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Planning Commission Agenda - 01/07/2025AGENDA REGULAR MEETING — PLANNING COMMISSION Tuesday, January 7, 2025 — 6:00 p.m. Mississippi Room, Monticello Community Center MONTICELLO PLANNING COMMISSION/CITY COUNCIL JOINT WORKSHOP Monticello Community Center — Academy Room 5:00 p.m. Land Use Basics Commissioners: Chair Andrew Tapper, Vice -Chair Melissa Robeck, Rick Kothenbeutel, Teri Lehner, Rob Stark Council Liaison: Councilmember Charlotte Gabler Staff: Angela Schumann, Steve Grittman, Bob Ferguson, Tyler Bevier 1. General Business A. Call to Order B. Roll Call C. Appointment of Officers - Confirmation D. Consideration of Additional Agenda Items E. Approval of Agenda F. Approval of Meeting Minutes • Workshop Meeting Minutes— November 4, 2024 • Regular Meeting Minutes — December 3, 2024 • Workshop Meeting Minutes— December 3, 2024 G. Citizen Comment 2. Public Hearings A. Consideration of a Conditional Use Permit for a proposed Vehicle Sales and Rental Use in a B-3 (Highway Business) District. Variance to minimum lot dimensions. Applicant: Mohammad Awad B. Consideration of Rezoning to Planned Unit Development, Development Stage Planned Unit Development and Preliminary Plat for a proposed single-family residential including attached and detached unit development in an R-1 (Single - Family) Residential district Applicant: JBP Land, LLC C. Consideration of Adoption of the 2025 City of Monticello Official Zoning Map Applicant: City of Monticello Regular Agenda A. Consideration to adopt the 2025 Planning Commission Workplan Update 4. Other Business A. Community Development Director's Report Adjournment SPECIAL MEETING - MONTICELLO PLANNING COMMISSION Monday, November 4, 2024 — 5:00 p.m. Academy Room, Monticello Community Center Commissioners Present: Vice Chair Andrew Tapper, Teri Lehner, Melissa Robeck, Rob Stark Commissioners Absent: Chair Paul Konsor Council Liaison Present: Staff Present: Angela Schumann, Tyler Bevier 1. Call to Order Vice Chair Andrew Tapper called the special meeting of the Monticello Planning Commission to order at 5:00 p.m. 2. Interview of Planning Commissioner Candidates and Recommendation of Candidate. The Planning Commission interviewed three candidates for the vacant Planning Commissioner position. The position was previously held by Paul Konsor, who at the November regular meeting submitted his resignation from the Commission for the remainder of his term in 2024. Any recommendation of a candidate would be forwarded to the City Council on November 12, 2024. When the vacant position is filled, the newly appointed Commissioner will begin upon appointment, with a term expiring at the end of the year 2027. MOTION BY COMMISSIONER ROB STARK TO RECOMMEND THE APPOINTMENT OF RICHARD KOTHENBEUTEL TO THE PLANNING COMMISSION. COMMISSIONER MELISSA ROBECK SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY. 3. Added Items None 4. Adjournment By consensus the special meeting of the Monticello Planning Commission was adjourned at 7:30 p.m. MINUTES JOINT CITY COUNCIL/MONTICELLO PLANNING COMMISSION WORKSHOP Tuesday, December 3, 2024 — 4:45 PM Monticello Community Center Planning Commissioners Present Planning Commissioners Absent: City Councilmembers Present: City Councilmembers Absent: Staff Present: 1. Call to Order Vice Chair Andrew Tapper, Rick Kothenbeutel, Teri Lehner, Melissa Robeck, Rob Stark Mayor Lloyd Hilgart, Charlotte Gabler, Sam Murdoff, Tracy Hinz, Lee Martie Rachel Leonard, Angela Schumann, Jennifer Schreiber, Ron Hackenmueller, Tyler Bevier, Steve Grittman a. Concept Stage Planned Unit Development Submittal for a 500+ acre technology campus including data center uses, located within Light Industrial Park and Development Reserve land use designation areas Mayor Lloyd Hilgart called the meeting to order at 4:46 p.m. Community Development Director Angela Schumann opened the meeting with introductions of staff and concept proposal team. Angela Schumann began by stating that no formal decisions would be made at this evening's workshop, and there is no formal land -use application at this time. Angela Schumann stated that property owners within 350' of the property were mailed notice regarding the concept meeting. An overview of the formal public hearing process was given regarding any future land -use applications and the public's opportunity for written and oral public comment. Angela Schumann gave an overview of the format for the evening and reminded policymakers that although a concept review generally comes with site and development review elements, tonight's discussion was focused on land -use. The land - use discussion would be focused on data center uses. The discussion would include whether data centers should be included in the Light -Industrial Park land use designation in the 2040 Vision + Plan, how and where these types of uses should be located, and an overview of the submitter's proposed concept in relationship to land absorption, employment and tax base goals of the City. Angela Schumann turned the conversation over to City Planner Steve Grittman. City Planner Steve Grittman gave an overview of the land -use discussion for the evening, and how the land use proposed fits into the City's existing comprehensive plan and land use plan. The site proposal is a data center technology campus of approximately 550 acres. Steve Grittman spoke about the common nature of the scale of data center development, with this proposal at 3 million square feet of building and 200-500 full- time jobs created. Steve Grittman stated that there would be a significant investment and tax generation. Steve Grittman stated that data centers are becoming more common across the United States, yet less so in the state of Minnesota. It was noted that a few that are under construction in the Twin Cities Metro. Steve Grittman stated that data center land uses are new to the community as are their impacts to land -use and utilities in the city. Steve Grittman provided a reference to the scale of the project, illustrating the comparative size of Otter Creek business park at 137 acres as compared to the 550 acre proposed site. The proposed site is within the orderly annexation area, with the north portion of the site currently guided Light -Industrial Park and south half guided as Development Reserve by the City's 2040 Plan. Development Reserve does not designate a specific land -use. Steve Grittman walked through the interior storage components of the building for data center activities, their high land value per acre and the lack of customer interaction and traffic to the industrial site. The 2040 Plan would need to be amended to incorporate data center uses more specifically in the Light Industrial Park land use category. Currently, the Light Industrial Park designation includes manufactures and warehouses and is recommended for amendment as the scale of a data center is not included. Nick Frattalone, the proposal submitter, introduced the team and their search for a site throughout the state of Minnesota in terms of open land and access to power. Nick Frattalone stated that they settled on Monticello due to the developable land area and the access to power and utilities. Nick Frattalone stated that an end user of the development has not been identified. Steve Grittman stated that the primary discussion for policymakers is if the 2040 Comprehensive Plan should accommodate data centers generally within its light industrial use framework. Steve Grittman reminded the Council and Commission members that the City has the authority to determine how and where data centers may be accommodated, and spoke to previous new uses in the city such as cannabis and brew pubs. Mayor Lloyd Hilgart requested confirmation on the the total investment. The proposal team confirmed the investment to be over $3 billion over time. 2 Planning Commissioner Andrew Tapper asked for a definition of light -industrial and heavy industrial and asked about offsite impacts from data centers. Steve Grittman stated that offsite impacts of the user, such as outdoor storage, noise, employment levels, and odors that may affect neighbors would lean toward a heavy industrial designation. Businesses without those impacts or those that can be mitigated would be light industrial. Councilmember Charlotte Gabler asked if this is to be one building of 3 million sq. feet or multiple buildings. The submitter stated that there would be multiple buildings storing computers within buildings of approximately 300,000 sq. feet, built over time, and with fencing and berms to mitigate. There are existing examples in both Elk River and Rosemount, Minnesota. Councilmember Tracy Hinz asked if tonight's discussion needs to be simply whether data centers belong in either the light -industrial or heavy industrial land use designation. Angela Schumann confirmed and stated that would be a policy question for the City in terms of direction; the concept proposer is requesting feedback on how their concept relates to the city's land -use objectives in order for them to proceed with a formal application. Charlotte Gabler asked if the proposer's plans are scalable to the needs of the end user, and if the end user does not need the full scale of the project what their plan is for the balance of the property. Proposal team representative Jon Rausch stated there are two types of data center users, hyperscale and co -location groups. This space is most likely a single end -user built out in a phased manner, if any space was remaining the intention would be a technology center related build. Mayor Lloyd Hilgart asked if a comprehensive plan amendment needs to be made either way, regardless if this is deemed light -industrial or not. Angela Schumann stated that if there is a desire for data centers in the community, then there should be discussion on which guided land use designation is appropriate, and where those should be guided in the city. Angela Schumann walked through how much land was guided both heavy industrial and light industrial on the Future Land Use Map. Mayor Lloyd Hilgart asked if an Amazon warehouse is guided heavy or light industrial with the expected traffic generation, noise pollution and employment levels are. It was confirmed that warehouses would likely fit either land use classification. Angela Schumann asked the proposer to discuss the noise impact. 3 The concept proposer stated that the cooling of the equipment is what creates the noise. If there is more water available for cooling, the less power generation is needed to cool, and thus is quieter. They reminded policymakers that it would depend on the end user and each end user has their own specifications. The submitter's engineer from Kimley Horn spoke to the monthly testing of the generators, which will create some noise inside the campus, yet minimal noise would be heard outside the campus. The engineer stated that there are local and state statues regulating noise pollution and the mitigation measures for noise, and that a noise study would be included in the AUAR. The proposal team continued, explaining the difference in noise between a warehouse such as Amazon and a data center in that there would be no trucks reversing out of a loading bay making noise in the late hours of the evening, and less employment traffic than what you would find with a warehouse. Councilmember Gabler asked how long Xcel Energy would estimate to complete their review process. Xcel Energy representative Marie Pflipsen stated that there is a two- step review process. The first phase is an impact study that is 120 days to look at the system as a whole, and if any upgrades or expansions are needed. The second phase is a facility study to narrow in on the details of the scope of expansions possibly needed and takes another 120 days. Both phases require a cost -share from the applicant. Angela Schumann reminded policymakers that they have the choice on how and where data centers are located and have broad authority regarding land use guidance. Zoning tools are also available. Tracy Hinz asked about the Development Reserve guidance. Steve Grittman stated that the comprehensive plan and early annexation plans stated that land areas not immediately planned for development would be set aside and the City would not study the impacts of the land use for those areas until ready for development. That is the Development Reserve, which is a holding zone until development reaches those boundaries. Angela Schumann walked through the industrial land absorption with policymakers and referenced the proposed development acreage relative to other areas planned for industrial development. She stated that the northwest area of the Monticello Orderly Annexation Area was the next likely area for growth in terms of industrial development for jobs and tax base growth, based on the City's planning documents. City Administrator Rachel Leonard reminded policymakers to think of the land not just in terms of acreage, but how it would accomplish the goals that they have for the community and whether the data center is a good fit for those goals. M Councilmember Teri Lehner asked for clarification regarding the high taxable value of data centers in relation to other industrial uses, and the balance between high taxable value in exchange for lower number of jobs. Angela Schumann stated that similar Minnesota cities are going through data center development scenarios that the City can use to research the tax base impact. The proposal team stated that the current industrial land use area planned in Monticello allows for the potential of 9 million square feet of industrial building area; that is greater than the Twin Cities absorption in the last several years. They walked through how data centers offer high paying jobs. For a taxation estimate, they use $200 a sq. foot as their estimate. Angela Schumann asked policymakers for any questions they have for the proposer to research for future meetings Tracy Hinz stated that she would like to understand what variability there is for the noise generated. The proposer stated that with a hyperscale development with a single -user, it is expected that they would walk through the standard land -use approvals process for review, including noise impact. Charlotte Gabler asked if the applicant would be interested in the City's Fibernet. The proposer stated that the user generally wants redundant fiber and will want to own their own fiber. Teri Lehner asked how the developer chose the specified location. The proposer stated the access to power and utilities was paramount in the decision -making process and access to the highway was not a guiding factor. Rachel Leonard spoke to how general development interest in this area has expanded the scope of the Highway 25 study. Andrew Tapper asked how the residential development nearby relates to the proposal for the data center. Angela Schumann walked through the location of Haven Ridge's west border in relation to the proposed data center site. Mayor Lloyd Hilgart stated that if the noise levels are as low as the proposers indicate, then data centers would be an appropriate use for Light Industrial Park, as they are equated to warehouses, but with less traffic. Councilmember Lee Martie indicated that he had less concerns for the data center in the Light Industrial Park designation as opposed to the traffic generated by a fulfillment center. 