7-2-26 Planning Commission FULL AMENDED PACKET

Please note that, upon reasonable notice, at least 24 hours in advance, efforts will be made to accommodate the needs of disabled individuals through appropriate aids and services or provide a video link for meetings. For additional information to request this service, please contact the City Clerk's Office at 715-479-8682 ext. 224, 525 E. Maple Street, P.O. Box 1269, Eagle River WI 54521. AGENDA NOTICE (6/24/2026) THE PLANNING COMMISSION OF THE CITY OF EAGLE RIVER WILL HOLD A MEETING ON THURSDAY, JULY 2, 2026, AT 5:00 P.M. AT CITY HALL, 525 E. MAPLE STREET IN EAGLE RIVER. Notice is hereby given that a majority of the City Council of the City of Eagle River may be attending scheduled Planning Commission meetings either in person or via zoom. This constitutes a meeting of the City Council pursuant to State ex rel. Badke v. Greendale Village Bd., 173 Wis. 2d 553, 494 N.W.2d 409 (1993), and must be noticed as such, although the Council will not take any formal action at these meetings. This meeting will be available by Zoom at the following link: https://us06web.zoom.us/j/85111695208?pwd=x5pMv8crrbsPuYwefObTYbJG0m83b3.1 Meeting ID: 851 1169 5208 Passcode: 963936 1) Call to Order. 2) Roll Call. 3) Approval of minutes. 4) Public Hearings, discussion and possible action on the following agenda item(s): a) Conditional Use Permit Public Hearing - Continuation: Request by Amerco Real Estate Company/U- Haul for a conditional use permit to construct two (2) self- storage units totaling 51,977 square feet at 1100 N. Railroad Street, Eagle River, computer number 221 -1019-06, in accordance with Chapter 106, Article VI, Division 7, Sec 106 -473 Uses permitted by conditi onal grant, (8) Storage buildings not used for habitation – human or animal. b) Conditional Use Permit Public Hearing: The Vilas County Fair Board has submitted a request for a conditional use permit to allow camping by circus workers at the Vilas County Fairgrounds, July 13-15, 2026. The Vilas County Fairgrounds property, Parcel 221 -182, 133 South Forrest Street, is described as Sect. 32, T40N,R10E, MILL LOT 1 COUNTY CLERK'S PLAT GOVT LOT 1 & PRT SE NE EXC 23-382,196-598,580174, 584885 RESOLUTION 441482. c) Conditional Use Permit Public Hearing: The Vilas County Fair Board has submitted a request for a conditional use permit to allow camping by carnival workers at the Vilas County Fairgrounds during the County Fair, August 13 -16, 2026, with additional shoulder dates as required for set- up/tear- down of the fair attractions. The Vilas County Fairgrounds property, Parcel 221 -182, 133 South Forrest Street, is described as Sect. 32, T40N,R10E, MILL LOT 1 COUNTY CLERK'S PLAT GOVT LOT 1 & PRT SE NE EXC 23-382,196-598,580174, 584885 RESOLUTION 441482. d) Rezoning Public Hearing : Resolution to consider the rezoning and subsequent change to the Comprehensive Plan of the City of Eagle River, for Elm Drive properties listed below from Parks/Recreation to Office/Residential zoning classification : i) Tuff: Parcel #221 -1058-5801, 1020 Elm Drive, SE -SE,Sect. 33, T40N,R10E, PRT SE SE. Full description in tax roll. ii) Hom: Parcel #221-1058-6012, SE-SE,Sect. 33, T40N,R10E, LOT 3 22CS212 CSM 5874 PRT SE SE. Full description in the tax roll. iii) Buskager: Parcel #221-1058-6011, 1025 Elm Drive, SE-SE,Sect. 33, T40N,R10E, LOT 2 22CS212 CSM 5874 FKA PRT SE SE EXC 540834. e) Information Only - Meadows – Withdrawal of request to purchase City-Owned Parcel Adjacent to 655 N Bond. 5) Adjournment. Robin Ginner, City Administrator June 4, 2026 A meeting of the Plan Commission of the City of Eagle River was called to order at 5:00pm by Mayor Deb Brown. Roll Call: Alex Forer, Mary Horant, Brad Adamovich, Adam Grassl, John Hletko, Kim Schaffer and Deb Brown. Also in attendance Robin Ginner and Becky Bolte. Motion by Horant, 2 nd by Hletko to approve the minutes of the 5-7-2026 meeting. Carried, all. a) Conditional Use Permit Public Hearing Continuation: Request by Amerco Real Estate Company/U-Haul for a conditional use permit to construct two (2) self-storage units totaling 51,977 square feet at 1100 N. Railroad Street, EagleRiver, computer number 221-1019-06, in accordance with Chapter 106, Article VI, Division 7, Sec 106-473Uses permitted by conditional grant, (8) Storage buildings not used for habitation – human or animal. Shawn Odden, representative for U-Haul Company of WI, was present. Ginner reported that updated engineering plans by Vreeland Associates Land Surveyors and Engineers had been supplied to the city. Justin Vreeland answered questions regarding the updated plans. Erosion Control/Storm Water Management/Maintenance/Operation plan, landscaping plan, lighting and siding samples were presented. Mayor Brown opened the floor for public comments at 5:20PM with two minute time limits for public comments. The public hearing included extensive testimony from approximately 16 residents and business owners who opposed the project, citing concerns about aesthetics, impact on local businesses, and potential flooding issues. Mayor Brown closed the public comments portion of the public hearing at 5:45PM. Discussion on key concerns raised included the storage units' impact on property values, visual appearance conflicting with the Northwoods aesthetic, and potential infrastructure damage from removing 6 feet of fill material during construction. Vreeland explained their stormwater management plan involving infiltration basins and ditches. MSA Engineering has not had ample time to review the engineering plans for the city. The commission discussed the constraints of Wisconsin Act 67, which put limitations on denying conditional use permits. Bluebird Road business owners, including Jay Stock from Tribute Brewing Company and Jay Johnstone and Vito Bortolotti from Bortolotti's Cin Cin, requested additional time to obtain property appraisals to assess the financial impact on their businesses. The commission acknowledged the strong public opposition but noted the legal constraints around denying permits based on aesthetics/opinions alone, while expressing concerns about the project's impact on local businesses in the BID district and the need for proper stormwater management. Discussion. Motion by Hletko, 2 nd by Horant to schedule a special Planning Commission meeting on June 17, 2026, to give business owners and city engineers time to do due diligence. Carried on a roll call vote, all. b) Final Plan Review – Bike/Pedestrian crossing at Bridge & Spruce Streets (GHT & ERRP) Laura VanValkenberg, President of Great Headwaters Trails Foundation, and JoAnn Simmons, Executive Director of Eagle River Revitalization Program presented DOT ready plans set for submission as drawn by Becher Hoppe. Aaron Wallner of Becher Hoppe was available via zoom for questions. Discussion. Motion by Grassl, 2 nd by Forer to recommend final plan review approval to City Council for the bike/pedestrian crossing at Bridge and Spruce Steets pending timing of the construction is coordinated with the city, any alteration or destruction of existing sidewalks along Railroad St is coordinated with the city, and push button assemblies be installed on both the east and west side of Hwy 45 crossing as well as in the median. Carried on a roll call vote. 4/2 Ayes: Grassl, Forer, Adamovich, Hletko Nays: Horant, Schaffer c) Dennis Meadows, Formal Request: Purchase of City-Owned Parcel Adjacent to 655 N Bond: Meadows has requested to purchase 60’ of frontage at the T-docks of city owned land directly across from his family owned parcel at 655 N Bond. Meadows presented an affidavit from 1944 regarding the Lake Park Addition and parties M.D. Hirzel and G.F. Bond. Discussion with petitioner Dennis Meadows, Commission, and the public. Ginner reported that Attorney Garbowicz has advised the city not to sell requested parcel and that adverse possession does not apply to a municipality. Motion by Grassl, 2nd by Hletko to postpone until Meadows can provide the Commission with a full title search and the City Attorney is able to provide legal opinion on chain of title with the information provided in the full title search. Carried on a roll call vote, all. d) Comprehensive Plan - Scheduling of future comprehensive plan sessions as stand-alone meetings. Discussion. Commission to suspend the sessions for the summer and to resume Comprehensive Plan Update meetings beginning September 17, 2026, at 5:00PM with a set two hour time limit. e) Discussion Only on Sponsor/off-site signage displayed year-round at local facilities (ie: Snowmobile Derby Track, Vilas County Fairgrounds) Ginner presented that there is currently no distinction in city code between off premise signs and sponsorship signs. Ginner to research options to bring back to the Commission. Motion by Horant, 2 nd by Forer to adjourn at 8:03PM. Carried, all. Legal Notice Publish twice, beginning June 15, 2026 – Affidavit requested NOTICE OF PUBLIC HEARING CITY OF EAGLE RIVER PLANNING COMMISSION Amerco Real Estate Company/U-Haul is requesting a conditional use permit to construct two (2) self- storage units totaling 51,977 square feet at 11 00 N. Railroad Street , Eagle River, computer number 221-1019-06, in accordance with Chapter 106, Article VI, Division 7 , Sec 106-473 Uses permitted by conditional grant, ( 8) Storage buildings not used for habitation – human or animal. The property, zoned as Highway Commercial, is described as: Sec. 28, T40N, R10E PRT NW NW . Complete legal in tax roll. The City of Eagle River Planning Commission has scheduled a public hearing for Thursday, July 2, 2026 at 5 pm, located in the Eagle River Common Council Chambers, 525 E. Maple Street, Eagle River, WI 54521. Comments can be made in person at the public hearing or by mail to City Administrator, PO. Box 1269, Eagle River, WI 54521; by phone (715) 479- 8682 x227 or email rcginner@eagleriverwi.gov . Documents will be available for review at City Hall. PETITIONERS, OR THEIR REPRESENTATIVES, SHALL BE PRESENT. 1 Robin Ginner From: Robin Ginner Sent: Thursday, June 18, 2026 3:48 PM To: vicwash@sbcglobal.net; COER Mayor Subject: FW: City of Eagle River Proposed U-Haul Facility Stormwater Review Attachments: WinSLAMM v10_UHaul_Inputs.pdf; WinSLAMM v10_UHaul_Outputs.pdf; Hauling on substandard road research and experience.pdf; Research Summary_ Limiting Pavement Damage from Detours _ MnDOT Digital Library.pdf; COUNTY ROAD UPGRADE AND MAINTENANCE AGREEMENT.pdf; 6-18-26_ESTIMATE OF PROBABLY COSTS - Pulverize and overlay option.pdf; 6-18-26_ESTIMATE OF PROBABLY COSTS - Base Replacement option.pdf; 00088145 U-Haul Plan Review Memo.pdf See attached and below for the recommendations from MSA on stormwater mitigation. Thanks, Robin Robin Ginner City Administrator City of Eagle River Note my new email address: rcginner@eagleriverwi.gov Elected Officials and Members of City Committees: In order to comply with Open Meetings Act Requirements, please limit any reply to only the sender of this electronic communication. Please be aware that written communication, emails and faxes are generally considered open public records. From: John Promer <jpromer@msa-ps.com> Sent: Thursday, June 18, 2026 3:17 PM To: Robin Ginner <rcginner@eagleriverwi.gov> Subject: City of Eagle River Proposed U-Haul Facility Stormwater Review Hello Robin, We have completed reviewing the U-Haul Stormwater plans and have several observations and recommendations we outline in the attached technical memo and supporting reference attachments. I reached out to our stormwater experts for additional input. The basic highlights from the review are: Is that design does meet current code ( NR 151) for 1 & 2 year stormwater events, meets the infiltration and suspended solids requirements; and is therefore suƯicient. Some of their stormwater modeling shows outputs that diƯer from other modeling, report, and the plans. As a result it should be updated and results further explained. 2 We recommend adding the bio-filtration areas to the sides of the basins in addition to the bottoms of the basins. We recommend adding an equalization culvert under one of the entrances. We recommend adding fractured rip rap at the ends of culverts. We recommend the biofiltration area at the bottom of the basins be extended to include the sides of the infiltration basins. As well as adding note that the detail applies to all of the infiltration basins. We recommend adding a fence around the infiltration basins to protect from public’s entry. Properties to the west of Bluebird road are at or below the road’s current elevation. Regrading and or a combination of grading and infiltration basins are recommended on these properties. Further mitigation of stormwater onto these properties could include adding curb and gutter and associated storm sewer to the streets. Would you be able to share the time for the meeting discussing this on July 2nd ? 5pm? If you have additional questions, please let us know. Have a great rest of the day, John John Promer, P.E. | Project Engineer, Public Works Licensed in WI & MI MSA Professional Services, Inc. 100% Employee Owned +1 (715) 304-0415 1835 NORTH STEVENS STREET, RHINELANDER, WI 54501 P (715) 362-3244  TF (800) 362-4505 WWW.MSA-PS.COM Page 1 of 2 G:\00\00088\00088145\Documents\U-Haul Stormwater Review\00088145 U-Haul Plan Review Memo.docx Memo To: City Of Eagle River From: John Promer - MSA Professional Services Inc. Subject: U-Haul Storm Water Management Review Date: June 17, 2026 MSA has recently been retained by the City of Eagle River to provide Stormwater Mangement plan review for the planned U-Haul Development along North Bluebird Road and Airport Road located within the City of Eagle River. The recommended materials and design considerations outlined in this memorandum are based on the exhibits provided to MSA on May 29, 2026. This document is intended to serve as a general guide and standard for use during the design phase of the project. Final design details, specifications, and construction methods will be subject to review and approval by the City of Eagle River and applicable reglatory agencies. Recommended Erosion Control Materials:  Erosion Control Blanket: (Class 1 Type B, Urban) o For 4:1 or Steeper Slopes that are to be mowed. o Bio-Degradeable double netting. o Bio-Degradeable Stakes/Staples. o Erosion blanket shall be from the DOT Erosion Control PAL acceptability list. Observations & Reccomendations:  It was observed that there is no rip rap shown at the ends of culverts. o It would be recommended to use 100% fractured rip rap at a 6inch minus gradation.  It was observed from proposed site plan that the basins are approximately 4feet deep and that there is no fencing around the infiltration basins to protect them. o It is recommended that a fence be installed around the infiltration basins to protect public safety and to discourage unauthorized public access to the infiltration basins. This is particularly from adjacent roadways and the nearby snowmobile/ATV trail.  It was observed that there is no equalization culvert under the southern most entrance. o It is recommended that a properly sized culvert be added.  It was observed in the Stormwater Management Plan that the current analysis indicates a pre- development 100-year peak discharge of 1.04 cfs, while the post-development 100-year peak discharge from the report is 4.26 cfs peak. MEMO June 17, 2026 Page 2 of 2 G:\00\00088\00088145\Documents\U-Haul Stormwater Review\00088145 U-Haul Plan Review Memo.docx o As noted above, the report includes the 100-yr post-development flow as 4.26 cfs. However, the HydroCAD report indicated the outlet flow is 7.30 cfs for the 100-yr event. Please update the report or provide justification for the 4.26 cfs result. o Additional stormwater management measures should be evaluated to further attenuate peak flows and minimize the increase in 100-yr discharge from the site to the maximum extent practical. o Vilas County does not have additional post-construction requirements from NR 151. Therefore, only the 1-yr 24-hr and 2-yr 24-hr storm events are regulated. Given the HSG A soils at the site, meeting the 100-yr 24-hr pre- vs post-construction flows is difficult. The proposed basins total area is greater than the required 2% of the project site. Therefore, the design is sufficient to meet NR 151 requirements if additional measures are not feasible.  It is unclear what mitigation factors are to be used after the infiltration basins overflow as shown in detail on sheet C7 of the proposed stormwater plan and detail. o It is recommended to add clarity and further address the overflow discharge. o Include the location of the emergency overflows on the plans, including dimensions and elevations. Indicate overtopping flow paths or entrance points to municipal systems. Weir velocities shown in HydroCAD do not exceed 2 fps during the 100-yr storm, so vegetated or paved flow paths will be sufficient.  WinSLAMM inputs do not match HydroCAD or the plans. See the attached WinSLAMM output for correct inputs. The solution shows a TSS reduction of 93.01% and infiltration of 92.20%. Therefore, the design is sufficient. Please update the results in the report accordingly.  Update the plans to note that the infiltration basin detail is for all basins, or provide details for all. Include a separate detail for basins P3 and P4, to show the shared overflow spillway between. Observations Regarding Adjoining properties to the West of the proposed U-Haul Development  Properties to the west of the proposed development along Bluebird road are at or below the existing road elevation. o Additional stormwater management measures are recommended to prevent additional runoff impacts  Such as recommend regrading areas, Infiltration Basins, and/or adding additional stormwater management features to the properties to the west of Bluebird Road and to the proposed development.  Additional features for stormwater control before it enters the properties could include regrading road for addition of curb and gutter, and storm sewer. John Promer P.E. Project Engineer MSA Professional Services, Inc. Data file name: C:\Users\mamundson\OneDrive - MSA Professional Services, Inc\Desktop\Offline Projects\Eagle River UHaul Review\UhaulWaterQuality.mdb WinSLAMM Version 10.4.1 Rain file name: C:\WinSLAMM Files\Rain Files\WI_Multi_rain\GreenBay\WisReg - Green Bay WI Annual 1969.ran Particulate Solids Concentration file name: C:\WinSLAMM Files\v10.1 WI_AVG01.pscx Runoff Coefficient file name: C:\WinSLAMM Files\WI_SL06 Dec06.rsvx Residential Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Institutional Street Delivery file name: C:\WinSLAMM Files\WI_Com Inst Indust Dec06.std Commercial Street Delivery file name: C:\WinSLAMM Files\WI_Com Inst Indust Dec06.std Industrial Street Delivery file name: C:\WinSLAMM Files\WI_Com Inst Indust Dec06.std Other Urban Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Freeway Street Delivery file name: C:\WinSLAMM Files\Freeway Dec06.std Apply Street Delivery Files to Adjust the After Event Load Street Dirt Mass Balance: False Pollutant Relative Concentration file name: C:\WinSLAMM Files\WI_GEO03.ppdx Source Area PSD and Peak to Average Flow Ratio File: C:\WinSLAMM Files\NURP Source Area PSD Files.csv Cost Data file name: If Other Device Pollutant Load Reduction Values = 1, Off-site Pollutant Loads are Removed from Pollutant Load % Reduction calculations Seed for random number generator: -42 Study period starting date: 01/02/69 Study period ending date: 12/28/69 Start of Winter Season: 12/02 End of Winter Season: 03/12 Date: 06-17-2026 Time: 16:28:01 Site information: LU# 1 - Commercial: Commercial 1 Total area (ac): 0.421 1 - Roofs 1: 0.268 ac. Pitched Connected PSD File: C:\WinSLAMM Files\NURP.cpz 13 - Paved Parking 1: 0.110 ac. Connected PSD File: C:\WinSLAMM Files\NURP.cpz 51 - Small Landscaped Areas 1: 0.042 ac. Normal Sandy PSD File: C:\WinSLAMM Files\NURP.cpz 70 - Water Body Areas: 0.001 ac. PSD File: LU# 2 - Commercial: Commercial 2 Total area (ac): 0.934 1 - Roofs 1: 0.333 ac. Pitched Connected PSD File: C:\WinSLAMM Files\NURP.cpz 13 - Paved Parking 1: 0.387 ac. Connected PSD File: C:\WinSLAMM Files\NURP.cpz 51 - Small Landscaped Areas 1: 0.200 ac. Normal Sandy PSD File: C:\WinSLAMM Files\NURP.cpz 70 - Water Body Areas: 0.014 ac. PSD File: LU# 3 - Commercial: Commercial 3 Total area (ac): 0.081 1 - Roofs 1: 0.021 ac. Pitched Connected PSD File: C:\WinSLAMM Files\NURP.cpz 13 - Paved Parking 1: 0.007 ac. Connected PSD File: C:\WinSLAMM Files\NURP.cpz 51 - Small Landscaped Areas 1: 0.049 ac. Normal Sandy PSD File: C:\WinSLAMM Files\NURP.cpz 70 - Water Body Areas: 0.004 ac. PSD File: LU# 4 - Commercial: Commercial 4 Total area (ac): 0.119 1 - Roofs 1: 0.034 ac. Pitched Connected PSD File: C:\WinSLAMM Files\NURP.cpz 51 - Small Landscaped Areas 1: 0.078 ac. Normal Sandy PSD File: C:\WinSLAMM Files\NURP.cpz 70 - Water Body Areas: 0.007 ac. PSD File: LU# 5 - Commercial: Commercial 5 Total area (ac): 0.975 1 - Roofs 1: 0.513 ac. Pitched Connected PSD File: C:\WinSLAMM Files\NURP.cpz 13 - Paved Parking 1: 0.331 ac. Connected PSD File: C:\WinSLAMM Files\NURP.cpz 51 - Small Landscaped Areas 1: 0.105 ac. Normal Sandy PSD File: C:\WinSLAMM Files\NURP.cpz 70 - Water Body Areas: 0.026 ac. PSD File: LU# 6 - Commercial: Commercial 6 Total area (ac): 0.180 51 - Small Landscaped Areas 1: 0.180 ac. Normal Sandy PSD File: C:\WinSLAMM Files\NURP.cpz Control Practice 1: Biofilter CP# 1 (DS) - DS Biofilters # 1 1. Top area (square feet) = 810 2. Bottom aea (square feet) = 1 3. Depth (ft): 6 4. Biofilter width (ft) - for Cost Purposes Only: 10 5. Infiltration rate (in/hr) = 8 6. Random infiltration rate generation? No 7. Infiltration rate fraction (side): 1 8. Infiltration rate fraction (bottom): 1 9. Depth of biofilter that is rock filled (ft) 0 10. Porosity of rock filled volume = 0 11. Engineered soil infiltration rate: 13 12. Engineered soil depth (ft) = 2 13. Engineered soil porosity = 0.43 14. Percent solids reduction due to flow through engineered soil = 80 15. Biofilter peak to average flow ratio = 3.8 16. Number of biofiltration control devices = 1 17. Particle size distribution file: Not needed - calculated by program 18. Initial water surface elevation (ft): 0 Soil Data Soil Type Fraction in Eng. Soil User-Defined Soil Type 1.000 Saturation water content percent (Porosity) = 0 Field capacity (%) = 0 Permanent Wilting Point (%) = 0 Infiltration rate (in/hr) = 13 Biofilter Outlet/Discharge Characteristics: Outlet type: Broad Crested Weir 1. Weir crest length (ft): 5 2. Weir crest width (ft): 5 3. Height of datum to bottom of weir opening: 5 Outlet type: Surface Discharge Pipe 1. Surface discharge pipe outlet diameter (ft): 0.67 2. Pipe invert elevation above datum (ft): 3.15 3. Number of surface pipe outlets: 1 Control Practice 2: Biofilter CP# 2 (DS) - DS Biofilters # 2 1. Top area (square feet) = 6100 2. Bottom aea (square feet) = 500 3. Depth (ft): 6 4. Biofilter width (ft) - for Cost Purposes Only: 10 5. Infiltration rate (in/hr) = 8 6. Random infiltration rate generation? No 7. Infiltration rate fraction (side): 1 8. Infiltration rate fraction (bottom): 1 9. Depth of biofilter that is rock filled (ft) 0 10. Porosity of rock filled volume = 0 11. Engineered soil infiltration rate: 13 12. Engineered soil depth (ft) = 2 13. Engineered soil porosity = 0.43 14. Percent solids reduction due to flow through engineered soil = 80 15. Biofilter peak to average flow ratio = 3.8 16. Number of biofiltration control devices = 1 17. Particle size distribution file: Not needed - calculated by program 18. Initial water surface elevation (ft): 0 Soil Data Soil Type Fraction in Eng. Soil User-Defined Soil Type 1.000 Saturation water content percent (Porosity) = 0 Field capacity (%) = 0 Permanent Wilting Point (%) = 0 Infiltration rate (in/hr) = 13 Biofilter Outlet/Discharge Characteristics: Outlet type: Broad Crested Weir 1. Weir crest length (ft): 10 2. Weir crest width (ft): 5 3. Height of datum to bottom of weir opening: 4.5 Outlet type: Surface Discharge Pipe 1. Surface discharge pipe outlet diameter (ft): 1 2. Pipe invert elevation above datum (ft): 4.15 3. Number of surface pipe outlets: 1 Control Practice 3: Biofilter CP# 3 (DS) - DS Biofilters # 3 1. Top area (square feet) = 5000 2. Bottom aea (square feet) = 460 3. Depth (ft): 4 4. Biofilter width (ft) - for Cost Purposes Only: 10 5. Infiltration rate (in/hr) = 8 6. Random infiltration rate generation? No 7. Infiltration rate fraction (side): 1 8. Infiltration rate fraction (bottom): 1 9. Depth of biofilter that is rock filled (ft) 0 10. Porosity of rock filled volume = 0 11. Engineered soil infiltration rate: 13 12. Engineered soil depth (ft) = 2 13. Engineered soil porosity = 0.43 14. Percent solids reduction due to flow through engineered soil = 80 15. Biofilter peak to average flow ratio = 3.8 16. Number of biofiltration control