49 906.26 3.29 3.52 906.27 3.29 3.55 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 906.28 3.28 3.58 906.29 3.28 3.61 906.30 3.28 3.64 906.31 3.28 3.66 906.32 3.27 3.69 906.33 3.27 3.71 906.34 3.26 3.73 906.35 3.25 3.75 906.36 3.25 3.76 906.37 3.24 3.78 906.38 3.23 3.79 906.39 3.21 3.80 906.40 3.20 3.80 906.41 3.19 3.81 906.42 3.17 3.80 906.43 3.15 3.80 906.44 3.13 3.79 906.45 3.11 3.77 906.46 3.08 3.75 906.47 3.04 3.72 906.48 2.98 3.66 906.49 2.88 3.54 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 132HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 11R: Joint Outlet Pipe Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 905.24 0.0 0 905.26 0.0 5 905.28 0.0 13 905.30 0.0 23 905.32 0.0 36 905.34 0.0 50 905.36 0.1 65 905.38 0.1 81 905.40 0.1 99 905.42 0.1 118 905.44 0.1 137 905.46 0.1 157 905.48 0.2 178 905.50 0.2 200 905.52 0.2 222 905.54 0.2 245 905.56 0.2 268 905.58 0.3 292 905.60 0.3 316 905.62 0.3 341 905.64 0.3 366 905.66 0.4 391 905.68 0.4 417 905.70 0.4 443 905.72 0.4 469 905.74 0.5 495 905.76 0.5 522 905.78 0.5 548 905.80 0.5 575 905.82 0.6 602 905.84 0.6 629 905.86 0.6 656 905.88 0.6 683 905.90 0.7 710 905.92 0.7 737 905.94 0.7 764 905.96 0.7 790 905.98 0.8 817 906.00 0.8 843 906.02 0.8 870 906.04 0.8 896 906.06 0.9 922 906.08 0.9 947 906.10 0.9 972 906.12 0.9 997 906.14 0.9 1,022 906.16 1.0 1,046 906.18 1.0 1,069 906.20 1.0 1,092 906.22 1.0 1,115 906.24 1.1 1,137 906.26 1.1 1,158 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 906.28 1.1 1,178 906.30 1.1 1,198 906.32 1.1 1,217 906.34 1.1 1,235 906.36 1.2 1,252 906.38 1.2 1,268 906.40 1.2 1,283 906.42 1.2 1,296 906.44 1.2 1,308 906.46 1.2 1,317 906.48 1.2 1,324 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 133HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 8P: NW Tree Trench - Above Grade Inflow Area = 0.409 ac, 63.43% Impervious, Inflow Depth = 6.40" for 100y 24hr event Inflow = 3.71 cfs @ 12.10 hrs, Volume= 0.218 af Outflow = 3.65 cfs @ 12.11 hrs, Volume= 0.218 af, Atten= 1%, Lag= 0.7 min Primary = 0.02 cfs @ 12.11 hrs, Volume= 0.034 af Routed to Pond 13P : Row Homes Bio Filtration Basin Secondary = 2.80 cfs @ 12.11 hrs, Volume= 0.175 af Routed to Pond 13P : Row Homes Bio Filtration Basin Tertiary = 0.83 cfs @ 12.11 hrs, Volume= 0.010 af Routed to Pond 13P : Row Homes Bio Filtration Basin Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 920.87' @ 12.11 hrs Surf.Area= 1,245 sf Storage= 554 cf Plug-Flow detention time= 20.7 min calculated for 0.218 af (100% of inflow) Center-of-Mass det. time= 20.7 min ( 770.7 - 750.0 ) Volume Invert Avail.Storage Storage Description #1 920.40' 2,112 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 920.40 1,140 0 0 922.00 1,500 2,112 2,112 Device Routing Invert Outlet Devices #1 Primary 920.40'0.800 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Secondary 920.60'24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Tertiary 920.71'Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 0.00 28.00 28.00 Elev. (feet) 921.21 921.13 920.71 921.21 Primary OutFlow Max=0.02 cfs @ 12.11 hrs HW=920.86' TW=916.34' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Secondary OutFlow Max=2.80 cfs @ 12.11 hrs HW=920.86' TW=916.34' (Dynamic Tailwater) 2=Orifice/Grate (Weir Controls 2.80 cfs @ 1.68 fps) Tertiary OutFlow Max=0.82 cfs @ 12.11 hrs HW=920.86' TW=916.34' (Dynamic Tailwater) 3=Asymmetrical Weir (Weir Controls 0.82 cfs @ 0.51 fps) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 134HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 8P: NW Tree Trench - Above Grade Inflow Outflow Primary Secondary Tertiary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)4 3 2 1 0 Inflow Area=0.409 ac Peak Elev=920.87' Storage=554 cf 3.71 cfs 3.65 cfs 0.02 cfs 2.80 cfs 0.83 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 135HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Discharge for Pond 8P: NW Tree Trench - Above Grade Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) Tertiary (cfs) 920.40 0.00 0.00 0.00 0.00 920.45 0.02 0.02 0.00 0.00 920.50 0.02 0.02 0.00 0.00 920.55 0.02 0.02 0.00 0.00 920.60 0.02 0.02 0.00 0.00 920.65 0.25 0.02 0.23 0.00 920.70 0.67 0.02 0.65 0.00 920.75 1.24 0.02 1.19 0.03 920.80 2.07 0.02 1.84 0.21 920.85 3.23 0.02 2.57 0.64 920.90 4.77 0.02 3.38 1.37 920.95 6.74 0.02 4.25 2.46 921.00 9.17 0.02 5.20 3.95 921.05 12.10 0.02 6.20 5.88 921.10 15.57 0.02 7.26 8.28 921.15 19.60 0.02 8.38 11.19 921.20 24.12 0.02 9.55 14.54 921.25 28.31 0.02 10.77 17.52 921.30 31.86 0.02 12.03 19.80 921.35 34.92 0.03 13.10 21.80 921.40 37.15 0.03 13.53 23.60 921.45 39.23 0.03 13.95 25.26 921.50 41.19 0.03 14.35 26.81 921.55 43.04 0.03 14.74 28.27 921.60 44.81 0.03 15.13 29.66 921.65 46.50 0.03 15.50 30.98 921.70 48.13 0.03 15.87 32.24 921.75 49.71 0.03 16.22 33.46 921.80 51.23 0.03 16.57 34.63 921.85 52.70 0.03 16.91 35.76 921.90 54.13 0.03 17.25 36.86 921.95 55.53 0.03 17.58 37.92 922.00 56.89 0.03 17.90 38.96 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 136HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 8P: NW Tree Trench - Above Grade Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 920.40 1,140 0 920.42 1,144 23 920.44 1,149 46 920.46 1,153 69 920.48 1,158 92 920.50 1,163 115 920.52 1,167 138 920.54 1,171 162 920.56 1,176 185 920.58 1,180 209 920.60 1,185 233 920.62 1,190 256 920.64 1,194 280 920.66 1,198 304 920.68 1,203 328 920.70 1,207 352 920.72 1,212 376 920.74 1,217 401 920.76 1,221 425 920.78 1,225 449 920.80 1,230 474 920.82 1,234 499 920.84 1,239 523 920.86 1,244 548 920.88 1,248 573 920.90 1,252 598 920.92 1,257 623 920.94 1,261 648 920.96 1,266 674 920.98 1,271 699 921.00 1,275 725 921.02 1,279 750 921.04 1,284 776 921.06 1,288 801 921.08 1,293 827 921.10 1,298 853 921.12 1,302 879 921.14 1,306 905 921.16 1,311 931 921.18 1,315 958 921.20 1,320 984 921.22 1,325 1,010 921.24 1,329 1,037 921.26 1,334 1,064 921.28 1,338 1,090 921.30 1,342 1,117 921.32 1,347 1,144 921.34 1,352 1,171 921.36 1,356 1,198 921.38 1,361 1,225 921.40 1,365 1,252 921.42 1,369 1,280 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 921.44 1,374 1,307 921.46 1,378 1,335 921.48 1,383 1,362 921.50 1,388 1,390 921.52 1,392 1,418 921.54 1,396 1,446 921.56 1,401 1,474 921.58 1,405 1,502 921.60 