5 Councilmember Tracy Hinz agreed with Councilmember Lee Martie's assessment. Teri Lehner stated that the data center fits the Light Industrial Park as it does not have a huge traffic impact nor noise impact and with the setbacks would be a good fit. A hesitation would be whether this is the right use at this time given the need to replenish and replace the industrial land and not have all of the community's development industrial development potential absorbed with one single project. Melissa Robeck agreed about the vast amount of land being absorbed by the single project. Andrew Tapper stated that from a land standpoint there is room for growth elsewhere in the city, yet this would absorb a great deal of MN-25 highway accessible land. He reiterated that the available land near the freeway could be envisioned as more of an employment campus, especially if there is an additional freeway exit near there in the future. Mayor Lloyd Hilgart stated that it would be difficult to find 500+ acres of land near the utilities needed and compared the land to that of the Xcel Nuclear Plant in size. The proposer stated that with the City of Monticello's remaining acreage is comparable to the entire Twin Cities industrial of 3.3 million sq. feet of building and would be a great deal of developable industrial space. Angela Schumann reminded the concept proposal team, policymakers and the public that this is not a public hearing, and walked through the process of finding the items posted on the city's website for additional information and the intention of future workshops, and that no formal decision and only direction would be made this evening for future planning commission decisions. Mayor Lloyd Hilgart asked the public present for comments. Names or addresses from the public were not given. The public addressed the policymakers with comments regarding the themes of land and property -value loss, wildlife concerns, and water usage. The concept proposer and City Administrator offered to stay after the meeting to meet one on one with members of the public for additional questions. City Administrator Rachel Leonard thanked the public for their questions and spoke about the existing comprehensive utility studies completed for the 10, 20 and 30 year growth periods in the annexation area and township. She stated that an additional water and sewer study have been initiated and will be complete in the near future, with the goal of evaluation of data center impacts on infrastructure. G 2. Adjournment Angela Schumann stated the meeting needed to be adjourned at 6 p.m. for the regular Planning Commission meeting. Planning Commission Minutes — 12/03/24 MINUTES REGULAR MEETING — PLANNING COMMISSION December 3, 2024— 6:00 p.m. Mississippi Room, Monticello Community Center Commissioners Present: Vice Chair Andrew Tapper, Teri Lehner, Melissa Robeck, Rob Stark Commissioners Absent: Council Liaison: Councilmember Gabler Staff: Angela Schumann, Steve Grittman, Ron Hackenmueller, Bob Ferguson Tyler Bevier 1. General Business A. Call to Order Vice Chair Andrew Tapper called the regular meeting of the Monticello Planning Commission to order at 6:09 p.m. B. Roll Call Mr. Tapper called the roll. C. Consideration of Additional Aeenda Items D. Approval of Agenda MELISSA ROBECK MOVED TO APPROVE THE DECEMBER 3, 2024 REGULAR PLANNING COMMISSION MEETING AGENDA. ROB STARK SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 5-0. E. Oath of Office Administration —Richard Kothenbeutel Vice Chair Andrew Tapper administered the Oath of Office to Richard Kothenbeutel. F. Consideration to aaaoint 2025 Plannine Commission Officers Community Development Director Angela Schumann provided an overview of the agenda item to the Planning Commission and the public. The Planning Commission was asked to appoint a Chair, Vice Chair, and Secretary of the Planning Commission for the 2025 year. Angela Schumann noted that historically City staff has served as the Secretary, and will continue to do so unless directed otherwise by the Planning Commissioner's appointments. 1 Planning Commission Minutes — 12/03/24 TERI LEHNER MOVED TO APPOINT ANDREW TAPPER TO SERVE AS 2025 PLANNING COMMISSION CHAIR. MELISSA ROBECK SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 5-0. MELISSA ROBECK VOLUNTEERED TO SERVE AS VICE CHAR, SECONDED BY TERI LEHNER, FOR VICE CHAIR, UNANIMOUSLY APPROVED. G. Approval of Meeting Minutes • Regular Meeting Minutes - June 4, 2024 ROB STARK MOVED TO APPROVE THE JUNE 2, 2024 REGULAR MEETING MINUTES. ANDREW TAPPER SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 5-0. • Regular Meeting Minutes — August 6, 2024 Community Development Director Angela Schumann reminded Commissioners that the audio and visual system was not properly working on the evening of August 6, 2024 and that the motions and seconds were made in the best possible recollection from staff. TERI LEHNER MOVED TO APPROVE THE AUGUST 6, 2024 REGULAR MEETING MINUTES. ANDREW TAPPER SECONDED THE MOTION. MOTION CARRIED UNAMIOUSLY, 5-0. • Workshoa Minutes — September 3. 2024 MELISSA ROBECK MOVED TO APPROVE THE SEPTEMBER 3, 2024 WORKSHOP MEETING MINUTES. ANDREW TAPPER SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 5-0. • Regular Meeting Minutes — September 3, 2024 ROB STARK MOVED TO APPROVE THE SEPTEMBER 3, 2024 REGULAR MEETING MINUTES. ANDREW TAPPER SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 5-0. • Regular Meeting Minutes — November 4, 2024 ANDREW TAPPER MOVED TO APPROVED THE NOVEMBER 4, 2024 REGULAR MEETING MINUTES. MELISSA ROBECK SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 5-0. H. Citizen Comment None. 2 Planning Commission Minutes—12/03/24 2. Public Hearings A . Consideration of a reauest for Administrative Lot Subdivision and Combinatio Variance to Setback in an R-1 (Single family) residential District Applicant: Steve Johnson City Planner Steve Grittman began with an overview of the process for the administrative lot subdivision and combination. Steve Grittman stated that replatting usually takes place with lot line changes, yet would not be necessary in staff's view for this proposal with the site being in the original plat of Monticello and with platted parcels. Steve Grittman walked through the proposed subdivision and combination explaining that the lawn portion of the parking lot parcel would be moved from the parking lot parcel to the homesite parcel. The home property is under the intention to sell separately from the church. The remaining property on the survey that serves as access to the church and church parking lot would remain with the church through a recombination, with staff's belief that the proposal is consistent with the code. Steve Grittman spoke to the second application for the variance. The variance is to the rear yard set -back for the proposed house parcel. The edge of the rear lot line is reduced to 20 feet, with the setback requirement in the R-1 district at 30 feet. Steve Grittman explained that variances are met with two conditions in that the lot configuration is not at the fault of the landowner and that the property is being put to a reasonable use. City staff believe these conditions are met and the allowed uses and reconfiguration of the existing facilities is reasonable. Steve Grittman explained the Exhibit Z conditions. These include that the lots are recombined in concurrence with the line adjustments as proposed and in the legal description without further subdivision. The applicant would need to reapply for a plat if rejected by the County Surveyor or Recorder, and a drainage and utility easement would need to be approved. Chair Andrew Tapper asked for clarity regarding the house and church in terms of their parcel names and the combination proposed. Steve Grittman explained that a portion of parcel "B" would be added to parcel "C", with parcel "A" gaining land as well. Councilmember Charlotte Gabler asked about the house and being single-family, and if they wanted to install a shed, would that be an allowed use. Steve Grittman stated they would still need to fit within the confines and setbacks set by ordinance. Richard Kothenbeutel asked about the 10,000 sq. foot minimum lot area being met. Steve Grittman stated the surveyor drew the lines to meet the 10,000 sq. Planning Commission Minutes — 12/03/24 foot minimum threshold and confirmed that the applicant meets that requirement. Andrew Tapper opened the public hearing portion of the item. Steve Johnson, 1233 Sandy Lane, Monticello, addressed the Commission on behalf of the applicant as the finance chair for the Trinity Lutheran Church. Steve Johnson spoke about the history of the site from the growth in the 1950s, where the clergy house was provided by the church. He noted that the situation has changed for recent clergy, and the house is no longer in use for the church. Steve Johnson thanked City staff for their helpfulness in the process, and thanked commissioners for their consideration. Andrew Tapper closed the public hearing the portion of the item. Steve Grittman reminded Planning Commissioners that they are approving the variance and are in an advisory capacity for the lot recombination. The combination would be considered at the City Council level for cross contingent approval. TERI LEHNER MOVED TO ADOPT RESOLUTION NO. PC-2024-047 RECOMMENDING APPROVAL OF AN ADMINISTRATIVE LOT SUBDIVISION AND COMBINATION, SUBJECT TO THE CONDITIONS IN EXHIBIT Z AND BASED ON FINDINGS IN SAID RESOLUTION. MELISSA ROBECK SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 5-0. Andrew Tapper asked if any Commissioners had any concerns about the variance. TERI LEHNER MOVED TO ADOPT RESOLUTION NO. PC-2024-048 APPROVING A VARIANCE TO SETBACK, SUBJECT TO THE CONDITIONS IN EXHIBIT Z AND BASED ON FINDINGS IN SAID RESOLUTION. ANDREW TAPPER SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 5-0. Angela Schumann stated that these would go to City Council on December 9, 2024, with the understanding that the lot line request would be contingent on resolution of any appeal to the variance that might be received. Appeals are required within ten business days. B. Regular Agenda Angela Schumann stated that staff defer to the Commission regarding appointments and stated that Andrew Tapper expressed interest in a reappointment for a three-year term. Any decision on recommendation would go to the city council on December 9, 2024. ROB STARK MOVED TO REAPPOINT ANDREW TAPPER FOR A THREE YEAR TERM EFFECTIVE JANUARY 1, 2025. TERI LEHNER SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 5-0. M Planning Commission Minutes — 12/03/24 3. Other Business A. Community Development Director's Report Angela Schumann thanked Ron Hackenmueller for his years of service and introduced Bob Ferguson as the new Chief Building Official effective November 30, 2024. Angela Schumann gave an update on Broadway Plaza's approval from the City Council and walked through the Planning Commission Tools & Resources sheet regarding planning documents and their authority. She asked for survey responses on the feedback of the Planning Commission packet and 2025 Workplan and concluded with updates regarding the redevelopment of Block 34 and development status report. Ron Hackenmueller thanked Commissioners and City staff for this time at the City of Monticello. Andrew Tapper thanked Ron Hackenmueller for his service. B. Adjournment Teri Lehner motioned to adjourn at 6:48 p.m. Motion carried unanimously. Planning Commission Agenda — 01/07/2025 2A. Public Hearing - Consideration of a request for a Conditional Use Permit for a proposed Vehicle Sales and Rental Use in a B-3 (Highway Business) District. Prepared by: Meeting Date: Council Date (pending Grittman Consulting, Stephen 01/07/2025 Commission action): Grittman, City Planner 01/27/2025 Additional Analysis by: Community Development Director, Chief Building & Zoning Official, Community and Economic Development Coordinator, Assistant City Engineer ALTERNATIVE ACTIONS Decision 1: Consideration of Conditional Use Permit for Vehicle Sales & Rental for 216 Sandberg Road 1. Motion to adopt Resolution No. PC-2025-02 recommending approval of a Conditional Use Permit for a proposed Vehicle Sales and Rental Use in a B-3 (Highway Business) District at 216 Sandberg Road, subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to deny the adoption of Resolution No. PC-2025-02 recommending approval of a Conditional Use Permit for a proposed Vehicle Sales and Rental Use in a B-3 (Highway Business) District at 216 Sandberg Road, based on findings to be made by the Planning XOTI"Ir, InTq •, 3. Motion to table action on Resolution No. PC-2025-02. REFERENCE AND BACKGROUND Property: Legal Description: Lengthy: Contact City Hall PID #: 155027001041, 155027001031 Planning Case Number: 2024-49 Request(s): Consideration of a Conditional Use Permit for a proposed Vehicle Sales and Rental Use in a B-3 (Highway Business) District Deadline for Decision: February 10, 2025 (60-day deadline) April 11, 2025 (120-day deadline) Land Use Designation: Regional Commercial 1 Planning Commission Agenda — 01/07/2025 Zoning Designation: Overlays/Environmental Regulations Applicable: Current Site Uses: B-3 Highway Business Freeway Bonus District Vacant rental facility Surrounding Land Uses: North: East: South: West: Project Description ANALYSIS: B-3 Commercial —Automobile Sales B-3 Commercial — Mixed Retail B-3 Commercial — Commercial Service B-3 Commercial —Auto Repair Major The project is a new proposed use on a previously developed site at the southwest corner of Highway 25 and Chelsea Road. The property was previously used as a rental equipment retail and storage facility. The new use would be for Vehicle Sales and display, a Conditional Use in the B-3 (Highway Business) zoning district. The applicant proposes to establish a display lot for previously owned automobiles along the Chelsea Road and Highway 25 frontages, with customer and employee parking adjacent to the building. Portions of the building would be remodeled for office facilities and showroom space, according to the site plan. Minimal exterior building changes are planned for the project (if any). Zoning. As noted above, the subject site is zoned B-3 (Highway Business) District. The B-3 District is designed for uses that are highway and automobile oriented, and includes a number of existing vehicle sales facilities, concentrated along the Chelsea Road area from this location to the west. When reviewing the eligibility of a proposed Conditional Use, the Planning Commission and City Council look generally to the character of the area in question to ensure that the proposed use will be compatible with the existing and proposed land use pattern. In addition to the general character, the Zoning Ordinance provides specific use standards that apply specifically to vehicle sales and rental. The site and proposed use are also subject to the general standards of the zoning ordinance related to parking supply, paving and curbing, lighting, landscaping, and other finishing Planning Commission Agenda — 01/07/2025 standards. Although the site has been developed and used in the past, neither the building nor the site conditions are entirely consistent with current zoning standards. Legal nonconforming structures and uses are allowed to continue provided they are not expanded and are put to the same use on a continuous basis. The zoning ordinance (reflecting state law) distinguishes two types of nonconformities — nonconforming structures and nonconforming uses. In this case, the structure is not proposed for exterior change, such as expansion or significant alteration. However, the principal use of the site is proposed to change. It is noted that "Vehicles" are defined by the Zoning Ordinance as those licensed for, and capable of, operating on public roadways. This definition distinguishes "Vehicle" Sales and Rental from general equipment rental for the purposes of land use. The proposed use is therefore a new use under the ordinance. As such, the building may continue (without expansion) in its current nonconforming state. Other site conditions, however, are not included in the non -conformity protections provided to the "structure". As a result, the site itself is required to comply with current zoning regulations now that a new use — Vehicle Sales and Rental - is being proposed. The standards for Vehicle Sales and Rental follow below, along with analysis on the proposed use and site compliance relative to both the specific use standards and the general finishing standards of the zoning ordinance. (30) Vehicle sales or rental. (a) The minimum building size for any vehicle sales or rental use shall comply with the standards in Table 5-3. TABLE 5-3: MINIMUM BUILDING SIZE FOR VEHICLE SALES/RENTAL USES Parcel Size Lot Coverage Percent* Minimum Building Size* Less than 2 acres 5% 2,500 sq. ft. 2 acres to less than 4 acres 7% 10,000 sq. ft. 4 acres to less than 8 acres 9% 20,000 sq. ft. 8 acres or more 9% 40,000 sq. ft. *Whichever requires the larger building Planning Commission Agenda — 01/07/2025 (b) When abutting a residential use, the property shall be screened with an opaque buffer (Table 4-2, Buffer Type "D") in accordance with § 153.060(G). (c) All lighting shall be in compliance with § 153.063. (d) The outside sales and display area shall be hard surfaced. (e) The outside sales and display area does not utilize parking spaces which are required for conformance with this chapter. (f) Vehicular access points shall create a minimum of conflict with through traffic movement and shall be subject to the approval of the Community Development Department. (g) There is a minimum lot area of 22,500 square feet and minimum lot dimensions of 150 feet by 130 feet. (h) A drainage system subject to the approval of the Community Development Department shall be installed. Site Design. The site consists of two parcels, totaling just under 28,000 square feet in lot area, with a building of approximately 6,300 square feet. The building size meets the coverage percentage and square footage requirement of the "Vehicles Sales and Rental" code. Site dimensions based on the survey information provided also meet the required minimum of 150 by 130 feet. The site is therefore compliant with dimensional requirements of the use specific standards. No changes are proposed to the current access point. Traffic will continue to enter the site from a single driveway on the west side of the parcel off Sandberg Road. The applicant's site plan relies on a layout that allows incoming traffic to circulate one-way around a center -display area of vehicles, ringed by display at the perimeter of the site on the north and east frontages. As a condition of approval, the applicant will be required to provide one-way pavement markings consistent with the site plan and any recommendation of the City Engineer. The drive aisle widths shown are appropriate for one-way circulation. The current site also includes the existing curb around the entire vehicle display area, as required by ordinance. It is recommended that the applicant review the condition of the curb and plan for future replacement as needed to maintain compliance with City ordinance. The site plan illustrates 27 vehicle display spaces, all at a dimension of 9 by 20 feet, which is the City's standard parking dimension. As a display use, the dimensions could be adjusted slightly, although the display spaces should be no less than 8 x 18 feet in dimension. The required employee and customer spaces must continue to meet the 9 x 20-foot dimensional requirements. 