devices = 1 17. Particle size distribution file: Not needed - calculated by program 18. Initial water surface elevation (ft): 0 Soil Data Soil Type Fraction in Eng. Soil User-Defined Soil Type 1.000 Saturation water content percent (Porosity) = 0 Field capacity (%) = 0 Permanent Wilting Point (%) = 0 Infiltration rate (in/hr) = 13 Biofilter Outlet/Discharge Characteristics: Outlet type: Sharp Crested Weir 1. Weir length (ft): 10 2. Invert elevation above datum (ft): 3.5 Outlet type: Broad Crested Weir 1. Weir crest length (ft): 5 2. Weir crest width (ft): 4 3. Height of datum to bottom of weir opening: 3 Control Practice 4: Biofilter CP# 4 (DS) - DS Biofilters # 4 1. Top area (square feet) = 5000 2. Bottom aea (square feet) = 800 3. Depth (ft): 4 4. Biofilter width (ft) - for Cost Purposes Only: 10 5. Infiltration rate (in/hr) = 8 6. Random infiltration rate generation? No 7. Infiltration rate fraction (side): 1 8. Infiltration rate fraction (bottom): 1 9. Depth of biofilter that is rock filled (ft) 0 10. Porosity of rock filled volume = 0 11. Engineered soil infiltration rate: 13 12. Engineered soil depth (ft) = 2 13. Engineered soil porosity = 0.43 14. Percent solids reduction due to flow through engineered soil = 80 15. Biofilter peak to average flow ratio = 3.8 16. Number of biofiltration control devices = 1 17. Particle size distribution file: Not needed - calculated by program 18. Initial water surface elevation (ft): 0 Soil Data Soil Type Fraction in Eng. Soil User-Defined Soil Type 1.000 Saturation water content percent (Porosity) = 0 Field capacity (%) = 0 Permanent Wilting Point (%) = 0 Infiltration rate (in/hr) = 13 Biofilter Outlet/Discharge Characteristics: Outlet type: Broad Crested Weir 1. Weir crest length (ft): 10 2. Weir crest width (ft): 4 3. Height of datum to bottom of weir opening: 3.5 Control Practice 5: Biofilter CP# 5 (DS) - DS Biofilters # 5 1. Top area (square feet) = 2000 2. Bottom aea (square feet) = 1140 3. Depth (ft): 7 4. Biofilter width (ft) - for Cost Purposes Only: 10 5. Infiltration rate (in/hr) = 8 6. Random infiltration rate generation? No 7. Infiltration rate fraction (side): 1 8. Infiltration rate fraction (bottom): 1 9. Depth of biofilter that is rock filled (ft) 0 10. Porosity of rock filled volume = 0 11. Engineered soil infiltration rate: 13 12. Engineered soil depth (ft) = 2 13. Engineered soil porosity = 0.43 14. Percent solids reduction due to flow through engineered soil = 80 15. Biofilter peak to average flow ratio = 3.8 16. Number of biofiltration control devices = 1 17. Particle size distribution file: Not needed - calculated by program 18. Initial water surface elevation (ft): 0 Soil Data Soil Type Fraction in Eng. Soil User-Defined Soil Type 1.000 Saturation water content percent (Porosity) = 0 Field capacity (%) = 0 Permanent Wilting Point (%) = 0 Infiltration rate (in/hr) = 13 Biofilter Outlet/Discharge Characteristics: Outlet type: Broad Crested Weir 1. Weir crest length (ft): 10 2. Weir crest width (ft): 4 3. Height of datum to bottom of weir opening: 4.75 SLAMM for Windows Version 10.4.1 (c) Copyright Robert Pitt and John Voorhees 2019, All Rights Reserved Data file name: C:\Users\mamundson\OneDrive - MSA Professional Services, Inc\Desktop\Offline Projects\Eagle River UHaul Review\UhaulWaterQuality.mdb Data file description: Rain file name: C:\WinSLAMM Files\Rain Files\WI_Multi_rain\GreenBay\WisReg - Green Bay WI Annual 1969.ran Particulate Solids Concentration file name: C:\WinSLAMM Files\v10.1 WI_AVG01.pscx Runoff Coefficient file name: C:\WinSLAMM Files\WI_SL06 Dec06.rsvx Pollutant Relative Concentration file name: C:\WinSLAMM Files\WI_GEO03.ppdx Residential Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Institutional Street Delivery file name: C:\WinSLAMM Files\WI_Com Inst Indust Dec06.std Commercial Street Delivery file name: C:\WinSLAMM Files\WI_Com Inst Indust Dec06.std Industrial Street Delivery file name: C:\WinSLAMM Files\WI_Com Inst Indust Dec06.std Other Urban Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Freeway Street Delivery file name: C:\WinSLAMM Files\Freeway Dec06.std Apply Street Delivery Files to Adjust the After Event Load Street Dirt Mass Balance: False Source Area PSD and Peak to Average Flow Ratio File: C:\WinSLAMM Files\NURP Source Area PSD Files.csv Cost Data file name: If Other Device Pollutant Load Reduction Values = 1, Off-site Pollutant Loads are Removed from Pollutant Load % Reduction calculations Seed for random number generator: -42 Start of Winter Season: 12/02 End of Winter Season: 03/12 Model Run Start Date: 01/02/69 Model Run End Date: 12/28/69 Date of run: 06-17-2026 Time of run: 16:34:30 Total Area Modeled (acres): 2.710 Years in Model Run: 0.99 Runoff Percent Particulate Particulate Percent Volume Runoff Solids Solids Particulate (cu ft) Volume Conc. Yield Solids Reduction (mg/L) (lbs) Reduction Total of all Land Uses without Controls: 146332 - 65.79 601.0 - Outfall Total with Controls: 11421 92.20% 58.90 42.00 93.01% Annualized Total After Outfall Controls: 11579 42.58 WisDOT has a standard bid item for haul road maintenance which includes travel on public roadways. That is similar to what would be required below. In that bid item, the contractor is responsible for any damage to area roadways that are affected by the Work. For your project, the municipality has every right to restrict loads on their roadways. The roadway should be posted to officially limit traffic. It could be posted as a Class B highway or other restrictions for reduced axle loads. An ordinance is required along with signs posted in order for the weight limits to be enforced by local law enforcement. A few MSA Experiences from over the years 1. In a municipal client community 8 years ago, a contractor working for the local school district hauled many hundreds of fully loaded vehicles on a roadway with very little pavement and base. The roadway was damaged in many areas including huge ruts and base course pumping through the asphalt. So yes, this happens. The City claimed the roadway was not a truck route and not designed to handle heavy loads. The contractor agreed to contribute many thousands of dollars to the City to repave the roadway. This was after the fact though. 2. On another project 6 years ago where a PW/City contractor was hauling excavated material to a remote waste site off a town road. We monitored the roadway (took photos and videos, preconstruction) and wrote some special procedures about existing roadway maintenance. The contractor did a good job of hauling only at certain times (this was a winter project, so hauling at night or early morning when frozen). There was limited damage to the roadway during construction and the contractor did agreement to repair minor sections of the town road. After the experiences noted above, it can be worth adding a bid item to certain projects where the local roads are needed for hauling material and equipment. This would be one method to basically require the contractor to review roadways and repair damaged pavement. Documentation of existing road conditions prior to hauling on the road(s) would be a crucial aspect of the method. 1 TEMPLATE TOWN ROAD UPGRADE AND MAINTENANCE AGREEMENT This TOWN ROAD UPGRADE AND MAINTENANCE AGREEMENT (this “Agreement”) is made and entered into this ___ day of __________, 20___ by and between the Town of Holland (the “ Town”), and __________________________________________ (the “Operator”). RECITALS WHEREAS, [insert appropriate language describing the operation such as mining, manure hauling, timber sales, etc.] [In the case of a mining operation: Operator is in the business of mining and production of silica sand, and is in the process of constructing, developing, operating, maintaining and reclaiming a non -metallic mining facility (the “Project”) in the Town of Holland , Wisconsin, and has submitted an application for a Non -metallic Mining Reclamation Permit for the Project with the County of La Crosse in accordance with the Non - metallic Mining Reclamation Ordinance of La Crosse County, and ] WHEREAS, in connection with the construction, development, oper ation, maintenance and reclamation of the Project, the Parties desire to address certain issues relating to the roads owned, operated and maintained by the Town (collectively, the “ Town Roads”) over which it will be necessary for Operator and Operator’s R epresentatives to, among other things, transport heavy equipment and certain locally sourced materials, [including, but not limited to, silica sand,] over certain Town Roads, which may in certain cases be in excess of the design limits of the Town Roads; and both parties acknowledge that certain of the Town Roads may not be constructed to withstand the frequency and weight of shipments necessary for the Operator to transport its products and equipment. WHEREAS, Wis. Stat. §349.16(1)(c) authorizes the Town Board to enter into an agreement with any owner or operator of any vehicle being operated on a highway maintained by the Town that provides that the Town will be reimbursed for any damage done to the highway, and WHEREAS, Operator has provided to Town a site layout plan for the Project that shows the access road entrances, a copy of which is attached as Exhibit A (the “Plan”), and WHEREAS, Operator and Town wish to set forth their understanding and agreement as to the road issues r elating to the construction, development, operation, maintenance and reclamation of the Project, and WHEREAS, this Agreement shall apply to those Town Roads listed on the attached Exhibit B and, subject to Section 4 .B. herein, any other Town Ro ad(s) used by Operator or Operator’s Representatives in direct support of the construc tion, development, operation, maintenance and reclamation of the Project. 2 AGREEMENT NOW, THEREFORE, in consideration of the mutual promises and covenants h erein set forth, the parties, intending to be legally bound, agree as follows: Section 1. Term of Agreement. This Agreement shall commence upon the date indicated above (the “Effective Date”) and shall continue in full force and effect until [Operator’s Non-metallic Mining Reclamation ] Permit has expired, has been terminated, or until Operator has fully discontinued its construction, development, operation, maintenance and reclamation of the Project and any and all transportation activities related ther eto on the Town Roads listed on Exhibit B, whichever occurs later. The Operator shall notify the Town in writing of the designated haul route at least three weeks before hauling materials over a Town road. The Town or its representative will subsequently survey the existing condition of that haul route to establish a baseline for assessing damage that the Operator’s hauling operation might cause. The process of surveying the route will incorporate but is not limited to, previous PASER rating logs, video recording, soil borings and structure evaluations. Section 2. Operator, in respect to the Project constructed, developed, operated, maintained and reclaimed by it, acknowledges and agrees the Project may require Town to undertake the following activities in order to preserve Town Roads and that the Operator shall be financially responsible for the costs of said activities to the extent provided for under the terms of this Agreement: A. The cost of upgrading pavement sections on Town Roads to withstand the hauling of products and equipment that are necessary for the Project shall be done to standards in accordance with the appropriate/applicable sections of the WIDOT, Facilities De velopment Manual, and in accordance with Chapter 82 of the State Stats and T RANS 204 of the Administrative Code. B. The cost of u pgrading the geometric design of the Town Roads that will safely and efficiently accommo date the traffic that Operator has indicated the Project will generate; including improvements at entrances, intersections and to the typical cross-section, shall be done to a standard as directed by the WIDOT, Facilities Development Manual and in accordance with Chapter 82 of the State Stats and TRANS 204 of the Administrative Code . Geometric improvements shal l also include any improvements to Structures and Culverts necessary to accommodate the increased traffic from the Project. 3 Structures already programmed for replacement or reconstruction in the Wisconsin Department of Transportation Bridge Program will not be subject to cost share. During the replacement of a W IDOT programmed structure, the Town will work with the Operator to ensure that the structure is replaced as quickly as possible so as not to inconvenience the operator, however, there may be peri ods of time that an alternate route shall be designated and that route may be subject to load posting or hauling permits. C. The cost for p roviding Engineering P lans for all improvements needed under Sections 2.A. and 2.B. above, including any Right-of-Way needed. D. Operator shall be responsible for all exceptional maintenance costs, above normal maintenance requirements, that are attributable to damage to Town Roads from the hauling of products and equipment related to the Project. Said maintenance cost may occur either before or after any of the improvements to Town Roads indicated in Sections 2.A., 2.B. and 2.C. above are made. Town shall inform Operator if it has a good faith basis to believe any exceptional mainten ance costs become necessary and provide a good faith estimate of costs to Operator prior to commencing work. Town will invoice the Operator for exceptional maintenance costs incurred as the work is completed. Operator shall have thirty (30) days from the date of invoicing to make payment to Town. E. In order to compensate Town for repairs needed as a result of Operator’s use and to accomplish the work indicated in Sections 2.A., 2.B. and 2.C. above, Operator shall make a payment to Town of __________________________________Dollars ($__________) at the time of execution of this Agreement. Based on the construction plans provided by the Operator and cost estimate agreed upon by both parties, the paym ent amount should be sufficient for Town to make nee ded improvements to the Haul Route. Notwithstanding the above , Operator acknowledges that conditions may be encountered or additional requirements imposed by the WIDOT or other regulatory agency that require additional work by the Town and that the cost of all additional work is the responsibility of the Operator. When improvements are complete the Town will invoice the Operator for any additional costs incurred. Operator shall have thirty (30) days from the date of invoicing to make payment to Town. After construction of the improvements is complete any remaining funds will be returned to Operator within thirty (30) days of project audit by Town. 4 F. At the discretion of the Town, a bond may be required to insure against costs associated with excessive wear and tear on Town Roads. Section 3. Town, in accordance with the terms of this Agreement, agrees to: A. Review for approval all access points to the Town Road system by giving consideration to sight distances, drainage and proximity to other entrances, in a reasonable manner, and in accordance with accepted engineering practices; B. Review for approval permits for all utility encroachments on Town rights- of-way in a reasonable manner, and in accordance with accepted engineering practices; C. Coordinate with Operator and Operator’s Representatives so as to minimize the impact of their use of the Town Road system; D. Perform all maintenance and construction of all improvements pursuant to this Agreement on the Town Roads used for the construction, development, operation, maintenance and reclamation of the Project. E. Keep those Town Roads listed on the attached Exhibit B of this Agreement open to Operator to haul products and equipment related to the Project for the enti re term of this Agreement without further restrictions, other than those indicated in this Agreement, for all vehicles meeting statutory requirements for weight, width, height and length. Town shall retain the right and its authority to establish and set traffic speed limits in accordance with generally accepted highway standards and safety practices. Section 4. Road Inventory. A. Routing and Access Approval. This Agreement applies only to the Town Roads listed on the attached Exhibit B of this Agreement. If conditions or circumstances change and Operator desires to change haul routes, it must first request authorization from the Town. All expenses for additional haul routes are not part of this Agreement and shall be negotiated by the Operator and Town in a separate agreement in the event any changes are requested. B. Incidental Use The Parties recognize that the Project traffic may, either through mistake or with the consent of Town, use Town Roads other than those listed on Exhibit B of this Agreement. Repairs for damage caused by Operator or Operator’s Representatives during such mistaken or permitted use shall be treated as exceptional maintenance under Section 2.D. above. 5 Section 5. Construction Cooperation. A. Operator. Operator shall submit to Town a schedule with planned activities that affect the Town Roads. Said Schedule shall reasonably indicate the estimated number of trucks that will be hauling products and equipment and daily hours of operation. Operator shall submit the Schedule to Town within two (2) weeks of execution of this A greement. Operator shall further provide Town with an updated S chedule within two (2) weeks of any material changes being made with the Project. Operator understands that Town Road construction and maintenance activities will be on -going while Project hauling is occurring , and that while Town Roads will be open to traffic , Operator acknowledges that these activities may slow hauling operations. B. Town: During the term of this Agreement, Town and Operator shall meet as needed to discuss Project activities and Town Road construction and maintenance schedules. Town agrees to keep those Town Roads specified in Exhibit B open to Project traffic during Town Road construction and maintenance activities, except that Town may temporarily close any of the Town Roads specified in Exhibit B for replacement of a culvert, structure or due to an emergency. Town will provide a temporary alternate haul route when reasonably practicable. Annu al seasonal weight limitations shall apply to all haul routes in Exhibit B and to any alternate routes approved by Town. Town agrees to exclusively use any payments received from Operator as part of 2(E) of this Agreement on Town Roads used as haul rout es by the Operator. C. Emergency Actions. Notwithstanding the foregoing, in the event Operator or Operator’s Representatives have caused damage to Town Roads of a magnitude sufficiently great to create a hazard to the motoring public, which in Town’s opinion warrants an immediate repair or Town Road closing, Town may unilaterally close those Town Road(s) affected and make or authorize repair, with the reasonable, documented costs thereof paid for by Operator. Both Parties acknowledge that while Town is the Jurisdictional Authority for those Town Roads listed in Exhibit B, certain emergency situation s may arise that fall under law enforcement, fire district or emergency 6 management control. In such situations the road may be closed to traffic, including traffic from the Project, outside the control of Town. Town shall not be responsible for any harm to Operator , Operator’s Representatives or the Project that may result from Town Road closings that occur due to such emergencies. Section 6. Indemnification/Hold Harmless and Liability Insurance Provisions. A. Indemnification by Operator . Operator hereby releases and agrees to indemnify and hold harmless Town and its respective officers, employees, elected or appointed officials, and agents , and their respective heirs, executors, administrators, successors and assigns (hereinafter collectively “Town Releasees”) from any and all third party actions, causes of action, suits, claims, expenses (including reasonable attorney’s fees) and demands against Town Releasees arising out of or relating to the performance by Operator of its obligations under this Agreement. More particularly, but without in any way limiting the foregoing, Operator hereby releases Town Releasees and agrees to indemnify and hold harmless Town Releasees from any and all third party actions, causes of action, suits, claims, expenses (including reasonable attorney’s fees) and demands arising directly or indirectly from any personal injury, death or property damage arising out of the use by Operator or Operator’s Representatives of any Town Road subject to this Agreement. 1. Limitations of Liability . In no event shall Town or any of their Board, officers, elected or appointed officials, agents, investors, principals, share holders, members or employees be liable (in contract or in tort, involving negligence, strict liability, or otherwise) to the Operator or its contractors, suppliers, employees, members and shareholders for indirect, incidental, consequential or punitive damages resulting from the performance, non -performance or delay in performance under this Agreement. 2. Required Insurance. Operator shall at all times throughout the term of this Agreement maintain in full force and effect commercial general liability insurance, naming Town, its Board, officers, elected or appointed officials, agents and employees as an additional insured, in the aggregate amount equal to ____________________________________ dollars ($ ________) of primary and/or excess insurance to satisfy this requirement. Or Required Escrow. Operator shall at all times throughout the term of this Agreement establish and ma intain in full force and effect an escrow account in the amount of _____________ dollars ($ ________) to cover performance of this Agreement. Section 7. Remedies and Enforcement. 7 Each of the Parties hereto covenant and agree that in the event of default of any of the terms, provisions or conditions of this Agreement by any party (the “Defaulting Party”), which def ault is not caused by the party seeking to enforce said provisions (the “Non -Defaulting Party”) and after notice and reasonable opportunity to cure has been provided to the Defaulting Party, then in such an event, the Non -Defaulting Party shall have the ri ght of specific performance. The remedy of specific performance and injunctive relief shall not be exclusive of any other remedy available at law or in equity. Section 8. Savings/Severability. It is mutually agreed by the Parties that in the event any provision of this Agreement is determined by any court of law of competent jurisdiction to be unconstitutional, invalid, illegal or unenforceable in any respect, it is the intention of the parties that such unconstitutionality, invalidity, illegality or unenforceability shall not affect the other provisions, and the Agreement shall be construed as if such unconstitutional, invalid, illegal or unenforceable provision had never been contained in this Agreement. Section 9. Entire Agreement. This Agreement and the exhibits attached thereto constitute the entire agreement among the Parties hereto with respect to the subject matter hereof, and supersede any prior understandings or written or oral agreements between the parties with respect to the subject matter of this Agreement. No amendment, modification, cancellation or alteration of the terms of this Agreement shall be binding on any party hereto unless the same is in writing, dated subsequent to the date hereof and is duly authorized and executed by the Parties hereto. Section 10. Designated Representative. FOR TOWN: David Carlson, Chair Town of Holland W7937 County Road MH Holmen, WI 54636 FOR OPERATOR: ____________________ ____________________ ____________________ ____________________ Section 11. Notices. 