1,410 1,530 921.62 1,415 1,558 921.64 1,419 1,587 921.66 1,423 1,615 921.68 1,428 1,644 921.70 1,432 1,672 921.72 1,437 1,701 921.74 1,442 1,730 921.76 1,446 1,758 921.78 1,450 1,787 921.80 1,455 1,816 921.82 1,459 1,846 921.84 1,464 1,875 921.86 1,469 1,904 921.88 1,473 1,934 921.90 1,477 1,963 921.92 1,482 1,993 921.94 1,486 2,022 921.96 1,491 2,052 921.98 1,496 2,082 922.00 1,500 2,112 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 137HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 13P: Row Homes Bio Filtration Basin Inflow Area = 7.035 ac, 52.17% Impervious, Inflow Depth = 6.17" for 100y 24hr event Inflow = 62.04 cfs @ 12.10 hrs, Volume= 3.616 af Outflow = 7.46 cfs @ 12.72 hrs, Volume= 2.816 af, Atten= 88%, Lag= 37.3 min Primary = 7.46 cfs @ 12.72 hrs, Volume= 2.719 af Routed to Reach 11R : Joint Outlet Pipe Secondary = 0.00 cfs @ 6.60 hrs, Volume= 0.098 af Routed to Reach 11R : Joint Outlet Pipe Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 917.26' @ 12.72 hrs Surf.Area= 35,173 sf Storage= 94,556 cf Plug-Flow detention time= 513.9 min calculated for 2.816 af (78% of inflow) Center-of-Mass det. time= 466.7 min ( 1,221.6 - 754.8 ) Volume Invert Avail.Storage Storage Description #1 914.00' 161,865 cf Custom Stage - Surface (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 914.00 23,135 0 0 916.00 30,315 53,450 53,450 918.00 38,055 68,370 121,820 919.00 42,035 40,045 161,865 Device Routing Invert Outlet Devices #1 Primary 909.00'15.0" Round Culvert L= 390.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 909.00' / 907.79' S= 0.0031 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 911.00'15.0" Round Culvert L= 400.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 911.00' / 909.80' S= 0.0030 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #3 Device 2 915.50'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 914.00'0.800 in/hr Exfiltration over Horizontal area from 914.00' - 914.05' Excluded Horizontal area = 23,135 sf Primary OutFlow Max=7.46 cfs @ 12.72 hrs HW=917.26' TW=906.49' (Dynamic Tailwater) 1=Culvert (Passes 7.46 cfs of 8.67 cfs potential flow) 2=Culvert (Barrel Controls 7.46 cfs @ 6.08 fps) 3=Orifice/Grate (Passes 7.46 cfs of 80.17 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 6.60 hrs HW=914.05' TW=905.31' (Dynamic Tailwater) 4=Exfiltration (Exfiltration Controls 0.00 cfs) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 138HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 13P: Row Homes Bio Filtration Basin Inflow Outflow Primary Secondary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=7.035 ac Peak Elev=917.26' Storage=94,556 cf 62.04 cfs 7.46 cfs 7.46 cfs 0.00 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 139HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Discharge for Pond 13P: Row Homes Bio Filtration Basin Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) 914.00 0.00 0.00 0.00 914.05 0.00 0.00 0.00 914.10 0.00 0.00 0.00 914.15 0.00 0.00 0.00 914.20 0.00 0.00 0.00 914.25 0.00 0.00 0.00 914.30 0.00 0.00 0.00 914.35 0.00 0.00 0.00 914.40 0.00 0.00 0.00 914.45 0.00 0.00 0.00 914.50 0.00 0.00 0.00 914.55 0.00 0.00 0.00 914.60 0.00 0.00 0.00 914.65 0.00 0.00 0.00 914.70 0.00 0.00 0.00 914.75 0.00 0.00 0.00 914.80 0.00 0.00 0.00 914.85 0.00 0.00 0.00 914.90 0.00 0.00 0.00 914.95 0.00 0.00 0.00 915.00 0.00 0.00 0.00 915.05 0.00 0.00 0.00 915.10 0.00 0.00 0.00 915.15 0.00 0.00 0.00 915.20 0.00 0.00 0.00 915.25 0.00 0.00 0.00 915.30 0.00 0.00 0.00 915.35 0.00 0.00 0.00 915.40 0.00 0.00 0.00 915.45 0.00 0.00 0.00 915.50 0.00 0.00 0.00 915.55 0.46 0.46 0.00 915.60 1.30 1.30 0.00 915.65 2.39 2.39 0.00 915.70 3.68 3.68 0.00 915.75 5.14 5.14 0.00 915.80 6.53 6.52 0.00 915.85 6.56 6.56 0.00 915.90 6.59 6.59 0.00 915.95 6.63 6.62 0.00 916.00 6.66 6.66 0.00 916.05 6.70 6.69 0.00 916.10 6.73 6.73 0.00 916.15 6.76 6.76 0.00 916.20 6.80 6.79 0.00 916.25 6.83 6.82 0.00 916.30 6.86 6.86 0.00 916.35 6.89 6.89 0.00 916.40 6.93 6.92 0.00 916.45 6.96 6.95 0.00 916.50 6.99 6.99 0.00 916.55 7.02 7.02 0.00 Elevation (feet) Discharge (cfs) Primary (cfs) Secondary (cfs) 916.60 7.05 7.05 0.00 916.65 7.09 7.08 0.00 916.70 7.12 7.11 0.00 916.75 7.15 7.15 0.00 916.80 7.18 7.18 0.00 916.85 7.21 7.21 0.00 916.90 7.24 7.24 0.00 916.95 7.27 7.27 0.00 917.00 7.30 7.30 0.00 917.05 7.33 7.33 0.00 917.10 7.36 7.36 0.00 917.15 7.40 7.39 0.00 917.20 7.43 7.42 0.00 917.25 7.46 7.45 0.00 917.30 7.49 7.48 0.00 917.35 7.52 7.51 0.00 917.40 7.55 7.54 0.00 917.45 7.57 7.57 0.00 917.50 7.60 7.60 0.00 917.55 7.63 7.63 0.00 917.60 7.66 7.66 0.00 917.65 7.69 7.69 0.00 917.70 7.72 7.72 0.00 917.75 7.75 7.75 0.00 917.80 7.78 7.78 0.00 917.85 7.81 7.80 0.00 917.90 7.84 7.83 0.00 917.95 7.86 7.86 0.00 918.00 7.89 7.89 0.00 918.05 7.92 7.92 0.00 918.10 7.95 7.95 0.00 918.15 7.98 7.97 0.00 918.20 8.01 8.00 0.00 918.25 8.03 8.03 0.00 918.30 8.06 8.06 0.00 918.35 8.09 8.09 0.00 918.40 8.12 8.11 0.00 918.45 8.14 8.14 0.00 918.50 8.17 8.17 0.00 918.55 8.20 8.20 0.00 918.60 8.23 8.22 0.00 918.65 8.25 8.25 0.00 918.70 8.28 8.28 0.00 918.75 8.31 8.30 0.00 918.80 8.34 8.33 0.00 918.85 8.36 8.36 0.00 918.90 8.39 8.39 0.00 918.95 8.42 8.41 0.00 919.00 8.44 8.44 0.00 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 140HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 13P: Row Homes Bio Filtration Basin Elevation (feet) Surface (sq-ft) Horizontal (sq-ft) Storage (cubic-feet) 914.00 23,135 23,135 0 914.10 23,494 23,494 2,331 914.20 23,853 23,853 4,699 914.30 24,212 24,212 7,102 914.40 24,571 24,571 9,541 914.50 24,930 24,930 12,016 914.60 25,289 25,289 14,527 914.70 25,648 25,648 17,074 914.80 26,007 26,007 19,657 914.90 26,366 26,366 22,275 915.00 26,725 26,725 24,930 915.10 27,084 27,084 27,620 915.20 27,443 27,443 30,347 915.30 27,802 27,802 33,109 915.40 28,161 28,161 35,907 915.50 28,520 28,520 38,741 915.60 28,879 28,879 41,611 915.70 29,238 29,238 44,517 915.80 29,597 29,597 47,459 915.90 29,956 29,956 50,436 916.00 30,315 30,315 53,450 916.10 30,702 30,702 56,501 916.20 31,089 31,089 59,590 916.30 31,476 31,476 62,719 916.40 31,863 31,863 65,886 916.50 32,250 32,250 69,091 916.60 32,637 32,637 72,336 916.70 33,024 33,024 75,619 916.80 33,411 33,411 78,940 916.90 33,798 33,798 82,301 917.00 34,185 34,185 85,700 