4 Planning Commission Agenda — 01/07/2025 The applicant has provided a draft floor plan for the proposed use. A portion of the building is shown as "shop area". The applicant's narrative does not indicate any proposed auto repair uses. A condition of approval has been included in Exhibit Z to note that no minor auto repair, beyond minor detailing and incidental servicing expected for used vehicle display, is permitted without an amendment to the CUP for consideration of an "Auto Repair — Minor" use. The site plan is prepared as a sketch plan, and certain details are needed to verify consistency with zoning requirements. In particular, the following elements are not provided for based on the plans and site inspection: Landscaping. The site plan does not fully illustrate existing or proposed landscaping as required by the zoning ordinance. From site photography, some limited landscaping is present on the site. The zoning ordinance requires 10 ACH ("Aggregate Caliper Inches" - diameter of trunk) per acre — a total of 7 caliper inches required for this site. The site may comply with this requirement, but this should be verified on the site plan. The zoning ordinance also requires 2 shrubs per 10 feet of linear building perimeter. For this site, that would be 68 shrubs for the 340 feet of building perimeter. A significant additional shrub planting should be planned and submitted as a condition of approval, or an alternative plan should be proposed that meets the requirements of the zoning ordinance. 2. Parking. The zoning ordinance requires parking supply for Vehicle Sales and Rental Uses at the rate of 8 spaces for the first 1,000 square feet of building area, plus one space per each additional 800 square feet. For the 6,300 building, a total of 15 parking spaces are required for customers and staff. The proposed site plan illustrates 5 customer and 2 employee spaces. While some of the display vehicles spots could be replaced by customer and employee parking, it would be important to ensure that those spots are available for that purpose via signage. As Sandberg Road is already congested with on - street parking, ensuring that parking from this use does not overflow onto the street would be a step toward resolving the current issues. 3. Lighting. The site plan does not identify proposed site lighting. Site photography appears to show one existing pole with site lighting mounted on it. The height of the pole and the lighting may not comply with the City's maximum pole height of 25 feet. This is an existing non -confirming condition. However, any new lighting for a vehicle sales facility should be identified and be consistent with ordinance requirements. 4. Building Materials. The plan does not appear to propose any changes to the building exterior. While it is not consistent with current building requirements in the B-3 District, the structure itself may be repurposed and remodeled without requiring it to be brought into conformance (as noted above). Additional enhancement to building Planning Commission Agenda — 01/07/2025 materials in an effort to bring it closer to consistency with the general commercial building standards is encouraged, but not required given non -conformity allowances. 5. Signage. The applicant has not proposed signage with this application. An existing freestanding sign is located at the southeast corner of the site and may be reused by the applicant. Other wall signage should comply with City sign ordinance limitations. General Review Criteria. In addition to the specific use standards applicable, to follow is a review of requirements for any Conditional Use Permit with a staff comment for each element. (i) The use will not substantially diminish or impair property values within the immediate vicinity of the subject property. Staff Comment: As an allowed use in the district, and with the conditions identified, there is no reason to believe that there will be any negative impacts on neighboring property values. The B-3 District was established to create development opportunities for travelers and auto -related commercial uses. This request for this use is consistent with that district. (ii) The use will not be detrimental to the health, safety, morals, or welfare of persons residing or working near the use. Staff Comment: The site plan for the proposed use is deficient in specific zoning standards required of a Conditional Use for parking and landscaping. The various site application plans should be updated to verify consistency with these standards as a condition of, or prior to, any approval. (iii) The proposed use will not impede the normal and orderly development of surrounding property for permitted uses predominant in the area. Staff Comment: The use itself is consistent with the intent of the zoning district and land use category. Site development details should be brought into conformance as required by the zoning ordinance, as has been required of other vehicle sales facilities in the district. (iv) The use will not pose an undue burden on public utilities or roads, and adequate sanitary facilities are provided. Staff Comment: The proposal is an allowed use and its utility impacts are included in the City's planning for the district. Compliance with off-street parking requirements and assurance that green space requirements will be adhered to will ensure that this site proposal meets this standard. (v) The use can provide adequate parking and loading spaces, and all storage on the site can be done in conformance with City Code requirements. 11 Planning Commission Agenda — 01/07/2025 Staff Comment: As noted, the required parking supply is approximately double those provided by the proposed site plan. Some of the display spaces should be redesignated for parking as noted in this report. (vi) The use will not result in any nuisance including but not limited to odor, noise, or sight pollution. Staff Comment: Landscaping, site drainage, parking, and lighting details are among those that are necessary to ensure consistency with this general standard. (vii) The use will not unnecessarily impact natural features such as woodlands, wetlands, and shorelines, and all erosion will be properly controlled. Staff Comment: No impacts to any natural features are expected with this project. (viii) The use will adhere to any applicable additional criteria outlined in the Zoning Ordinance for the proposed use. Staff Comment: As discussed, additional detail for parking and landscaping are required as a part of the site plan package to verify compliance with this standard. STAFF RECOMMENDED ACTION Staff recommend approval of the use of the site for Vehicle Sales, although details and site plan modifications for parking and landscaping are required to ensure consistency with the CUP provisions of the City's zoning regulations. If the applicant proposes to avoid any of these requirements, a separate variance application and analysis would be required. As such, any recommendation for approval of the CUP should be accompanied by the conditions identified in Exhibit Z. SUPPORTING DATA A. Resolution PC-2025-05 B. Aerial Site Image C. Applicant Narrative D. Certificate of Survey E. Site Plan F. Site Images, Proposed Site G. Site Images, Buffalo Location H. Monticello Zoning Ordinance, Excerpts I. Monticello Official Zoning map J. Chief Building Official's Letter, dated January 2, 2025 Z. Conditions of Approval 7 Planning Commission Agenda — 01/07/2025 1ON: ll 111IVA Conditions of Approval Conditional Use Permit for Vehicle Sales & Rental 216 Sandberg Drive 1 155027001041, 155027001031 1. A landscaping plan is prepared and submitted demonstrating compliance with the green space and planning quantities required by the Zoning Ordinance, or an alternate landscaping plan is submitted in accordance with the requirements in the ordinance. 2. The site plan is modified to verify compliance with the City's off-street parking requirements, including: a. The entire parking/display lot shall be restriped. b. Employee and customer parking shall continue to meet ordinance dimensional requirements. c. Employee and customer parking shall be signed for that exclusive purpose and use. d. Pavement markings for one-way circulation shall be consistent with the site plan, maintain a minimum width of 20' and meet any recommendations of the City Engineer. e. Vehicle display stalls shall meet a minimum dimension of 8' by 18'. 3. The site plan is modified to show all site lighting, with new lighting designed and constructed to be consistent with the requirements of the City's site lighting regulations. 4. The applicant submits site and building signage plans consistent with the City's sign ordinance requirements. 5. The applicant identifies any changes to the building materials, if planned. 6. Minor auto repair, except for incidental servicing expected for used vehicle display, is not permitted on the site without amendment to the CUP for consideration of an "Auto Repair— Minor" use. 7. Compliance with any comments of the City's Engineering Staff, including those related to accessibility. 8. Compliance with the terms of the City Fire Marshal's letter dated January 2, 2025. 9. Comments and recommendations of other Staff and Planning Commission. E:3 CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC-2025-02 RECOMMENDING APPROVAL OF A CONDITIONAL USE PERMIT FOR A VEHICLE SALES/RENTAL FACILITY IN A B-3, HIGHWAY BUSINESS DISTRICT PID 155-027-001041; 155-027-001031 1 216 SANDBERG ROAD WHEREAS, the applicant has submitted a request for a Conditional Use Permit for a vehicle sales/rental facility; and WHEREAS, the proposed facility would alter the existing nonconforming conditions through modifications to the sales and display area, as well as altering the use from an equipment rental use to vehicle sales; and WHEREAS, the proposed use would have no other expected impact on the site; and WHEREAS, the site is zoned Highway Business (B-3), which allows such use as an accessory use by Conditional Use Permit; and WHEREAS, the general land use would be consistent with the long term land use plan for the City and the location, including the designation of the site for "Community Commercial" uses; and WHEREAS, the applicants have provided materials documenting that the proposed use facilitates long term use of the site for uses in the B-3 zoning district; and WHEREAS, the applicants have provided materials documenting that the proposed use will comply with the terms and standards of the zoning ordinance with the recommendations approved by the Planning Commission; and WHEREAS, the Planning Commission held a public hearing on January 7th, 2025 on the application and the applicant and members of the public were provided the opportunity to present information to the Planning Commission; and WHEREAS, the Planning Commission has considered all of the comments and the staff report, which are incorporated by reference into the resolution; and WHEREAS, the Planning Commission of the City of Monticello makes the following Findings of Fact in relation to the recommendation of approval: CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC-2025-02 The applicant has provided plans demonstrating that the proposed facility will be in compliance with the standards for vehicle sales/rental facilities found in the zoning ordinance. 2. The applicant has provided plans demonstrating that the use will improve long- term use of the site for uses in the subject zoning district and Comprehensive Plan land use category. 3. The parcel is intended for commercial uses, which is the existing and proposed use of the property. 4. The operation of the business will not create noise, odors, visual impacts, or other noticeable impacts on the property or the neighborhood beyond those expected for allowed uses in the zoning district, subject to the additional site improvements as required by City approval. 5. The use will improve convenience to customers and to the public, consistent with the City's economic development objectives for commercial property. NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, Minnesota, that the Planning Commission hereby recommends that the Monticello City Council approve the Conditional Use Permit for Vehicle Sales/Rental, subject to the conditions identified in Exhibit Z of the Staff report, as listed below: A landscaping plan is prepared and submitted demonstrating compliance with the green space and planning quantities required by the Zoning Ordinance, or an alternate landscaping plan is submitted in accordance with the requirements in the ordinance. The site plan is modified to verify compliance with the City's off-street parking requirements, including: a. The entire parking/display lot shall be restriped. b. Employee and customer parking shall continue to meet ordinance dimensional requirements. c. Employee and customer parking shall be signed for that exclusive purpose and use. 2 CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC-2025-02 d. Pavement markings for one-way circulation shall be consistent with the site plan, maintain a minimum width of 20' and meet any recommendations of the City Engineer. e. Vehicle display stalls shall meet a minimum dimension of 8' by 18'. 3. The site plan is modified to show all site lighting, with new lighting designed and constructed to be consistent with the requirements of the City's site lighting regulations. 4. The applicant submits site and building signage plans consistent with the City's sign ordinance requirements. 5. The applicant identifies any changes to the building materials, if planned. 6. Minor auto repair, except for incidental servicing expected for used vehicle display, is not permitted on the site without amendment to the CUP for consideration of an "Auto Repair— Minor" use. 7. Compliance with any comments of the City's Engineering Staff, including those related to accessibility. 8. Compliance with the terms of the City Fire Marshal's letter dated January 2, 2025. 9. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 71" day of January, 2025 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION U0 ATTEST: Andrew Tapper, Chair Angela Schumann, Community Development Director 3 #N,Beacon Wright County, MN Consideration for a Conditional Use Permit - Vehicle Sales & Rental Use Legal: Lengthy, PIDs 155027001041,155027001031, Address: 216 Sandberg Rd. Created by: City of Monticello Cr + 155R 6vka or �155217001020l o� 1L55202001020 00' 1 25 155500142203 1 1-5242001020 f 155500142209 . L d .;• "k k r Dear City Planning Department, I am writing to submit a formal application for a Conditional Use Permit (CUP) for the purpose of establishing a used auto sales business at 216 Sandberg Drive, Monticello. I am seeking approval for the operation of an auto dealership on the proposed site, in accordance with local zoning regulations. 