8 All notices to be given under the terms of this Agreement shall be in writing and signed by the person serving the notice and shall be sent via registered or certified mail, return receipt requested, postage prepaid, or hand delivered to the addresses of the parties listed below. Notice shall be deemed to have been received on the date of receipt as shown on the return receipt or other written evidence of receipt. Section 12. Assignability/Consent. This Agreemen t shall be binding on the Parties hereto, their respective heirs, devisees and successors. Except as otherwise provided herein, or except as may be hereafter determined by the Parties, Operator may not sell, assign or transfer its interest in this Agreeme nt, or any of its rights, duties or obligations hereunder, without the prior written consent of Town. Whenever the consent or the approval of Town is required herein, Town shall not unreasonably withhold, delay or deny such consent or approval. Section 13 . Choice of Law and Forum Selection. This Agreement shall be governed by, and construed, interpreted and enforced in accordance with the laws of the State of Wisconsin. The Parties agree, for any claim or suit or other dispute relating to this Agreement that cannot be mutually resolved, the venue shall be in the Circuit Court of La Crosse County, and the parties further agree to submit themselves to the jurisdiction of said court, to the exclusion of any other judicial district that may have jurisdiction over such a dispute according to any law. Section 14. Waiver of Terms and Conditions. The failure of a Party to enforce or insist upon compliance with any of the terms or conditions of this Agreement shall not constitute a general waiver or relinquishment of any such terms or conditions, but the same shall be and remain at all times in full force and effect. Section 15. Cooperation. The Parties agree to cooperate with each other in addressing any unforeseen or extraordinary events caused by Operator’s activity that would result in significant impacts to the Town Roads. The parties further agree to cooperate with each other in addressing any unforeseen impact to Operator’s ability to utilize the haul route or any alternative route provided for in this Agreement. 9 IN WITNESS WHEREOF, the parties hereto have executed this Agreement the day and year first written above. OPERATOR: ________________________. By: _______________________ Its _______________________ TOWN: _________________________________ By: David Carlson Chairman, Town of Holland EXHIBIT A The Plan EXHIBIT B Haul Routes DATE: 6/18/2026 2026 2026 GENERAL 1 Mobilization, Bonds, & Insurance 1 L.S. 40,000.00$ 40,000$ 2 Erosion and Sedimentation Control 1 L.S. 5,000.00$ 5,000$ 3 Traffic Control 1 L.S. 5,000.00$ 5,000$ 4 Turf Restoration 1 L.S. 10,000.00$ 10,000$ 5 Adjust Manhole Casting 2 EA. 2,000.00$ 4,000$ 6 Adjust Water Valve Box 2 EA. 500.00$ 1,000$ ROADWAY - North Bluebird Rd. 7 Unclassified Excavation (Includes Removals) 1 L.S. 15,000$ 15,000$ 8 Furnish and install 10 Inch Thick Aggregate Base Course, 1 1/4 -inch 2,400 S.Y. 28$ 67,200$ 9 Excavation Below Subgrade 30 C.Y. 25$ 750$ 10 Furnish & Install Granular Borrow 30 C.Y. 25$ 750$ 11 Gravel Shoulder, 3-Inch Thick 200 S.Y. 25 $ 5,000$ 12 Furnish & Install 3-Inch Thick Asphaltic Pavement 2,200 S.Y. 27 $ 59,400$ 13 Sawcut Asphalt Pavement 200 L.F. 6 $ 1,200$ ROADWAY - Airport Rd. 14 Unclassified Excavation (Includes Removals) 1 L.S. 10,000$ 10,000$ 15 Furnish and install 10 Inch Thick Aggregate Base Course, 1 1/4 -inch 1,200 S.Y. 28$ 33,600$ 16 Excavation Below Subgrade 30 C.Y. 25$ 750$ 17 Furnish & Install Granular Borrow 30 C.Y. 25$ 750$ 18 Gravel Shoulder, 3-Inch Thick 100 S.Y. 25 $ 2,500$ 19 Furnish & Install 3-Inch Thick Asphaltic Pavement 1,100 S.Y. 27 $ 29,700$ 20 Sawcut Asphalt Pavement 200 L.F. 6 $ 1,200$ 292,800$ 15% 43,920 $ 2026 ) 336,720 $ 10% 33,700 $ 10% 33,700 $ 404,120$ Disclaimers & Assumptions 1 2 3 4 5 6 this estimate assumes that the existing pavement depth is equal to the proposed depth This estimate of probable cost is approximate. Actual construction bids may vary significantly from this estimate due to timing of bids,constructual schedule restraints, labor rate increases, material increases, or other factors beyond the control of the estimator. 2-12' Lanes with 2' shoulders N. Bluebird 800 Ft Long 2-12' Lanes 150 ft taper to 2-15' lanes 175ft with 2' shoulders airport road (325 Ft Long) 3in asphalt pavment Contingency ESTIMATED CONSTRUCTION COST( Construction Engineering TOTAL ESTIMATED PROJECT COST: ESTIMATE OF PROBABLE COSTS N BLUEBIRD ROAD & AIRPORT ROAD PAVEMENT REPLACEMENT BASE REPLACMENT OPTION CITY OF EAGLE RIVER ITEM NO. DESCRIPTION QUANTITY UNIT UNIT PRICE 10inch Thick base aggregate replacement ESTIMATE YEAR: TOTAL PRICE Design Engineering CONSTRUCTION YEAR: ESTIMATED CONSTRUCTION SUBTOTAL DATE: 6/18/2026 2026 2026 GENERAL 1 Mobilization, Bonds, & Insurance 1 L.S. 25,000.00$ 25,000$ 2 Erosion and Sedimentation Control 1 L.S. 5,000.00$ 5,000$ 3 Traffic Control 1 L.S. 5,000.00$ 5,000$ 4 Turf Restoration 1 L.S. 10,000.00$ 10,000$ 5 Adjust Manhole Casting 2 EA. 2,000.00$ 4,000$ 6 Adjust Water Valve Box 2 EA. 500.00$ 1,000$ ROADWAY - North Bluebird Rd. 7 Pulverize Existing Pavement and Shape N. Bluebird Rd. South 750 FT from Airport Rd.2,200 S.Y. 5.00$ 11,000$ 8 Unclassified Excavation (Includes Removals) 1 L.S. 5,000$ 5,000$ 9 Gravel Shoulder, 3-Inch Thick 200 S.Y. 25 $ 5,000$ 10 Furnish & Install 3-Inch Thick Asphaltic Pavement 2,200 S.Y. 27 $ 59,400$ 11 Sawcut Asphalt Pavement 200 L.F. 6 $ 1,200$ ROADWAY - Airport Rd. 12 Pulverize Existing Pavement and Shape Airport Rd. West 325 FT from N. Railroad St.1,000 S.Y. 5.00$ 5,000$ 13 Unclassified Excavation (Includes Removals) 1 L.S. 5,000$ 5,000$ 14 Gravel Shoulder, 3-Inch Thick 100 S.Y. 25 $ 2,500$ 15 Furnish & Install 3-Inch Thick Asphaltic Pavement 1,000 S.Y. 27 $ 27,000$ 16 Sawcut Asphalt Pavement 200 L.F. 6 $ 1,200$ 172,300$ 15% 25,845 $ 2026 ) 198,145 $ 10% 19,900 $ 10% 19,900 $ 237,945$ Disclaimers & Assumptions 1 2 3 4 5 6 Assumes a pulverize and overly option this estimate assumes that the existing pavement depth is equal to the proposed depth Construction Engineering TOTAL ESTIMATED PROJECT COST: This estimate of probable cost is approximate. Actual construction bids may vary significantly from this estimate due to timing of bids,constructual schedule restraints, labor rate increases, material increases, or other factors beyond the control of the estimator. 2-12' Lanes with 2' shoulders N. Bluebird 800 Ft Long 2-12' Lanes 150 ft taper to 2-15' lanes 175ft with 2' shoulders airport road (325 Ft Long) 3in asphalt pavment Contingency ESTIMATED CONSTRUCTION COST( Design Engineering CONSTRUCTION YEAR: ESTIMATED CONSTRUCTION SUBTOTAL ESTIMATE OF PROBABLE COSTS N BLUEBIRD ROAD & AIRPORT ROAD PAVEMENT REPLACEMENT PULVERISE AND OVERLAY OPTION CITY OF EAGLE RIVER ESTIMATE YEAR: ITEM NO. DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL PRICE STAMP/SIGNATURE:SCALE NOTE:SURVEYED BY: OTHERSDESIGNER: DUSTIN VREELANDFILE NO.: 26-0159 PROJECT:LOCATION:REVISIONSDATEBYDESCRIPTION SHEETSCALE:ORIGINAL PLAN DATE: 5/28/2026 TITLE PAGE: PREPARED FOR:PLAN DATE: C1NO SCALE FNDIP-3/4" FNDIP-3/4" FNDIP-1"FNDIP-1" FNDIP-3/4" 1645.4 1646.2OAK34 1645.0PIN81644.9PIN91645.0PIN81645.4PIN81645.4PIN81645.4PIN71645.3PIN7 1646.2PIN91646.0PIN71646.5PIN14 1645.31645.41645.21645.4 1645.4 1645.81646.41646.01645.5 1642.4 1644.00 RIM:1644.86INV:1635.36 118,014 S.F.(2.71 ACRES) STAMP/SIGNATURE:SCALE NOTE:SURVEYED BY: OTHERSDESIGNER: DUSTIN VREELANDFILE NO.: 26-0159 PROJECT:LOCATION:REVISIONSDATEBYDESCRIPTION SHEETSCALE:ORIGINAL PLAN DATE: 5/28/2026 TITLE PAGE: PREPARED FOR:PLAN DATE: C21" = 30' FNDIP-3/4" FNDIP-3/4" FNDIP-1"FNDIP-1" 1644.91644.6 FNDIP-3/4" 1645.4 1645.31645.41645.21645.4 1645.4 1645.81646.41646.01645.5 1643.91644.01643.01642.51642.41641.91642.2 1644.00 RIM:1644.86INV:1635.36 STAMP/SIGNATURE:SCALE NOTE:SURVEYED BY: OTHERSDESIGNER: DUSTIN VREELANDFILE NO.: 26-0159 PROJECT:LOCATION:REVISIONSDATEBYDESCRIPTION SHEETSCALE:ORIGINAL PLAN DATE: 5/28/2026 TITLE PAGE: PREPARED FOR:PLAN DATE: C31" = 30' FNDIP-3/4" FNDIP-3/4" FNDIP-1"FNDIP-1" 1644.91644.6 FNDIP-3/4" 1645.4 1645.31645.41645.21645.4 1645.4 1645.81646.41646.01645.5 1643.91644.01643.01642.51642.41641.91642.2 1644.00 RIM:1644.86INV:1635.36 STAMP/SIGNATURE:SCALE NOTE:SURVEYED BY: OTHERSDESIGNER: DUSTIN VREELANDFILE NO.: 26-0159 PROJECT:LOCATION:REVISIONSDATEBYDESCRIPTION SHEETSCALE:ORIGINAL PLAN DATE: 5/28/2026 TITLE PAGE: PREPARED FOR:PLAN DATE: C41" = 30' FNDIP-3/4" FNDIP-3/4" FNDIP-1"FNDIP-1" 1644.91644.6 FNDIP-3/4" 1645.4 1645.31645.41645.21645.4 1645.4 1645.81646.41646.01645.5 1643.91644.01643.01642.51642.41641.91642.2 1644.00 RIM:1644.86INV:1635.36 STAMP/SIGNATURE:SCALE NOTE:SURVEYED BY: OTHERSDESIGNER: DUSTIN VREELANDFILE NO.: 26-0159 PROJECT:LOCATION:REVISIONSDATEBYDESCRIPTION SHEETSCALE:ORIGINAL PLAN DATE: 5/28/2026 TITLE PAGE: PREPARED FOR:PLAN DATE: C51" = 30' EROSION CONTROL SCHEDULING1.INSTALL PERIMETER EROSION CONTROL. INSTALL INLET PROTECTION ON ALL CATCH BASIN DOWNSTREAM OF SITE EVEN IFNOT CALLED OUT ON THIS SHEET.2.BEGIN DEMOLITION FOR NEW BUILDING.3.BEGIN ROUGH GRADING AND UTILITY INSTALLATION.4.DURING GRADING ACTIVITIES EXISTING GRASS AND VEGETATION, TO BE REMOVED, SHALL REMAIN IN PLACE FOR AS LONG ASPOSSIBLE, TO AVOID SEDIMENT TRANSPORT.5.ALL DISTURBED AREAS SHALL BE STABILIZED, TEMPORARILY AND/OR PERMANENT, WITHIN 30 DAYS OF DISTURBANCE, ORPERMANENTLY STABILIZED WITHIN 7 DAYS OF ACHIEVING FINISHED GRADE.6.IF DISTURBED AREAS MUST BE LEFT OVER WINTER, AN ANIONIC POLYACRYLAMIDE SHALL BE APPLIED TO ALL DISTURBEDAREAS PRIOR TO GROUND FREEZE. SEE SPECIFICATIONS FOR DETAILS. PROPOSED EROSION CONTROL ACTIVITIES STAMP/SIGNATURE:SCALE NOTE:SURVEYED BY: OTHERSDESIGNER: DUSTIN VREELANDFILE NO.: 26-0159 PROJECT:LOCATION:REVISIONSDATEBYDESCRIPTION SHEETSCALE:ORIGINAL PLAN DATE: 5/28/2026 TITLE PAGE: PREPARED FOR:PLAN DATE: C61" = 30' FNDIP-3/4" FNDIP-3/4" FNDIP-1"FNDIP-1" 1644.91644.6 FNDIP-3/4" 1645.4 1645.31645.41645.21645.4 1645.4 1645.81646.41646.01645.5 1643.91644.01643.01642.51642.41641.91642.2 1644.00 RIM:1644.86INV:1635.36 STAMP/SIGNATURE:SCALE NOTE:SURVEYED BY: OTHERSDESIGNER: DUSTIN VREELANDFILE NO.: 26-0159 PROJECT:LOCATION:REVISIONSDATEBYDESCRIPTION SHEETSCALE:ORIGINAL PLAN DATE: 5/28/2026 TITLE PAGE: PREPARED FOR:PLAN DATE: C71" = 30' FNDIP-3/4" FNDIP-3/4" FNDIP-1"FNDIP-1" 1644.91644.6 FNDIP-3/4" 1645.4 1645.31645.41645.21645.4 1645.4 1645.81646.41646.01645.5 1643.91644.01643.01642.51642.41641.91642.2 1644.00 RIM:1644.86INV:1635.36 STAMP/SIGNATURE:SCALE NOTE:SURVEYED BY: OTHERSDESIGNER: DUSTIN VREELANDFILE NO.: 26-0159 PROJECT:LOCATION:REVISIONSDATEBYDESCRIPTION SHEETSCALE:ORIGINAL PLAN DATE: 5/28/2026 TITLE PAGE: PREPARED FOR:PLAN DATE: C81" = 30' Storm Water Management 1 Vreeland Land Surveyors & Engineers Project # 2 6 - 0159 Erosion Control/Storm Water Management Maintenance/Operation Plan For: U - Haul Eagle River Prepared By: 6103 Dawn Street Weston, WI 54476 Located in: City of Eagle River Vilas County, WI Dated: June 30 , 2026 Storm Water Management 2 Vreeland Land Surveyors & Engineers Project # 2 6 - 0159 TABLE OF CONTENTS Storm Water Management Plan U - Haul Eagle River City of Eagle River , Wisconsin 1.0 BACKGROUND & GENERAL INFORMATION ................................ ................ 3 1.1 Introduction and Project Location ................................ .............................. 3 1.2 Project Description ................................ ................................ ...................... 3 1.3 Project Requirements ................................ ................................ .................. 3 1.4 General Project Data ................................ ................................ ................... 3 2.0 EXISTING DRAINAGE CONDITIONS ................................ ............................... 4 2.1 Existing Drainage Area ................................ ................................ ............... 4 2.2 Existing Drainage Calculation Summary ................................ .................... 4 2.3 Existing Off - Site Drainage ................................ ................................ ......... 4 3.0 PROPOSED DRAINAGE CONDITIONS ................................ ............................. 4 3.1 Proposed Drainage Areas ................................ ................................ ............ 4 3.2 Post - Development Runoff Summary ................................ .......................... 4 3.3 Proposed Detention Areas ................................ ................................ ........... 4 4.0 POST - DEVELOPMENT PERFORMANCE STANDARDS ................................ 5 4.1 Total Suspended Solids ................................ ................................ ............... 5 4.2 Infiltration ................................ ................................ ................................ ... 5 4.3 Peak Discharge ................................ ................................ ............................ 5 4.4 Protective Area ................................ ................................ ............................ 5 4.5 Summary ................................ ................................ ................................ ..... 6 5.0 CONSTRUCTION SITE PERFORMANCE STANDARDS ................................ . 6 5.1 Erosion Control ................................ ................................ ........................... 6 5.2 Construction Site Erosion Control Measures ................................ .............. 6 5.3 Operation and Maintenance, Short - term ................................ ..................... 7 5.4 Operation and Maintenance, Long - term ................................ ..................... 7 6.0 SOIL AND SEDIMENT LOSS DISCHARGE ................................ ...................... 8 Appendices A. Location Map B. Geotechnical Data C . Existing Drainage Map and Calculations D . Proposed Drainage Map and Calculations E. Soil Loss and Sediment Discharge Map and Calculations F. State of Wisconsin Construction Site Inspection Report and Plan of Operation Storm Water Management 3 Vreeland Land Surveyors & Engineers Project # 2 6 - 0159 Erosion Control/Storm Water Management Maintenance and Operation Plan for U - Haul Eagle River 1.0 BACKGROUND & GENERAL INFORMATION 1.1 Introduction and Project Location Vreeland Associates has been retained by David Barnes to perform storm water management calculations and prepare a storm water management plan per NR216.47 and NR151, for the propose d shed buildings project . The project site is located at 1100 N Railroad Street Eagle River, WI . The project is located in part of the Northwest ¼ of the Northwest ¼ of Section 2 8 , Township 40 North, Range 1 0 East, City of Eagle River , Vilas County, Wisconsin. 1.2 Project Description The proposed project cons ists of developing proposed 2. 7 acres for indoor storage and parking lot . T he site will be graded for storm water management best management practices. ( S ee L ocation Plan in Appendix A ). 1.3 Project Requirements The project area includes approximately 2. 7 acres that will be disturbed. Since the disturbed area exceeds one acre, a Wisconsin Department of Natural Resources Notice of Intent application/permit (NOI - WPDES per WDNR) is required. The storm water management plan for this project is developed in accordance with the NOI - WPDES requireme nts and NR216.47/NR151.12 1 for new development site . 1.4 General Project Data Soils B ase d on existing soil mapping data from the Natural Resources Conservation Service (NRCS) , the existing subgrade soils are expected to be Rubicon sand , which are c lassified as hydrologic class “ A ” . Stormwater test pits were performed by Partners . The borings found to topsoil overlaying fill sand and sand . These borings are consistent with NRCS. The determined limiting factor for stormwater infiltration was sand layer with an infiltration rate of 3.6 in/hr. T he geotechnical data containing soil hydrologic classes are attached in Appendix B . Groundwater At the site of the proposed infiltration groundwater was encountered. Groundwater will be well below the proposed project and will not be disturbed. Wetlands According to the Wisconsin DNR Wetlands and Wetlands Indicator map, there are not identified wetlands within the project limit s . Storm Water Management 4 Vreeland Land Surveyors & Engineers Project # 2 6 - 0159 2.0 EXISTING DRAINAGE CONDITIONS 2.1 Existing Drainage Area The existing site consists of one sub - basin ( E1 ). Sub - basin E1 contains grass . E1 generally flows to the northeast of the property . An existing drainage map can be found in Appendix C. 2.2 Existing Drainage Calculation Summary Existing drainage calculations utilize TR - 55 methodology and results for a 1, 2, 10 and 100 - year design storm are included. Existing drainage calculations are provided in Appendix C. 2.3 Existing Off - Site Drainage Existing off - site storm water runoff draining onto the project site has been taken into consideration for the existing or proposed drainage evaluation . 3.0 PROPOSED DRAINAGE CONDITIONS 3.1 Proposed Drainage Areas The proposed site is divided into six sub - basins ( D1 - D5, 1S ) . 1S consists of runoff from the grass area. Runoff from D1 consists of parking lot, building, and grass. Runoff from D1 is conveyed to the north and will runoff into P1 for treatment and rate control . D2 consists of the parking lot, building and grass area. Runoff from D2 is conveyed to the west into P2 for treatment and rate control . D3 consists of runoff from the proposed building s , parking lot and lawn area. Runoff from D3 is conveyed into the proposed stormwater detention basin 3P for treatment and rate control. D4 consists of runoff from the proposed buildings, parking lot and lawn area. Runoff from D4 is conveyed into the proposed stormwater detention basin 3P for treatment and rate control . D5 consists of runoff from the proposed buildings, parking lot and lawn area. Runoff from D5 is conveyed into the proposed stormwater detention basin 3P for treatment and rate control . A pro posed drainage area map is provided in Appendix C . 3.2 Post - Development Runoff Summary Proposed drainage calculations utilize TR - 55 methodology and results for a 1, 2, 10 and 100 - year design storm have been attached. A proposed drainage area map and calculations are provided in Appendix D. 3 .3 Proposed Detention Areas There are five proposed treatment and rate control devices for storm water management . Pond P1 is a stormwater infiltration basin that will be used for infiltration p ur poses, total suspended solids removal and peak discharge control . Infiltration basin (1P) is located on the northeast corner of the proposed project . The basin will have a culvert to flow into P2 to control the depth of water. An emergency overflow has been included for extreme storm events. Pond P2 is a stormwater infiltration basin that will be used for infiltration purposes, total suspended solids removal and peak discharge control . Infiltration basin (P2) is located on the northwest side of the proposed project. The basin will have a culvert to flow into P3 to control the depth of water. An emergency overflow has been included for extreme storm events. Pond P3 is a stormwater infiltration basin that will be used for infiltration purposes, total suspended solids removal and peak discharge control . Infiltration basin (P3) is located on the west side of the proposed project. The basin will have a broa dcreste d weir into P4 to control the depth of water. An emergency overflow has been included for extreme storm events. Pond P4 is a stormwater infiltration basin that will be used for infiltration purposes, total suspended solids removal and peak discharge control . Infiltration basin ( 4 P) is located on the west side of the proposed project. The basin will have a culvert to flow into P 5 to control the depth of water . An emergency overflow has been included for extreme storm Storm Water Management 5 Vreeland Land Surveyors & Engineers Project # 2 6 - 0159 events. Pond P5 is a stormwater infiltration basin that will be used for infiltration purposes, total suspended solids removal and peak discharge control . Infiltration basin (P5) is located on the south side of the proposed project. An emergency overflow has been included for extreme storm events. See Appendix C detention basin volume calculations. 4.0 POST - DEVELOPMENT PERFORMANCE STANDARDS 4.1 Total Suspended Solids 1. According to NR151.122, BMPs shall be designed in accordance with Table 1, or to the maximum extent practicable. For new development projects Table 1 indicates that the total suspended solids load from parking areas and roads shall be reduced by 8 0 percent, based on an average annual rainfall, as compared to no runoff management controls. The total suspended solids removal has been mo deled in WinSLAMM version 10. 5 . According to the WinSLAMM modeling the expected TSS removal from the entire site is 99.69 % ( excluding the proposed grass swales) the proposed design meets the requirements of NR151.122. See Appendix D for the WinSLAMM modeling inputs and outputs. 4.2 Infiltration NR 151 requires that the post - development site infiltrate 90 % of the pre - development runoff based on an average annual rainfall. Using WinSLAMM and HydroCAD the results show that the post - development site infiltrates 99.94 % of the average annual rainfall utilizing the infiltration basin for infiltration. See Appendix D for input and output results using HydroCAD and WinSLAMM and soil report for measured infiltration. 4.3 Peak Discharge According to NR151.123(1), BMPs shall be employed to maintain or reduce the peak runoff discharge rates, to the maximum extent practicable, as compared to pre - development conditions . The pre - development and post - development peak rates of discharge leaving the site are summarized in the table below. Curve numbers used for the modeling of this site were Class C soil s per the soil borings completed by Star Environmental. See Appendix C for HydroCAD modeling routing diagrams, summaries, and node listings. Pre - Development Post - Development Total ( E1 ) Total ( 2 L) 1 - year 24 - hour Peak Flow 0. 00 cfs 0. 00 cfs 2 - year 24 - hour Peak Flow 0. 00 cfs 0. 00 cfs 10 - year 24 - hour Peak Flow 0. 01 cfs 0. 00 cfs 100 - year 24 - hour Peak Flow 0.95 cfs 0. 60 cfs 4.4 Protective Area According to NR151.125(4)(e) areas of post - construction sites from which the runoff does not enter the surface water, including wetlands, without first being treated by a BMP to meet the requirements of 151.122 to 151.123, are exempt from meeting the requi rements of the Protective Areas performance standards. Not applicable. Storm Water Management 6 Vreeland Land Surveyors & Engineers Project # 2 6 - 0159 4.5 Summary The modeling of this site shows that the requirements set by the Department of Natural Resources for total suspended solids, peak discharge, and infiltration can all be met with the proposed design. T h e site is overdesigned to alleviate the con cerns of the community of stormwater ru n off. The Storm Water Management Plan shows basic compliance with accepted engineering practice in hydrology planning and design. The resulting development will function as a positive addition to the community while sustaining environmental benefits in storm wat er management and quality. 5.0 CONSTRUCTION SITE PERFORMANCE STANDARDS 5.1 Erosion Control The purpose of this control plan is to provide guidelines that comply with the state and local requirements, as well as to make recommendations regarding erosion control and storm water management. The construction of this development is a critical phase i n terms of storm water management and runoff control. Construction site erosion control will help minimize the impact of development, enhance and protect local environment, and protect the surrounding project area by applying best management practices for erosion control at construction sites. This work shall be planned and executed in accordance with the Wisconsin Department of Natural Resources Storm Water Management Technical Standards and/or accepted local engineering practice. The owner/developer will be responsible for erosion control during the pro cess of construction. S ilt fence, site vegetation, inlet protection, tracking pad , and erosion mat will be utilized to keep sediment from leaving the construction site. 5.2 Construction Site Erosion Control Measures The following erosion control devices may be used on the project site at any time during the construction phases to ensure the compliance with NR 216 and local erosion control requirements, as applicable. a) Silt Fence (WDNR 1056) Continuous silt fencing will be required along all areas downstream of disturbed area , and around the base of all stockpiled material subject to sediment transport ation during rain fall events (stockpiled topsoil, gravel base, etc.). The silt fencing will provide a siltation barrier between the disturbed area and any inlets and ultimately downstream water bodies. All silt fence shall be removed upon completion of the project or when disturbed areas have generated sufficient vegetation to prevent erosion and the threat of sediment reaching inlets and bodies of water. b) Site Vegetation Existing site vegetation outside of project limits shall be protected and maintained to the maximum extent practicable. Existing site vegetation within the project limits shall remain undisturbed until construction schedule warrants disturbance. For dist urbed areas vegetation that resists erosion, maintains slow storm water velocities, and retains sediment from runoff shall be provided by the contractor . Temporary seeding may be required for disturbed areas that are subject to long periods of construction inactivity. Temporary vegetation is used when areas are disturbed and may remain unfinished long enough to allow vegetation to grow and assist with ero sion control. Permanent vegetation is encouraged as soon as possible in the construction process. c) Tracking Pad (WDNR 1057) Stone tracking pads will be constructed at all entrances to the construction site to minimize sediment tracking onto existing streets. A minimum of one construction entrance is required for Storm Water Management 7 Vreeland Land Surveyors & Engineers Project # 2 6 - 0159 the project site. Tracking pads are temporary and will be removed or much of the aggregate will be removed before the site is completed. d) Non - channel Erosion Mat (WDNR 1052) The purpose of this practice is to protect the soil surface from the erosive effect of rainfall and prevent sheet erosion during the establishment of grass or other vegetation, and to reduce soil moisture loss due to evaporation. This practice applies to b oth Erosion Control Re - vegetative Mats (ECRM) and Turf - Reinforcement Mats (TRM). 