917.10 34,572 34,572 89,138 917.20 34,959 34,959 92,614 917.30 35,346 35,346 96,130 917.40 35,733 35,733 99,684 917.50 36,120 36,120 103,276 917.60 36,507 36,507 106,908 917.70 36,894 36,894 110,578 917.80 37,281 37,281 114,286 917.90 37,668 37,668 118,034 918.00 38,055 38,055 121,820 918.10 38,453 38,453 125,645 918.20 38,851 38,851 129,511 918.30 39,249 39,249 133,416 918.40 39,647 39,647 137,360 918.50 40,045 40,045 141,345 918.60 40,443 40,443 145,369 918.70 40,841 40,841 149,434 918.80 41,239 41,239 153,538 918.90 41,637 41,637 157,681 919.00 42,035 42,035 161,865 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 141HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 114P: East Pond Inflow Area = 42.193 ac, 67.45% Impervious, Inflow Depth = 6.34" for 100y 24hr event Inflow = 104.78 cfs @ 12.07 hrs, Volume= 22.282 af Outflow = 36.70 cfs @ 13.55 hrs, Volume= 22.263 af, Atten= 65%, Lag= 88.8 min Primary = 36.70 cfs @ 13.55 hrs, Volume= 22.263 af Routed to Reach 10R : Lake Susan Site Drainage Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 909.11' @ 13.55 hrs Surf.Area= 36,965 sf Storage= 226,033 cf Plug-Flow detention time= 218.5 min calculated for 22.263 af (100% of inflow) Center-of-Mass det. time= 202.8 min ( 1,181.8 - 979.0 ) Volume Invert Avail.Storage Storage Description #1 902.00' 240,429 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 902.00 26,635 0 0 903.00 28,076 27,356 27,356 909.00 36,744 194,460 221,816 909.50 37,709 18,613 240,429 Device Routing Invert Outlet Devices #1 Primary 895.72'54.0" Round Existing OCS L= 232.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 895.72' / 894.53' S= 0.0051 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 15.90 sf #2 Device 1 906.75'48.0" Round Outlet L= 27.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 906.75' / 906.55' S= 0.0074 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 12.57 sf #3 Device 1 902.00'10.0" Vert. Jellyfish C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=36.69 cfs @ 13.55 hrs HW=909.11' TW=0.00' (Dynamic Tailwater) 1=Existing OCS (Passes 36.69 cfs of 255.65 cfs potential flow) 2=Outlet (Barrel Controls 29.90 cfs @ 5.56 fps) 3=Jellyfish (Orifice Controls 6.80 cfs @ 12.46 fps) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 142HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 114P: East Pond Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=42.193 ac Peak Elev=909.11' Storage=226,033 cf 104.78 cfs 36.70 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 143HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Discharge for Pond 114P: East Pond Elevation (feet) Primary (cfs) 902.00 0.00 902.05 0.01 902.10 0.04 902.15 0.09 902.20 0.15 902.25 0.23 902.30 0.33 902.35 0.44 902.40 0.56 902.45 0.69 902.50 0.82 902.55 0.96 902.60 1.11 902.65 1.25 902.70 1.39 902.75 1.52 902.80 1.64 902.85 1.73 902.90 1.83 902.95 1.92 903.00 2.01 903.05 2.09 903.10 2.17 903.15 2.25 903.20 2.32 903.25 2.40 903.30 2.47 903.35 2.54 903.40 2.60 903.45 2.67 903.50 2.73 903.55 2.80 903.60 2.86 903.65 2.92 903.70 2.98 903.75 3.03 903.80 3.09 903.85 3.14 903.90 3.20 903.95 3.25 904.00 3.30 904.05 3.36 904.10 3.41 904.15 3.46 904.20 3.51 904.25 3.56 904.30 3.60 904.35 3.65 904.40 3.70 904.45 3.74 904.50 3.79 904.55 3.84 Elevation (feet) Primary (cfs) 904.60 3.88 904.65 3.92 904.70 3.97 904.75 4.01 904.80 4.05 904.85 4.10 904.90 4.14 904.95 4.18 905.00 4.22 905.05 4.26 905.10 4.30 905.15 4.34 905.20 4.38 905.25 4.42 905.30 4.46 905.35 4.50 905.40 4.54 905.45 4.57 905.50 4.61 905.55 4.65 905.60 4.69 905.65 4.72 905.70 4.76 905.75 4.79 905.80 4.83 905.85 4.87 905.90 4.90 905.95 4.94 906.00 4.97 906.05 5.01 906.10 5.04 906.15 5.07 906.20 5.11 906.25 5.14 906.30 5.18 906.35 5.21 906.40 5.24 906.45 5.27 906.50 5.31 906.55 5.34 906.60 5.37 906.65 5.40 906.70 5.44 906.75 5.47 906.80 5.51 906.85 5.60 906.90 5.72 906.95 5.88 907.00 6.08 907.05 6.31 907.10 6.57 907.15 6.86 Elevation (feet) Primary (cfs) 907.20 7.18 907.25 7.53 907.30 7.91 907.35 8.31 907.40 8.74 907.45 9.20 907.50 9.68 907.55 10.19 907.60 10.72 907.65 11.28 907.70 11.86 907.75 12.47 907.80 13.09 907.85 13.74 907.90 14.42 907.95 15.11 908.00 15.83 908.05 16.56 908.10 17.32 908.15 18.10 908.20 18.90 908.25 19.72 908.30 20.56 908.35 21.42 908.40 22.29 908.45 23.19 908.50 24.11 908.55 25.04 908.60 25.99 908.65 26.95 908.70 27.94 908.75 28.94 908.80 29.95 908.85 30.99 908.90 32.03 908.95 33.10 909.00 34.18 909.05 35.27 909.10 36.37 909.15 37.49 909.20 38.63 909.25 39.77 909.30 40.93 909.35 42.10 909.40 43.28 909.45 44.47 909.50 45.67 909.55 46.89 909.60 48.11 909.65 49.34 909.70 50.58 909.75 51.83 Elevation (feet) Primary (cfs) 909.80 53.09 909.85 54.35 909.90 55.63 909.95 56.90 910.00 58.19 910.05 59.48 910.10 60.77 910.15 62.07 910.20 63.37 910.25 64.68 910.30 65.98 910.35 67.29 910.40 68.60 910.45 69.91 910.50 71.23 910.55 72.54 910.60 73.84 910.65 75.15 910.70 76.45 910.75 77.75 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 144HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 114P: East Pond Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 902.00 26,635 0 902.10 26,779 2,671 902.20 26,923 5,356 902.30 27,067 8,055 902.40 27,211 10,769 902.50 27,356 13,498 902.60 27,500 16,240 902.70 27,644 18,998 902.80 27,788 21,769 902.90 27,932 24,555 903.00 28,076 27,356 903.10 28,220 30,170 903.20 28,365 33,000 903.30 28,509 35,843 903.40 28,654 38,701 903.50 28,798 41,574 903.60 28,943 44,461 903.70 29,087 47,363 903.80 29,232 50,279 903.90 29,376 53,209 904.00 29,521 56,154 904.10 29,665 59,113 904.20 29,810 62,087 904.30 29,954 65,075 904.40 30,099 68,078 904.50 30,243 71,095 904.60 30,387 74,126 904.70 30,532 77,172 904.80 30,676 80,233 904.90 30,821 83,308 905.00 30,965 86,397 905.10 31,110 89,501 905.20 31,254 92,619 905.30 31,399 95,751 905.40 31,543 98,899 905.50 31,688 102,060 905.60 31,832 105,236 905.70 31,977 108,427 905.80 32,121 111,631 905.90 32,266 114,851 906.00 32,410 118,085 906.10 32,554 121,333 906.20 32,699 124,595 906.30 32,843 127,873 906.40 32,988 131,164 906.50 33,132 134,470 906.60 33,277 137,791 906.70 33,421 141,125 906.80 33,566 144,475 906.90 33,710 147,839 907.00 33,855 151,217 907.10 33,999 154,610 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 907.20 34,144 