1.Overview of Proposed Business The proposed business will engage in the sale of used vehicles, at the location of 216 Sanberg Drive, Monticello. The site will serve as a retail operation with the following key features: • Display and sale of vehicles • Customer service and administrative offices Our primary objective is to provide high -quality, competitively priced vehicles and excellent customer service. 2. Compliance with Zoning Ordinances I have reviewed the current zoning ordinances and can confirm that the proposed business complies with the applicable zoning requirements for the B3 in which the property is located. However, since auto sales are a conditional use in this district, a Conditional Use Permit is required to proceed. As part of the application, we will ensure that the following requirements are met: Adequate Parking: The site will provide sufficient parking for both customers and employees, adhering to the city's standards for parking requirements. Vehicle Display Areas: Vehicles will be displayed in an orderly fashion, with clear boundaries, and in a way that minimizes any potential disruption to traffic or pedestrians. Vehicles will be displayed facing Chelsea Road and Highway 25. Hours of Operation: The business will operate from 8:00 AM to 8:00 PM, Monday through Saturday, with closed hours on Sunday. 3. Traffic and Safety Considerations We understand that traffic flow and safety are a priority for the City of Monticello. The proposed location is easily accessible and provides sufficient space for customers and vehicles. To minimize congestion and ensure safe access: • Access Points: The site will utilize the existing entry/exit points, and no new curb cuts will be required. 5. Conclusion and Request for Approval We respectfully request that the City Planning Department approve our application for a Conditional Use Permit to operate an auto sales business at 216 Sanberg Drive, Monticello. We are committed to complying with all applicable city codes and zoning regulations, and we will ensure that the business contributes to the vitality of the neighborhood. Please find attached all necessary documents Thank you for your time and consideration. I look forward to your positive response and to working with the City of Monticello to bring this business to fruition. Sincerely, Mohammad Awad Rockstone Automotive, INC BOUNDARY DESCRIPTION W 0 I\ / (Per Title Commitment No. 24-07251) Z \ ABSTRACT PROPERTY situated in the County of WRIGHT, State of p > \� MINNESOTA and is described as follows: > I That part of Lot 4, Block 1, Sandberg South, according to the plat of record and Z on file in the office of the County Recorder of Wright County, Minnesota lying H northerly of a line drawn westerly from a point on the easterly line of said Lot 4 distant 128.12 feet south of the northeast corner of said Lot 4 to a point on the I C ELSwesterly line of said Lot 4 distant 113.27 feet south of the northwest corner of EA RQAD said Lot 4. e� WEST R� / AND The Southwesterly 25 feet of Lot 3, Block 1, Sandberg South, as measured at right angles to the southwesterly line of said Lot 3, according to the plat on file and of record in the Office of the County Recorder, in and for the County of 3 / Wright, State of Minnesota, said property being located in the City of PERMANENT EASEMENT—, Monticello. S%so FOR HIGHWAY PURPOSES �� J i N 1g92t�,�2,�E PER DOC. NO. 684404 i Ln 51 H 0 O¢ �, PARCEL ID 2D>>6 i SURVEYOR NOTES z ` Y55QZ7Q __ 1. Legal description and existing easement is based on Title Commitment = w CT yN0 0103 �� NO. 24-07251 dated December 13th, 2024 at 7:00 AM by Chicago Title ca —i m Op l0 4T HEST CORNER ` RI ERLy INE 25.00 \ 5g ,` Insurance Company. Q U 0 d, HER�yU DOF��3 I 25 _ 2. No improvements or utilities are shown on this exhibit. The purpose of O v7 Q Tq l ^a I this Boundary Exhibit is to show surveyed dimensions of the boundary = z lines. = N O W S760Z4 E 2o23g` ` o ��\ _ 3. Gross area of the property is ±27,872 square feet (±0.64 acres). U ` 4. Address of the property is 216 Sandberg Road, Monticello, MN 55362. 5. Parcel Identification Number is 155027001031 and 155027001041. NORTI �EgsT CORNER J� 6. Fieldwork was completed on December 20th, 2024. LOT Z o BLOCK 1 o eV H 0 LU 4 hM m 0 z w PARCEL ID 155027 W m 0 2 N W 00104I N 0 M~ LEGEND < LL co � 0 0 0 C FOUND IRON MONUMENT Z ~ Z U CID D Q I- I 0 SET 5/8" REBAR WITH CAP co a N ((D O Z INSCRIBED ' LS #56383' co O§ A 0 30 60 SET MAG NAIL 41.1 'r02,� SCALE IN FEET SURVEY BY: DS .Z�j•S9 1 CERTIFICATION DRAWN BY: ZZ I hereby certify that this survey, plan, or report was prepared by me or under my direct supervision and that I am a duly Licensed Land Surveyor under the APPROVED BY:DS/ZZ laws of the state of Minnesota. DATE: 12-23-24 PROJECT NUMBER Date 12/23/2024 24-037 Or / Zachary L. Zetah, LS# 52694 SHEET NUMBER Wind River Surveying, Inc. www.windriversurvey.com Albertville, Minnesota Email: zac@windriversurvey.com 1 OF 1 Chelssea Rd Employee j office I I Future showroom I I I Shop area joRMER�8700HE yp♦ -...� — �Aflylq�ll�1 FIFF L mmin,. IN OF ��— On I NO On POP I- :_ q f .:"3 I POP. I NO In In _.. - -IF r - .: . 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A .. _ .� . . a. - ., - .. _ _ _ � i - .: � _ - 3k _ ,' .. � ,- � _ .. _ -. .. ,, � _ � c - , .n A .. � ,,., y . .. . 1, . . � � .. J - _ .. kill dill lit , ? kid, Is 4L lk A. " 1 I MTV 3N T2N�OA 14, if z lIL ik g . kill �• -- —. t , 1 — - I �, �1%'1. f/Ilk_ a11 alls VVV— r. Ilk Is r - Vill �Ikki r i. - '�� -_ �. SOW ME THE y , Ill. Iml Ilk kill Ilk ^� �J ' { ,�,�y E N N Ilk, Vill IV ,� � - -V.l ,� A a c - �. If 44 Nil Vikkill xeh3air AA t4. Owl IV Al Ilk is ioo foot minimum lot width, no minimum depth z: Financial institution meeting the required 30' front yard setback le 3: Minimum zo foot rear yard setback i 4: io foot side yard structural setbacks � J; 5.6 foot separation `^ between lot lines and p parking,+drive asiles 6. Small combination use building with three commercial tenants 7. Entry points between uses meet a minimum 40 foot separation 8. io foot side yard setback 6; Q _ RE T4 y ( E) Highway Business District, B-3. The purpose of the "B-3" (highway business) district is to provide for limited commercial and service activities and provide for and limit the establish ment of motor vehicle oriented or dependent commercial and service activities. (1) Base lot area. No minimum. (2) Base lot width. Minimum: 100 ft. Typical B-3 Lot Configuration TABLE 3-13: B-3 DEVELOPMENT STANDARD S Required Yards (in feet) Max Impe Max Height (stories/ Max Floor Area rtrious Interi Street Fro or Rear ft) Ratio (FAR) o (/ of gross lot nt Side Side area) 2 stories All Uses 30 10 20 20 30 feet (Reserved) (Reserved) [1] [1]: Multi -story buildings may be allowed as a conditional use pursuant to § 153.028(D) contingent upon strict adherence to fire safety code provisions as specified by the International Building Code as adopted in the Monticello City Code. Accessory Structures - See § 153.092(B) for all general standards and limitations on accessory structures. - § 153.042, Common District Requirements Other - § 153.043(B), Standards Applicable to All Residential Base Zoning Districts Regulation - § 153.060, Landscaping and Screening Standards to Consult - § 153.064, Signs (not all - § 153.067, Off -Street Parking inclusive) - § 153.068, Off-street loading spaces - § 153.070, Building Materials is zo foot street side yard setback and 30 foot front yard setback z: Hotel as a conditionally permitted use 3: Commercial parking lot broken up by landscaping islands every 24 spaces 4: 30 foot rear yard structural setback 5. Car dealership lot exempt from vehicular use area landscaping - _ requirements 6. 30 foot front yard structural setback 7. Alinimum lot width of too feet 8. io foot interior side yard setback 7- 'o- (F) Regional Business District, B-4. The purpose of the "B-4" regional business district is to provide for the establishm ent of commercial and service activities which draw from and serve customers from the entire community or region. (1) Base lot area. No minimum. (2) Base lot width. No Minimum. Typical B-4 Lot Configuration TABLE 3-14: B-4 DEVELOPMENT STANDARDS Required Yards (in feet) Max Height Max Impervious (stories/ Max Floor Area Ratio (FAR) I (% of gross lot standards of this chapter. UTILITIES - MAJOR. Major utilities shall include the following: (1) Public infrastructure services providing regional or community -wide service that have regular employees on site during common working hours, and entail the construction of new buildings or structures such as waste treatment plants, potable water treatment plants, and solid waste facilities. (2) Commercial wind energy conversion systems (public or private). (3) Electrical substations. VARIANCE. The waving by board action of the literal provisions of the zoning ordinance in instances where their strict enforcement would cause undue hardship because of physical circumstances unique to the individual property under consideration. VEGETATION. Means the sum total of plant life in some area, or a plant community with distinguishable characteristics. VEGETATION, NATIVE. Any indigenous tree, shrub, ground cover or other plant adapted to the soil, climatic, and hydrographic conditions occurring on the site. VEHICLE, EMERGENCY. For the purpose of evaluating vehicles which may be parked in residential areas, the term emergency vehicle shall include ambulances, police and sheriffs department vehicles, fire protection vehicles, emergency towing vehicles, and other law enforcement vehicles. VEHICLE, PASSENGER. A vehicle capable of moving under its own power which is licensed and operable for use on public roadways, and shall include the following vehicles: Passenger automobiles, pick-up trucks and sport -utility vehicles of less than 9,000 pounds gross vehicle weight, pick-up trucks and sport -utility vehicles of between 9,000 pounds and 13,000 pounds with no visible commercial messages, commuter vans of a capacity up to 16 persons, and motorcycles. VEHICLE, RECREATIONAL. (1) A vehicle that is used primarily for recreational or vacation purposes, and which is licensed and operable for use on public roadways, whether self-propelled, carried on, or towed behind a self-propelled vehicle. (2) Operable recreational equipment that is not licensed for used on the public roadway, but used off -road, such as all - terrain vehicles, boats, off -road motorcycles, race vehicles, snowmobiles, or similar equipment. Such equipment shall be properly licensed if the State of Minnesota provides for such licensing. (3) Licensed, operable trailers which may be used to tow recreational equipment, whether such trailers are loaded or unloaded, including utility trailers. Where a trailer is loaded with recreational equipment, such trailer and equipment shall be considered to be one piece of equipment for the purposes of this section. VEHICLE, LARGE COMMERCIAL. A vehicle used for commercial purposes which is a semi -tractor and/or semi -trailer, dump truck, or any other commercial vehicle that does not qualify under the definition of a "small commercial vehicle". VEHICLE, SMALL COMMERCIAL. A vehicle used primarily for commercial purposes, including pick-up trucks and sport - utility vehicles larger than 9,000 pounds gross vehicle weight, but less than 13,000 pounds gross vehicle weight which display a commercial business message, and all other commercial vans or trucks, regardless of commercial message which are no greater than any of the following dimensions: 22 feet in length, eight feet in height, and eight and one-half feet in width. VEHICLE FUEL SALES. (1) Buildings and premises where dispensing, sale, or offering for sale at retail (or in connection with a private operation where the general public is excluded from use of facilities) of motor fuels, including gasoline, diesel, natural gas, or other petroleum fuels and oils, electric charging stations of more than two such stations, hydrogen, or any other fuel intended to power motor vehicles of any sort, and where in addition, the following services may be rendered and sales made, and other similar related uses: (a) "Automotive repair - minor" as defined by this chapter; (b) Retail sales of packaged foods, prepared foods and other convenience goods for station customers, as accessory and incidental to principal operation; and (c) Provision of restroom facilities, but not including showers. (2) Uses permissible at a vehicle fuel sales establishment do not include "automobile repair - major" as defined by this chapter, major mechanical and body work, straightening of body parts, painting, welding, storage of automobiles not in operating condition, or other work involving noise, glare, fumes, smoke or other characteristics to an extent greater than normally found in filling stations. Vehicle fuel sales establishments are intended for the servicing and delivery of goods to passenger vehicles and small commercial vehicles. Facilities for sales to large trucks may be included, but shall not include activities that would constitute uses most commonly found at a truck stop, such as showers, truck washes, truck parking or truck storage for more than temporary periods necessary to purchase and pay for retail goods. VEHICLE SALES OR RENTAL. Establishments primarily engaged in the retail sale of new and used -in operating condition -automobiles, noncommercial trucks, motor homes, recreational vehicles or farm machinery; including incidental storage, maintenance, and servicing. VEHICULAR USE AREA LANDSCAPING, INTERIOR. Vegetative material, structures (walls or fences), berms, and associated ground cover located within the interior of a parking lot, or other vehicular use area for the purposes of providing visual relief and heat abatement (see § 153.060(F)). VEHICULAR USE AREA LANDSCAPING, PERIMETER. Vegetative material, structures (walls or fences), berms, and associated ground cover located around the perimeter of a parking lot, or other vehicular use area when such areas are adjacent to a street right-of-way or land in a residential district or residentially developed lands, used property for the purposes of screening the vehicular use area from off -site views (see § 153.0604.1(F)). VETERINARY FACILITIES - NEIGHBORHOOD. An establishment for licensed practitioners engaged in practicing veterinary medicine, dentistry, or surgery for small household pets only. VETERINARY FACILITIES - RURAL. An establishment for licensed practitioners engaged in practicing veterinary medicine, dentistry, or surgery for all animals. VISIBLE. Capable of being seen by a person of normal visual acuity (whether legible or not) without visual aid. WALL. Any structure which defines the exterior boundaries or courts of a building or structure and which has a slope of 60 degrees or greater with the horizontal plane. WASTE DISPOSAL AND INCINERATION. A use which focuses on the disposal by abandonment, dumping, burial, burning, or other means and for whatever purpose, of garbage, sewage, trash, refuse, junk, discarded machinery, vehicles or parts thereof, or nontoxic waste material of any kind. WATER BODY. Means a body of water (lake, pond) in a depression of land or expanded part of a river, or an enclosed basin that holds water and surrounded by land. WATER -ORIENTED ACCESSORY STRUCTURE OR FACILITY. A small, above ground building or other improvement, except stairways, fences, docks, and retaining walls, which, because of the relationship of its use to a surface water feature, reasonably needs to be located closer to public waters than the normal structure setback. Examples of such structures and facilities include boathouses, gazebos, screen houses, fish houses, pump houses, and detached decks. WATERCOURSE. Means a channel or depression through which water flows such as rivers, streams, or creeks and may flow year-round or intermittently. WATERSHED. The area drained by the natural and artificial drainage system bounded peripherally by a bridge or stretch of high land dividing drainage areas. WATERWAY. A channel that directs surface runoff to a watercourse or to the public storm drain. WAYSIDE