1. CLASS I: A short - term duration (minimum of 6 months), light duty, organic mat with photodegradable plastic or biodegradable netting. a. Type A – Use on erodible slopes 2.5:1 or flatter. b. Type B – Double netted product for use on erodible slopes 2:1 or flatter. e) Waste and Material Disposal All waste and unused building materials (including garbage, debris, cleaning wastes, or other construction materials) shall be properly disposed of and not allowed to be carried by runoff into a receiving channel or inlet. 5.3 Operation and Maintenance, Short - term The owner of this project is directly responsible for implementation and maintenance of the construction site erosion control measures. The Contractor shall conduct the following inspections:  Weekly inspections of implemented erosion and sediment controls.  Inspections of erosion and sediment controls within 24 hours after precipitation event 0.5 inches or greater which results in runoff during active construction periods. The Contractor shall maintain weekly written reports of all inspections that include:  The date, time, and exact place of the inspection.  The name of the individual who performed the inspection.  An assessment of the condition of erosion and sediment controls.  A description of any erosion and sediment control implementation and maintenance performed.  A description of the present phase of construction at the site. Repairs shall be made immediately, as required, to maintain effectiveness, until permanent vegetation is established. All repairs to erosion control devices shall be documented on the Wisconsin Department of Natural Resources Construction Site Inspection Report (Form 3400 - 187). A copy of Form 3400 - 187 can be found in Appendix F . 5.4 Operation and Maintenance, Long - term The OWNER of this project is directly responsible for the operation, inspection, and maintenance of all storm water facilities located within the project site, as described below.  Bioretention basin : Inspection: Look for accumulation of sediment and/or debris in basin and riprap. Length of time water is retained in basin. Look for erosion or damage. Review plant health; look for weeds and grasses encroaching on plants. Maintenance: Remove accumulated sediment deposits and/or debris in basin and riprap and repair any eroded or damaged grass areas. Remove any identified weeds or grasses. Storm Water Management 8 Vreeland Land Surveyors & Engineers Project # 2 6 - 0159 Do not plow/store snow in bio - retention basin. Annually mow the side slopes to reduce brush and other large root vegetation that may weaken the berms. Once every five years, deep - till infiltration basin promotes infiltration .  Grass Swale: Inspection: Look for accumulation of sediment and/or debris in pond and riprap. Look for erosion or damage. Review p lant/grass health. Maintenance: Remove accumulated sediment deposits and/or debris in swale and riprap and repair any eroded or damaged grass areas. If water is retained for more than 24 - 48 hours after a storm even t , replace topsoil by removing the top 6” of topsoil, tilling bottom of basin, installing new topsoil and restoring grass in basin. 6.0 SOIL AND SEDIMENT LOSS DISCHARGE The Wisconsin DNR requires that all construction sites must lose less than 5 tons per acre of sediment during the construction of the project. The DNR Soil Loss & Sediment Discharge Calculation Tool version 2 .0 was used to determine the construction site sediment discharge. Using the worst - case scenario of a fully disturbed site and the maximum possible flow length, the calculations show that the soil loss is 1.7 tons/acre and the sediment discharge is 1. 0 tons/acre. This assumes silt fence sediment control practices. This meets the DNR requirements. Calculations are shown in Appendix E . Soil Loss map shows the worst case scenario. APPENDIX A Location Map APPENDIX B Geotechnical Data Hydrologic Soil Group—Vilas County, Wisconsin Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/28/2026 Page 1 of 4 5088610 5088640 5088670 5088700 5088730 5088760 5088790 5088820 5088850 5088880 5088610 5088640 5088670 5088700 5088730 5088760 5088790 5088820 5088850 324880 324910 324940 324970 325000 325030 325060 324880 324910 324940 324970 325000 325030 325060 45° 55' 52'' N 89° 15' 32'' W 45° 55' 52'' N 89° 15' 22'' W 45° 55' 43'' N 89° 15' 32'' W 45° 55' 43'' N 89° 15' 22'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300 Feet 0 15 30 60 90 Meters Map Scale: 1:1,340 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:20,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Vilas County, Wisconsin Survey Area Data: Version 23, Sep 10, 2025 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 16, 2021—Sep 1, 2021 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Vilas County, Wisconsin Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/28/2026 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 3174B Rubicon sand, 0 to 6 percent slopes A 3.1 100.0% Totals for Area of Interest 3.1 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Hydrologic Soil Group—Vilas County, Wisconsin Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/28/2026 Page 3 of 4 Tie-break Rule: Higher Hydrologic Soil Group—Vilas County, Wisconsin Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/28/2026 Page 4 of 4 APPENDIX C Existing & Proposed Drainage Map and Calculations 1645.4 PROP1" = 60' STAMP/SIGNATURE:SURVEYED BY: OTHERSDESIGNER: DUSTIN VREELANDFILE NO.: 26-0159 PROJECT:LOCATION:REVISIONSDATEBYDESCRIPTION SHEETSCALE:ORIGINAL PLAN DATE: 5/28/26 TITLE PAGE: PREPARED FOR:PLAN DATE: D1 D1 D2 D2 D3 D3 D4 D4 P1 P2 P3 P4 1L link Routing Diagram for 26-0159 north Prepared by Vreeland Associates, Printed 7/1/2026 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Subcat Reach Pond Link 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 2 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1-Year MSE 24-hr 4 Default 24.00 1 2.22 2 2 2-Year MSE 24-hr 4 Default 24.00 1 2.56 2 3 10-Year MSE 24-hr 4 Default 24.00 1 3.79 2 4 100-Year MSE 24-hr 4 Default 24.00 1 6.43 2 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 3 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.369 39 >75% Grass cover, Good, HSG A (D1, D2, D3, D4) 0.026 98 basin (D1, D2, D3, D4) 0.656 98 building (D1, D2, D3, D4) 0.504 98 parking lot (D1, D2, D3) 1.555 84 TOTAL AREA 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 4 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) Node Name 1 P1 1,642.15 1,642.00 55.0 0.0027 0.012 0.0 12.0 0.0 2 P2 1,643.15 1,643.00 55.0 0.0027 0.012 0.0 12.0 0.0 3 P4 1,643.63 1,643.52 40.0 0.0028 0.012 0.0 12.0 0.0 MSE 24-hr 4 1-Year Rainfall=2.22" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 5 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Time span=0.00-40.00 hrs, dt=0.05 hrs, 801 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=0.421 ac 90.02% Impervious Runoff Depth=1.79" Subcatchment D1: D1 Tc=10.0 min CN=WQ Runoff=0.91 cfs 0.063 af Runoff Area=0.934 ac 78.59% Impervious Runoff Depth=1.57" Subcatchment D2: D2 Tc=10.0 min CN=WQ Runoff=1.75 cfs 0.122 af Runoff Area=0.081 ac 39.51% Impervious Runoff Depth=0.79" Subcatchment D3: D3 Tc=10.0 min CN=WQ Runoff=0.08 cfs 0.005 af Runoff Area=0.119 ac 34.45% Impervious Runoff Depth=0.69" Subcatchment D4: D4 Tc=10.0 min CN=WQ Runoff=0.10 cfs 0.007 af Peak Elev=1,643.07' Storage=468 cf Inflow=0.91 cfs 0.063 af Pond P1: Discarded=0.06 cfs 0.036 af Primary=0.69 cfs 0.027 af Secondary=0.00 cfs 0.000 af Outflow=0.73 cfs 0.063 af Peak Elev=1,643.07' Storage=3,142 cf Inflow=2.44 cfs 0.149 af Pond P2: Discarded=0.31 cfs 0.149 af Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.31 cfs 0.149 af Peak Elev=1,641.70' Storage=69 cf Inflow=0.08 cfs 0.005 af Pond P3: Discarded=0.01 cfs 0.005 af Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.01 cfs 0.005 af Peak Elev=1,642.01' Storage=85 cf Inflow=0.10 cfs 0.007 af Pond P4: Discarded=0.04 cfs 0.007 af Primary=0.00 cfs 0.000 af Outflow=0.04 cfs 0.007 af Inflow=0.00 cfs 0.000 af Link 1L: link Primary=0.00 cfs 0.000 af Total Runoff Area = 1.555 ac Runoff Volume = 0.197 af Average Runoff Depth = 1.52" 23.73% Pervious = 0.369 ac 76.27% Impervious = 1.186 ac MSE 24-hr 4 1-Year Rainfall=2.22" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 6 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment D1: D1 Runoff = 0.91 cfs @ 12.17 hrs , Volume= 0.063 af , Depth= 1.79" Routed to Pond P1 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 1-Year Rainfall=2.22" Area (ac) CN Description * 0.110 98 parking lot * 0.268 98 building * 0.001 98 basin 0.042 39 >75% Grass cover, Good, HSG A 0.421 Weighted Average 0.042 9.98% Pervious Area 0.379 90.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, minimum Subcatchment D1: D1 Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 1 0 MSE 24-hr 4 1-Year Rainfall=2.22" Runoff Area=0.421 ac Runoff Volume=0.063 af Runoff Depth=1.79" Tc=10.0 min CN=WQ 0.91 cfs MSE 24-hr 4 1-Year Rainfall=2.22" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 7 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment D2: D2 Runoff = 1.75 cfs @ 12.17 hrs , Volume= 0.122 af , Depth= 1.57" Routed to Pond P2 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 1-Year Rainfall=2.22" Area (ac) CN Description * 0.014 98 basin * 0.387 98 parking lot 0.200 39 >75% Grass cover, Good, HSG A * 0.333 98 building 0.934 Weighted Average 0.200 21.41% Pervious Area 0.734 78.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, minimum Subcatchment D2: D2 Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 1 0 MSE 24-hr 4 1-Year Rainfall=2.22" Runoff Area=0.934 ac Runoff Volume=0.122 af Runoff Depth=1.57" Tc=10.0 min CN=WQ 1.75 cfs MSE 24-hr 4 1-Year Rainfall=2.22" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 8 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment D3: D3 Runoff = 0.08 cfs @ 12.17 hrs , Volume= 0.005 af , Depth= 0.79" Routed to Pond P3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 1-Year Rainfall=2.22" Area (ac) CN Description * 0.007 98 parking lot * 0.021 98 building * 0.004 98 basin 0.049 39 >75% Grass cover, Good, HSG A 0.081 Weighted Average 0.049 60.49% Pervious Area 0.032 39.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, minimum Subcatchment D3: D3 Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (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 MSE 24-hr 4 1-Year Rainfall=2.22" Runoff Area=0.081 ac Runoff Volume=0.005 af Runoff Depth=0.79" Tc=10.0 min CN=WQ 0.08 cfs MSE 24-hr 4 1-Year Rainfall=2.22" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 9 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment D4: D4 Runoff = 0.10 cfs @ 12.17 hrs , Volume= 0.007 af , Depth= 0.69" Routed to Pond P4 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 1-Year Rainfall=2.22" Area (ac) CN Description * 0.034 98 building * 0.007 98 basin 0.078 39 >75% Grass cover, Good, HSG A 0.119 Weighted Average 0.078 65.55% Pervious Area 0.041 34.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, miminum Subcatchment D4: D4 Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 0.105 0.1 0.095 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 MSE 24-hr 4 1-Year Rainfall=2.22" Runoff Area=0.119 ac Runoff Volume=0.007 af Runoff Depth=0.69" Tc=10.0 min CN=WQ 0.10 cfs MSE 24-hr 4 1-Year Rainfall=2.22" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 10 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Pond P1: [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=1) Inflow Area = 0.421 ac , 90.02% Impervious , Inflow Depth = 1.79" for 1-Year event Inflow = 0.91 cfs @ 12.17 hrs , Volume= 0.063 af Outflow = 0.73 cfs @ 12.17 hrs , Volume= 0.063 af , Atten= 19% , Lag= 0.1 min Discarded = 0.06 cfs @ 12.71 hrs , Volume= 0.036 af Primary = 0.69 cfs @ 12.17 hrs , Volume= 0.027 af Routed to Pond P2 : Secondary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,643.07' @ 12.71 hrs Surf.Area= 737 sf Storage= 468 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 46.3 min ( 811.3 - 765.0 ) Volume Invert Avail.Storage Storage Description #1 1,642.00' 8,625 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,640.00' 81 cf Custom Stage Data (Prismatic) Listed below (Recalc) 300 cf Overall x 27.0% Voids 8,706 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,642.00 150 0 0 1,643.00 550 350 350 1,644.00 1,120 835 1,185 1,645.00 1,880 1,500 2,685 1,646.00 10,000 5,940 8,625 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,640.00 150 0 0 1,642.00 150 300 300 Device Routing Invert Outlet Devices #1 Secondary 1,644.70' 5.0' long + 4.0 '/' SideZ x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,640.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,642.15' 12.0" Round Culvert L= 55.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1,642.15' / 1,642.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf MSE 24-hr 4 1-Year Rainfall=2.22" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 11 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.06 cfs @ 12.71 hrs HW=1,643.07' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.36 cfs @ 12.17 hrs HW=1,642.70' TW=1,642.63' (Dynamic Tailwater) 3=Culvert (Outlet Controls 0.36 cfs @ 1.17 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,640.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond P1: Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 1 0 Inflow Area=0.421 ac Peak Elev=1,643.07' Storage=468 cf 0.91 cfs 0.73 cfs 0.06 cfs 0.69 cfs 0.00 cfs MSE 24-hr 4 1-Year Rainfall=2.22" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 12 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Pond P2: [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=14) [80] Warning: Exceeded Pond P1 by 0.06' @ 12.30 hrs (0.59 cfs 0.013 af) Inflow Area = 1.355 ac , 82.14% Impervious , Inflow Depth = 1.32" for 1-Year event Inflow = 2.44 cfs @ 12.17 hrs , Volume= 0.149 af Outflow = 0.31 cfs @ 12.66 hrs , Volume= 0.149 af , Atten= 87% , Lag= 29.4 min Discarded = 0.31 cfs @ 12.66 hrs , Volume= 0.149 af Primary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Routed to Link 1L : link Secondary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Routed to Pond P3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,643.07' @ 12.66 hrs Surf.Area= 3,684 sf Storage= 3,142 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 120.0 min ( 881.4 - 761.4 ) Volume Invert Avail.Storage Storage Description #1 1,641.00' 19,450 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,639.00' 270 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,000 cf Overall x 27.0% Voids 19,720 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,641.00 500 0 0 1,642.00 900 700 700 1,643.00 3,040 1,970 2,670 1,644.00 5,260 4,150 6,820 1,645.00 20,000 12,630 19,450 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,639.00 500 0 0 1,641.00 500 1,000 1,000 Device Routing Invert Outlet Devices #1 Primary 1,644.79' 10.0' long + 4.0 '/' SideZ x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,639.00' 3.600 in/hr Exfiltration over Surface area #3 Secondary 1,643.15' 12.0" Round Culvert L= 55.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1,643.15' / 1,643.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf MSE 24-hr 4 1-Year Rainfall=2.22" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 13 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.31 cfs @ 12.66 hrs HW=1,643.06' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.31 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,639.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,639.00' TW=1,640.00' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) Pond P2: Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 2 1 0 Inflow Area=1.355 ac Peak Elev=1,643.07' Storage=3,142 cf 2.44 cfs 0.31 cfs 0.31 cfs 0.00 cfs 0.00 cfs MSE 24-hr 4 1-Year Rainfall=2.22" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 14 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Pond P3: [92] Warning: Device #1 is above defined storage [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=90) Inflow Area = 0.081 ac , 39.51% Impervious , Inflow Depth = 0.79" for 1-Year event Inflow = 0.08 cfs @ 12.17 hrs , Volume= 0.005 af Outflow = 0.01 cfs @ 11.90 hrs , Volume= 0.005 af , Atten= 84% , Lag= 0.0 min Discarded = 0.01 cfs @ 11.90 hrs , Volume= 0.005 af Primary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Routed to Pond P4 : Secondary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,641.70' @ 12.61 hrs Surf.Area= 150 sf Storage= 69 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 33.0 min ( 798.0 - 765.0 ) Volume Invert Avail.Storage Storage Description #1 1,642.00' 11,025 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,640.00' 81 cf Custom Stage Data (Prismatic) Listed below (Recalc) 300 cf Overall x 27.0% Voids 11,106 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,642.00 150 0 0 1,643.00 2,100 1,125 1,125 1,644.00 3,850 2,975 4,100 1,645.00 10,000 6,925 11,025 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,640.00 150 0 0 1,642.00 150 300 300 Device Routing Invert Outlet Devices #1 Secondary 1,645.11' 10.0' long + 4.0 '/' SideZ x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,640.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,643.00' 5.0' long + 4.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 MSE 24-hr 4 1-Year Rainfall=2.22" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 15 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.01 cfs @ 11.90 hrs HW=1,640.07' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,640.00' TW=1,640.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,640.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond P3: Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (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=0.081 ac Peak Elev=1,641.70' Storage=69 cf 0.08 cfs 0.01 cfs 0.01 cfs 0.00 cfs 0.00 cfs MSE 24-hr 4 1-Year Rainfall=2.22" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 16 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Pond P4: [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=84) Inflow Area = 0.200 ac , 36.50% Impervious , Inflow Depth = 0.41" for 1-Year event Inflow = 0.10 cfs @ 12.17 hrs , Volume= 0.007 af Outflow = 0.04 cfs @ 12.35 hrs , Volume= 0.007 af , Atten= 62% , Lag= 10.8 min Discarded = 0.04 cfs @ 12.35 hrs , Volume= 0.007 af Primary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,642.01' @ 12.35 hrs Surf.Area= 445 sf Storage= 85 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 38.4 min ( 803.4 - 765.0 ) Volume Invert Avail.Storage Storage Description #1 1,642.00' 11,085 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,640.00' 81 cf Custom Stage Data (Prismatic) Listed below (Recalc) 300 cf Overall x 27.0% Voids 11,166 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,642.00 270 0 0 1,643.00 2,100 1,185 1,185 1,644.00 3,850 2,975 4,160 1,645.00 10,000 6,925 11,085 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,640.00 150 0 0 1,642.00 150 300 300 Device Routing Invert Outlet Devices #1 Primary 1,644.00' 10.0' long + 4.0 '/' SideZ x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,640.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,643.63' 12.0" Round Culvert L= 40.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 1,643.63' / 1,643.52' S= 0.0028 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf MSE 24-hr 4 1-Year Rainfall=2.22" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 17 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.04 cfs @ 12.35 hrs HW=1,642.01' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,640.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 3=Culvert ( Controls 0.00 cfs) Pond P4: Inflow Outflow Discarded Primary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 0.105 0.1 0.095 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 Inflow Area=0.200 ac Peak Elev=1,642.01' Storage=85 cf 0.10 cfs 0.04 cfs 0.04 cfs 0.00 cfs MSE 24-hr 4 1-Year Rainfall=2.22" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 18 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Link 1L: link Inflow Area = 1.555 ac , 76.27% Impervious , Inflow Depth = 0.00" for 1-Year event Inflow = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af , Atten= 0% , Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Link 1L: link Inflow Primary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 1 0 Inflow Area=1.555 ac 0.00 cfs 0.00 cfs MSE 24-hr 4 2-Year Rainfall=2.56" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 19 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Time span=0.00-40.00 hrs, dt=0.05 hrs, 801 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=0.421 ac 90.02% Impervious Runoff Depth=2.10" Subcatchment D1: D1 Tc=10.0 min CN=WQ Runoff=1.05 cfs 0.074 af Runoff Area=0.934 ac 78.59% Impervious Runoff Depth=1.83" Subcatchment D2: D2 Tc=10.0 min CN=WQ Runoff=2.04 cfs 0.143 af Runoff Area=0.081 ac 39.51% Impervious Runoff Depth=0.92" Subcatchment D3: D3 Tc=10.0 min CN=WQ Runoff=0.09 cfs 0.006 af Runoff Area=0.119 ac 34.45% Impervious Runoff Depth=0.80" Subcatchment D4: D4 Tc=10.0 min CN=WQ Runoff=0.11 cfs 0.008 af Peak Elev=1,643.24' Storage=576 cf Inflow=1.05 cfs 0.074 af Pond P1: Discarded=0.07 cfs 0.042 af Primary=0.72 cfs 0.031 af Secondary=0.00 cfs 0.000 af Outflow=0.77 cfs 0.074 af Peak Elev=1,643.23' Storage=3,715 cf Inflow=2.74 cfs 0.174 af Pond P2: Discarded=0.34 cfs 0.173 af Primary=0.00 cfs 0.000 af Secondary=0.02 cfs 0.001 af Outflow=0.35 cfs 0.174 af Peak Elev=1,642.02' Storage=85 cf Inflow=0.09 cfs 0.007 af Pond P3: Discarded=0.03 cfs 0.007 af Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.03 cfs 0.007 af Peak Elev=1,642.05' Storage=95 cf Inflow=0.11 cfs 0.008 af Pond P4: Discarded=0.04 cfs 0.008 af Primary=0.00 cfs 0.000 af Outflow=0.04 cfs 0.008 af Inflow=0.00 cfs 0.000 af Link 1L: link Primary=0.00 cfs 0.000 af Total Runoff Area = 1.555 ac Runoff Volume = 0.230 af Average Runoff Depth = 1.78" 23.73% Pervious = 0.369 ac 76.27% Impervious = 1.186 ac MSE 24-hr 4 2-Year Rainfall=2.56" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 20 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment D1: D1 Runoff = 1.05 cfs @ 12.17 hrs , Volume= 0.074 af , Depth= 2.10" Routed to Pond P1 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 2-Year Rainfall=2.56" Area (ac) CN Description * 0.110 98 parking lot * 0.268 98 building * 0.001 98 basin 0.042 39 >75% Grass cover, Good, HSG A 0.421 Weighted Average 0.042 9.98% Pervious Area 0.379 90.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, minimum Subcatchment D1: D1 Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 1 0 MSE 24-hr 4 2-Year Rainfall=2.56" Runoff Area=0.421 ac Runoff Volume=0.074 af Runoff Depth=2.10" Tc=10.0 min CN=WQ 1.05 cfs MSE 24-hr 4 2-Year Rainfall=2.56" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 21 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment D2: D2 Runoff = 2.04 cfs @ 12.17 hrs , Volume= 0.143 af , Depth= 1.83" Routed to Pond P2 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 2-Year Rainfall=2.56" Area (ac) CN Description * 0.014 98 basin * 0.387 98 parking lot 0.200 39 >75% Grass cover, Good, HSG A * 0.333 98 building 0.934 Weighted Average 0.200 21.41% Pervious Area 0.734 78.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, minimum Subcatchment D2: D2 Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 2 1 0 MSE 24-hr 4 2-Year Rainfall=2.56" Runoff Area=0.934 ac Runoff Volume=0.143 af Runoff Depth=1.83" Tc=10.0 min CN=WQ 2.04 cfs MSE 24-hr 4 2-Year Rainfall=2.56" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 22 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment D3: D3 Runoff = 0.09 cfs @ 12.17 hrs , Volume= 0.006 af , Depth= 0.92" Routed to Pond P3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 2-Year Rainfall=2.56" Area (ac) CN Description * 0.007 98 parking lot * 0.021 98 building * 0.004 98 basin 0.049 39 >75% Grass cover, Good, HSG A 0.081 Weighted Average 0.049 60.49% Pervious Area 0.032 39.