158,017 907.30 34,288 161,438 907.40 34,433 164,874 907.50 34,577 168,325 907.60 34,721 171,790 907.70 34,866 175,269 907.80 35,010 178,763 907.90 35,155 182,271 908.00 35,299 185,794 908.10 35,444 189,331 908.20 35,588 192,883 908.30 35,733 196,449 908.40 35,877 200,029 908.50 36,022 203,624 908.60 36,166 207,233 908.70 36,311 210,857 908.80 36,455 214,496 908.90 36,600 218,148 909.00 36,744 221,816 909.10 36,937 225,500 909.20 37,130 229,203 909.30 37,323 232,926 909.40 37,516 236,667 909.50 37,709 240,429 909.60 37,709 240,429 909.70 37,709 240,429 909.80 37,709 240,429 909.90 37,709 240,429 910.00 37,709 240,429 910.10 37,709 240,429 910.20 37,709 240,429 910.30 37,709 240,429 910.40 37,709 240,429 910.50 37,709 240,429 910.60 37,709 240,429 910.70 37,709 240,429 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 145HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Summary for Pond 115P: Central Pond Inflow Area = 26.491 ac, 73.85% Impervious, Inflow Depth = 6.71" for 100y 24hr event Inflow = 180.64 cfs @ 12.09 hrs, Volume= 14.814 af Outflow = 28.89 cfs @ 12.90 hrs, Volume= 14.803 af, Atten= 84%, Lag= 48.4 min Primary = 28.89 cfs @ 12.90 hrs, Volume= 14.803 af Routed to Pond 114P : East Pond Routing by Dyn-Stor-Ind method, Time Span= 0.00-360.00 hrs, dt= 0.01 hrs Peak Elev= 915.08' @ 12.90 hrs Surf.Area= 59,860 sf Storage= 354,680 cf Plug-Flow detention time= 224.0 min calculated for 14.803 af (100% of inflow) Center-of-Mass det. time= 223.5 min ( 972.5 - 749.1 ) Volume Invert Avail.Storage Storage Description #1 909.00' 379,672 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 909.00 56,508 0 0 910.00 57,316 56,912 56,912 915.00 59,787 292,758 349,670 915.50 60,223 30,003 379,672 Device Routing Invert Outlet Devices #1 Primary 909.00'30.0" Round Culvert L= 629.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 909.00' / 902.00' S= 0.0111 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 4.91 sf #2 Device 1 909.00'22.0" Vert. Inlet C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=28.89 cfs @ 12.90 hrs HW=915.08' TW=908.91' (Dynamic Tailwater) 1=Culvert (Passes 28.89 cfs of 36.95 cfs potential flow) 2=Inlet (Orifice Controls 28.89 cfs @ 10.95 fps) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 146HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Pond 115P: Central Pond Inflow Primary Hydrograph Time (hours) 360340320300280260240220200180160140120100806040200Flow (cfs)200 190 180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=26.491 ac Peak Elev=915.08' Storage=354,680 cf 180.64 cfs 28.89 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 147HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Discharge for Pond 115P: Central Pond Elevation (feet) Primary (cfs) 909.00 0.00 909.05 0.02 909.10 0.06 909.15 0.13 909.20 0.24 909.25 0.37 909.30 0.53 909.35 0.71 909.40 0.92 909.45 1.15 909.50 1.40 909.55 1.68 909.60 1.98 909.65 2.30 909.70 2.64 909.75 3.00 909.80 3.37 909.85 3.76 909.90 4.16 909.95 4.58 910.00 5.01 910.05 5.45 910.10 5.91 910.15 6.36 910.20 6.83 910.25 7.30 910.30 7.77 910.35 8.24 910.40 8.71 910.45 9.18 910.50 9.64 910.55 10.09 910.60 10.53 910.65 10.94 910.70 11.34 910.75 11.70 910.80 12.01 910.85 12.28 910.90 12.60 910.95 12.92 911.00 13.23 911.05 13.53 911.10 13.83 911.15 14.12 911.20 14.40 911.25 14.68 911.30 14.95 911.35 15.22 911.40 15.48 911.45 15.74 911.50 15.99 911.55 16.24 Elevation (feet) Primary (cfs) 911.60 16.49 911.65 16.73 911.70 16.97 911.75 17.21 911.80 17.44 911.85 17.67 911.90 17.90 911.95 18.12 912.00 18.35 912.05 18.57 912.10 18.78 912.15 19.00 912.20 19.21 912.25 19.42 912.30 19.62 912.35 19.83 912.40 20.03 912.45 20.23 912.50 20.43 912.55 20.63 912.60 20.82 912.65 21.01 912.70 21.21 912.75 21.40 912.80 21.58 912.85 21.77 912.90 21.95 912.95 22.14 913.00 22.32 913.05 22.50 913.10 22.68 913.15 22.86 913.20 23.03 913.25 23.21 913.30 23.38 913.35 23.55 913.40 23.72 913.45 23.89 913.50 24.06 913.55 24.23 913.60 24.39 913.65 24.56 913.70 24.72 913.75 24.89 913.80 25.05 913.85 25.21 913.90 25.37 913.95 25.53 914.00 25.68 914.05 25.84 914.10 26.00 914.15 26.15 Elevation (feet) Primary (cfs) 914.20 26.31 914.25 26.46 914.30 26.61 914.35 26.76 914.40 26.91 914.45 27.06 914.50 27.21 914.55 27.36 914.60 27.51 914.65 27.65 914.70 27.80 914.75 27.94 914.80 28.09 914.85 28.23 914.90 28.37 914.95 28.52 915.00 28.66 915.05 28.80 915.10 28.94 915.15 29.08 915.20 29.22 915.25 29.35 915.30 29.49 915.35 29.63 915.40 29.76 915.45 29.90 915.50 30.03 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Rainfall=7.41"Avienda MASTER 2026-08- Printed 8/13/2026Prepared by Landform Professional Services Page 148HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 115P: Central Pond Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 909.00 56,508 0 909.10 56,589 5,655 909.20 56,670 11,318 909.30 56,750 16,989 909.40 56,831 22,668 909.50 56,912 28,355 909.60 56,993 34,050 909.70 57,074 39,754 909.80 57,154 45,465 909.90 57,235 51,184 910.00 57,316 56,912 910.10 57,365 62,646 910.20 57,415 68,385 910.30 57,464 74,129 910.40 57,514 79,878 910.50 57,563 85,632 910.60 57,613 91,391 910.70 57,662 97,154 910.80 57,711 102,923 910.90 57,761 108,697 911.00 57,810 114,475 911.10 57,860 120,259 911.20 57,909 126,047 911.30 57,958 131,840 911.40 58,008 137,639 911.50 58,057 143,442 911.60 58,107 149,250 911.70 58,156 155,063 911.80 58,206 160,881 911.90 58,255 166,704 912.00 58,304 172,532 912.10 58,354 178,365 912.20 58,403 184,203 912.30 58,453 190,046 912.40 58,502 195,894 912.50 58,552 201,746 912.60 58,601 207,604 912.70 58,650 213,467 912.80 58,700 219,334 912.90 58,749 225,207 913.00 58,799 231,084 913.10 58,848 236,966 913.20 58,897 242,854 913.30 58,947 248,746 913.40 58,996 254,643 913.50 59,046 260,545 913.60 59,095 266,452 913.70 59,145 272,364 913.80 59,194 278,281 913.90 59,243 284,203 914.00 59,293 290,130 914.10 59,342 296,061 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 914.20 59,392 301,998 914.30 59,441 307,940 914.40 59,490 313,886 914.50 59,540 319,838 914.60 59,589 325,794 914.70 59,639 331,756 914.80 59,688 337,722 914.90 59,738 343,693 915.00 59,787 349,670 915.10 59,874 355,653 915.20 59,961 361,644 915.30 60,049 367,645 915.40 60,136 373,654 915.50 60,223 379,672 Table of ContentsAvienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing (selected events) 3 Area Listing (selected nodes) 1-Year Event 4 Node Listing 5 Subcat 8S: NW Tree Trench Tributary Area 6 Subcat 11oS: Offsite East 7 Subcat 13S: Rowhomes 8 Subcat 14aS: Apartments West Direct 9 Subcat 14S: Southeast 10 Subcat 15S: Northeast 11 Subcat PR1A: Apartments to Central Basin 12 Subcat PR1B: Apartments to East Basin 13 Reach 10R: Lake Susan Site Drainage 14 Reach 11R: Joint Outlet Pipe 17 Pond 8P: NW Tree Trench - Above Grade 21 Pond 13P: Row Homes Bio Filtration Basin 25 Pond 114P: East Pond 29 Pond 115P: Central Pond 2y 24hr Event 33 Node Listing 34 Subcat 8S: NW Tree Trench Tributary Area 35 Subcat 11oS: Offsite East 36 Subcat 13S: Rowhomes 37 Subcat 14aS: Apartments West Direct 38 Subcat 14S: Southeast 39 Subcat 15S: Northeast 40 Subcat PR1A: Apartments to Central Basin 41 Subcat PR1B: Apartments to East Basin 42 Reach 10R: Lake Susan Site Drainage 43 Reach 11R: Joint Outlet Pipe 46 Pond 8P: NW Tree Trench - Above Grade 50 Pond 13P: Row Homes Bio Filtration Basin 54 Pond 114P: East Pond 58 Pond 115P: Central Pond 10 day snowmelt Event 62 Node Listing 63 Subcat 8S: NW Tree Trench Tributary Area 64 Subcat 11oS: Offsite East 65 Subcat 13S: Rowhomes 66 Subcat 14aS: Apartments West Direct 67 Subcat 14S: Southeast Table of ContentsAvienda MASTER 2026-08-14 Printed 8/13/2026Prepared by Landform Professional Services HydroCAD® 10.20-6a s/n 01713 © 2024 HydroCAD Software Solutions LLC 68 Subcat 15S: Northeast 69 Subcat PR1A: Apartments to Central Basin 70 Subcat PR1B: Apartments to East Basin 71 Reach 10R: Lake Susan Site Drainage 72 Reach 11R: Joint Outlet Pipe 75 Pond 8P: NW Tree Trench - Above Grade 79 Pond 13P: Row Homes Bio Filtration Basin 83 Pond 114P: East Pond 87 Pond 115P: Central Pond 10y 24hr Event 91 Node Listing 92 Subcat 8S: NW Tree Trench Tributary Area 93 Subcat 11oS: Offsite East 94 Subcat 13S: Rowhomes 95 Subcat 14aS: Apartments West Direct 96 Subcat 14S: Southeast 97 Subcat 15S: Northeast 98 Subcat PR1A: Apartments to Central Basin 99 Subcat PR1B: Apartments to East Basin 100 Reach 10R: Lake Susan Site Drainage 101 Reach 11R: Joint Outlet Pipe 104 Pond 8P: NW Tree Trench - Above Grade 108 Pond 13P: Row Homes Bio Filtration Basin 112 Pond 114P: East Pond 116 Pond 115P: Central Pond 100y 24hr Event 120 Node Listing 121 Subcat 8S: NW Tree Trench Tributary Area 122 Subcat 11oS: Offsite East 123 Subcat 13S: Rowhomes 124 Subcat 14aS: Apartments West Direct 125 Subcat 14S: Southeast 126 Subcat 15S: Northeast 127 Subcat PR1A: Apartments to Central Basin 128 Subcat PR1B: Apartments to East Basin 129 Reach 10R: Lake Susan Site Drainage 130 Reach 11R: Joint Outlet Pipe 133 Pond 8P: NW Tree Trench - Above Grade 137 Pond 13P: Row Homes Bio Filtration Basin 141 Pond 114P: East Pond 145 Pond 115P: Central Pond Avienda Regional SWMP, Chanhassen, MN SCD14001.LEV Appendix F APPENDIX F: MISCELLANEOUS DRAINAGE CALCULATIONS AND TABLES DATE 8/14/2026 PROJECT NAME PROJECT NUMBER SCD14001.005 PROJECT LOCATION Chanhassen, MN BY Call Event (1R) Existing (Phase 3) Runoff Rate (cfs) (10R) Avienda Retail Stabilized Runoff Rate (cfs) Retail Plan Peak Runoff as Percentage of Existing 2-year (2.87”) 5.88 5.32 90.5% 10-year (4.27”) 22.72 19.07 83.9% 100-year (7.41”) 62.29 37.24 59.8% 10-day Snow Melt 6.05 4.58 75.7% TABLE 5d - PEAK RUNOFF RATE - LAKE SUSAN Avienda Regional Model Landform®, SensiblyGreen® and Site to Finish® are registered service marks of Landform Professional Services, LLC. L A N D F O R M 1 TABLE 17 - COMPARATIVE FLOODPLAIN STORAGE - AVIENDA RETAIL DATE 08/14/26 PROJECT NAME Color Key PROJECT NUMBER SCD14001.LEV.005 Header Row PROJECT LOCATION Chanhassen, MN Lake Susan BY CNC Bluff Creek Retail Elev Wetland 1 Wetland 2 Wetland 8 Pre- Development Cumulative Storage (cf) 1P NWL=906.43 HWL=910.87 13P NWL=913.00 HWL=918.23 11.4P NWL=904.00 HWL=905.39 Current Permit Cumulative Storage (cf) 13P NWL=913.00 HWL=917.26 115P NWL=909.00 HWL=913.62 114P NWL=902.00 HWL=909.18 Regional Model Cumulative Storage (cf) 875.00 - - - 875.63 - - - 876.00 - - - 877.00 - - - 878.00 - - - 879.00 - - - 880.00 - - - 880.38 - - - 880.41 - - - 881.00 - - - 881.55 - - - 882.00 - - - 882.88 - - - 882.99 - - - 883.00 - - - 883.23 - - - 883.91 - - - 884.00 - - - 885.00 - - - 886.00 - - - 887.00 - - - 887.17 - - - 888.00 - - - 889.00 - - - 890.00 - - - 890.16 - - - 890.73 - - - 891.00 - - - 892.00 - - - 892.54 - - - 893.00 - - - 894.00 - - - 895.00 - - - 895.41 - - - 896.00 2 2 - - 896.01 2 - - 896.76 2 - - 897.00 228 230 - - 897.20 230 - - 898.00 663 893 - - 898.26 893 - - 899.00 1,818 2,711 - - 899.91 2,711 - - 900.00 5,505 8,216 - - 901.00 12,508 20,724 - - 901.66 13,279 34,003 - - 902.00 34,003 - 0 - 903.00 34,003 - 27,356 27,356 903.14 34,003 - 27,356 904.00 34,003 0 - 56,154 83,510 904.50 34,003 - 83,510 905.00 34,003 13,404 13,404 86,397 169,907 905.39 34,003 13,404 169,907 905.40 0 34,003 13,404 169,907 906.00 4,671 38,674 15,811 29,215 118,058 287,965 906.43 38,674 0 29,215 287,965 907.00 41,146 79,820 21,906 18,278 69,399 151,217 439,182 907.43 79,820 8,637 78,036 439,182 907.50 79,820 78,036 439,182 907.58 79,820 78,036 439,182 907.61 45,734 125,554 78,036 439,182 908.00 125,554 41,644 119,680 185,794 624,976 908.30 125,554 119,680 624,976 909.00 0 125,554 48,220 167,900 0 221,816 846,792 909.15 227,349 1,074,141 909.90 17,135 142,689 167,900 846,792 910.00 142,689 63,237 231,137 56,912 903,704 910.09 142,689 231,137 903,704 910.43 142,689 231,137 903,704 910.74 142,689 79,431 310,568 903,704 910.86 142,689 310,568 903,704 910.87 142,689 310,568 903,704 911.00 142,689 310,568 114,475 1,018,179 912.00 142,689 310,568 1,018,179 912.53 142,689 310,568 1,018,179 913.00 142,689 310,568 231,084 1,249,263 913.62 142,689 310,568 1,249,263 914.00 142,689 0 310,568 0 290,130 1,539,393 914.31 142,689 310,568 1,539,393 914.53 142,689 310,568 1,539,393 914.88 142,689 310,568 1,539,393 914.93 142,689 310,568 1,539,393 915.00 142,689 24,930 335,498 24,930 349,670 1,913,993 915.15 142,689 335,498 358,647 2,272,640 916.00 142,689 53,450 388,948 53,450 1,967,443 916.67 142,689 388,948 1,967,443 916.83 142,689 388,948 1,967,443 917.00 142,689 85,700 474,648 85,700 2,053,143 917.26 142,689 94,719 569,367 94,719 