STAND. A temporary structure or vehicle used for the seasonal retail sale of agricultural goods produced by the operator of the wayside stand; the stand being clearly a secondary use of the premises which does not change the character thereof. WETLANDS. (1) Lands transitional between terrestrial and aquatic systems where the water table is usually at or near the surface or the land is covered by shallow water. For purposes of this chapter, wetlands must: (a) Have a predominance of hydric soils; (b) Be inundated or saturated by surface water or groundwater at a frequency and duration sufficient to support a prevalence of hydrophytic vegetation typically adapted for life in saturated soil conditions; and (c) Under normal circumstances, support a prevalence of hydrophytic vegetation. (2) "A wetland" or "the wetland" means a distinct hydrologic feature with characteristics of item A, surrounded by non - wetland and including all contiguous wetland types, except those connected solely by riverine wetlands. "Wetland area" means a portion of a wetland or the wetland. (3) Wetlands do include public waters wetlands unless reclassified as shoreland by the commissioner under M.S. § 103G.201, as it may be amended from time to time. (4) The wetland size is the area within its boundary. The boundary must be determined according to the United States Army Corps of Engineers Wetland Delineation Manual (January 1987). The wetland type must be determined according to Wetlands of the United States, (1971 edition). Both documents are incorporated by reference under part 8420.0112, items A and B. The local government unit may seek the advice of the technical evaluation panel as to the wetland size and type. WETLANDS, EXCEPTIONAL QUALITY. Exceptional quality wetlands contain an abundance of different plant species with dominance evenly spread among several species. Such wetlands may support some rare or unusual plant species. Invasive or exotic plant species are either absent or limited to small areas where some disturbance has occurred. This higher level of plant species variety generally provides high wildlife habitat value and may also support rare wildlife species. The shorelines of exceptional quality wetlands are natural and unaffected by erosion. These wetlands exhibit no evidence of L Vk ciiv of � Monticello January 2" d, 2025 Rockstone Automotive: General Comments. PHONE:763-295-2711 FAx:763-295-4404 505 Walnut Street Suite 1 Monticello, MN 55362 • Provide updated or new key for fire lock box. • Provide updated contact information for lock box and fire inspection program. • Schedule an onsite visit for possible building improvements, prior to starting renovation. • Verify address number's location and size. Chief Building Official/Zoning Administrator. www.d.monticello.nnn.us M 0 Light Chelssea Rd Aiaht M Display o �r-D <�n Employee Sandberg Rd jQk Employee .4� Employee parking Shop area 0, 0, �) 0 office Hwy 25 Planning Commission Agenda — 01/07/2025 2113. Public Hearing - Consideration of a reauest for Rezoning to Planned Unit Development, Development Stage Planned Unit Development and Preliminary Plat for a proposed single-family residential development including attached and detached units in an R-1 (Single -Family) Residential district. Applicant: JBP Land, LLC Prepared by: Meeting Date: Council Date (pending Grittman Consulting - Stephen 01/07/2025 Commission action): Grittman, City Planner 01/27/2025 Additional Analysis by: Community Development Director, Chief Building & Zoning Official, Community and Economic Development Coordinator, Assistant City Engineer ALTERNATIVE ACTIONS Decision 1: Consideration of Development Stage Planned Unit Development 1. Motion to adopt Resolution No. PC-2025-03 recommending approval of Development Stage Planned Unit Development for Meadowbrook, subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to deny the adoption of Resolution No. PC-2025-03 recommending approval of Development Stage Planned Unit Development for Meadowbrook, based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC-2025-03. Decision 2: Consideration of Rezoning to Planned Unit Development 1. Motion to adopt Resolution No. PC-2025-04 recommending approval of rezoning of land to be platted as Meadowbrook as Meadowbrook Planned Unit Development District subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to deny the adoption of Resolution No. PC-2025-04 recommending approval of rezoning the land to be platted as Meadowbrook as Meadowbrook Planned Unit Development District, based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC-2025-04. 1 Planning Commission Agenda — 01/07/2025 Decision 3: Consideration of Preliminary Plat 1. Motion to adopt Resolution No. PC-2025-05 recommending approval of the Preliminary Plat of Meadowbrook subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to deny the adoption of Resolution No. PC-2025-05 recommending approval of the Preliminary Plat of Meadowbrook, based on findings to be made by the Planning Commission. 3. Motion to table action on Resolution No. PC-2025-05. REFERENCE AND BACKGROUND Property: Planning Case Number: Request(s): Deadline for Decision: Land Use Designation Zoning Designation Overlays/Environmental Regulations Applicable: Current Site Uses: Legal Description PID #: 2024-46 See plat 155500231200 1. Rezoning to Planned Unit Development 2. Development Stage Planned Unit Development 3. Preliminary Plat February 7, 2025 (60-day deadline) April 8, 2025 (120-day deadline) Single Family Residential R-1 Notice of no wetlands Vacant Land Surrounding Land Uses: North: East: South: West: Single -Family Residential Single -Family Residential Civic/Institutional/Undeveloped (Township) Single -Family Residential Project Description: The project consists of a plat of approximately 56 acres of undeveloped land east of Edmonson Avenue NE, west of the Hunter's Crossing single family subdivision, and companion K Planning Commission Agenda — 01/07/2025 request for Planned Unit Development (PUD) for flexibility in lot size and mix. The subject property was originally preliminary platted as a part of the Hunters Crossing subdivision and was proposed to include a mix of R-1 (Single Family) lots and attached townhouses. (Exhibit S) The current application for plat and PUD includes a similar mix of units, although several of the single-family lot sizes are proposed to be reduced in size from the R-1 standard to lots with a variety of widths. Overall, the project proposes 182 units over a developable area of 44 acres, with 109 detached single-family lots and 73 attached single-family lots. The project is proposed to be developed in three phases over an estimated 6-year period. ANALYSIS: While technically separate, the Preliminary Plat and Development Stage PUD approvals typically run together and share many of the same comments and review notes. Thus, this report consolidates the comments for these two approvals and the request for rezoning to PUD. The Planning Commission will be asked to consider separate resolutions for each action. The ordinance regulating PUD allows for rezoning at the time of approval Development Stage PUD for multi -phase plats/PUDs, subject to resolution of Development Stage conditions of approval. Land Use The City's 2040 Monticello Vision + Plan Land Use Map designates this area for Low Density Residential land use, a pattern that is consistent with the existing development areas to the north, east, and west. The 2040 Plan further defines Low Density Residential as being between 3 and 6 units per acre. The land area proposed for development is located within the current municipal boundary and does not require annexation. As described above, the proposed Meadowbrook plat would create a total of 182 single-family residential units. With a net developable area of 43.96 acres (accounting for the powerline easement area), the resulting net residential density is 4.14 units per acre. The proposed development is well within the 3-6 units per acre designated within the 2040 Plan. Planning Commission Agenda — 01/07/2025 The 2040 Plan also pairs the Low Density land use category with the R-A and R-1 zoning districts, which range from 10,000-16,000 in lot area. However, the 2040 Plan also notes the need to address the "missing middle" housing category, allowing for slightly denser (and thus more affordable) than standard suburban housing styles. The lot sizes specified within the 2040 Plan suggest a range from 6,000 square feet to 16,00 square feet for lower -density residential land uses. The land use patterns and lot sizes proposed by the Meadowbrook project are consistent with these goals, and subject to other development details, can be pursued under the existing 2040 Comprehensive Plan directives. To accomplish the blend of blend of smaller single-family lots and attached units, while maintaining consistency with the density directions of the Comprehensive Plan, the applicants are seeking a Planning Unit Development (PUD). PUD is a tool to permit flexibility from the base zoning requirements, enhance opportunities for residential amenities, and still meet the Comprehensive Plan goals. Preliminary Plat The preliminary plat illustrates a total lot count of 109 detached single-family lots and 73 individual attached townhome lots. The detached lots are generally based on minimum widths of 52 and 62 feet, although some vary upward due to street design, easements, and other factors. A portion of the plat includes a series of lots that are more typical of the R-1 standards in the northeast corner of the plat area, north of the power line corridor easement that transects the site. This area is also impacted by a private gas line easement that requires some of the lots in this area to maintain larger depth and setbacks. There are 17 such lots in this area. Many of these lots have widths and areas that exceed the R-1 lot area regulations. In addition to the single-family lots, the project includes 73 row townhomes along the western portion of the project area. This land use pattern generally reflects the original plat and PUD approvals granted in the 2000s. As noted above, approximately 10.5 acres of the site is encumbered by a powerline corridor. In addition to the residential units, the applicants propose to reserve an area below the powerline corridor for a non -motorized bicycle park of approximately 3.5 acres, with the remaining 7 acres for ponding and other undeveloped space. These spaces are shown as outlots within the plat. Lot Dimensions. As noted above, the corresponding zoning districts for the Low -Density Residential (LDR) designation are the R-A and R-1 districts, most commonly R-1. The applicable R-1 zoning standards for lots are as follows: Lot Area (Average): 12,000 square feet 4 Planning Commission Agenda — 01/07/2025 Lot Width (Average): 80 feet (70 minimum) Front Setback: 30 feet Rear Setback: 30 feet The proposed plan includes a variety of lot widths and lot areas, some of which are consistent with the R-1 baseline, and a majority of the others which are reduced in size to lots of 52 or 62 feet in width with 6-foot side setbacks. This results in a change from what are commonly 60- to 80 foot wide building pads in the R-1 district to 40 feet or 50 feet in width for the proposed plat, respectively. The proposed plat has lot sizes that range in area from approximately 6,600 square feet (for the 52 foot lots) and 7,600 square feet (for the 62 foot lots) to more than 18,000 square feet, with a few at much greater area. Again, this dimension is consistent with 2040 Plan guidance for LDR land uses, although the R-1 zoning sets the area at a higher threshold. In addition to flexing both lot width and area, the applicant seeks side yard setbacks of 6 feet (rather than 10 feet), and front and rear yard setbacks of 25 feet, rather than the typical R-1 standards of 30 feet. For the townhome lots, the R-3 (Medium Density) Residential zoning standard is most applicable. The R-3 ordinance requires a net of 3,500 square feet per dwelling unit. At approximately 4,800 square feet of net area per dwelling unit, including common area surrounding the units, the proposed townhome area meets the base R-3 dwelling unit area requirement. It should be noted that the R-3 zoning standards apply to projects utilizing public street and would result in building spacing with a distance of 120 feet between facing buildings. In the proposed PUD design, those cross -street distances are reduced to approximately 73-74 feet, utilizing privately owned and maintained streets. Easements. The applicant's Preliminary Plat shows typical drainage and utility easements along the perimeter of all lots, and additional easement covering the impacted area of the gas line corridor. Stormwater ponds (as well as the park area) are all located within the power line corridor, designated as three outlots. The detail shows the lot boundary easements as 6 feet interior, and 12 feet along streets and at the perimeter of the plat, consistent with City requirements. The preliminary plat illustrates an additional dedication of right of way width along Edmonson Avenue, as required by the City Engineer for this collector road. This dedication area will also accommodate the required bituminous trail along the east side of the plat. Planning Commission Agenda — 01/07/2025 Access and Circulation. The plat is laid out to accommodate street connections with adjoining neighborhoods, as originally contemplated by these earlier plats and the previously approved preliminary plat of Hunters Crossing. These street connections are critical to ensuring more balanced traffic circulation for this area of the community, and that no existing or future neighborhood absorbs an undue level of traffic due to limited roadway options. The largest amount of traffic generated in this project is most likely to navigate to one of the two access points with Edmonson Ave. NE at 871" Street and 89th Street. The densest portion of the plat lies along Edmonson and these two intersections. Edmonson Avenue is a collector route and is designed to accommodate the expected traffic volumes. Left turn lanes on Edmonson Avenue at the access points to the development are required. The applicant has provided a traffic memo which evaluates traffic volume and circulation. For pedestrian circulation, sidewalks are provided on one side of all public streets. In addition, A trail connection from the proposed cul-de-sac through the outlot to the park is proposed. A trail along the east side of Edmonson is also required. Park Dedication. Park dedication has been an item of discussion with Parks department staff and Parks Arts and Recreation Commission members. The developer has been working with PARC to set aside a portion of the property for a non -motorized bicycle course. The park area is shown as a portion of the approximately 3.5 acre Outlot A. Given the presence of powerlines in the area, as well as stormwater facilities, the final park dedication is subject to verification with the development contract and final plat. The developer also proposes to provide and construct on -street parking for the park along 89t" Street. The final design is subject to the City Engineer's requirements for spacing purposes. The PARC recommendation for dedication is as follows: Recommendation for park dedication for Meadowbrook as a combination of land dedication and cash -in -lieu payment as detailed in the staff report of November 14, 2024, with land dedication contingent on written confirmation of allowable use by the powerline easement holder. This includes the following components: a. Land area dedication credit for land within "Outlot A" of the preliminary plat intended for exclusively park purposes, not including stormwater pond area within the outlot. (The applicant has provided an updated park dedication exhibit for this purpose.) b. Land area dedication credit for 30' in width across pathway section lengths within "Outlot B" and "Outlot U which do not serve a stormwater maintenance 11 Planning Commission Agenda — 01/07/2025 function. (The applicant has provided an updated park dedication exhibit for this purpose.) c. Pending a balance of park dedication due to meet the 11% requirement, payment by cash -in -lieu for the equivalent remaining. Other parks and open space impacts of the project include the requirement for sidewalk along one side of all public streets, and continuation of the Edmonson pathway along the length of the plat boundary. In addition to these connections, staff would request that the applicants evaluate the cost and feasibility of completing the missing connection along Park Drive to Farmstead Avenue in the Klein Farms Sixth Addition right of way. That portion of sidewalk would be valuable in supporting a pedestrian route to both Pioneer Park and the school campus. If determined to be feasible, park dedication would be applicable to the cost. Wetland Impact/Environmental Review The applicant has completed a wetland delineation and evaluation which demonstrated there are no wetland on the property. No Environmental Assessment Worksheet is required for the development based on the number of units in the proposed plat. Development Stage PUD/Rezoning to PUD Detached Single -Family For adoption of the PUD ordinance for Meadowbrook, staff recommend the development of a set of minimum standards, rather than adoption of individual building plans. In similar subdivisions that have sought PUD flexibility from lot and building size for detached single-family units, the City has used the T-N (Traditional Neighborhood) zoning district standards as a guide to building materials and lot design requirements, with the expectation that these enhancements help support the use of PUD and the departures from standard zoning requirements. These standards are summarized as follows: 1. 