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, minimum Subcatchment D3: D3 Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 0.095 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 MSE 24-hr 4 2-Year Rainfall=2.56" Runoff Area=0.081 ac Runoff Volume=0.006 af Runoff Depth=0.92" Tc=10.0 min CN=WQ 0.09 cfs MSE 24-hr 4 2-Year Rainfall=2.56" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 23 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment D4: D4 Runoff = 0.11 cfs @ 12.17 hrs , Volume= 0.008 af , Depth= 0.80" Routed to Pond P4 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 2-Year Rainfall=2.56" Area (ac) CN Description * 0.034 98 building * 0.007 98 basin 0.078 39 >75% Grass cover, Good, HSG A 0.119 Weighted Average 0.078 65.55% Pervious Area 0.041 34.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, miminum Subcatchment D4: D4 Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 0.125 0.12 0.115 0.11 0.105 0.1 0.095 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 MSE 24-hr 4 2-Year Rainfall=2.56" Runoff Area=0.119 ac Runoff Volume=0.008 af Runoff Depth=0.80" Tc=10.0 min CN=WQ 0.11 cfs MSE 24-hr 4 2-Year Rainfall=2.56" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 24 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Pond P1: Inflow Area = 0.421 ac , 90.02% Impervious , Inflow Depth = 2.10" for 2-Year event Inflow = 1.05 cfs @ 12.17 hrs , Volume= 0.074 af Outflow = 0.77 cfs @ 12.18 hrs , Volume= 0.074 af , Atten= 26% , Lag= 0.6 min Discarded = 0.07 cfs @ 12.71 hrs , Volume= 0.042 af Primary = 0.72 cfs @ 12.18 hrs , Volume= 0.031 af Routed to Pond P2 : Secondary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,643.24' @ 12.71 hrs Surf.Area= 834 sf Storage= 576 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 49.6 min ( 811.5 - 762.0 ) Volume Invert Avail.Storage Storage Description #1 1,642.00' 8,625 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,640.00' 81 cf Custom Stage Data (Prismatic) Listed below (Recalc) 300 cf Overall x 27.0% Voids 8,706 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,642.00 150 0 0 1,643.00 550 350 350 1,644.00 1,120 835 1,185 1,645.00 1,880 1,500 2,685 1,646.00 10,000 5,940 8,625 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,640.00 150 0 0 1,642.00 150 300 300 Device Routing Invert Outlet Devices #1 Secondary 1,644.70' 5.0' long + 4.0 '/' SideZ x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,640.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,642.15' 12.0" Round Culvert L= 55.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1,642.15' / 1,642.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf MSE 24-hr 4 2-Year Rainfall=2.56" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 25 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.07 cfs @ 12.71 hrs HW=1,643.23' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.00 cfs @ 12.18 hrs HW=1,642.81' TW=1,642.83' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,640.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond P1: Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 1 0 Inflow Area=0.421 ac Peak Elev=1,643.24' Storage=576 cf 1.05 cfs 0.77 cfs 0.07 cfs 0.72 cfs 0.00 cfs MSE 24-hr 4 2-Year Rainfall=2.56" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 26 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Pond P2: [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=7) [80] Warning: Exceeded Pond P1 by 0.08' @ 12.25 hrs (0.75 cfs 0.019 af) Inflow Area = 1.355 ac , 82.14% Impervious , Inflow Depth = 1.54" for 2-Year event Inflow = 2.74 cfs @ 12.17 hrs , Volume= 0.174 af Outflow = 0.35 cfs @ 12.66 hrs , Volume= 0.174 af , Atten= 87% , Lag= 29.3 min Discarded = 0.34 cfs @ 12.66 hrs , Volume= 0.173 af Primary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Routed to Link 1L : link Secondary = 0.02 cfs @ 12.66 hrs , Volume= 0.001 af Routed to Pond P3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,643.23' @ 12.66 hrs Surf.Area= 4,061 sf Storage= 3,715 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 128.1 min ( 887.3 - 759.2 ) Volume Invert Avail.Storage Storage Description #1 1,641.00' 19,450 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,639.00' 270 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,000 cf Overall x 27.0% Voids 19,720 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,641.00 500 0 0 1,642.00 900 700 700 1,643.00 3,040 1,970 2,670 1,644.00 5,260 4,150 6,820 1,645.00 20,000 12,630 19,450 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,639.00 500 0 0 1,641.00 500 1,000 1,000 Device Routing Invert Outlet Devices #1 Primary 1,644.79' 10.0' long + 4.0 '/' SideZ x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,639.00' 3.600 in/hr Exfiltration over Surface area #3 Secondary 1,643.15' 12.0" Round Culvert L= 55.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1,643.15' / 1,643.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf MSE 24-hr 4 2-Year Rainfall=2.56" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 27 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.34 cfs @ 12.66 hrs HW=1,643.23' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.34 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,639.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.02 cfs @ 12.66 hrs HW=1,643.23' TW=1,642.02' (Dynamic Tailwater) 3=Culvert (Barrel Controls 0.02 cfs @ 0.79 fps) Pond P2: Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 3 2 1 0 Inflow Area=1.355 ac Peak Elev=1,643.23' Storage=3,715 cf 2.74 cfs 0.35 cfs 0.34 cfs 0.00 cfs 0.02 cfs MSE 24-hr 4 2-Year Rainfall=2.56" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 28 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Pond P3: [92] Warning: Device #1 is above defined storage [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=83) Inflow Area = 0.081 ac , 39.51% Impervious , Inflow Depth = 1.03" for 2-Year event Inflow = 0.09 cfs @ 12.17 hrs , Volume= 0.007 af Outflow = 0.03 cfs @ 12.67 hrs , Volume= 0.007 af , Atten= 68% , Lag= 30.1 min Discarded = 0.03 cfs @ 12.67 hrs , Volume= 0.007 af Primary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Routed to Pond P4 : Secondary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,642.02' @ 12.67 hrs Surf.Area= 341 sf Storage= 85 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 39.3 min ( 801.8 - 762.4 ) Volume Invert Avail.Storage Storage Description #1 1,642.00' 11,025 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,640.00' 81 cf Custom Stage Data (Prismatic) Listed below (Recalc) 300 cf Overall x 27.0% Voids 11,106 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,642.00 150 0 0 1,643.00 2,100 1,125 1,125 1,644.00 3,850 2,975 4,100 1,645.00 10,000 6,925 11,025 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,640.00 150 0 0 1,642.00 150 300 300 Device Routing Invert Outlet Devices #1 Secondary 1,645.11' 10.0' long + 4.0 '/' SideZ x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,640.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,643.00' 5.0' long + 4.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 MSE 24-hr 4 2-Year Rainfall=2.56" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 29 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.03 cfs @ 12.67 hrs HW=1,642.02' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,640.00' TW=1,640.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,640.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond P3: Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 0.095 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 Inflow Area=0.081 ac Peak Elev=1,642.02' Storage=85 cf 0.09 cfs 0.03 cfs 0.03 cfs 0.00 cfs 0.00 cfs MSE 24-hr 4 2-Year Rainfall=2.56" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 30 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Pond P4: [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=82) Inflow Area = 0.200 ac , 36.50% Impervious , Inflow Depth = 0.48" for 2-Year event Inflow = 0.11 cfs @ 12.17 hrs , Volume= 0.008 af Outflow = 0.04 cfs @ 12.38 hrs , Volume= 0.008 af , Atten= 63% , Lag= 12.8 min Discarded = 0.04 cfs @ 12.38 hrs , Volume= 0.008 af Primary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,642.05' @ 12.38 hrs Surf.Area= 503 sf Storage= 95 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 36.9 min ( 798.8 - 762.0 ) Volume Invert Avail.Storage Storage Description #1 1,642.00' 11,085 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,640.00' 81 cf Custom Stage Data (Prismatic) Listed below (Recalc) 300 cf Overall x 27.0% Voids 11,166 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,642.00 270 0 0 1,643.00 2,100 1,185 1,185 1,644.00 3,850 2,975 4,160 1,645.00 10,000 6,925 11,085 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,640.00 150 0 0 1,642.00 150 300 300 Device Routing Invert Outlet Devices #1 Primary 1,644.00' 10.0' long + 4.0 '/' SideZ x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,640.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,643.63' 12.0" Round Culvert L= 40.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 1,643.63' / 1,643.52' S= 0.0028 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf MSE 24-hr 4 2-Year Rainfall=2.56" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 31 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.04 cfs @ 12.38 hrs HW=1,642.04' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,640.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 3=Culvert ( Controls 0.00 cfs) Pond P4: Inflow Outflow Discarded Primary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 0.125 0.12 0.115 0.11 0.105 0.1 0.095 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 Inflow Area=0.200 ac Peak Elev=1,642.05' Storage=95 cf 0.11 cfs 0.04 cfs 0.04 cfs 0.00 cfs MSE 24-hr 4 2-Year Rainfall=2.56" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 32 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Link 1L: link Inflow Area = 1.555 ac , 76.27% Impervious , Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af , Atten= 0% , Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Link 1L: link Inflow Primary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 1 0 Inflow Area=1.555 ac 0.00 cfs 0.00 cfs MSE 24-hr 4 10-Year Rainfall=3.79" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 33 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Time span=0.00-40.00 hrs, dt=0.05 hrs, 801 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=0.421 ac 90.02% Impervious Runoff Depth=3.20" Subcatchment D1: D1 Tc=10.0 min CN=WQ Runoff=1.57 cfs 0.112 af Runoff Area=0.934 ac 78.59% Impervious Runoff Depth=2.80" Subcatchment D2: D2 Tc=10.0 min CN=WQ Runoff=3.04 cfs 0.218 af Runoff Area=0.081 ac 39.51% Impervious Runoff Depth=1.42" Subcatchment D3: D3 Tc=10.0 min CN=WQ Runoff=0.13 cfs 0.010 af Runoff Area=0.119 ac 34.45% Impervious Runoff Depth=1.24" Subcatchment D4: D4 Tc=10.0 min CN=WQ Runoff=0.17 cfs 0.012 af Peak Elev=1,643.63' Storage=895 cf Inflow=1.57 cfs 0.112 af Pond P1: Discarded=0.09 cfs 0.056 af Primary=0.95 cfs 0.056 af Secondary=0.00 cfs 0.000 af Outflow=1.02 cfs 0.112 af Peak Elev=1,643.63' Storage=5,298 cf Inflow=4.00 cfs 0.274 af Pond P2: Discarded=0.41 cfs 0.231 af Primary=0.00 cfs 0.000 af Secondary=0.57 cfs 0.044 af Outflow=0.98 cfs 0.274 af Peak Elev=1,643.01' Storage=1,223 cf Inflow=0.60 cfs 0.053 af Pond P3: Discarded=0.19 cfs 0.053 af Primary=0.01 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.20 cfs 0.053 af Peak Elev=1,642.17' Storage=152 cf Inflow=0.17 cfs 0.012 af Pond P4: Discarded=0.06 cfs 0.012 af Primary=0.00 cfs 0.000 af Outflow=0.06 cfs 0.012 af Inflow=0.00 cfs 0.000 af Link 1L: link Primary=0.00 cfs 0.000 af Total Runoff Area = 1.555 ac Runoff Volume = 0.352 af Average Runoff Depth = 2.72" 23.73% Pervious = 0.369 ac 76.27% Impervious = 1.186 ac MSE 24-hr 4 10-Year Rainfall=3.79" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 34 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment D1: D1 Runoff = 1.57 cfs @ 12.17 hrs , Volume= 0.112 af , Depth= 3.20" Routed to Pond P1 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10-Year Rainfall=3.79" Area (ac) CN Description * 0.110 98 parking lot * 0.268 98 building * 0.001 98 basin 0.042 39 >75% Grass cover, Good, HSG A 0.421 Weighted Average 0.042 9.98% Pervious Area 0.379 90.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, minimum Subcatchment D1: D1 Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 1 0 MSE 24-hr 4 10-Year Rainfall=3.79" Runoff Area=0.421 ac Runoff Volume=0.112 af Runoff Depth=3.20" Tc=10.0 min CN=WQ 1.57 cfs MSE 24-hr 4 10-Year Rainfall=3.79" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 35 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment D2: D2 Runoff = 3.04 cfs @ 12.17 hrs , Volume= 0.218 af , Depth= 2.80" Routed to Pond P2 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10-Year Rainfall=3.79" Area (ac) CN Description * 0.014 98 basin * 0.387 98 parking lot 0.200 39 >75% Grass cover, Good, HSG A * 0.333 98 building 0.934 Weighted Average 0.200 21.41% Pervious Area 0.734 78.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, minimum Subcatchment D2: D2 Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 3 2 1 0 MSE 24-hr 4 10-Year Rainfall=3.79" Runoff Area=0.934 ac Runoff Volume=0.218 af Runoff Depth=2.80" Tc=10.0 min CN=WQ 3.04 cfs MSE 24-hr 4 10-Year Rainfall=3.79" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 36 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment D3: D3 Runoff = 0.13 cfs @ 12.17 hrs , Volume= 0.010 af , Depth= 1.42" Routed to Pond P3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10-Year Rainfall=3.79" Area (ac) CN Description * 0.007 98 parking lot * 0.021 98 building * 0.004 98 basin 0.049 39 >75% Grass cover, Good, HSG A 0.081 Weighted Average 0.049 60.49% Pervious Area 0.032 39.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, minimum Subcatchment D3: D3 Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 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 4 10-Year Rainfall=3.79" Runoff Area=0.081 ac Runoff Volume=0.010 af Runoff Depth=1.42" Tc=10.0 min CN=WQ 0.13 cfs MSE 24-hr 4 10-Year Rainfall=3.79" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 37 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment D4: D4 Runoff = 0.17 cfs @ 12.17 hrs , Volume= 0.012 af , Depth= 1.24" Routed to Pond P4 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10-Year Rainfall=3.79" Area (ac) CN Description * 0.034 98 building * 0.007 98 basin 0.078 39 >75% Grass cover, Good, HSG A 0.119 Weighted Average 0.078 65.55% Pervious Area 0.041 34.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, miminum Subcatchment D4: D4 Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 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 4 10-Year Rainfall=3.79" Runoff Area=0.119 ac Runoff Volume=0.012 af Runoff Depth=1.24" Tc=10.0 min CN=WQ 0.17 cfs MSE 24-hr 4 10-Year Rainfall=3.79" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 38 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Pond P1: [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=8) Inflow Area = 0.421 ac , 90.02% Impervious , Inflow Depth = 3.20" for 10-Year event Inflow = 1.57 cfs @ 12.17 hrs , Volume= 0.112 af Outflow = 1.02 cfs @ 12.17 hrs , Volume= 0.112 af , Atten= 35% , Lag= 0.0 min Discarded = 0.09 cfs @ 12.54 hrs , Volume= 0.056 af Primary = 0.95 cfs @ 12.17 hrs , Volume= 0.056 af Routed to Pond P2 : Secondary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,643.63' @ 12.54 hrs Surf.Area= 1,062 sf Storage= 895 cf Plug-Flow detention time= 48.9 min calculated for 0.112 af (100% of inflow) Center-of-Mass det. time= 49.1 min ( 804.0 - 754.9 ) Volume Invert Avail.Storage Storage Description #1 1,642.00' 8,625 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,640.00' 81 cf Custom Stage Data (Prismatic) Listed below (Recalc) 300 cf Overall x 27.0% Voids 8,706 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,642.00 150 0 0 1,643.00 550 350 350 1,644.00 1,120 835 1,185 1,645.00 1,880 1,500 2,685 1,646.00 10,000 5,940 8,625 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,640.00 150 0 0 1,642.00 150 300 300 Device Routing Invert Outlet Devices #1 Secondary 1,644.70' 5.0' long + 4.0 '/' SideZ x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,640.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,642.15' 12.0" Round Culvert L= 55.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1,642.15' / 1,642.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf MSE 24-hr 4 10-Year Rainfall=3.79" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 39 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.09 cfs @ 12.54 hrs HW=1,643.63' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=0.00 cfs @ 12.17 hrs HW=1,643.16' TW=1,643.25' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,640.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond P1: Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 1 0 Inflow Area=0.421 ac Peak Elev=1,643.63' Storage=895 cf 1.57 cfs 1.02 cfs 0.09 cfs 0.95 cfs 0.00 cfs MSE 24-hr 4 10-Year Rainfall=3.79" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 40 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Pond P2: [80] Warning: Exceeded Pond P1 by 0.10' @ 12.20 hrs (1.18 cfs 0.028 af) Inflow Area = 1.355 ac , 82.14% Impervious , Inflow Depth = 2.43" for 10-Year event Inflow = 4.00 cfs @ 12.17 hrs , Volume= 0.274 af Outflow = 0.98 cfs @ 12.49 hrs , Volume= 0.274 af , Atten= 75% , Lag= 19.5 min Discarded = 0.41 cfs @ 12.49 hrs , Volume= 0.231 af Primary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Routed to Link 1L : link Secondary = 0.57 cfs @ 12.49 hrs , Volume= 0.044 af Routed to Pond P3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,643.63' @ 12.49 hrs Surf.Area= 4,940 sf Storage= 5,298 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 119.4 min ( 873.9 - 754.5 ) Volume Invert Avail.Storage Storage Description #1 1,641.00' 19,450 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,639.00' 270 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,000 cf Overall x 27.0% Voids 19,720 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,641.00 500 0 0 1,642.00 900 700 700 1,643.00 3,040 1,970 2,670 1,644.00 5,260 4,150 6,820 1,645.00 20,000 12,630 19,450 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,639.00 500 0 0 1,641.00 500 1,000 1,000 Device Routing Invert Outlet Devices #1 Primary 1,644.79' 10.0' long + 4.0 '/' SideZ x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,639.00' 3.600 in/hr Exfiltration over Surface area #3 Secondary 1,643.15' 12.0" Round Culvert L= 55.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1,643.15' / 1,643.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf MSE 24-hr 4 10-Year Rainfall=3.79" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 41 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.41 cfs @ 12.49 hrs HW=1,643.63' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.41 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,639.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.57 cfs @ 12.49 hrs HW=1,643.63' TW=1,642.61' (Dynamic Tailwater) 3=Culvert (Barrel Controls 0.57 cfs @ 2.23 fps) Pond P2: Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 4 3 2 1 0 Inflow Area=1.355 ac Peak Elev=1,643.63' Storage=5,298 cf 4.00 cfs 0.98 cfs 0.41 cfs 0.00 cfs 0.57 cfs MSE 24-hr 4 10-Year Rainfall=3.79" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 42 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Pond P3: [92] Warning: Device #1 is above defined storage [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=49) Inflow Area = 0.081 ac , 39.51% Impervious , Inflow Depth = 7.88" for 10-Year event Inflow = 0.60 cfs @ 12.47 hrs , Volume= 0.053 af Outflow = 0.20 cfs @ 13.37 hrs , Volume= 0.053 af , Atten= 67% , Lag= 53.7 min Discarded = 0.19 cfs @ 13.37 hrs , Volume= 0.053 af Primary = 0.01 cfs @ 13.37 hrs , Volume= 0.000 af Routed to Pond P4 : Secondary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,643.01' @ 13.37 hrs Surf.Area= 2,264 sf Storage= 1,223 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 78.9 min ( 847.0 - 768.1 ) Volume Invert Avail.Storage Storage Description #1 1,642.00' 11,025 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,640.00' 81 cf Custom Stage Data (Prismatic) Listed below (Recalc) 300 cf Overall x 27.0% Voids 11,106 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,642.00 150 0 0 1,643.00 2,100 1,125 1,125 1,644.00 3,850 2,975 4,100 1,645.00 10,000 6,925 11,025 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,640.00 150 0 0 1,642.00 150 300 300 Device Routing Invert Outlet Devices #1 Secondary 1,645.11' 10.0' long + 4.0 '/' SideZ x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,640.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,643.00' 5.0' long + 4.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 MSE 24-hr 4 10-Year Rainfall=3.79" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 43 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.19 cfs @ 13.37 hrs HW=1,643.01' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.19 cfs) Primary OutFlow Max=0.01 cfs @ 13.37 hrs HW=1,643.01' TW=1,642.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 0.01 cfs @ 0.22 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,640.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond P3: Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 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=0.081 ac Peak Elev=1,643.01' Storage=1,223 cf 0.60 cfs 0.20 cfs 0.19 cfs 0.01 cfs 0.00 cfs MSE 24-hr 4 10-Year Rainfall=3.79" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 44 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Pond P4: [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=75) Inflow Area = 0.200 ac , 36.50% Impervious , Inflow Depth = 0.75" for 10-Year event Inflow = 0.17 cfs @ 12.17 hrs , Volume= 0.012 af Outflow = 0.06 cfs @ 12.39 hrs , Volume= 0.012 af , Atten= 64% , Lag= 13.3 min Discarded = 0.06 cfs @ 12.39 hrs , Volume= 0.012 af Primary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,642.17' @ 12.39 hrs Surf.Area= 726 sf Storage= 152 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 34.5 min ( 795.0 - 760.4 ) Volume Invert Avail.Storage Storage Description #1 1,642.00' 11,085 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,640.00' 81 cf Custom Stage Data (Prismatic) Listed below (Recalc) 300 cf Overall x 27.0% Voids 11,166 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,642.00 270 0 0 1,643.00 2,100 1,185 1,185 1,644.00 3,850 2,975 4,160 1,645.00 10,000 6,925 11,085 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,640.00 150 0 0 1,642.00 150 300 300 Device Routing Invert Outlet Devices #1 Primary 1,644.00' 10.0' long + 4.0 '/' SideZ x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,640.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,643.63' 12.0" Round Culvert L= 40.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 1,643.63' / 1,643.52' S= 0.0028 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf MSE 24-hr 4 10-Year Rainfall=3.79" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 45 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.06 cfs @ 12.39 hrs HW=1,642.17' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,640.