2,147,862 917.43 142,689 569,367 2,147,862 917.94 142,689 569,367 2,147,862 918.00 142,689 569,367 2,147,862 919.00 142,689 569,367 2,147,862 919.61 142,689 569,367 2,147,862 919.63 142,689 569,367 2,147,862 920.00 142,689 569,367 2,147,862 921.00 142,689 569,367 2,147,862 Avienda Retail Row HomesPre-Development Incremental Storage Volume (cf) Landform®, SensiblyGreen® and Site to Finish® are registered service marks of Landform Professional Services, LLC. L A N D F O R M 1 DATE 08/14/26 PROJECT NAME Avienda Regional PROJECT NUMBER SCD14001.003 Phase 1 & 2 Info PROJECT LOCATION Chanhassen, MN Phase 3 Info BY CNC/DBL Avienda Retail Model Info ID Name Total Area (sf) Including Space (sf)Trails Area Area For inch) Abstraction Abstraction Abstraction Abstraction (Shortage) of Abstraction Area (sf)Pretreatment 8S NW RHs Tree Trench 17,800 6,510 36.6%11,290 517 119 23.0%1,140 Sump MH 13S Rowhomes 283,775 136,820 48.2%146,955 6,735 8,235 122.3%na Sump MH 14aS Apartments West Direct 6,184 6,184 100.0%1,625 1,625 0 na na 14S Aveinda East Regional 1,529,894 390,114 25.5%72,256 24,929 1,092,453 48,928 15,318 6,546 31.3%na Sump MHs Lake Susan Totals 1,837,653 585,330 31.9%0 0 1,252,323 56,181 23,672 6,546 30,218 (25,963)53.8%- - Totals in acres 42.187 13.437 0.000 0.000 28.749 Total Abstracted: Overall Totals 56,181 23,672 6,546 30,218 (25,963)53.8% of 0.55-inch 0.30 in. or 26.9% of 1.1-inch ID Name Total Area (sf) Green Space Including Trails & Walks (sf) % Green Space Water Area (sf) Walks or Trails Area (sf) Impervious Area For Abstraction (sf) Required Restricted (0.55- inch) Abstraction Volume (cf) Provided Abstraction Volume per MIDS (cf) Provided Abstraction per Tree Canopies (cf) Total Abstraction Excess or (Shortage) of Abstraction (cf) % of Required Abstraction Tree Trench Area (sf)Pretreatment 8S NW RHs Tree Trench 17,800 6,510 36.6%11,290 517 119 23.0%1,140 Sump MH 13S Rowhomes 283,775 136,820 48.2%146,955 6,735 8,235 122.3%na Sump MH 14aS Apartments West Direct 4,872 4,872 100.0%1,625 1,625 0 na na PR1A Apartments to Central Basin 450,612 159,357 35.4%16,332 307,587 13,349 na Sump MH PR1B Apartments to East Basin 34,566 21,406 61.9%13,160 603 na Sump MH 115S Central Area 703,048 132,065 18.8%48,578 5,806 528,211 23,944 na Sump MH 114S SE Central Area 342,980 112,765 32.9%21,110 5,473 214,578 9,584 15,102 6,546 157.6%na Sump MHs Lake Susan Totals 1,837,653 544,559 29.6%69,688 29,236 1,223,406 54,733 23,456 6,546 30,002 (24,731)54.8%- - Totals in acres 42.187 12.501 1.600 0.671 28.086 Total Abstracted: Overall Totals 54,733 23,456 6,546 30,002 (24,731)54.8% of 0.55-inch 0.30 in. or 27.4% of 1.1-inch Table 19 - ABSTRACTION CALCULATIONS: PHASE 4 (REGIONAL MODEL) Lake Susan - Avienda Retail Submittal Lake Susan - 03/10/2026 Regional Plan Submittal Landform®, SensiblyGreen® and Site to Finish® are registered service marks of Landform Professional Services, LLC. L A N D F O R M 1 DATE 8/14/26 PROJECT NAME Avienda Regional (Phase 4) PROJECT NUMBER SCD14001.003 PROJECT LOCATION Chanhassen, MN PREPARED BY CNC/DBL Lake Susan Tributary Area 03/10/2026 Regional Plan Submittal Area (sf)Area (ac)Area (sf)Area (ac) HydroCAD Pervious Area 369,744 8.488 143,330 3.290 HydroCAD Water Area 72,256 1.659 0 0.000 HydroCAD Trails & Walks Area 26,554 0.610 0 0.000 MIDS Turf Area 10.147 Includes Pond areas MIDS Forest Area 0.000 MIDS Irrigation Area 8.488 3.626 Irrigation Abstraction (cf)15,318 8,354 Bioretention Abstraction (cf) Total Abstraction (cf)15,318 8,354 23,672 Difference in Abstraction (cf)6,964 Lake Susan Tributary Area Avienda Retail Submittal Area (sf)Area (ac)Area (sf)Area (ac) HydroCAD Pervious Area 385,167 8.842 143,330 3.290 HydroCAD Water Area 69,688 1.600 0 0.000 HydroCAD Trails & Walks Area 29,236 0.671 0 0.000 MIDS Turf Area 10.736 Includes Pond areas MIDS Forest Area 0.000 MIDS Irrigation Area 8.369 3.626 Irrigation Abstraction (cf)15,102 8,354 Bioretention Abstraction (cf) Total Abstraction (cf)15,102 8,354 23,456 Difference in Abstraction (cf)6,748 TABLE 19A - REGIONAL - IRRIGATION AREA VS. GREENSPACE AREA COMPARISON Phase 4 - 114S, 115S, 14aS, PR1A, PR1B Phase 3 - 8S & 13S Phase 4 - 14S Phase 3 - 8S & 13S Landform®, SensiblyGreen® and Site to Finish® are registered service marks of Landform Professional Services, LLC.1 TABLE 19A - REGIONAL - IRRIGATION AREA VS. GREENSPACE SPREADSHEET TITLE 2 DATE 8/14/2026 PROJECT NAME Avienda Master PROJECT NUMBER SCD14001.LEV PROJECT LOCATION Chanhassen, MN PREPARED BY CNC/DBL Impervious Tributary Area (ac) Dead Storage Req'd. (1800 cf / ac of Trib. Imp.) (cf) Dead Storage Provided (cf)Pond Depth (ft) Minimum Water Quality Volume from 1-inch over Imp. Area (cf) Provided Water Quality Volume (Flood Pool Volume >= 1- inch over Imp. Area) (cf) Pond Surface Area (ac) Allowed Max. WQV Disch. Rate (5.66 cfs/acre of pond surface) (cfs) Provided Peak WQV Discharge Rate (cfs) Wet Extended Detention or Multi-Cell Sediment Forebay at all Major Inflows Minimum Water Quality Volume from 1.5-inch over Imp. Area (cf) Provided Water Quality Volume (Flood Pool Volume >= 1.5- inch over Imp. Area) (cf) Resultant Pond Design Level 115P 19.562 35,212 333,270 7.0 0.5 71,010 n/a 1.408 7.97 2.67 Wet Extended No 106,515 n/a 1 114P 4.930 8,874 122,483 7.0 2.1 17,896 18,998 0.635 3.59 1.39 Wet Extended No 26,844 18,998 2 TABLE 21 - POND DESIGN LEVEL SUMMARY Design Level 1 Data Design Level 2 Data Design Level 3 Data Pond Flow Path Length to Width Ratio (DL1 <= 10, DL2 = 1 to 3, DL3 = 3 to 10)Pond I.D. Design Level 1 (TSS = 60%, DP = 0%, PP =60%, TP = 34%): Must meet all of the design requirements for Design Level 1 and does not meet all design requirements for Design Level 2 ◦ Dead (or permanent) storage of at least 1800 cubic feet per acre (=1/2 inch of impervious area) that drains to the pond ◦ The pond’s permanent storage volume must reach a minimum depth of at least 3 feet and must have no depth greater than 10 feet. The basin must be configured such that scour or resuspension of solids is minimized. ◦ Flow path length to pond width ratio less than 1:1 or greater than 10:1 (scouring occurs at ratios greater than 10:1) Pond Design Level Criteria: Design Level 2 (TSS = 84%, DP = 0.08%, PP = 84%, TP = 50%): Meets all of the requirements for