25 foot front setbacks, with 6 foot side yards and 20 foot usable rear yards. 2. Minimum building sizes of 1,050 finished square feet, and 2,000 square feet finishable area. 3. Garage square footage of at least 480 square feet, exterior dimension. Planning Commission Agenda — 01/07/2025 4. Roof pitches of at least 5:12, with modifications for gables or shed roof ornamentation. 5. Brick/Stone on front facade equal to at least 15% of all front -facing surfaces. 6. Livable portions of the home exposed to the front street no less than 40% of the width of the structure. 7. Front entry doors no greater than 6 feet farther back from the garage doors, or in the alternative, the addition of usable front porches or expanded front entry patios or entry features. 8. Additional large trees in the front yards or other open space areas of the proposed lots to make a more immediate impact on the streetscape. The single-family detached lots all meet or exceed the lot dimensional standard in item 1 above, but it is unclear whether the other building design standards in items 2-7 would be met in all home plans proposed for Meadowbrook. As a condition of approval, the applicant is asked to verify consistency, or identify departures from the other standards above, and identify additional amenity treatments which offset any downward modification of City standards. Verification of these items will set minimum standards for the PUD via the rezoning ordinance, rather than adoption of individual building plans. In regard to the building square footages, the applicant has provided various building elevations and floor plans for the detached single-family homes expected within the project area. A summary of the unit sizes for Meadowbrook is shown in the applicant's presentation materials and range from 1,355 to 3,500 square feet and above, although it is not clear what is finished versus finishable space on the plans. The City's standard threshold for detached dwellings in both the T-N and R-1 District is a 1,050 square foot foundation and 2,000 square feet of finishable space. The applicant will need to verify the finished and finishable square footage of their plans. For Exhibit Z, staff has proposed a minimum finished square footage of 1,000 square feet and 1,700 square feet finishable. The applicant's building design and packet also detail the architectural components of the proposed homes. The majority of the plans provided include significant architectural detail, including brick/stone on the front facade, and a mix of shakes, corbels, board and batten and other siding features. In addition to the standards above, staff would recommend two additional design standards applicable for the Meadowbrook PUD. H., Planning Commission Agenda — 01/07/2025 10. Driveway widths for all units be limited to a maximum of 20 feet at the back of curb/curb cut, and for lots with 2-car garages, a maximum width of 20 feet overall. 11. The applicant provide an anti -monotony plan to further support the PUD flexibility requested. The driveway width standard is due to the limited lot widths. More expansive driveways lead to a reduction in green space and tree planting areas, particularly as all utilities and services are squeezed into the narrower lots. Moreover, overflow visitor parking on - street is severely impacted by the narrower lot widths. Ensuring that driveway curb cuts are limited helps avoid the loss of these temporary on -street parking uses. The anti -monotony plan requirements would limit houses of the exact some fagade style from locating directly across or next to one -another, in example. This ensures a neighborhood design including more character and variety. The PUD process permits flexibility in lot and building design, but the standards identified above are intended to ensure that this project is treated in a manner similar to other PUD projects similarly situated and in concert with the 2040 Plan's policy for Neighborhood Diversity & Life -Cycle Housing: "Sustain a diverse array of neighborhood character and housing types throughout Monticello." Townhouses As identified above, the project includes a total of 73 attached townhouse units in a series of 3, 4, 6, and 8 unit buildings. All of the townhouses are designed to front on internal private streets that serve only this portion of the project area, connecting to the public streets on the east (Country Avenue), and to the north (89t" Street NE). Building design and materials. The proposed townhouse drawings presented by the applicant include a variety of siding styles (lap, board and batten, shake, etc.), but do not include materials information. Staff would recommend that an amenity aspect of the PUD flexibility is applied to restrict the use of vinyl siding materials. LP Smartside or fiber -cement board (such as Hardie) are the preferred siding materials, in addition to surfaces covered by masonry or glass. These details should be specified as a condition of further approvals. In the alternative at least 15% of the fagade shall be brick/stone in addition to other features such as board and batten, shakes, or similar. The Exhibit Z Conditions of Approval are written to accommodate this alternative. Unit spacing. The plans illustrate adequate building spacing and private street dimensions (24-25 foot driveway depths and 25 foot street widths). These Planning Commission Agenda — 01/07/2025 dimensions result in a minimum building face-to-face separation distance of 73 feet. For the units that back up to Edmonson Avenue NE, there is a substantial rear yard which would permit that row of units to be shifted a few feet to the west, increasing the face-to-face distances between buildings, and thus, increasing driveway lengths by a few feet. This additional spacing will limit the congestion in the private streets which are required to handle both internal traffic and pedestrian movements (no sidewalks are included in the private street areas). Landscaping. While the landscaping plan appears to list the required number of trees for the lots, the landscaping plans are recommended to be revised and enhanced to illustrate proposed tree locations to avoid later conflicts with as - built hard cover and/or utility installations and to verify that the noted tree requirements will be met for each lot/unit. Adequate shrub planting quantities are provided, based on the example plan. However, approximately three- quarters of the "shrubs" proposed are perennial plants, rather than actual shrubs. Staff would recommend the shrub -perennial ratios be flipped, and additional shrub types include evergreen shrubs to enhance year-round impact. • Parking. Parking is shown to include two garage spaces, plus two driveway spaces, and off-street parking bays for visitors at a rate of approximately one space per two units. This supply is more than adequate to meet the demand in the attached unit portion of the project. Staff would be comfortable reducing the parking bay space supply by one-fourth, and instead increasing the tree planting in those areas to enhance the green space and shade. This would retain a visitor parking ratio of one space per three units, which with unit parking, should be more than adequate. Garage sizes. The garages for the townhomes are significantly smaller than the City's typical standard of 450 square feet for attached residences. The applicants show an interior space of 420 square feet and have provided a graphic illustration of two vehicles (SUV and mid -size passenger car) parked in that space. Staff notes that the illustration also shows space for trash and recycling containers. At issue is the accessibility for those vehicles, given the need for door swing space. Both vehicles would limit the ability for residents to use the vehicles due to the proximity of the vehicle doors to garage sidewalls. The trash bins would appear to raise a separate issue in wheeling them out of the garage between the cars if the vehicles were parked as shown. 10 Planning Commission Agenda — 01/07/2025 If the plan is approved as shown, there is likely to be a significant incentive for residents to park vehicles outside in the interior courtyards (on private driveways) of the development. This space is already of limited usability due to the driveway needs, but it does create some green and open space in these types of townhouse neighborhoods. But when they are dominated by parked cars, both the visual impacts and utility of the spaces for outdoor use are further restricted. This result — cars forced to park outside due to restrictions in the covered garage — also impacts winter conditions, where snow cannot be removed efficiently. While it is understood that some residents will choose to park outside regardless of design, the City's standard is intended to minimize this likelihood, based on experience with small garage development in prior years. If the Planning Commission chooses to accommodate the proposed designs, these impacts should be presumed as the projects is developed and matures over time. Staff would recommend interior garage widths of at least one or preferably two extra feet. It is acknowledged that the applicant would need an alternative floor plan to accommodate this preference. Other PUD Amenities/Enhancements. As a neighborhood benefitting from PUD flexibility in lot size, building size, potentially building materials, additional amenities help reach the threshold for PUD consideration. In this case, the applicant has set aside a large area under the powerline corridor for ponding and is providing grading to accommodate a pathway that would connect this corridor to other existing and future pathway areas. These grading improvements are typically a function of park dedication requirements and general grading of the site. To enhance those areas, staff would recommend a scattering of shrub -planting clusters, rather than just seeded grassland. Especially on the upper levels of these outlots, there are adaptable shrub varieties that would greatly enhance the view of these areas, without compromising the power line corridor tree planting restrictions. These enhancements would also serve to create a more definable sense of place for the neighborhood. As noted, the application should also be supplemented with a clear statement of minimum building design and lot standards for the PUD ordinance. 11 Planning Commission Agenda — 01/07/2025 STAFF RECOMMENDED ACTION Staff recommends approval of the Preliminary Plat, Development Stage PUD, and Rezoning to Meadowbrook Residential PUD District, based on findings in the attached resolutions, and subject to the conditions identified in Exhibit Z. The proposed Meadowbrook project includes a variety of housing types, including varying detached single-family styles, as well as attached single-family product. The area is located within the existing city boundary, with municipal utilities directly adjacent. The proposed plat includes desired vehicle and pedestrian connectivity elements, as well as the provision for open -space. Subject to the conditions in Exhibit Z, the proposed plat and PUD are consistent with the 2040 Vision + Plan's goal for the development of Complete Neighborhoods. SUPPORTING DATA A. Resolution PC-2025-03 — Development Stage PUD B. Resolution PC-2025-04 — Rezoning to PUD C. Resolution PC-2025-05 — Preliminary Plat D. Ordinance No. XXX— Meadowbrook PUD, Draft E. Aerial Site Image F. Applicant Narrative & Presentation, including: a. Narrative b. Development Data c. Land Use Objectives d. Product Summary e. Architectural Distinctions f. Townhome and Home Plans g. Estimated Phasing h. Applicant Information i. Supplemental Information G. Certificate of Survey H. Plans, Including: a. PUD Development Stage Plan b. Existing Conditions c. Preliminary Plat d. Preliminary Tree Preservation Plan e. Preliminary Utility Plan f. Preliminary Grading Plan g. Preliminary Erosion Control Plan h. Preliminary Signage, Lighting & Mailbox Plan 12 Planning Commission Agenda — 01/07/2025 i. Preliminary Landscaping Plan j. Typical Foundation Planting Plan I. Phasing Plan J. Geotechnical Report K. Stormwater Management Plan L. Utility Extension Plan, South M. Park Dedication Exhibit N. Park Dedication Research 0. Wetland Delineation Memo & Notice of Decision P. Traffic Study Q. Draft HOA Documents R. City Engineer's Letter and Plan and Traffic Memo Comments, dated December 23, 2024 S. Fire Marshal's Letter, dated December 31, 2024 T. 2008 Hunters Crossing Preliminary Plat U. Monticello 2040 Vision + Plan, Excerpt V. 2023 Housing Needs & Demand Report, Excerpt Z. Conditions of Approval 13 Planning Commission Agenda - 01/07/2025 W'l:ll 1111VA Conditions of Approval Meadowbrook Preliminary Plat, Development Stage PUD 155500231200 Conditions of Preliminary Plat and Development Stage PUD requiring resolution prior to Effective Date of Rezoning to PUD: 1. Verification that the building and design proposals for the Single Family detached units and lots will meet the following standards: a. 25 foot front setbacks, with 6 foot side yards and 20 foot usable rear yards. b. Minimum building sizes of 1,000 finished square feet, and a minimum of 1,700 square feet of finishable area. c. Garage square footage of at least 480 square feet. d. Roof pitches of at least 5:12, with modifications for gables or shed roof ornamentation. e. Brick/Stone on front fagade equal to at least 15% of all front -facing surfaces; or a minimum of 10% brick/stone in combination with board and batten, corbels, shakes or other fagade features exceeding 20% of the front fagade. f. Livable portions of the home exposed to the front street no less than 40% of the width of the structure. g. Front entry doors no greater than 6 feet farther back from the garage doors, or in the alternative, the addition of usable front porches or expanded front entry patios or entry features. h. Additional large trees in the front yards or other open space areas of the proposed lots to make a more immediate impact on the streetscape. i. Establish maximum driveway widths of 20' for the two -car garage lots overall, and 20' at the curb line/curb cut line for three -car garage lots as part of the PUD. j. Provide an anti -monotony plan to further support the PUD flexibility requested. 2. Verification that the building and design proposals for attached Single Family units and lots will meet the standards identified in this report, specifically: 14 Planning Commission Agenda — 01/07/2025 a. Reduce visitor parking clusters in the townhouse area by approximately one- fourth and replace with additional green space and tree planting. b. Update landscaping plans showing a much greater proportion of shrubs (as opposed to perennials) in the shrub planting base for the townhouses. c. Modification of the garage designs to increase interior widths by at least one foot, or more, to better accommodate parking and access to vehicles. d. Provide detail on building materials for the units, with LP Smartside or fiber - cement board (such as Hardie) required; in the alternative brick/Stone on front facade equal to at least 15% of all front -facing surfaces; or a minimum of 10% brick/stone in combination with board and batten, corbels, shakes or other fagade features exceeding 20% of the front fagade. Update landscape plans showing tree planting locations for the trees in the townhouse portion of the project and verification of tree planting for all areas per code requirements. 