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 3=Culvert ( Controls 0.00 cfs) Pond P4: Inflow Outflow Discarded Primary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 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 Inflow Area=0.200 ac Peak Elev=1,642.17' Storage=152 cf 0.17 cfs 0.06 cfs 0.06 cfs 0.00 cfs MSE 24-hr 4 10-Year Rainfall=3.79" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 46 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Link 1L: link Inflow Area = 1.555 ac , 76.27% Impervious , Inflow Depth = 0.00" for 10-Year event Inflow = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af , Atten= 0% , Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Link 1L: link Inflow Primary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 1 0 Inflow Area=1.555 ac 0.00 cfs 0.00 cfs MSE 24-hr 4 100-Year Rainfall=6.43" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 47 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Time span=0.00-40.00 hrs, dt=0.05 hrs, 801 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=0.421 ac 90.02% Impervious Runoff Depth=5.63" Subcatchment D1: D1 Tc=10.0 min CN=WQ Runoff=2.69 cfs 0.198 af Runoff Area=0.934 ac 78.59% Impervious Runoff Depth=4.99" Subcatchment D2: D2 Tc=10.0 min CN=WQ Runoff=5.24 cfs 0.388 af Runoff Area=0.081 ac 39.51% Impervious Runoff Depth=2.79" Subcatchment D3: D3 Tc=10.0 min CN=WQ Runoff=0.24 cfs 0.019 af Runoff Area=0.119 ac 34.45% Impervious Runoff Depth=2.51" Subcatchment D4: D4 Tc=10.0 min CN=WQ Runoff=0.31 cfs 0.025 af Peak Elev=1,644.22' Storage=1,528 cf Inflow=2.69 cfs 0.198 af Pond P1: Discarded=0.12 cfs 0.078 af Primary=1.43 cfs 0.120 af Secondary=0.00 cfs 0.000 af Outflow=1.54 cfs 0.198 af Peak Elev=1,644.17' Storage=8,225 cf Inflow=6.65 cfs 0.508 af Pond P2: Discarded=0.69 cfs 0.334 af Primary=0.00 cfs 0.000 af Secondary=2.04 cfs 0.174 af Outflow=2.73 cfs 0.508 af Peak Elev=1,643.58' Storage=2,725 cf Inflow=2.14 cfs 0.193 af Pond P3: Discarded=0.27 cfs 0.109 af Primary=1.80 cfs 0.084 af Secondary=0.00 cfs 0.000 af Outflow=2.02 cfs 0.193 af Peak Elev=1,643.58' Storage=2,784 cf Inflow=1.87 cfs 0.109 af Pond P4: Discarded=0.27 cfs 0.109 af Primary=0.00 cfs 0.000 af Outflow=0.27 cfs 0.109 af Inflow=0.00 cfs 0.000 af Link 1L: link Primary=0.00 cfs 0.000 af Total Runoff Area = 1.555 ac Runoff Volume = 0.630 af Average Runoff Depth = 4.86" 23.73% Pervious = 0.369 ac 76.27% Impervious = 1.186 ac MSE 24-hr 4 100-Year Rainfall=6.43" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 48 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment D1: D1 Runoff = 2.69 cfs @ 12.17 hrs , Volume= 0.198 af , Depth= 5.63" Routed to Pond P1 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 100-Year Rainfall=6.43" Area (ac) CN Description * 0.110 98 parking lot * 0.268 98 building * 0.001 98 basin 0.042 39 >75% Grass cover, Good, HSG A 0.421 Weighted Average 0.042 9.98% Pervious Area 0.379 90.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, minimum Subcatchment D1: D1 Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 3 2 1 0 MSE 24-hr 4 100-Year Rainfall=6.43" Runoff Area=0.421 ac Runoff Volume=0.198 af Runoff Depth=5.63" Tc=10.0 min CN=WQ 2.69 cfs MSE 24-hr 4 100-Year Rainfall=6.43" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 49 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment D2: D2 Runoff = 5.24 cfs @ 12.17 hrs , Volume= 0.388 af , Depth= 4.99" Routed to Pond P2 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 100-Year Rainfall=6.43" Area (ac) CN Description * 0.014 98 basin * 0.387 98 parking lot 0.200 39 >75% Grass cover, Good, HSG A * 0.333 98 building 0.934 Weighted Average 0.200 21.41% Pervious Area 0.734 78.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, minimum Subcatchment D2: D2 Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 5 4 3 2 1 0 MSE 24-hr 4 100-Year Rainfall=6.43" Runoff Area=0.934 ac Runoff Volume=0.388 af Runoff Depth=4.99" Tc=10.0 min CN=WQ 5.24 cfs MSE 24-hr 4 100-Year Rainfall=6.43" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 50 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment D3: D3 Runoff = 0.24 cfs @ 12.18 hrs , Volume= 0.019 af , Depth= 2.79" Routed to Pond P3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 100-Year Rainfall=6.43" Area (ac) CN Description * 0.007 98 parking lot * 0.021 98 building * 0.004 98 basin 0.049 39 >75% Grass cover, Good, HSG A 0.081 Weighted Average 0.049 60.49% Pervious Area 0.032 39.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, minimum Subcatchment D3: D3 Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 0.26 0.25 0.24 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 4 100-Year Rainfall=6.43" Runoff Area=0.081 ac Runoff Volume=0.019 af Runoff Depth=2.79" Tc=10.0 min CN=WQ 0.24 cfs MSE 24-hr 4 100-Year Rainfall=6.43" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 51 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment D4: D4 Runoff = 0.31 cfs @ 12.18 hrs , Volume= 0.025 af , Depth= 2.51" Routed to Pond P4 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 100-Year Rainfall=6.43" Area (ac) CN Description * 0.034 98 building * 0.007 98 basin 0.078 39 >75% Grass cover, Good, HSG A 0.119 Weighted Average 0.078 65.55% Pervious Area 0.041 34.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, miminum Subcatchment D4: D4 Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (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 MSE 24-hr 4 100-Year Rainfall=6.43" Runoff Area=0.119 ac Runoff Volume=0.025 af Runoff Depth=2.51" Tc=10.0 min CN=WQ 0.31 cfs MSE 24-hr 4 100-Year Rainfall=6.43" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 52 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Pond P1: Inflow Area = 0.421 ac , 90.02% Impervious , Inflow Depth = 5.63" for 100-Year event Inflow = 2.69 cfs @ 12.17 hrs , Volume= 0.198 af Outflow = 1.54 cfs @ 12.19 hrs , Volume= 0.198 af , Atten= 43% , Lag= 1.3 min Discarded = 0.12 cfs @ 12.40 hrs , Volume= 0.078 af Primary = 1.43 cfs @ 12.19 hrs , Volume= 0.120 af Routed to Pond P2 : Secondary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,644.22' @ 12.40 hrs Surf.Area= 1,436 sf Storage= 1,528 cf Plug-Flow detention time= 44.5 min calculated for 0.197 af (100% of inflow) Center-of-Mass det. time= 44.6 min ( 793.1 - 748.5 ) Volume Invert Avail.Storage Storage Description #1 1,642.00' 8,625 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,640.00' 81 cf Custom Stage Data (Prismatic) Listed below (Recalc) 300 cf Overall x 27.0% Voids 8,706 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,642.00 150 0 0 1,643.00 550 350 350 1,644.00 1,120 835 1,185 1,645.00 1,880 1,500 2,685 1,646.00 10,000 5,940 8,625 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,640.00 150 0 0 1,642.00 150 300 300 Device Routing Invert Outlet Devices #1 Secondary 1,644.70' 5.0' long + 4.0 '/' SideZ x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,640.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,642.15' 12.0" Round Culvert L= 55.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1,642.15' / 1,642.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf MSE 24-hr 4 100-Year Rainfall=6.43" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 53 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.12 cfs @ 12.40 hrs HW=1,644.22' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.12 cfs) Primary OutFlow Max=0.00 cfs @ 12.19 hrs HW=1,643.93' TW=1,643.95' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,640.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond P1: Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 3 2 1 0 Inflow Area=0.421 ac Peak Elev=1,644.22' Storage=1,528 cf 2.69 cfs 1.54 cfs 0.12 cfs 1.43 cfs 0.00 cfs MSE 24-hr 4 100-Year Rainfall=6.43" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 54 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Pond P2: [80] Warning: Exceeded Pond P1 by 0.08' @ 12.05 hrs (1.01 cfs 0.038 af) Inflow Area = 1.355 ac , 82.14% Impervious , Inflow Depth = 4.50" for 100-Year event Inflow = 6.65 cfs @ 12.17 hrs , Volume= 0.508 af Outflow = 2.73 cfs @ 12.39 hrs , Volume= 0.508 af , Atten= 59% , Lag= 13.0 min Discarded = 0.69 cfs @ 12.39 hrs , Volume= 0.334 af Primary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Routed to Link 1L : link Secondary = 2.04 cfs @ 12.39 hrs , Volume= 0.174 af Routed to Pond P3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,644.17' @ 12.39 hrs Surf.Area= 8,319 sf Storage= 8,225 cf Plug-Flow detention time= 103.6 min calculated for 0.507 af (100% of inflow) Center-of-Mass det. time= 103.7 min ( 855.7 - 752.0 ) Volume Invert Avail.Storage Storage Description #1 1,641.00' 19,450 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,639.00' 270 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,000 cf Overall x 27.0% Voids 19,720 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,641.00 500 0 0 1,642.00 900 700 700 1,643.00 3,040 1,970 2,670 1,644.00 5,260 4,150 6,820 1,645.00 20,000 12,630 19,450 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,639.00 500 0 0 1,641.00 500 1,000 1,000 Device Routing Invert Outlet Devices #1 Primary 1,644.79' 10.0' long + 4.0 '/' SideZ x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,639.00' 3.600 in/hr Exfiltration over Surface area #3 Secondary 1,643.15' 12.0" Round Culvert L= 55.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1,643.15' / 1,643.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf MSE 24-hr 4 100-Year Rainfall=6.43" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 55 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.69 cfs @ 12.39 hrs HW=1,644.17' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.69 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,639.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=2.03 cfs @ 12.39 hrs HW=1,644.17' TW=1,643.20' (Dynamic Tailwater) 3=Culvert (Barrel Controls 2.03 cfs @ 3.15 fps) Pond P2: Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 7 6 5 4 3 2 1 0 Inflow Area=1.355 ac Peak Elev=1,644.17' Storage=8,225 cf 6.65 cfs 2.73 cfs 0.69 cfs 0.00 cfs 2.04 cfs MSE 24-hr 4 100-Year Rainfall=6.43" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 56 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Pond P3: [92] Warning: Device #1 is above defined storage [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=18) Inflow Area = 0.081 ac , 39.51% Impervious , Inflow Depth = 28.56" for 100-Year event Inflow = 2.14 cfs @ 12.36 hrs , Volume= 0.193 af Outflow = 2.02 cfs @ 12.53 hrs , Volume= 0.193 af , Atten= 5% , Lag= 10.0 min Discarded = 0.27 cfs @ 13.43 hrs , Volume= 0.109 af Primary = 1.80 cfs @ 12.53 hrs , Volume= 0.084 af Routed to Pond P4 : Secondary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,643.58' @ 13.43 hrs Surf.Area= 3,269 sf Storage= 2,725 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 67.1 min ( 836.6 - 769.5 ) Volume Invert Avail.Storage Storage Description #1 1,642.00' 11,025 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,640.00' 81 cf Custom Stage Data (Prismatic) Listed below (Recalc) 300 cf Overall x 27.0% Voids 11,106 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,642.00 150 0 0 1,643.00 2,100 1,125 1,125 1,644.00 3,850 2,975 4,100 1,645.00 10,000 6,925 11,025 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,640.00 150 0 0 1,642.00 150 300 300 Device Routing Invert Outlet Devices #1 Secondary 1,645.11' 10.0' long + 4.0 '/' SideZ x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,640.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,643.00' 5.0' long + 4.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 MSE 24-hr 4 100-Year Rainfall=6.43" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 57 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.27 cfs @ 13.43 hrs HW=1,643.58' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.27 cfs) Primary OutFlow Max=1.76 cfs @ 12.53 hrs HW=1,643.25' TW=1,643.02' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 1.76 cfs @ 1.19 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,640.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond P3: Inflow Outflow Discarded Primary Secondary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 2 1 0 Inflow Area=0.081 ac Peak Elev=1,643.58' Storage=2,725 cf 2.14 cfs 2.02 cfs 0.27 cfs 1.80 cfs 0.00 cfs MSE 24-hr 4 100-Year Rainfall=6.43" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 58 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Pond P4: [80] Warning: Exceeded Pond P3 by 0.04' @ 12.70 hrs (1.73 cfs 0.117 af) Inflow Area = 0.200 ac , 36.50% Impervious , Inflow Depth = 6.52" for 100-Year event Inflow = 1.87 cfs @ 12.52 hrs , Volume= 0.109 af Outflow = 0.27 cfs @ 13.38 hrs , Volume= 0.109 af , Atten= 85% , Lag= 51.8 min Discarded = 0.27 cfs @ 13.38 hrs , Volume= 0.109 af Primary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,643.58' @ 13.38 hrs Surf.Area= 3,268 sf Storage= 2,784 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 118.7 min ( 890.8 - 772.2 ) Volume Invert Avail.Storage Storage Description #1 1,642.00' 11,085 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,640.00' 81 cf Custom Stage Data (Prismatic) Listed below (Recalc) 300 cf Overall x 27.0% Voids 11,166 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,642.00 270 0 0 1,643.00 2,100 1,185 1,185 1,644.00 3,850 2,975 4,160 1,645.00 10,000 6,925 11,085 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,640.00 150 0 0 1,642.00 150 300 300 Device Routing Invert Outlet Devices #1 Primary 1,644.00' 10.0' long + 4.0 '/' SideZ x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,640.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,643.63' 12.0" Round Culvert L= 40.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 1,643.63' / 1,643.52' S= 0.0028 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf MSE 24-hr 4 100-Year Rainfall=6.43" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 59 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.27 cfs @ 13.38 hrs HW=1,643.58' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.27 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,640.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 3=Culvert ( Controls 0.00 cfs) Pond P4: Inflow Outflow Discarded Primary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 2 1 0 Inflow Area=0.200 ac Peak Elev=1,643.58' Storage=2,784 cf 1.87 cfs 0.27 cfs 0.27 cfs 0.00 cfs MSE 24-hr 4 100-Year Rainfall=6.43" 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates Page 60 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Link 1L: link Inflow Area = 1.555 ac , 76.27% Impervious , Inflow Depth = 0.00" for 100-Year event Inflow = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af , Atten= 0% , Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Link 1L: link Inflow Primary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 1 0 Inflow Area=1.555 ac 0.00 cfs 0.00 cfs Table of Contents 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing 3 Area Listing (all nodes) 4 Pipe Listing (all nodes) 1-Year Event 5 Node Listing 6 Subcat D1: D1 7 Subcat D2: D2 8 Subcat D3: D3 9 Subcat D4: D4 10 Pond P1: 12 Pond P2: 14 Pond P3: 16 Pond P4: 18 Link 1L: link 2-Year Event 19 Node Listing 20 Subcat D1: D1 21 Subcat D2: D2 22 Subcat D3: D3 23 Subcat D4: D4 24 Pond P1: 26 Pond P2: 28 Pond P3: 30 Pond P4: 32 Link 1L: link 10-Year Event 33 Node Listing 34 Subcat D1: D1 35 Subcat D2: D2 36 Subcat D3: D3 37 Subcat D4: D4 38 Pond P1: 40 Pond P2: 42 Pond P3: 44 Pond P4: 46 Link 1L: link 100-Year Event 47 Node Listing 48 Subcat D1: D1 49 Subcat D2: D2 Table of Contents 26-0159 north Printed 7/1/2026 Prepared by Vreeland Associates HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC 50 Subcat D3: D3 51 Subcat D4: D4 52 Pond P1: 54 Pond P2: 56 Pond P3: 58 Pond P4: 60 Link 1L: link 1S Runoff D5 D5 E1 existing P5 2L offsite runoff 4L north Routing Diagram for 26-0159 south Prepared by Vreeland Associates, Printed 7/1/2026 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Subcat Reach Pond Link 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 2 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1-Year MSE 24-hr 4 Default 24.00 1 2.22 2 2 2-Year MSE 24-hr 4 Default 24.00 1 2.56 2 3 10-Year MSE 24-hr 4 Default 24.00 1 3.79 2 4 100-Year MSE 24-hr 4 Default 24.00 1 6.43 2 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 3 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 2.995 39 >75% Grass cover, Good, HSG A (1S, D5, E1) 0.026 98 basin (D5) 0.513 98 building (D5) 0.331 98 pavement (D5) 3.865 52 TOTAL AREA MSE 24-hr 4 1-Year Rainfall=2.22" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 4 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Time span=0.00-40.00 hrs, dt=0.05 hrs, 801 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=0.180 ac 0.00% Impervious Runoff Depth=0.00" Subcatchment 1S: Runoff Tc=10.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=0.975 ac 89.23% Impervious Runoff Depth=1.78" Subcatchment D5: D5 Tc=6.0 min CN=WQ Runoff=2.39 cfs 0.144 af Runoff Area=2.710 ac 0.00% Impervious Runoff Depth=0.00" Subcatchment E1: existing Tc=10.0 min CN=39 Runoff=0.00 cfs 0.000 af Peak Elev=1,642.49' Storage=2,781 cf Inflow=2.39 cfs 0.144 af Pond P5: Discarded=0.25 cfs 0.145 af Primary=0.00 cfs 0.000 af Outflow=0.25 cfs 0.145 af Inflow=0.00 cfs 0.000 af Link 2L: offsite runoff Primary=0.00 cfs 0.000 af 1-Year Inflow Imported from 26-0159 north~Link 1L.hce Inflow=0.00 cfs 0.000 af Link 4L: north Area= 1.555 ac 76.27% Imperv. Primary=0.00 cfs 0.000 af Total Runoff Area = 3.865 ac Runoff Volume = 0.144 af Average Runoff Depth = 0.45" 77.49% Pervious = 2.995 ac 22.51% Impervious = 0.870 ac MSE 24-hr 4 1-Year Rainfall=2.22" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 5 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af , Depth= 0.00" Routed to Link 2L : offsite runoff Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 1-Year Rainfall=2.22" Area (ac) CN Description 0.180 39 >75% Grass cover, Good, HSG A 0.180 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, min Subcatchment 1S: Runoff Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 1 0 MSE 24-hr 4 1-Year Rainfall=2.22" Runoff Area=0.180 ac Runoff Volume=0.000 af Runoff Depth=0.00" Tc=10.0 min CN=39 0.00 cfs MSE 24-hr 4 1-Year Rainfall=2.22" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 6 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment D5: D5 Runoff = 2.39 cfs @ 12.13 hrs , Volume= 0.144 af , Depth= 1.78" Routed to Pond P5 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 1-Year Rainfall=2.22" Area (ac) CN Description * 0.331 98 pavement * 0.513 98 building * 0.026 98 basin 0.105 39 >75% Grass cover, Good, HSG A 0.975 Weighted Average 0.105 10.77% Pervious Area 0.870 89.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment D5: D5 Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 2 1 0 MSE 24-hr 4 1-Year Rainfall=2.22" Runoff Area=0.975 ac Runoff Volume=0.144 af Runoff Depth=1.78" Tc=6.0 min CN=WQ 2.39 cfs MSE 24-hr 4 1-Year Rainfall=2.22" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 7 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E1: existing [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af , Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 1-Year Rainfall=2.22" Area (ac) CN Description 2.710 39 >75% Grass cover, Good, HSG A 2.710 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment E1: existing Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 1 0 MSE 24-hr 4 1-Year Rainfall=2.22" Runoff Area=2.710 ac Runoff Volume=0.000 af Runoff Depth=0.00" Tc=10.0 min CN=39 0.00 cfs MSE 24-hr 4 1-Year Rainfall=2.22" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 8 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Pond P5: [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=29) Inflow Area = 0.975 ac , 89.23% Impervious , Inflow Depth = 1.78" for 1-Year event Inflow = 2.39 cfs @ 12.13 hrs , Volume= 0.144 af Outflow = 0.25 cfs @ 12.66 hrs , Volume= 0.145 af , Atten= 90% , Lag= 31.7 min Discarded = 0.25 cfs @ 12.66 hrs , Volume= 0.145 af Primary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Routed to Link 2L : offsite runoff Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,642.49' @ 12.66 hrs Surf.Area= 2,996 sf Storage= 2,781 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 107.7 min ( 868.9 - 761.2 ) Volume Invert Avail.Storage Storage Description #1 1,641.00' 30,420 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,639.00' 568 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,720 cf Overall x 33.0% Voids 30,988 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,641.00 860 0 0 1,642.00 1,690 1,275 1,275 1,643.00 2,600 2,145 3,420 1,644.00 3,590 3,095 6,515 1,645.00 4,650 4,120 10,635 1,646.00 7,460 6,055 16,690 1,647.00 20,000 13,730 30,420 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,639.00 860 0 0 1,641.00 860 1,720 1,720 Device Routing Invert Outlet Devices #1 Primary 1,644.60' 10.0' long + 4.0 '/' SideZ x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,639.00' 3.600 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.25 cfs @ 12.66 hrs HW=1,642.49' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.25 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,639.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 4 1-Year Rainfall=2.22" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 9 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Pond P5: Inflow Outflow Discarded Primary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 2 1 0 Inflow Area=0.975 ac Peak Elev=1,642.49' Storage=2,781 cf 2.39 cfs 0.25 cfs 0.25 cfs 0.00 cfs MSE 24-hr 4 1-Year Rainfall=2.22" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 10 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Link 2L: offsite runoff Inflow Area = 2.710 ac , 75.87% Impervious , Inflow Depth = 0.00" for 1-Year event Inflow = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af , Atten= 0% , Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Link 2L: offsite runoff Inflow Primary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 1 0 Inflow Area=2.710 ac 0.00 cfs 0.00 cfs MSE 24-hr 4 1-Year Rainfall=2.22" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 11 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Link 4L: north Inflow Area = 1.555 ac , 76.27% Impervious , Inflow Depth = 0.00" for 1-Year event Inflow = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af , Atten= 0% , Lag= 0.0 min Routed to Link 2L : offsite runoff Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1-Year Inflow Imported from 26-0159 north~Link 1L.hce Link 4L: north Inflow Primary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 1 0 Inflow Area=1.555 ac 1-Year Inflow Imported from 26-0159 north~Link 1L.hce Area= 1.555 ac 76.27% Imperv. 0.00 cfs 0.00 cfs MSE 24-hr 4 2-Year Rainfall=2.56" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 12 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Time span=0.00-40.00 hrs, dt=0.05 hrs, 801 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=0.180 ac 0.00% Impervious Runoff Depth=0.00" Subcatchment 1S: Runoff Tc=10.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=0.975 ac 89.23% Impervious Runoff Depth=2.08" Subcatchment D5: D5 Tc=6.0 min CN=WQ Runoff=2.77 cfs 0.169 af Runoff Area=2.710 ac 0.00% Impervious Runoff Depth=0.00" Subcatchment E1: existing Tc=10.0 min CN=39 Runoff=0.00 cfs 0.000 af Peak Elev=1,642.73' Storage=3,330 cf Inflow=2.77 cfs 0.169 af Pond P5: Discarded=0.27 cfs 0.169 af Primary=0.00 cfs 0.000 af Outflow=0.27 cfs 0.169 af Inflow=0.00 cfs 0.000 af Link 2L: offsite runoff Primary=0.00 cfs 0.000 af 2-Year Inflow Imported from 26-0159 north~Link 1L.hce Inflow=0.00 cfs 0.000 af Link 4L: north Area= 1.555 ac 76.27% Imperv. Primary=0.00 cfs 0.000 af Total Runoff Area = 3.865 ac Runoff Volume = 0.169 af Average Runoff Depth = 0.52" 77.49% Pervious = 2.995 ac 22.51% Impervious = 0.870 ac MSE 24-hr 4 2-Year Rainfall=2.56" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 13 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af , Depth= 0.00" Routed to Link 2L : offsite runoff Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 2-Year Rainfall=2.56" Area (ac) CN Description 0.180 39 >75% Grass cover, Good, HSG A 0.180 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, min Subcatchment 1S: Runoff Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 1 0 MSE 24-hr 4 2-Year Rainfall=2.56" Runoff Area=0.180 ac Runoff Volume=0.000 af Runoff Depth=0.00" Tc=10.0 min CN=39 0.00 cfs MSE 24-hr 4 2-Year Rainfall=2.56" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 14 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment D5: D5 Runoff = 2.77 cfs @ 12.13 hrs , Volume= 0.169 af , Depth= 2.08" Routed to Pond P5 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 2-Year Rainfall=2.56" Area (ac) CN Description * 0.331 98 pavement * 0.513 98 building * 0.026 98 basin 0.105 39 >75% Grass cover, Good, HSG A 0.975 Weighted Average 0.105 10.77% Pervious Area 0.870 89.