Design Levels 1 and 2 (except flow path) and does not meet all design requirements for Design Level 3 ◦ Water quality volume (flood pool volume) >= 1 inch of impervious area ◦ Discharge rate of water quality volume does not exceed 5.66 cubic feet per second per acre of surface area of the pond ◦ Flow path length to pond width ratio = 1:1 to 3:1. A ratio of 3:1 is recommended. Design Level 3 (TSS 90%, DP = 0.23%, PP = 90%, TP = 60%): Must meet all of the following design requirements ◦ Water quality volume (flood pool volume) > 1.5 inch of impervious area ◦ Discharge rate of water quality volume does not exceed 5.66 cubic feet per second per acre of surface area of the pond ◦ Wet extended detention or multi-cell system ◦ Sediment forebay at all major inflows ◦ Flow path length to pond width ratio 3:1 to 10:1 Landform®, SensiblyGreen® and Site to Finish® are registered service marks of Landform Professional Services, LLC.1 Avienda Regional SWMP, Chanhassen, MN SCD14001.LEV Appendix G APPENDIX G: WATER QUALITY Predevelopment MIDS Models Results Regional Plan MIDS Models Results Avienda Retail Plan MIDS Models Results Trees – Stormwater Performance Based Credit Calculator Results Project Information Calculator Version:Version 4: July 2020 Project Name:Avienda -Predevelopment Lake Susan User Name / Company Name:Call / Landform Date:12/10/2024 Project Description:MIDS PreDev Lk Susan 2024-12-10.xlsx Construction Permit?:Yes Site Information Retention Requirement (inches):1.1 Site's Zip Code:55317 Annual Rainfall (inches):29.9 Phosphorus EMC (mg/l):0.35 TSS EMC (mg/l):75 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 3.692 3.692 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 33.674 33.674 Impervious Area (acres)0 Total Area (acres)37.366 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 3.692 3.692 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 33.674 33.674 Impervious Area (acres) Total Area (acres)37.366 Summary Information Performance Goal Requirement Performance goal volume retention requirement: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 19.2925 acre-ft Annual runoff volume removed by BMPs:0 acre-ft Percent annual runoff volume removed:0 % Post development annual particulate P load:10.1015 lbs Annual particulate P removed by BMPs:1.289 lbs Post development annual dissolved P load:8.265 lbs Annual dissolved P removed by BMPs:0.863 lbs Total P removed by BMPs 2.152 lbs Percent annual total phosphorus removed:12 % Post development annual TSS load:3935.7 lbs Annual TSS removed by BMPs:2042.6 lbs Percent annual TSS removed:52 % BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) 1 -Other (Wetland Complex)0 0 0 0 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 -Other (Wetland Complex)19.2925 0 0 19.2925 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 -Other (Wetland Complex)10.1015 0 1.289 8.8125 13 Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 -Other (Wetland Complex)8.2649 0 0.8629 7.402 10 Total Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 -Other (Wetland Complex)18.3664 0 2.1519 16.2145 12 TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 -Other (Wetland Complex)3935.66 0 2042.61 1893.05 52 BMP Schematic Project Information Calculator Version:Version 4: July 2020 Project Name:Avienda Retail Model -Lake Susan Tributary Area User Name / Company Name:C. Call / Landform -modified by DBL Date:08/14/2026 Project Description:Lake Susan MIDS model for Regional Plan MIDS Lk S Avienda Retail 2026-08-14xls Construction Permit?:Yes 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 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 14.027 14.027 Impervious Area (acres)27.415 Total Area (acres)41.442 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 14.027 14.027 Impervious Area (acres)27.415 Total Area (acres)41.442 Summary Information Performance Goal Requirement Performance goal volume retention requirement:109468 ft3 Volume removed by BMPs towards performance goal:23457 ft3 Percent volume removed towards performance goal 21 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 66.2681 acre-ft Annual runoff volume removed by BMPs:19.3978 acre-ft Percent annual runoff volume removed:29 % Post development annual particulate P load:40.5561 lbs Annual particulate P removed by BMPs:38.565 lbs Post development annual dissolved P load:13.519 lbs Annual dissolved P removed by BMPs:4.775 lbs Total P removed by BMPs 43.34 lbs Percent annual total phosphorus removed:80 % Post development annual TSS load:9823.6 lbs Annual TSS removed by BMPs:9381.4 lbs Percent annual TSS removed:95 % BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) 13P -Bioretention basin (with underdrain)1735 7887 1735 6152 22 8T -NW Tree trench (with underdrain)119 1034 119 915 12 13C -Harvest and re-use/Cistern 6500 14387 6500 7887 45 115S -Harvest and re-use/Cistern 15102 74585 15102 59482 20 114P -Constructed stormwater pond 0 79859 0 79859 0 115P -Constructed stormwater pond 0 59482 0 59482 0 14J -Jellyfish Filter(s)0 79859 0 79859 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 (%) 13P -Bioretention basin (with underdrain)0 6.7439 1.102 5.6419 16 8T -NW Tree trench (with underdrain)0.6359 0 0.0704 0.5655 11 13C -Harvest and re-use/Cistern 8.9488 0.5655 2.7704 6.7439 29 115S -Harvest and re-use/Cistern 43.8842 0 15.455 28.4292 35 114P -Constructed stormwater pond 12.7993 28.4291 0 41.2284 0 115P -Constructed stormwater pond 0 28.4291 0 28.4291 0 14J -Jellyfish Filter(s)0 41.2284 0 41.2284 0 Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 13P -Bioretention basin (with underdrain)0 4.0104 3.0722 0.9382 77 8T -NW Tree trench (with underdrain)0.3891 0 0.2079 0.1812 53 13C -Harvest and re-use/Cistern 5.4767 0.1812 1.6475 4.0104 29 115S -Harvest and re-use/Cistern 26.8571 0 9.4585 17.3986 35 114P -Constructed stormwater pond 7.8332 6.9594 11.4317 3.3609 77 115P -Constructed stormwater pond 0 17.3986 10.4392 6.9594 60 14J -Jellyfish Filter(s)0 3.3609 2.3079 1.053 69 Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 13P -Bioretention basin (with underdrain)0 1.3687 0.416484 0.9522 30 8T -NW Tree trench (with underdrain)0.1297 0 0.02431 0.1054 19 13C -Harvest and re-use/Cistern 1.8256 0.1054 0.5623 1.3687 29 115S -Harvest and re-use/Cistern 8.9524 0 3.1528 5.7996 35 114P -Constructed stormwater pond 2.6111 5.7996 0.619 7.7917 7 115P -Constructed stormwater pond 0 5.7996 0 5.7996 0 14J -Jellyfish Filter(s)0 7.7917 0 7.7917 0 Total Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 13P -Bioretention basin (with underdrain)0 5.3791 3.488684 1.8904 54 8T -NW Tree trench (with underdrain)0.5188 0 0.23221 0.2866 36 13C -Harvest and re-use/Cistern 7.3023 0.2866 2.2098 5.3791 29 115S -Harvest and re-use/Cistern 35.8095 0 12.6113 23.1982 35 114P -Constructed stormwater pond 10.4443 12.759 12.0507 11.1526 42 115P -Constructed stormwater pond 0 23.1982 10.4392 12.759 30 14J -Jellyfish Filter(s)0 11.1526 2.3079 8.8447 34 TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 13P -Bioretention basin (with underdrain)0 971.41 744.17 227.24 77 8T -NW Tree trench (with underdrain)94.26 0 50.37 43.89 53 13C -Harvest and re-use/Cistern 1326.57 43.89 399.05 971.41 29 115S -Harvest and re-use/Cistern 6505.39 0 2291.05 4214.34 35 114P -Constructed stormwater pond 1897.37 1685.74 2769.03 814.08 77 115P -Constructed stormwater pond 0 4214.34 2528.6 1685.74 60 14J -Jellyfish Filter(s)0 814.08 599.16 214.92 74 BMP Schematic Project Information Calculator Version:Version 4: July 2020 Project Name:Avienda Regional Model -Lake Susan Tributary Area User Name / Company Name:C. Call / Landform -modified by DBL Date:6/12/25 Project Description:Lake Susan MIDS model for Avienda Rowhomes -With Expanded Row Homes Parcel and Larger Central Pond. MIDS Lk S MASTER 2025-06-12.xls Construction Permit?:Yes 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 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 13.438 13.438 Impervious Area (acres)28.140 Total Area (acres)41.578 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 13.438 13.438 Impervious Area (acres)28.14 Total Area (acres)41.578 Summary Information Performance Goal Requirement Performance goal volume retention requirement:112363 ft3 Volume removed by BMPs towards performance goal:23672 ft3 Percent volume removed towards performance goal 21 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 67.4824 acre-ft Annual runoff volume removed by BMPs:12.6546 acre-ft Percent annual runoff volume removed:19 % Post development annual particulate P load:41.2992 lbs Annual particulate P removed by BMPs:38.218 lbs Post development annual dissolved P load:13.766 lbs Annual dissolved P removed by BMPs:3.519 lbs Total P removed by BMPs 41.737 lbs Percent annual total phosphorus removed:76 % Post development annual TSS load:10003.6 lbs Annual TSS removed by BMPs:9339 lbs Percent annual TSS removed:93 % BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) 13P -Bioretention basin (with underdrain)1735 7887 1735 6152 22 8T -NW Tree trench (with underdrain)119 1034 119 915 12 13C -Harvest and re-use/Cistern 6500 14387 6500 7887 45 14S -Harvest and re-use/Cistern 15317 97856 15317 82539 16 14P -Constructed stormwater pond 0 82539 0 82539 0 14J -Jellyfish Filter(s)0 82539 0 82539 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 (%) 13P -Bioretention basin (with underdrain)0 6.7439 1.102 5.6419 16 8T -NW Tree trench (with underdrain)0.6359 0 0.0704 0.5655 11 13C -Harvest and re-use/Cistern 8.9488 0.5655 2.7704 6.7439 29 14S -Harvest and re-use/Cistern 57.8978 0 8.7119 49.1859 15 14P -Constructed stormwater pond 0 49.1859 0 49.1859 0 14J -Jellyfish Filter(s)0 49.1859 0 49.1859 0 Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 13P -Bioretention basin (with underdrain)0 4.0104 3.0722 0.9382 77 8T -NW Tree trench (with underdrain)0.3891 0 0.2079 0.1812 53 13C -Harvest and re-use/Cistern 5.4767 0.1812 1.6475 4.0104 29 14S -Harvest and re-use/Cistern 35.4334 0 5.3316 30.1018 15 14P -Constructed stormwater pond 0 30.1018 23.2627 6.8391 77 14J -Jellyfish Filter(s)0 6.8391 4.6964 2.1427 69 Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 13P -Bioretention basin (with underdrain)0 1.3687 0.416484 0.9522 30 8T -NW Tree trench (with underdrain)0.1297 0 0.02431 0.1054 19 13C -Harvest and re-use/Cistern 1.8256 0.1054 0.5623 1.3687 29 14S -Harvest and re-use/Cistern 11.8111 0 1.7772 10.0339 15 14P -Constructed stormwater pond 0 10.0339 0.7385 9.2954 7 14J -Jellyfish Filter(s)0 9.2954 0 9.2954 0 Total Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 13P -Bioretention basin (with underdrain)0 5.3791 3.488684 1.8904 54 8T -NW Tree trench (with underdrain)0.5188 0 0.23221 0.2866 36 13C -Harvest and re-use/Cistern 7.3023 0.2866 2.2098 5.3791 29 14S -Harvest and re-use/Cistern 47.2445 0 7.1088 40.1357 15 14P -Constructed stormwater pond 0 40.1357 24.0012 16.1345 42 14J -Jellyfish Filter(s)0 16.1345 4.6964 11.4381 34 TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 13P -Bioretention basin (with underdrain)0 971.41 744.17 227.24 77 8T -NW Tree trench (with underdrain)94.26 0 50.37 43.89 53 13C -Harvest and re-use/Cistern 1326.57 43.89 399.05 971.41 29 14S -Harvest and re-use/Cistern 8582.76 0 1291.44 7291.32 15 14P -Constructed stormwater pond 0 7291.32 5634.73 1656.59 77 14J -Jellyfish Filter(s)0 1656.59 1219.25 437.34 74 BMP Schematic Stormwater Performance Based Credit Calculator Avienda - Lake Susan Regional Tributary Area 4/16/2025 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 Grass - HSG D BDM Broadleaf Deciduous Medium 5.Unit Reduction (cf/inch rainfall/inch DBH) (based on cells 2-4) 0.7235 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) 357 17.10 17.10 331799 331799 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 3224.2 78.18 2850.87 0.00 0.0000 40.65 90th Percentile Storm Event (for Guidance)16. Design Storm (inches)17. Runoff from the Area Below the Tree Canopy (cf) 1.048 1.1 6799.24 Land Cover Type (Site Area) 18a-e. Site Areas (sf) 19. Site Curve Number 20. Site Level Runoff Without Trees (cf) Grass - HSG A 92.92 75438.92 Grass - HSG B Grass - HSG C Grass - HSG D 369,744 Impervious Cover 1,094,078 Total 1,463,822 21. Runoff Volume for the Design Storm with Trees (cf)22. Runoff Reduction Volume (cf)Volume Removed per Tree (cf) 252.86 6546.4 18.3 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) 0.5923 0.1021 57.1892 25. Canopy Scale 96.28% 26. Site Scale 8.68% % 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