4. Update landscaping plans showing additional clusters of shrub plantings and seating areas in the outlots comprising the development's stormwater ponding areas. Provide written confirmation of allowable use for a non -motorized bicycle park by the powerline easement holder. Land dedication for park is contingent on this requirement. 6. Compliance with the terms of the City's Engineering Staff letter dated December 23, 2024, including the comments of January 2, 2025. 7. Compliance with the terms of the Chief Building Official's letter dated December 31, 2024, and comments dated January 2, 2025. 8. Comments and recommendations of other Staff and Planning Commission. Other Conditions of Preliminary Plat and Development Stage PUD: 10. Compliance with comments from the Wright County Highway Engineer's Office and any of the Wright County Surveyor. 11. The submitted Homeowner's Association Documents are subject to the review and comment of the City Attorney and shall be executed and recorded upon satisfaction of comment. 12. Execution and recording of a development contract for the plat, incorporating the terms and conditions for development, including fees and escrows. 15 CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-03 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF MONTICELLO RECOMMENDING APPROVAL OF A DEVELOPMENT STAGE PLANNED UNIT DEVELOPMENT FOR MEADOWBROOK WHEREAS, the applicant is seeking a Development Stage Planned Unit Development approval, among other concurrent applications, for a parcel of currently undeveloped land; and WHEREAS, the proposed PUD would incorporate development opportunity for mixed residential uses as an allowed use in the proposed Meadowbrook Planned Unit Development zoning district; and WHEREAS, the PUD provides for a variety of residential units styles, including single family detached and attached unit, up to 182 total residential units; and WHEREAS, the PUD incorporates a series of development standards that the applicant will meet with the submitted, or supplemental, plans and documents; and WHEREAS, the subject property will be developed under the requirements of the Monticello Comprehensive Plan, which designate the land use for the property Low Density Residential uses; and WHEREAS, the proposed preliminary plat shows the development parcel, upon which the existing and proposed buildings will be located, as well as other improvements such as streets, utilities, parkland; and WHEREAS, the proposed development will consist of an overall residential density of approximately 4 units per acre, within the Comprehensive Plan's target range of 3-6 units per acre; and WHEREAS, the Planning Commission has reviewed the application for the Development Stage PUD pursuant to the regulations of the applicable ordinances and land use plans and policies; and CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-03 WHEREAS, the Planning Commission held a public hearing on January 71", 2025 on the application and the applicant and members of the public were provided the opportunity to present information to the Planning Commission; and WHEREAS, the Planning Commission has considered all of the comments and the staff report, which are incorporated by reference into the resolution, and make the following Findings of Fact in relation to the recommendation of approval: 1. The proposed uses are consistent with the intent and purpose of the PUD, Planned Unit Development District. 2. The proposed uses will be consistent with the existing and future land uses in the area in which they are located, including the Monticello Comprehensive Plan. 3. The impacts of the improvements are those anticipated by the existing and future land uses and are addressed through standard review and ordinances as adopted. 4. The proposed plat accommodates additional public and private improvements, including pedestrian facilities, utilities, and stormwater controls that ensure the project will continue to be consistent with the City's long-term public service infrastructure. 5. The proposed plat accommodates reasonable extensions of development and infrastructure to serve other undeveloped property in the area. 6. The proposed access and development details, as supplemented in further submissions, meet the intent and requirements of the applicable zoning regulations. 7. As a property development plan that is generally consistent with the previously approved plat and land use, the proposed plat is not anticipated to negatively impact surrounding residential properties. 8. Approval of the plat will not result in the need for additional road or utility infrastructure other than that being provided by and for the proposed use, and should not otherwise negatively impact the health or safety of the community. NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, Minnesota recommends to the City Council that the proposed Development Stage PUD for Meadowbrook be approved, subject to the conditions of Exhibit Z of the staff report, as follows: CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-03 Conditions of Preliminary Plat and Development Stage PUD requiring resolution prior to Effective Date of Rezoning to PUD: 1. Verification that the building and design proposals for the Single Family detached units and lots will meet the following standards: a. 25 foot front setbacks, with 6 foot side yards and 20 foot usable rear yards. b. Minimum building sizes of 1,000 finished square feet, and a minimum of 1,700 square feet of finishable area. c. Garage square footage of at least 480 square feet. d. Roof pitches of at least 5:12, with modifications for gables or shed roof ornamentation. e. Brick/Stone on front fagade equal to at least 15% of all front -facing surfaces; or a minimum of 10% brick/stone in combination with board and batten, corbels, shakes or other fagade features exceeding 20% of the front fagade. f. Livable portions of the home exposed to the front street no less than 40% of the width of the structure. g. Front entry doors no greater than 6 feet farther back from the garage doors, or in the alternative, the addition of usable front porches or expanded front entry patios or entry features. h. Additional large trees in the front yards or other open space areas of the proposed lots to make a more immediate impact on the streetscape. i. Establish maximum driveway widths of 20' for the two -car garage lots overall, and 20' at the curb line/curb cut line for three -car garage lots as part of the PUD. j. Provide an anti -monotony plan to further support the PUD flexibility requested. 2. Verification that the building and design proposals for attached Single Family units and lots will meet the standards identified in this report, specifically: a. Reduce visitor parking clusters in the townhouse area by approximately one- fourth and replace with additional green space and tree planting. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-03 b. Update landscaping plans showing a much greater proportion of shrubs (as opposed to perennials) in the shrub planting base for the townhouses. c. Modification of the garage designs to increase interior widths by at least one foot, or more, to better accommodate parking and access to vehicles. d. Provide detail on building materials for the units, with LP Smartside or fiber - cement board (such as Hardie) required; in the alternative brick/Stone on front facade equal to at least 15% of all front -facing surfaces; or a minimum of 10% brick/stone in combination with board and batten, corbels, shakes or other facade features exceeding 20% of the front facade. Update landscape plans showing tree planting locations for the trees in the townhouse portion of the project and verification of tree planting for all areas per code requirements. 4. Update landscaping plans showing additional clusters of shrub plantings and seating areas in the outlots comprising the development's stormwater ponding areas. Provide written confirmation of allowable use for a non -motorized bicycle park by the powerline easement holder. Land dedication for park is contingent on this requirement. 6. Compliance with the terms of the City's Engineering Staff letter dated December 23, 2024, including the comments of January 2, 2025. 7. Compliance with the terms of the Chief Building Official's letter dated December 31, 2024, and comments dated January 2, 2025. 8. Comments and recommendations of other Staff and Planning Commission. Other Conditions of Preliminary Plat and Development Stage PUD: 10. Compliance with comments from the Wright County Highway Engineer's Office and any of the Wright County Surveyor. 11. The submitted Homeowner's Association Documents are subject to the review and comment of the City Attorney and shall be executed and recorded upon satisfaction of comment. 12. Execution and recording of a development contract for the plat, incorporating the terms and conditions for development, including fees and escrows. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-03 ADOPTED this 71h day of January, 2025 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION IN ATTEST: Andrew Tapper, Chair Angela Schumann, Community Development Director CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2024-04 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF MONTICELLO AMENDING SECTION 153.047 OF THE MONTICELLO CITY CODE, KNOWN AS THE ZONING ORDINANCE, CREATING THE MEADOWBROOK PLANNED UNIT DEVELOPMENT DISTRICT, AND REZONING THE SUBJECT PROPERTY TO MEADOWBROOK PUD DISTRICT WHEREAS, the applicant is seeking a Planned Unit Development for a mixed residential project, consisting of 182 residential units, to be platted pursuant to the concurrent request for the Meadowbrook Addition plat; and WHEREAS, the proposed Meadowbrook PUD District would create the uses and standards applicable to all development in the Meadowbrook plat, to consist of a series of public and private streets serving residential units and lot as designated on the approved Preliminary Plat subject to the Meadowbrook Planned Unit Development zoning district; and WHEREAS, the site is concurrently subject to requests for a preliminary plat for the proposed project, and a Development Stage PUD approval for Meadowbrook; and WHEREAS, the proposed PUD and its associated plat creates a dedication for public easements, and adequate right of way related to public streets along with drainage and utilities which will serve various phases of the PUD; and WHEREAS, the subject parcels will be consistent with requirements of the City's Subdivision and Zoning Ordinance requirements under the adopted Meadowbrook PUD District standards, as well as other applicable standards of the Monticello Zoning Ordinance; and WHEREAS, the subject property will be developed under the requirements of the Monticello Comprehensive Plan, which designate the land use for the property as Low Density Residential; and WHEREAS, the Planning Commission has reviewed the application for the Amendment to the Zoning Ordinance pursuant to the regulations of the applicable ordinances and land use plans and policies; and CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2024-04 WHEREAS, the Planning Commission held a public hearing on January 7t", 2025 on the application and the applicant and members of the public were provided the opportunity to present information to the Planning Commission; and WHEREAS, the Planning Commission has considered all of the comments and the staff report, which are incorporated by reference into the resolution, and make the following Findings of Fact in relation to the recommendation of approval: 1. The proposed Zoning District is required to address the existing use, and provide the potential for development consistent with the intent and purpose of the plans, goals, and policies of the Monticello Comprehensive Plan related to the Low Density Residential land use category. 2. The proposed uses will be consistent with the existing and future land uses in the area in which they are located, provided the development is adequately served by existing roadways. 3. The impacts of the improvements are those anticipated by the existing and future land uses and are addressed through standard review and ordinances as adopted. 4. The proposed PUD District and the associated development plans accommodate additional public and private improvements, including streets, utilities, and stormwater controls that ensure the project will continue to be consistent with the City's long-term public service infrastructure. 5. The proposed PUD does not interfere with reasonable extensions of development and infrastructure to serve other undeveloped property in the area. 6. As a property which has been vacant for many years, but which has been anticipated to be developed for Low and Medium Density Residential uses, the proposed PUD is not anticipated to negatively impact surrounding properties or values. 7. Approval of the PUD will not result in the need for additional road or utility infrastructure other than that being provided by and for the proposed use, and should not otherwise negatively impact the health or safety of the community. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2024-04 NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, Minnesota recommends to the City Council that the proposed amendment to the Monticello Zoning Ordinance creating the Meadowbrook PUD District, and rezoning the area being platted as the Meadowbrook PUD District, be approved subject to the conditions of Exhibit Z of the staff report, as follows: Conditions of Preliminary Plat and Development Stage PUD requiring resolution prior to Effective Date of Rezoning to PUD: Verification that the building and design proposals for the Single Family detached units and lots will meet the following standards: a. 25 foot front setbacks, with 6 foot side yards and 20 foot usable rear yards. b. Minimum building sizes of 1,000 finished square feet, and a minimum of 1,700 square feet of finishable area. c. Garage square footage of at least 480 square feet. d. Roof pitches of at least 5:12, with modifications for gables or shed roof ornamentation. e. Brick/Stone on front fagade equal to at least 15% of all front -facing surfaces; or a minimum of 10% brick/stone in combination with board and batten, corbels, shakes or other fagade features exceeding 20% of the front fagade. f. Livable portions of the home exposed to the front street no less than 40% of the width of the structure. g. Front entry doors no greater than 6 feet farther back from the garage doors, or in the alternative, the addition of usable front porches or expanded front entry patios or entry features. h. Additional large trees in the front yards or other open space areas of the proposed lots to make a more immediate impact on the streetscape. Establish maximum driveway widths of 20' for the two -car garage lots overall, and 20' at the curb line/curb cut line for three -car garage lots as part of the PUD. Provide an anti -monotony plan to further support the PUD flexibility requested. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2024-04 Verification that the building and design proposals for attached Single Family units and lots will meet the standards identified in this report, specifically: a. Reduce visitor parking clusters in the townhouse area by approximately one- fourth and replace with additional green space and tree planting. b. Update landscaping plans showing a much greater proportion of shrubs (as opposed to perennials) in the shrub planting base for the townhouses. c. Modification of the garage designs to increase interior widths by at least one foot, or more, to better accommodate parking and access to vehicles. d. Provide detail on building materials for the units, with LP Smartside or fiber - cement board (such as Hardie) required; in the alternative brick/Stone on front facade equal to at least 15% of all front -facing surfaces; or a minimum of 10% brick/stone in combination with board and batten, corbels, shakes or other facade features exceeding 20% of the front facade. 3. Update landscape plans showing tree planting locations for the trees in the townhouse portion of the project and verification of tree planting for all areas per code requirements. 