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment D5: D5 Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 3 2 1 0 MSE 24-hr 4 2-Year Rainfall=2.56" Runoff Area=0.975 ac Runoff Volume=0.169 af Runoff Depth=2.08" Tc=6.0 min CN=WQ 2.77 cfs MSE 24-hr 4 2-Year Rainfall=2.56" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 15 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E1: existing [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af , Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 2-Year Rainfall=2.56" Area (ac) CN Description 2.710 39 >75% Grass cover, Good, HSG A 2.710 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment E1: existing Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 1 0 MSE 24-hr 4 2-Year Rainfall=2.56" Runoff Area=2.710 ac Runoff Volume=0.000 af Runoff Depth=0.00" Tc=10.0 min CN=39 0.00 cfs MSE 24-hr 4 2-Year Rainfall=2.56" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 16 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Pond P5: [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=20) Inflow Area = 0.975 ac , 89.23% Impervious , Inflow Depth = 2.08" for 2-Year event Inflow = 2.77 cfs @ 12.13 hrs , Volume= 0.169 af Outflow = 0.27 cfs @ 12.72 hrs , Volume= 0.169 af , Atten= 90% , Lag= 35.4 min Discarded = 0.27 cfs @ 12.72 hrs , Volume= 0.169 af Primary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Routed to Link 2L : offsite runoff Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,642.73' @ 12.72 hrs Surf.Area= 3,219 sf Storage= 3,330 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 121.0 min ( 879.3 - 758.2 ) Volume Invert Avail.Storage Storage Description #1 1,641.00' 30,420 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,639.00' 568 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,720 cf Overall x 33.0% Voids 30,988 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,641.00 860 0 0 1,642.00 1,690 1,275 1,275 1,643.00 2,600 2,145 3,420 1,644.00 3,590 3,095 6,515 1,645.00 4,650 4,120 10,635 1,646.00 7,460 6,055 16,690 1,647.00 20,000 13,730 30,420 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,639.00 860 0 0 1,641.00 860 1,720 1,720 Device Routing Invert Outlet Devices #1 Primary 1,644.60' 10.0' long + 4.0 '/' SideZ x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,639.00' 3.600 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.27 cfs @ 12.72 hrs HW=1,642.73' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.27 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,639.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 4 2-Year Rainfall=2.56" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 17 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Pond P5: Inflow Outflow Discarded Primary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 3 2 1 0 Inflow Area=0.975 ac Peak Elev=1,642.73' Storage=3,330 cf 2.77 cfs 0.27 cfs 0.27 cfs 0.00 cfs MSE 24-hr 4 2-Year Rainfall=2.56" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 18 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Link 2L: offsite runoff Inflow Area = 2.710 ac , 75.87% Impervious , Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af , Atten= 0% , Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Link 2L: offsite runoff Inflow Primary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 1 0 Inflow Area=2.710 ac 0.00 cfs 0.00 cfs MSE 24-hr 4 2-Year Rainfall=2.56" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 19 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Link 4L: north Inflow Area = 1.555 ac , 76.27% Impervious , Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af , Atten= 0% , Lag= 0.0 min Routed to Link 2L : offsite runoff Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 2-Year Inflow Imported from 26-0159 north~Link 1L.hce Link 4L: north Inflow Primary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 1 0 Inflow Area=1.555 ac 2-Year Inflow Imported from 26-0159 north~Link 1L.hce Area= 1.555 ac 76.27% Imperv. 0.00 cfs 0.00 cfs MSE 24-hr 4 10-Year Rainfall=3.79" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 20 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Time span=0.00-40.00 hrs, dt=0.05 hrs, 801 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=0.180 ac 0.00% Impervious Runoff Depth=0.03" Subcatchment 1S: Runoff Tc=10.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=0.975 ac 89.23% Impervious Runoff Depth=3.18" Subcatchment D5: D5 Tc=6.0 min CN=WQ Runoff=4.14 cfs 0.258 af Runoff Area=2.710 ac 0.00% Impervious Runoff Depth=0.03" Subcatchment E1: existing Tc=10.0 min CN=39 Runoff=0.01 cfs 0.006 af Peak Elev=1,643.52' Storage=5,464 cf Inflow=4.14 cfs 0.258 af Pond P5: Discarded=0.33 cfs 0.258 af Primary=0.00 cfs 0.000 af Outflow=0.33 cfs 0.258 af Inflow=0.00 cfs 0.000 af Link 2L: offsite runoff Primary=0.00 cfs 0.000 af 10-Year Inflow Imported from 26-0159 north~Link 1L.hce Inflow=0.00 cfs 0.000 af Link 4L: north Area= 1.555 ac 76.27% Imperv. Primary=0.00 cfs 0.000 af Total Runoff Area = 3.865 ac Runoff Volume = 0.264 af Average Runoff Depth = 0.82" 77.49% Pervious = 2.995 ac 22.51% Impervious = 0.870 ac MSE 24-hr 4 10-Year Rainfall=3.79" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 21 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff Runoff = 0.00 cfs @ 18.40 hrs , Volume= 0.000 af , Depth= 0.03" Routed to Link 2L : offsite runoff Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10-Year Rainfall=3.79" Area (ac) CN Description 0.180 39 >75% Grass cover, Good, HSG A 0.180 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, min Subcatchment 1S: Runoff Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 MSE 24-hr 4 10-Year Rainfall=3.79" Runoff Area=0.180 ac Runoff Volume=0.000 af Runoff Depth=0.03" Tc=10.0 min CN=39 0.00 cfs MSE 24-hr 4 10-Year Rainfall=3.79" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 22 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment D5: D5 Runoff = 4.14 cfs @ 12.13 hrs , Volume= 0.258 af , Depth= 3.18" Routed to Pond P5 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10-Year Rainfall=3.79" Area (ac) CN Description * 0.331 98 pavement * 0.513 98 building * 0.026 98 basin 0.105 39 >75% Grass cover, Good, HSG A 0.975 Weighted Average 0.105 10.77% Pervious Area 0.870 89.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment D5: D5 Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 4 3 2 1 0 MSE 24-hr 4 10-Year Rainfall=3.79" Runoff Area=0.975 ac Runoff Volume=0.258 af Runoff Depth=3.18" Tc=6.0 min CN=WQ 4.14 cfs MSE 24-hr 4 10-Year Rainfall=3.79" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 23 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E1: existing Runoff = 0.01 cfs @ 18.40 hrs , Volume= 0.006 af , Depth= 0.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10-Year Rainfall=3.79" Area (ac) CN Description 2.710 39 >75% Grass cover, Good, HSG A 2.710 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment E1: existing Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 0.01 0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 MSE 24-hr 4 10-Year Rainfall=3.79" Runoff Area=2.710 ac Runoff Volume=0.006 af Runoff Depth=0.03" Tc=10.0 min CN=39 0.01 cfs MSE 24-hr 4 10-Year Rainfall=3.79" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 24 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Pond P5: Inflow Area = 0.975 ac , 89.23% Impervious , Inflow Depth = 3.18" for 10-Year event Inflow = 4.14 cfs @ 12.13 hrs , Volume= 0.258 af Outflow = 0.33 cfs @ 12.99 hrs , Volume= 0.258 af , Atten= 92% , Lag= 51.8 min Discarded = 0.33 cfs @ 12.99 hrs , Volume= 0.258 af Primary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Routed to Link 2L : offsite runoff Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,643.52' @ 12.99 hrs Surf.Area= 3,972 sf Storage= 5,464 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 167.1 min ( 918.4 - 751.2 ) Volume Invert Avail.Storage Storage Description #1 1,641.00' 30,420 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,639.00' 568 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,720 cf Overall x 33.0% Voids 30,988 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,641.00 860 0 0 1,642.00 1,690 1,275 1,275 1,643.00 2,600 2,145 3,420 1,644.00 3,590 3,095 6,515 1,645.00 4,650 4,120 10,635 1,646.00 7,460 6,055 16,690 1,647.00 20,000 13,730 30,420 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,639.00 860 0 0 1,641.00 860 1,720 1,720 Device Routing Invert Outlet Devices #1 Primary 1,644.60' 10.0' long + 4.0 '/' SideZ x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,639.00' 3.600 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.33 cfs @ 12.99 hrs HW=1,643.52' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.33 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,639.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 4 10-Year Rainfall=3.79" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 25 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Pond P5: Inflow Outflow Discarded Primary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 4 3 2 1 0 Inflow Area=0.975 ac Peak Elev=1,643.52' Storage=5,464 cf 4.14 cfs 0.33 cfs 0.33 cfs 0.00 cfs MSE 24-hr 4 10-Year Rainfall=3.79" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 26 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Link 2L: offsite runoff Inflow Area = 2.710 ac , 75.87% Impervious , Inflow Depth = 0.00" for 10-Year event Inflow = 0.00 cfs @ 18.40 hrs , Volume= 0.000 af Primary = 0.00 cfs @ 18.40 hrs , Volume= 0.000 af , Atten= 0% , Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Link 2L: offsite runoff Inflow Primary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 0.001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 Inflow Area=2.710 ac 0.00 cfs 0.00 cfs MSE 24-hr 4 10-Year Rainfall=3.79" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 27 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Link 4L: north Inflow Area = 1.555 ac , 76.27% Impervious , Inflow Depth = 0.00" for 10-Year event Inflow = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af , Atten= 0% , Lag= 0.0 min Routed to Link 2L : offsite runoff Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 10-Year Inflow Imported from 26-0159 north~Link 1L.hce Link 4L: north Inflow Primary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 1 0 Inflow Area=1.555 ac 10-Year Inflow Imported from 26-0159 north~Link 1L.hce Area= 1.555 ac 76.27% Imperv. 0.00 cfs 0.00 cfs MSE 24-hr 4 100-Year Rainfall=6.43" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 28 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Time span=0.00-40.00 hrs, dt=0.05 hrs, 801 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=0.180 ac 0.00% Impervious Runoff Depth=0.58" Subcatchment 1S: Runoff Tc=10.0 min CN=39 Runoff=0.06 cfs 0.009 af Runoff Area=0.975 ac 89.23% Impervious Runoff Depth=5.59" Subcatchment D5: D5 Tc=6.0 min CN=WQ Runoff=7.09 cfs 0.454 af Runoff Area=2.710 ac 0.00% Impervious Runoff Depth=0.58" Subcatchment E1: existing Tc=10.0 min CN=39 Runoff=0.95 cfs 0.130 af Peak Elev=1,644.67' Storage=9,745 cf Inflow=7.09 cfs 0.454 af Pond P5: Discarded=0.43 cfs 0.431 af Primary=0.56 cfs 0.023 af Outflow=0.99 cfs 0.454 af Inflow=0.60 cfs 0.032 af Link 2L: offsite runoff Primary=0.60 cfs 0.032 af 100-Year Inflow Imported from 26-0159 north~Link 1L.hce Inflow=0.00 cfs 0.000 af Link 4L: north Area= 1.555 ac 76.27% Imperv. Primary=0.00 cfs 0.000 af Total Runoff Area = 3.865 ac Runoff Volume = 0.593 af Average Runoff Depth = 1.84" 77.49% Pervious = 2.995 ac 22.51% Impervious = 0.870 ac MSE 24-hr 4 100-Year Rainfall=6.43" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 29 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Runoff Runoff = 0.06 cfs @ 12.26 hrs , Volume= 0.009 af , Depth= 0.58" Routed to Link 2L : offsite runoff Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 100-Year Rainfall=6.43" Area (ac) CN Description 0.180 39 >75% Grass cover, Good, HSG A 0.180 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, min Subcatchment 1S: Runoff Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 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 MSE 24-hr 4 100-Year Rainfall=6.43" Runoff Area=0.180 ac Runoff Volume=0.009 af Runoff Depth=0.58" Tc=10.0 min CN=39 0.06 cfs MSE 24-hr 4 100-Year Rainfall=6.43" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 30 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment D5: D5 Runoff = 7.09 cfs @ 12.13 hrs , Volume= 0.454 af , Depth= 5.59" Routed to Pond P5 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 100-Year Rainfall=6.43" Area (ac) CN Description * 0.331 98 pavement * 0.513 98 building * 0.026 98 basin 0.105 39 >75% Grass cover, Good, HSG A 0.975 Weighted Average 0.105 10.77% Pervious Area 0.870 89.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment D5: D5 Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 7 6 5 4 3 2 1 0 MSE 24-hr 4 100-Year Rainfall=6.43" Runoff Area=0.975 ac Runoff Volume=0.454 af Runoff Depth=5.59" Tc=6.0 min CN=WQ 7.09 cfs MSE 24-hr 4 100-Year Rainfall=6.43" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 31 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Subcatchment E1: existing Runoff = 0.95 cfs @ 12.26 hrs , Volume= 0.130 af , Depth= 0.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 100-Year Rainfall=6.43" Area (ac) CN Description 2.710 39 >75% Grass cover, Good, HSG A 2.710 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment E1: existing Runoff Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 1 0 MSE 24-hr 4 100-Year Rainfall=6.43" Runoff Area=2.710 ac Runoff Volume=0.130 af Runoff Depth=0.58" Tc=10.0 min CN=39 0.95 cfs MSE 24-hr 4 100-Year Rainfall=6.43" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 32 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Pond P5: Inflow Area = 0.975 ac , 89.23% Impervious , Inflow Depth = 5.59" for 100-Year event Inflow = 7.09 cfs @ 12.13 hrs , Volume= 0.454 af Outflow = 0.99 cfs @ 12.55 hrs , Volume= 0.454 af , Atten= 86% , Lag= 25.7 min Discarded = 0.43 cfs @ 12.55 hrs , Volume= 0.431 af Primary = 0.56 cfs @ 12.55 hrs , Volume= 0.023 af Routed to Link 2L : offsite runoff Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,644.67' @ 12.55 hrs Surf.Area= 5,165 sf Storage= 9,745 cf Plug-Flow detention time= 225.6 min calculated for 0.453 af (100% of inflow) Center-of-Mass det. time= 225.6 min ( 970.5 - 744.9 ) Volume Invert Avail.Storage Storage Description #1 1,641.00' 30,420 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 1,639.00' 568 cf Custom Stage Data (Prismatic) Listed below (Recalc) 1,720 cf Overall x 33.0% Voids 30,988 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,641.00 860 0 0 1,642.00 1,690 1,275 1,275 1,643.00 2,600 2,145 3,420 1,644.00 3,590 3,095 6,515 1,645.00 4,650 4,120 10,635 1,646.00 7,460 6,055 16,690 1,647.00 20,000 13,730 30,420 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1,639.00 860 0 0 1,641.00 860 1,720 1,720 Device Routing Invert Outlet Devices #1 Primary 1,644.60' 10.0' long + 4.0 '/' SideZ x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,639.00' 3.600 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.43 cfs @ 12.55 hrs HW=1,644.67' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.43 cfs) Primary OutFlow Max=0.56 cfs @ 12.55 hrs HW=1,644.67' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.56 cfs @ 0.73 fps) MSE 24-hr 4 100-Year Rainfall=6.43" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 33 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Pond P5: Inflow Outflow Discarded Primary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 7 6 5 4 3 2 1 0 Inflow Area=0.975 ac Peak Elev=1,644.67' Storage=9,745 cf 7.09 cfs 0.99 cfs 0.43 cfs 0.56 cfs MSE 24-hr 4 100-Year Rainfall=6.43" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 34 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Link 2L: offsite runoff Inflow Area = 2.710 ac , 75.87% Impervious , Inflow Depth = 0.14" for 100-Year event Inflow = 0.60 cfs @ 12.55 hrs , Volume= 0.032 af Primary = 0.60 cfs @ 12.55 hrs , Volume= 0.032 af , Atten= 0% , Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Link 2L: offsite runoff Inflow Primary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 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=2.710 ac 0.60 cfs 0.60 cfs MSE 24-hr 4 100-Year Rainfall=6.43" 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates Page 35 HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Summary for Link 4L: north Inflow Area = 1.555 ac , 76.27% Impervious , Inflow Depth = 0.00" for 100-Year event Inflow = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs , Volume= 0.000 af , Atten= 0% , Lag= 0.0 min Routed to Link 2L : offsite runoff Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 100-Year Inflow Imported from 26-0159 north~Link 1L.hce Link 4L: north Inflow Primary Hydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 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 Flow (cfs) 1 0 Inflow Area=1.555 ac 100-Year Inflow Imported from 26-0159 north~Link 1L.hce Area= 1.555 ac 76.27% Imperv. 0.00 cfs 0.00 cfs Table of Contents 26-0159 south Printed 7/1/2026 Prepared by Vreeland Associates HydroCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing 3 Area Listing (all nodes) 1-Year Event 4 Node Listing 5 Subcat 1S: Runoff 6 Subcat D5: D5 7 Subcat E1: existing 8 Pond P5: 10 Link 2L: offsite runoff 11 Link 4L: north 2-Year Event 12 Node Listing 13 Subcat 1S: Runoff 14 Subcat D5: D5 15 Subcat E1: existing 16 Pond P5: 18 Link 2L: offsite runoff 19 Link 4L: north 10-Year Event 20 Node Listing 21 Subcat 1S: Runoff 22 Subcat D5: D5 23 Subcat E1: existing 24 Pond P5: 26 Link 2L: offsite runoff 27 Link 4L: north 100-Year Event 28 Node Listing 29 Subcat 1S: Runoff 30 Subcat D5: D5 31 Subcat E1: existing 32 Pond P5: 34 Link 2L: offsite runoff 35 Link 4L: north APPENDIX D Proposed Infiltration and WinSLAMM Calculations Data file name: \\VREELAND-SERVER\Data\Vital\Cad Files\2026\26-0159 Barnes - UHaul Eagle River\26-0159 winslamm.mdb WinSLAMM Version 10.5.0 Rain file name: C:\WinSLAMM Files\Rain Files\WisReg - Green Bay WI 1969.RAN Particulate Solids Concentration file name: C:\WinSLAMM Files\v10.1 WI_AVG01.pscx Runoff Coefficient file name: C:\WinSLAMM Files\WI_SL06 Dec06.rsvx Residential Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Institutional Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Commercial Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Industrial Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Other Urban Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Freeway Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Apply Street Delivery Files to Adjust the After Event Load Street Dirt Mass Balance: False Pollutant Relative Concentration file name: C:\WinSLAMM Files\WI_GEO03.ppdx Source Area PSD and Peak to Average Flow Ratio File: C:\WinSLAMM Files\NURP Source Area PSD Files.csv Cost Data file name: Seed for random number generator: -42 Study period starting date: 01/02/69 Study period ending date: 12/28/69 Start of Winter Season: 11/25 End of Winter Season: 03/29 Date: 07-01-2026 Time: 09:50:54 Site information: Pre-Development Area Description Pre-Development Area (ac) Pre-Development CN GRASS 2.710 39 Total Area (ac)/Composite CN 2.710 39 LU# 1 - Commercial: D1 Total area (ac): 0.421 1 - Roofs 1: 0.268 ac. Pitched Connected Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 13 - Paved Parking 1: 0.110 ac. Connected Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 51 - Small Landscaped Areas 1: 0.042 ac. Normal Sandy Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 70 - Water Body Areas: 0.001 ac. Source Area PSD File: LU# 2 - Commercial: D2 Total area (ac): 0.934 1 - Roofs 1: 0.333 ac. Pitched Connected Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 13 - Paved Parking 1: 0.387 ac. Connected Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 51 - Small Landscaped Areas 1: 0.200 ac. Normal Sandy Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 70 - Water Body Areas: 0.014 ac. Source Area PSD File: LU# 3 - Commercial: D3 Total area (ac): 0.081 1 - Roofs 1: 0.021 ac. Pitched Connected Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 13 - Paved Parking 1: 0.007 ac. Connected Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 51 - Small Landscaped Areas 1: 0.049 ac. Normal Sandy Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 70 - Water Body Areas: 0.004 ac. Source Area PSD File: LU# 4 - Commercial: D4 Total area (ac): 0.119 1 - Roofs 1: 0.034 ac. Pitched Connected Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 51 - Small Landscaped Areas 1: 0.078 ac. Normal Sandy Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 70 - Water Body Areas: 0.007 ac. Source Area PSD File: LU# 5 - Commercial: D5 Total area (ac): 0.975 1 - Roofs 1: 0.513 ac. Pitched Connected Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 13 - Paved Parking 1: 0.331 ac. Connected Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 51 - Small Landscaped Areas 1: 0.105 ac. Normal Sandy Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 70 - Water Body Areas: 0.026 ac. Source Area PSD File: LU# 6 - Commercial: 1S Total area (ac): 0.180 51 - Small Landscaped Areas 1: 0.180 ac. Normal Sandy Source Area PSD File: C:\WinSLAMM Files\NURP.cpz Control Practice 1: Biofilter CP# 1 (DS) - P1 1. Top area (square feet) = 810 2. Bottom aea (square feet) = 150 3. Depth (ft): 5 4. Biofilter width (ft) - for Cost Purposes Only: 10 5. Infiltration rate (in/hr) = 3.6 6. Random infiltration rate generation? No 7. Infiltration rate fraction (side): 0.001 8. Infiltration rate fraction (bottom): 1 9. Depth of biofilter that is rock filled (ft) 0 10. Porosity of rock filled volume = 0 11. Engineered soil infiltration rate: 3.6 12. Engineered soil depth (ft) = 2 13. Engineered soil porosity = 0.27 14. Percent solids reduction due to flow through engineered soil = 80 15. Biofilter peak to average flow ratio = 3.8 16. Number of biofiltration control devices = 1 17. Particle size distribution file: Not needed - calculated by program 18. Initial water surface elevation (ft): 0 Soil Data Soil Type Fraction in Eng. Soil User-Defined Media Type 1.000 Biofilter Outlet/Discharge Characteristics: Outlet type: Broad Crested Weir 1. Weir crest length (ft): 5 2. Weir crest width (ft): 5 3. Height of datum to bottom of weir opening: 4.7 Outlet type: Surface Discharge Pipe 1. Surface discharge pipe outlet diameter (ft): 1 2. Pipe invert elevation above datum (ft): 2.15 3. Number of surface pipe outlets: 1 Control Practice 2: Biofilter CP# 2 (DS) - P2 1. Top area (square feet) = 5260 2. Bottom aea (square feet) = 500 3. Depth (ft): 6 4. Biofilter width (ft) - for Cost Purposes Only: 10 5. Infiltration rate (in/hr) = 3.6 6. Random infiltration rate generation? No 7. Infiltration rate fraction (side): 0.001 8. Infiltration rate fraction (bottom): 1 9. Depth of biofilter that is rock filled (ft) 0 10. Porosity of rock filled volume = 0 11. Engineered soil infiltration rate: 3.6 12. Engineered soil depth (ft) = 2 13. Engineered soil porosity = 0.27 14. Percent solids reduction due to flow through engineered soil = 80 15. Biofilter peak to average flow ratio = 3.8 16. Number of biofiltration control devices = 1 17. Particle size distribution file: Not needed - calculated by program 18. Initial water surface elevation (ft): 0 Soil Data Soil Type Fraction in Eng. Soil User-Defined Media Type 1.000 Biofilter Outlet/Discharge Characteristics: Outlet type: Broad Crested Weir 1. Weir crest length (ft): 10 2. Weir crest width (ft): 5 3. Height of datum to bottom of weir opening: 5.79 Outlet type: Surface Discharge Pipe 1. Surface discharge pipe outlet diameter (ft): 1 2. Pipe invert elevation above datum (ft): 4.15 3. Number of surface pipe outlets: 1 Control Practice 3: Biofilter CP# 3 (DS) - P3 1. Top area (square feet) = 10000 2. Bottom aea (square feet) = 150 3. Depth (ft): 5 4. Biofilter width (ft) - for Cost Purposes Only: 10 5. Infiltration rate (in/hr) = 3.6 6. Random infiltration rate generation? No 7. Infiltration rate fraction (side): 0.001 8. Infiltration rate fraction (bottom): 1 9. Depth of biofilter that is rock filled (ft) 0 10. Porosity of rock filled volume = 0 11. Engineered soil infiltration rate: 3.6 12. Engineered soil depth (ft) = 2 13. Engineered soil porosity = 0.27 14. Percent solids reduction due to flow through engineered soil = 80 15. Biofilter peak to average flow ratio = 3.8 16. Number of biofiltration control devices = 1 17. Particle size distribution file: Not needed - calculated by program 18. Initial water surface elevation (ft): 0 Soil Data Soil Type Fraction in Eng. Soil User-Defined Media Type 1.000 Biofilter Outlet/Discharge Characteristics: Outlet type: Broad Crested Weir 1. Weir crest length (ft): 10 2. Weir crest width (ft): 4 3. Height of datum to bottom of weir opening: 3 Control Practice 4: Biofilter CP# 4 (DS) - P4 1. Top area (square feet) = 10000 2. Bottom aea (square feet) = 270 3. Depth (ft): 5 4. Biofilter width (ft) - for Cost Purposes Only: 10 5. Infiltration rate (in/hr) = 3.6 6. Random infiltration rate generation? No 7. Infiltration rate fraction (side): 0.001 8. Infiltration rate fraction (bottom): 1 9. Depth of biofilter that is rock filled (ft) 0 10. Porosity of rock filled volume = 0 11. Engineered soil infiltration rate: 3.6 12. Engineered soil depth (ft) = 2 13. Engineered soil porosity = 0.27 14. Percent solids reduction due to flow through engineered soil = 80 15. Biofilter peak to average flow ratio = 3.8 16. Number of biofiltration control devices = 1 17. Particle size distribution file: Not needed - calculated by program 18. Initial water surface elevation (ft): 0 Soil Data Soil Type Fraction in Eng. Soil User-Defined Media Type 1.000 Biofilter Outlet/Discharge Characteristics: Outlet type: Broad Crested Weir 1. Weir crest length (ft): 10 2. Weir crest width (ft): 4 3. Height of datum to bottom of weir opening: 4 Outlet type: Surface Discharge Pipe 1. Surface discharge pipe outlet diameter (ft): 1 2. Pipe invert elevation above datum (ft): 3.63 3. Number of surface pipe outlets: 1 Control Practice 5: Biofilter CP# 5 (DS) - P5 1. Top area (square feet) = 7460 2. Bottom aea (square feet) = 860 3. Depth (ft): 7 4. Biofilter width (ft) - for Cost Purposes Only: 10 5. Infiltration rate (in/hr) = 3.6 6. Random infiltration rate generation? No 7. Infiltration rate fraction (side): 0.001 8. Infiltration rate fraction (bottom): 1 9. Depth of biofilter that is rock filled (ft) 0 10. Porosity of rock filled volume = 0 11. Engineered soil infiltration rate: 3.6 12. Engineered soil depth (ft) = 2 13. Engineered soil porosity = 0.27 14. Percent solids reduction due to flow through engineered soil = 80 15. Biofilter peak to average flow ratio = 3.8 16. Number of biofiltration control devices = 1 17. Particle size distribution file: Not needed - calculated by program 18. Initial water surface elevation (ft): 0 Soil Data Soil Type Fraction in Eng. Soil User-Defined Media Type 1.000 Biofilter Outlet/Discharge Characteristics: Outlet type: Broad Crested Weir 1. Weir crest length (ft): 10 2. Weir crest width (ft): 4 3. Height of datum to bottom of weir opening: 5.6 SLAMM for Windows Version 10.5.0 (c) Copyright Robert Pitt and John Voorhees 2019, All Rights Reserved Data file name: \\VREELAND-SERVER\Data\Vital\Cad Files\2026\26-0159 Barnes - UHaul Eagle River\26-0159 winslamm.mdb Data file description: Rain file name: C:\WinSLAMM Files\Rain Files\WisReg - Green Bay WI 1969.RAN Particulate Solids Concentration file name: C:\WinSLAMM Files\v10.1 WI_AVG01.pscx Runoff Coefficient file name: C:\WinSLAMM Files\WI_SL06 Dec06.rsvx Pollutant Relative Concentration file name: C:\WinSLAMM Files\WI_GEO03.ppdx Residential Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Institutional Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Commercial Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Industrial Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Other Urban Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Freeway Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Apply Street Delivery Files to Adjust the After Event Load Street Dirt Mass Balance: False Source Area PSD and Peak to Average Flow Ratio File: C:\WinSLAMM Files\NURP Source Area PSD Files.csv Cost Data file name: Seed for random number generator: -42 Start of Winter Season: 11/25 End of Winter Season: 03/29 Model Run Start Date: 01/02/69 Model Run End Date: 12/28/69 Date of run: 07-01-2026 Time of run: 09:50:32 Total Area Modeled (acres): 2.710 Years in Model Run: 0.99 Runoff Percent Particulate Particulate Percent Volume Runoff Solids Solids Particulate (cu ft) Volume Conc. Yield Solids Reduction (mg/L) (lbs) Reduction Total of all Land Uses without Controls: 139829 - 65.90 575.2 - Outfall Total with Controls: 127.4 99.91% 227.0 1.806 99.69% Annualized Total After Outfall Controls: 129.2 1.831 U-Haul Eagle River Location: Inflow Area: 118,048 sf Rainfall Total: 22.63 in Total Volume= Inflow Area x Rainfall Total Total Volume: 222,618 cf Volume Leaving Site: 0 Existing Infiltration Volume = Total Volume-Volume Leaving Site Existing Infiltration Volume: 222,618 cf Proposed Infiltration Volume: Inflow Area: 118,048 sf Total Rainfall Infiltrated: 22.63 in Total Volume= Inflow Area x Rainfall Total Total Potential Volume Runoff: 222,618 cf Outfall Total (from WinSLAMM): 127 cf Proposed Infiltration Volume 222,491 cf Percent of Pre-development Infiltration Volume Infiltrated: Infiltration Percent = Proposed Infiltration Volume/Existing Infiltration Volume Infiltration Percent: 99.94% Date: 5/28/2026 City of Eagle River Existing Infiltration Volume: Infiltration Volumes Calculated by: Dustin Vreeland APPENDIX E Soil Loss and Sediment Discharge Map and Calculations YEAR 1 Developer: Project: Date: County: Version 2.1 Activity (1) Begin Date (2) End Date (3) Period % R (4) Annual R Factor (5) Sub Soil Texture (6) Soil Erodibility K Factor (7) Slope (%) (8) Slope Length (ft) (9) LS Factor (10) Land Cover C Factor (11) Soil loss A (tons/acre) (12) SDF (13) Sediment Control Practice (14) Sediment Discharge (t/ac) (15) 07/01/26 04/01/27 64.2% 100 0.15 1.2% 195 0.17 1.00 1.7 0.924 0.9 04/01/27 06/01/27 16.4% 100 Sand 0.15 1.2% 195 0.17 0.10 0.0 0.924 0.0 06/01/27 ----- ----- ----- ------- ----- 1.2% 195 0.17 ------ ----- 0.000 0.0 ----- ----- ----- ------- ----- 1.2% 195 0.17 ----- ----- 0.000 0.0 ----- ----- ----- ------- ----- 1.2% 0 ----- ----- ----- 0.000 0.0 ----- ----- ----- ------- ----- 0.0% 0 ----- ----- ----- 0.000 0.0 TOTAL 1.7 TOTAL 1.0 Notes: % Reduction Required NONE See Help Page for further descriptions of variables and items in drop-down boxes. The last land disturbing activity on each sheet must be 'End'. This is either 12 months from the start of construction or final stabilization. For periods of construction that exceed 12 months, please demonstrate that 5 tons/acre/year is not exceeded in any given 12 month period. Recommended Permanent Seeding Dates: 4/15-6/1 and 8/1-8/21 Turf, introduced grasses and legumes Designed By: Dustin Vreeland Thaw-6/30 Native Grasses, forbs, and legumes Date 5/28/2026 NOTE: THIS TOOL ONLY ADDRESSED SOIL EROSION DUE TO SHEET FLOW. MEASURES TO CONTROL CHANNEL EROSION MAY ALSO BE REQUIRED TO MEET SEDIMENT DISCHARGE REQUIREMENTS. Soil Loss & Sediment Discharge Calculation Tool for use on Construction Sites in the State of Wisconsin 05/28/26 WDNR Version 2.1 (12-05-2024) U-Haul U-Haul Eagle River Bare Ground Seed with Mulch or Ero End Sand Vilas Silt Fence Silt Fence C:\Users\sadmin\Desktop\USLEmodel.xlsm APPENDIX F State of Wisconsin Construction Site Inspection Report l 2 If the project is not on schedule then the soil loss summary for the project should be reviewed and schedule, plan or practices modified accordingly. CONSTRUCTION SITE INSPECTION REPORTForm 3400-187 (R 11/16)Page 1 of 2State of Wisconsin Department of Natural Resources (DNR) PO Box 7921, Madison WI 53707-7921 dnr.wi.govNotice: This form was developed in accordance with s. NR 216.48 Wis. Adm. Code for WPDES permittees’ convenience; however, use of this specific form is voluntary. Multiple copies of this form may be made to compile the inspection report. Inspections of the construction site and implemented erosion and sediment control best management practices (BMPs) must be performed weekly and within 24 hours after a rainfall event 0.5 inches or greater.Construction Site Name and Location (Project, Municipality, and County):Onsite Contact/Contractor:Site/Facility ID No. (FIN):Onsite Phone/Cell:Note: Inspection reports, along with erosion control and storm water management plans, are required to be maintained on site in accordance with s. NR 216.48 (4) and made available upon request. PLEASE PRINT LEGIBLY.Date of inspection:Time of inspection:Start:ampmEnd:ampmType of inspection: WeeklyPrecipitation EventOther (specify)Weather/Site Conditions: Antecedent Soil Moisture Last Rainfall Depth: Temp.inchesLast Rainfall Date:°F DryVariableWetFrozen or snow coveredMelting Snow/slushDescribe current phase of construction: Project on Schedule2?YesNoScheduled Final Stabilization Date for Universal Soil Loss Equation (USLE) 1 :Name(s) of individual(s) performing inspection:Inspector Phone/Cell:I certify that the information contained on this form is an accurate assessment of site conditions at the time of inspection:Inspector SignatureDate: Inspection Questions:YesNo (Identify Actions Required):Location/Comments:Actions Completed by Date & Initials1.Is the erosion control plan accessible to operators?Provide onsite copy2.Is the permit certificate posted where visible?Post certificate3.Is the current phase of construction on sequence with the site-specific erosion and sediment control plan, including installation/stabilization of ponds and ditches?Add sediment controlInstall missing ditch/pipe/pondStabilize bare soil4.Are all erosion and sediment control BMPs shown on plan properly installed and in functional condition?RepairModifyInstall/Replace5. Is inlet protection properly installed and functioning in all inlets likely to receive runoff from the site?CleanReplaceInstall6. Is the air free of fugitive dust resulting from construction activity and bare soil exposure?Apply waterApply dust control product CONSTRUCTION SITE INSPECTION REPORTForm 3400-187 (R 11/16)State of Wisconsin Department of Natural Resources dnr.wi.gov 4 Page 2 of 2 Inspection Questions:YesNo (Identify Actions Required):Location/Comments:Actions Completed by Date & Initials7.Is the public right of way curb line free of tracked soil and accumulation?Install tracking padWiden/lengthen padAmend stone/Add geotextileInstall wheel washing stationClose entrance/exitLimit traffic across disturbed areasSweep road and curb line8.Are wetlands, lakes, streams, ditches, or storm sewers downstream of the site free of sedimentation and turbid water leaving the site?3Add sediment controlsModify operationsContact DNR to verify extent of cleanup required9.Is dewatering and/or vehicle and equipment washing being done in a manner that prevents erosion and sediment discharge?Install treatment trainInstall energy dissipationModify discharge locationModify intake to reduce sediment10.Are soil stockpiles existing for more than 7 days covered and stabilized?SeedInstall mat/mulch/polymerCover with tarp/plastic sheeting11.Are downstream channels and other downhill areas protected from scour and erosion?Install energy dissipation at outfallInstall ditch checksInstall slope interruptionInstall onsite detention12.Are good housekeeping practices or treatment controls in place to prevent the discharge of chemicals, cement, trash, and other materials into wetlands, waterways, storm sewers, ditches, or drainage-ways?4Properly dispose of trashProvide concrete washout stationContact DNR to verify extent of cleanup required13.Is the plan reflective of current site operations and does it address all erosion and sediment control issues identified during the inspection?Revise sequenceRevise sediment control BMPRevise erosion control BMPRevise post-construction storm water BMP14.Are all areas where construction has temporarily ceased (and will not resume for more than 2 weeks) temporarily stabilized? Topsoil & seedInstall mat/mulch/polymerCover with tarp/plastic sheeting15.Are all areas at final grade permanently vegetated or stabilized with other treatments? Topsoil & seedInstall mat/mulch/polymerSod Install stone base16.Have temporary sediment controls been removed in areas of the site that meet the permit definition of ‘final stabilization’?Water to establish vegetationRepair or reseed areasRemove temporary practices 1 Robin Ginner From: Vito S. Bortolotti <v.s.bortolotti@gmail.com> Sent: Wednesday, July 1, 2026 11:23 AM To: Robin Ginner Subject: Fwd: Another round of Letters/ Emails for the July 2nd Meeting ---------- Forwarded message --------- From: Ally Ramesh <ally@burkettrealty.com> Date: Wed, Jul 1, 2026, 9:14 AM Subject: To: v.s.bortolotti@gmail.com <v.s.bortolotti@gmail.com> Good afternoon Mr. Bortolotti, It was very nice to meet you! Your family has a wonderful business. My opinion is based solely on general real estate market observations. I believe the proposed development can have a negative impact on the restaurant's visibility from the highway, which may affect customer exposure and traffic patterns. Reduced visibility is generally considered a factor that can negatively influence the marketability and potential resale value of a business. A qualified business appraiser or valuation expert would be best suited to quantify any impact. -- Ally Ramesh 苧苨 REALTOR® | Century 21 Burkett & Associates 906-284-2918 | ally@burkettrealty.com Serving All of Northern Wisconsin JUNE 30, 2026 SUBJECT: STORAGE UNIT/CIN CIN PLANNING COMMISSION MEETING To Whom It May Concern, I am writing in my capacity as a licensed Wisconsin REALTOR® with experience marketing commercial and residential properties throughout Northern Wisconsin. This letter is not intended to express support for or opposition to the proposed development or conditional use permit. Rather, I am offering a professional opinion regarding how adjacent land uses can influence the marketability of neighboring commercial properties. The Cin Cin restaurant benefits from its visibility along US Highway 45 and the ambiance it provides its patrons. From a real estate perspective, customer-facing businesses often rely not only on location, but also on the surrounding environment and overall dining experience. Should the proposed climate-controlled storage facility substantially alter the existing views or visual setting, it is my opinion that it could negatively affect the property's marketability and the ambiance that contributes to its appeal for customers. My comments are limited to general real estate principles regarding commercial marketability and should not be interpreted as an opinion on the proposed project itself or its approval. Respectfully, Drea Myszka Wisconsin Licensed REALTOR® Minocqua Eagle River Rhinelander Manitowish Waters (800) 472-3410 (800) 282-1774 (800) 472-7334 (800) 433-9494 shorewest.com An Independently Owned and Operated Member of Coldwell Banker Residential Affiliates, Inc. June 29, 2026 Vito Bortolotti 1114 N. Bluebird Eagle River, WI 54521 Cin Cin Value Sir, Some information regarding your property located at 1114 N. Bluebird Rd, Eagle River, Wisconsin. Assessed value is $210,500 Fair Market Value is $233,800 Most recent sale, 11/2016 $106,000 My estimate of value of the real estate, excluding the business is $290,000 Should a structure be built in front of the restaurant blocking visibility, my opinion of value drops to $265,000. I will be most happy to discuss. Best regards, James Mulleady Shorewest Realtors Legal Notice Publish twice, beginning June 15, 2026. Affidavit requested. NOTICE OF PUBLIC HEARING - Correction CITY OF EAGLE RIVER PLANNING COMMISSION The Vilas County Fair Board has submitted a Conditional Use Permit request to allow camping by circus workers at the Vilas County Fairgrounds, July 13 -15, 2026. T he Vilas County Fairgrounds property, Parcel 221-182, 133 South Forrest Street, is described as Sect. 32, T40N,R10E, MILL LOT 1 COUNTY CLERK'S PLAT GOVT LOT 1 & PRT SE NE EXC 23-382,196-598,580174, 584885 RESOLUTION 441482. The City of Eagle River Planning Commission has scheduled a public hearing for Thursday, July 2, 2026 at 5 pm, located in the Eagle River Common Council Chambers, 525 E. Maple Street, Eagle River, WI 54521. Comments can be made in person at the public hearing or by mail to City Administrator, PO. Box 1269, Eagle River, WI 54521; by phone (715) 479- 8682 x227 or email rcginner@eagleriverwi.gov . Documents will be available for review at City Hall. PETITIONERS, OR THEIR REPRESENTATIVES, SHALL BE PRESENT. WEST PINE STREET LLC 2303 RIDGEVIEW DR WAUSAU, WI 54401 WEST PINE STREET LLC 2303 RIDGEVIEW DR WAUSAU, WI 54401 GPS II INC PO BOX 997 EAGLE RIVER, WI 54521 EAGLE RIVER RE LLC 1209 TYLER ST NE MINNEAPOLIS, MN 55413 BEAVERS LAND MANAGEMENT LLC 2220 6TH AVE N ESCANABA, MI 49829 BTK GROUP LLC 4299 ISLANDVIEW RD RHINELANDER, WI 54501 HODAG PROPERTY HOLDINGS LLC 7500 BIRCH TREE DR EAGLE RIVER, WI 54521 THOMAS M POLLACK PO BOX 186 EAGLE RIVER, WI 54521 KAP HOLDINGS LLC PO BOX 939 EAGLE RIVER, WI 54521 THOMAS F WRANIK PO BOX 1266 EAGLE RIVER, WI 54521 THOMAS F WRANIK PO BOX 1266 EAGLE RIVER, WI 54521 VILAS COUNTY 330 COURT ST EAGLE RIVER, WI 54521 KEVIN M KADLEC PO B OX 348 PORT CHARLOTTE, FL 33981 GERTA PO Box 1714 EAGLE RIVER, WI 54521 VILAS COUNTY 330 COURT ST EAGLE RIVER, WI 54521 STUART A LANDAU TRUST 5100 DORSET AVE CHEVY CHASE, MD 20815 SAS INCOME TRUST PO BOX 1015 EAGLE RIVER, WI 54521 DANIEL M BAKOTIC TRUST 503 NAVAJO DR NEW LENOX, IL 60451 PATRICIA A LANGE 24 MEDALIST LN ROTONDA WEST, FL 33947 MATTHEW J GUTHRIE 149 FIELDSTONE LN DIXON, IL 61021 ELLEN S MOMMAERTS 1740 DUBLIN LN APT 73 NEENAH, WI 54956 CHARLES BURGESS 604 CEDAR LN PFLUGERVILLE, TX 78660 BRIAN T WIRTH 864 STONECROP DR HARTFORD, WI 53027 JOHN R BURCZYK TRUST 741 RIVER EDGE EAGLE RIVER, WI 54521 KATIE L RHEINSCHMIDT 741 E RIVER EDGE RD EAGLE RIVER, WI 54521 KENT & PATRICIA KOHN TRUST 812 RIVER EDGE EAGLE RIVER, WI 54521 EVELYN D ABBATE TRUST 812 RIVER EDGE EAGLE RIVER, WI 54521 MATTHEW J BROWN N3666 TOWER RD TIGERTON, WI 54486 DONALD L PETERSON 16804 ENNERDALE AVE LOCKPORT, IL 60441 Office of Administration  525 E. Maple Street, PO Box 1269, Eagle River, WI 54521  715-479-8682 https://eagleriverwi.gov/ NOTICE OF PUBLIC HEARING CITY OF EAGLE RIVER PLANNING COMMISSION The Vilas County Fair Board has submitted a request to allow camping by carnival workers at the Vilas County Fairgrounds during the County Fair, August 13 -16, 2026, with additional shoulder dates as required for set -up/tear-down of the fair attractions. T he Vilas County Fairgrounds property, Parcel 221-182, 133 South Forrest Street, is described as Sect. 32, T40N,R10E, MILL LOT 1 COUNTY CLERK'S PLAT GOVT LOT 1 & PRT SE NE EXC 23-382,196-598,580174, 584885 RESOLUTION 441482. The City of Eagle River Planning Commission has scheduled a public hearing for Thursday, July 2, 2026 at 5 pm, located in the Eagle River Common Council Chambers, 525 E. Maple Street, Eagle River, WI 54521. Comments can be made in person at the public hearing or by mail to City Administrator, PO. Box 1269, Eagle River, WI 54521; by phone (715) 479- 8682 x227 or email rcginner@eagleriverwi.gov . Documents will be available for review at City Hall. PETITIONERS, OR THEIR REPRESENTATIVES, SHALL BE PRESENT. WEST PINE STREET LLC 2303 RIDGEVIEW DR WAUSAU, WI 54401 WEST PINE STREET LLC 2303 RIDGEVIEW DR WAUSAU, WI 54401 GPS II INC PO BOX 997 EAGLE RIVER, WI 54521 GPS II INC PO BOX 997 EAGLE RIVER, WI 54521 EAGLE RIVER RE LLC 1209 TYLER ST NE MINNEAPOLIS, MN 55413 EAGLE RIVER RE LLC 1209 TYLER ST NE MINNEAPOLIS, MN 55413 BEAVERS LAND MANAGEMENT LLC 2220 6TH AVE N ESCANABA, MI 49829 BTK GROUP LLC 4299 ISLANDVIEW RD RHINELANDER, WI 54501 HODAG PROPERTY HOLDINGS LLC 7500 BIRCH TREE DR EAGLE RIVER, WI 54521 THOMAS M POLLACK PO BOX 186 EAGLE RIVER, WI 54521 KAP HOLDINGS LLC PO BOX 939 EAGLE RIVER, WI 54521 THOMAS F WRANIK PO BOX 1266 EAGLE RIVER, WI 54521 THOMAS F WRANIK PO BOX 1266 EAGLE RIVER, WI 54521 VILAS COUNTY 330 COURT ST EAGLE RIVER, WI 54521 KEVIN M KADLEC PO B OX 348 PORT CHARLOTTE, FL 33981 GERTA PO Box 1714 EAGLE RIVER, WI 54521 VILAS COUNTY 330 COURT ST EAGLE RIVER, WI 54521 STUART A LANDAU TRUST 5100 DORSET AVE CHEVY CHASE, MD 20815 SAS INCOME TRUST PO BOX 1015 EAGLE RIVER, WI 54521 DANIEL M BAKOTIC TRUST 503 NAVAJO DR NEW LENOX, IL 60451 PATRICIA A LANGE 24 MEDALIST LN ROTONDA WEST, FL 33947 MATTHEW J GUTHRIE 149 FIELDSTONE LN DIXON, IL 61021 ELLEN S MOMMAERTS 1740 DUBLIN LN APT 73 NEENAH, WI 54956 CHARLES BURGESS 604 CEDAR LN PFLUGERVILLE, TX 78660 BRIAN T WIRTH 864 STONECROP DR HARTFORD, WI 53027 JOHN R BURCZYK TRUST 741 RIVER EDGE EAGLE RIVER, WI 54521 KATIE L RHEINSCHMIDT 741 E RIVER EDGE RD EAGLE RIVER, WI 54521 KENT & PATRICIA KOHN TRUST 812 RIVER EDGE EAGLE RIVER, WI 54521 EVELYN D ABBATE TRUST 812 RIVER EDGE EAGLE RIVER, WI 54521 MATTHEW J BROWN N3666 TOWER RD TIGERTON, WI 54486 DONALD L PETERSON 16804 ENNERDALE AVE LOCKPORT, IL 60441 Office of Zoning & Administration  525 E. Maple Street, PO Box 1269, Eagle River, WI 54521  715-479-8682 https://eagleriverwi.gov/ City Of Eagle River Resolution No. _________ A Resolution To Amend The City Of Eagle River Comprehensive Plan Future Land Use Map And Rezone Certain Properties Located On Elm Drive From Parks/Recreation To Office/Residential WHEREAS, the City of Eagle River has received requests to amend the Future Land Use Map of the Comprehensive Plan and to rezone certain properties located on Elm Drive; and WHEREAS, the subject properties are currently designated and zoned as Parks/Recreation and are proposed to be redesignated and rezoned to Office/Residential; and WHEREAS, the properties affected by this amendment and rezoning are legally described in the City tax roll and identified as follows: 1. Tuff Property Parcel No. 221-1058-5801 1020 Elm Drive SE-SE, Section 33, Township 40 North, Range 10 East, Part of SE-SE. Full legal description on file in the tax roll. 2. Hom Property Parcel No. 221-1058-6012 SE-SE, Section 33, Township 40 North, Range 10 East, Lot 3 of Certified Survey Map No. 5874, recorded as 22CS212, Part of SE-SE. Full legal description on file in the tax roll. 3. Buskager Property Parcel No. 221-1058-6011 1025 Elm Drive SE-SE, Section 33, Township 40 North, Range 10 East, Lot 2 of Certified Survey Map No. 5874, recorded as 22CS212, formerly part of SE-SE, except Document No. 540834. Full legal description on file in the tax roll. WHEREAS, pursuant to Wisconsin Statutes and the City of Eagle River Zoning Ordinance, the Planning Commission conducted a public hearing on July 2, 2026, at 5:00 p.m. in the Common Council Chambers at City Hall, 525 East Maple Street, Eagle River, Wisconsin, to receive testimony and public comment regarding the proposed Comprehensive Plan amendment and rezoning; and Office of Zoning & Administration  525 E. Maple Street, PO Box 1269, Eagle River, WI 54521  715-479-8682 https://eagleriverwi.gov/ WHEREAS, after consideration of the public testimony, staff review, applicable ordinances, and the goals and objectives of the City’s Comprehensive Plan, the Planning Commission has recommended approval of the proposed amendments; and WHEREAS, the Common Council finds that the proposed Future Land Use Map amendment and rezoning are consistent with the public health, safety, and welfare of the community and are in the best interests of the City of Eagle River. NOW, THEREFORE, BE IT RESOLVED by the Common Council of the City of Eagle River, Wisconsin, that: Section 1. The Future Land Use Map of the City of Eagle River Comprehensive Plan is hereby amended to change the future land use designation of the properties identified above from Parks/Recreation to Office/Residential. Section 2. The Official Zoning Map of the City of Eagle River is hereby amended to rezone the properties identified above from Parks/Recreation to Office/Residential. Section 3. City staff are authorized and directed to make all necessary revisions to the Comprehensive Plan, Official Zoning Map, and related City records to reflect these amendments. Section 4. This Resolution shall take effect upon its adoption and publication as required by law. Adopted by the Common Council of the City of Eagle River, Wisconsin, this ____ day of __________, 2026. SIGNED: Debra A Brown, Mayor Date ATTEST: Becky Bolte, Clerk Date Office of Administration  525 E. Maple Street, PO Box 1269, Eagle River, WI 54521  715-479-8682 https://eagleriverwi.gov/ NOTICE OF PUBLIC HEARING CITY OF EAGLE RIVER PLANNING COMMISSION The Planning Commission will consider the rezoning, and the subsequent change to the Comprehensive Plan of the City of Eagle River, for Elm Drive properties listed below from Parks/Recreation to Office/Residential zoning classification. The properties are described as: • Tuff: Parcel #221-1058-5801, 1020 Elm Drive, SE-SE,Sect. 33, T40N,R10E, PRT SE SE. Full description in tax roll. • Hom: Parcel #221-1058-6012, SE-SE,Sect. 33, T40N,R10E, LOT 3 22CS212 CSM 5874 PRT SE SE. Full description in the tax roll. • Buskager: Parcel #221-1058-6011, 1025 Elm Drive, SE-SE,Sect. 33, T40N,R10E, LOT 2 22CS212 CSM 5874 FKA PRT SE SE EXC 540834 The City of Eagle River Planning Commission has scheduled a public hearing for Thursday, July 2, 2026 at 5 pm, located in the Eagle River Common Council Chambers, 525 E. Maple Street, Eagle River, WI 54521. Comments can be made in person at the public hearing or by mail to City Administrator, PO. Box 1269, Eagle River, WI 54521; by phone (715) 479- 8682 x227 or email rcginner@eagleriverwi.gov . Documents will be available for review at City Hall. PETITIONERS, OR THEIR REPRESENTATIVES, SHALL BE PRESENT. RORY TUFF 1020 ELM DR EAGLE RIVER, WI 54521 CITY OF EAGLE RIVER PO BOX 1269 EAGLE RIVER, WI 54521 SPENCER BUSKAGER 7828 PRIMEVAL LN ST GERMAIN, WI 54558 KATIE HOM 1005 ELM DR EAGLE RIVER, WI 54521 1 Robin Ginner From: Rick Meadows <rick_meadows@msn.com> Sent: Thursday, June 11, 2026 3:40 PM To: Robin Ginner Subject: Withdrawal of Real Estate Purchase Request Members of the Eagle River Zoning Commission, Please accept this email as formal notice that I am withdrawing my request to purchase the strip of land adjacent to my mother's property (655 Bond Blvd) and will not be pursuing the matter further. My parents, George and Carol Meadows, have been part of the Eagle River community for many years, and as we prepare for the sale of the property and my mother's transition to assisted living, I have decided it is best to move forward without further consideration of this request. I appreciate the opportunity to present the matter and the professionalism shown by the Commission throughout the process. Thank you for your time. Respectfully, Rick Meadows Attorney-in-Fact for Carol Meadows