4. Update landscaping plans showing additional clusters of shrub plantings and seating areas in the outlots comprising the development's stormwater ponding areas. 5. Provide written confirmation of allowable use for a non -motorized bicycle park by the powerline easement holder. Land dedication for park is contingent on this requirement. 6. Compliance with the terms of the City's Engineering Staff letter dated December 23, 2024, including the comments of January 2, 2025. 7. Compliance with the terms of the Chief Building Official's letter dated December 31, 2024, and comments dated January 2, 2025. 8. Comments and recommendations of other Staff and Planning Commission. Other Conditions of Preliminary Plat and Development Stage PUD: 10. Compliance with comments from the Wright County Highway Engineer's Office and any of the Wright County Surveyor. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2024-04 11. The submitted Homeowner's Association Documents are subject to the review and comment of the City Attorney and shall be executed and recorded upon satisfaction of comment. 12. Execution and recording of a development contract for the plat, incorporating the terms and conditions for development, including fees and escrows. ADOPTED this 71" day of January, 2025 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION 0 ATTEST: Andrew Tapper, Chair Angela Schumann, Community Development Director CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-05 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF MONTICELLO RECOMMENDING APPROVAL OF A PRELIMINARY PLAT FOR MEADOWBROOK ADDITION WHEREAS, the applicant is seeking a preliminary plat of a parcel of currently undeveloped land; and WHEREAS, the proposed plat would incorporate development opportunity for mixed residential land uses as an allowed use in the proposed Meadowbrook Planned Unit Development zoning district; and WHEREAS, the plat creates a series of residential development parcels, dedication of public easements and streets, and utilizes existing right of way related to public streets along with drainage and utilities; and WHEREAS, the platted parcels will be consistent with requirements of the City's Subdivision and Zoning Ordinance requirements under the appropriate PUD standards; and WHEREAS, the subject property will be developed under the requirements of the Monticello Comprehensive Plan, which designate the land use for the property as Low Density Residential uses; and WHEREAS, the proposed preliminary plat shows a variety of residential lots, including lots for both single family detached and attached housing; and WHEREAS, the Planning Commission has reviewed the application for the plat pursuant to the regulations of the applicable ordinances and land use plans and policies; and WHEREAS, the Planning Commission held a public hearing on January 7th, 2025 on the application and the applicant and members of the public were provided the opportunity to present information to the Planning Commission; and CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-05 WHEREAS, the Planning Commission has considered all of the comments and the staff report, which are incorporated by reference into the resolution, and make the following Findings of Fact in relation to the recommendation of approval: 1. The proposed uses are consistent with the intent and purpose of the PUD, Planned Unit Development District. 2. The proposed uses will be consistent with the existing and future land uses in the area in which they are located, including the Monticello Comprehensive Plan. 3. The impacts of the improvements are those anticipated by the existing and future land uses and are addressed through standard review and ordinances as adopted. 4. The proposed plat accommodates additional public and private improvements, including pedestrian facilities, utilities, and stormwater controls that ensure the project will continue to be consistent with the City's long-term public service infrastructure. 5. The proposed plat accommodates reasonable extensions of development and infrastructure to serve other undeveloped property in the area. 6. The proposed access and development details, as supplemented in further submissions, meet the intent and requirements of the applicable zoning regulations. 7. As a property with development consistent with both the Comprehensive Plan and the previously approved plat for the site, the proposed plat is not anticipated to negatively impact surrounding residential properties. 8. Approval of the plat will not result in the need for additional road or utility infrastructure other than that being provided by and for the proposed use, and should not otherwise negatively impact the health or safety of the community. NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, Minnesota recommends to the City Council that the proposed Preliminary Plat for the Meadowbrook Addition be approved, subject to the conditions of Exhibit Z of the staff report, as follows: Conditions of Preliminary Plat and Development Stage PUD requiring resolution prior to Effective Date of Rezoning to PUD: CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-05 1. Verification that the building and design proposals for the Single Family detached units and lots will meet the following standards: a. 25 foot front setbacks, with 6 foot side yards and 20 foot usable rear yards. b. Minimum building sizes of 1,000 finished square feet, and a minimum of 1,700 square feet of finishable area. c. Garage square footage of at least 480 square feet. d. Roof pitches of at least 5:12, with modifications for gables or shed roof ornamentation. e. Brick/Stone on front fagade equal to at least 15% of all front -facing surfaces; or a minimum of 10% brick/stone in combination with board and batten, corbels, shakes or other fagade features exceeding 20% of the front fagade. f. Livable portions of the home exposed to the front street no less than 40% of the width of the structure. g. Front entry doors no greater than 6 feet farther back from the garage doors, or in the alternative, the addition of usable front porches or expanded front entry patios or entry features. h. Additional large trees in the front yards or other open space areas of the proposed lots to make a more immediate impact on the streetscape. i. Establish maximum driveway widths of 20' for the two -car garage lots overall, and 20' at the curb line/curb cut line for three -car garage lots as part of the PUD. j. Provide an anti -monotony plan to further support the PUD flexibility requested. 2. Verification that the building and design proposals for attached Single Family units and lots will meet the standards identified in this report, specifically: a. Reduce visitor parking clusters in the townhouse area by approximately one- fourth and replace with additional green space and tree planting. b. Update landscaping plans showing a much greater proportion of shrubs (as opposed to perennials) in the shrub planting base for the townhouses. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-05 c. Modification of the garage designs to increase interior widths by at least one foot, or more, to better accommodate parking and access to vehicles. d. Provide detail on building materials for the units, with LP Smartside or fiber - cement board (such as Hardie) required; in the alternative brick/Stone on front facade equal to at least 15% of all front -facing surfaces; or a minimum of 10% brick/stone in combination with board and batten, corbels, shakes or other fagade features exceeding 20% of the front fagade. Update landscape plans showing tree planting locations for the trees in the townhouse portion of the project and verification of tree planting for all areas per code requirements. 4. Update landscaping plans showing additional clusters of shrub plantings and seating areas in the outlots comprising the development's stormwater ponding areas. Provide written confirmation of allowable use for a non -motorized bicycle park by the powerline easement holder. Land dedication for park is contingent on this requirement. 6. Compliance with the terms of the City's Engineering Staff letter dated December 23, 2024, including the comments of January 2, 2025. 7. Compliance with the terms of the Chief Building Official's letter dated December 31, 2024, and comments dated January 2, 2025. 8. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 7th day of January, 2025 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION IN Andrew Tapper, Chair CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-05 ATTEST: Angela Schumann, Community Development Director ORDINANCE NO. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA AN ORDINANCE AMENDING TITLE XV, § 153.047 OF THE MONTICELLO CITY CODE, KNOWN AS THE ZONING ORDINANCE, ESTABLISHING THE MEADOWBROOK PLANNED UNIT DEVELOPMENT DISTRICT AND REZONING THE FOLLOWING DESCRIBED PROPERTY TO MEADOWBROOK PUD: PLAT OF MEADOWBROOK ADDITION THE CITY COUNCIL OF THE CITY OF MONTICELLO HEREBY ORDAINS: Section 1. Section § 153.047, PUD Districts, is hereby amended to add the following: (??) Meadowbrook PUD District (1) Purpose. The purpose of the Broadway Plaza PUD District is to provide for the development of certain real estate subject to the Meadowbrook Planned Unit Development District for mixed residential land uses. (2) Phased Development. The Meadowbrook PUD District will be developed in phases, pursuant to the approved phasing plans. Subsequent phases, although plat names may change, shall continue to be zoned and regulated under the Meadowbrook PUD district, as may be amended. (3) Permitted Principal Uses. Permitted principal uses in the Meadowbrook PUD District shall be single family detached uses on all lots as shown in the Meadowbrook Preliminary Plat dated , and attached townhouse residential on all lots as shown in the Meadowbrook Preliminary Plat dated , subject to the approved Final Stage PUD Development Plans dated , and development agreement dated , and subject to the conditions of approval imposed by City Council Resolution Nos. , and as may be further amended. Each individual use is limited to the location and building identified on the Final PUD Development Plans. No other principal use shall be allowed in the Meadowbrook PUD District, with the exception that public uses on public property shall not be subject to this limitation. The introduction of any other use or change in density shall be reviewed under the requirements of the Monticello ORDINANCE NO. Zoning Ordinance, 153.028(0)(9)(b) — Planned Unit Developments for Development Stage PUD. (4) Accessory Uses. Allowed Accessory Uses in the Meadowbrook PUD District shall be those as allowed in the T-N, Traditional Neighborhood zoning district for any lot used for single family residential use, or as allowed in the R-3, Medium Density Residential zoning district for any parcel used for attached housing. No other accessory uses shall be permitted in the Meadowbrook PUD District, nor shall any outdoor storage or display be allowed, other than as specifically identified on the Final Stage PUD Development Plans. (5) District performance standards. Performance standards for the development of any lot in the Broadway Plaza PUD District shall adhere to the approved Final Stage PUD plans, City Council Resolution Nos. , and development agreement dated (5) The specific flexibility and conditions of the Meadowbrook PUD District shall be as follows A. Single Family detached, or single family attached, as shown on the approved Development Stage PUD plans, shall be subject to the modified building locations and setbacks and shown on said plans. B. The PUD provides flexibility from building spacing and setback requirements. C. The PUD provides flexibility from the standard requirement for public streets by allowing private streets in the areas serving attached housing. D. The PUD provides flexibility from the requirement for sidewalks along all streets by waiving such requirement along the private streets in the plat. E. Parking for the attached housing areas shall be as provided per the approved plans and located throughout the attached housing development areas. F. The Final Stage PUD architectural plans for the PUD are required to meet the standards, including building materials, as set forth in the Conditions of Approval for the Development Stage PUD, including those below and which are incorporated into the City Council Resolution Nos. 1. The building and design proposals for the Single Family detached units and lots will meet: PA ORDINANCE NO. a. 25 foot front setbacks, with 6 foot side yards and 20 foot usable rear yards. b. Minimum building sizes of 1,000 finished square feet, and 1,700 square feet of finishable area. c. Garage square footage of at least 480 square feet d. Roof pitches of at least 5:12, with modifications for gables or shed roof ornamentation. e. Brick/Stone on front facade equal to at least 15% of all front -facing surfaces; or a minimum of 10% brick/stone in combination with board and batten, corbels, shakes or other fagade features exceeding 20% of the front fagade. f. Livable portions of the home exposed to the front street no less than 40% of the width of the structure. g. Front entry doors no greater than 6 feet farther back from the garage doors, or in the alternative, the addition of usable front porches or expanded front entry patios or entry features. h. Additional large trees in the front yards or other open space areas of the proposed lots to make a more immediate impact on the streetscape. i. Establish maximum driveway widths of 20' for the two - car garage lots overall, and 20' at the curb line/curb cut for three -car garage lots as part of the PUD. j. Provide an anti -monotony plan to further support the PUD flexibility requested. 2. The building and design proposals for attached Single Family units and lots will meet: a. Provide detail on building materials for the units, with LP Smartside or fiber -cement board (such as Hardie) required; in the alternative brick/Stone on front fagade equal to at least 15% of all front -facing surfaces; or a minimum of 10% brick/stone in combination with board and batten, corbels, shakes or other fagade features exceeding 20% of the front fagade. 3 ORDINANCE NO. G. Landscaping shall be as per approved Final Stage PUD Development Plans, or as administratively approved per Monticello City Code. H. The location and widths of internal lot line drainage and utility easements are as per the approved plat of Meadowbrook Addition or its successor plats. I. An executed and recordable easement and stormwater maintenance agreement for the District shall be recorded with the final plat in a form approved by the City. (6) In such case where any proposed improvement is not addressed by the Final Stage PUD, then the applicant shall seek a PUD Amendment per the processes of the Monticello Zoning Ordinance and as directed by the Community Development Department. (7) Where there are any conflicts in the allowed uses or required performance standards between the Meadowbrook PUD District and any other applicable zoning regulations, the requirements of the Meadowbrook PUD District and its associated plans shall prevail. (8) Amendments. Where changes to the PUD are proposed in the manner of use, density, site plan, development layout, building size, mass, or coverage, or any other change, the proposer shall apply for an amendment to the PUD under the terms of § 153.028(0)(10). The city may require that substantial changes in overall use of the PUD property be processed as a new project, including a zoning district amendment. Section 2. The City Clerk is hereby directed to mark the official zoning map to reflect this ordinance. The map shall not be republished at this time. Section 3. The City Clerk is hereby directed to make the changes required by this Ordinance as part of the Official Monticello City Code, Title XV, Zoning Ordinance, and to renumber the tables and chapters accordingly as necessary to provide the intended effect of this Ordinance. The City Clerk is further directed to make necessary corrections to any internal citations that result from said renumbering process, provided that such changes retain the purpose and intent of the Zoning Ordinance as has been adopted. Section 4. This Ordinance shall take effect and be in full force from and after its passage and publication. The ordinance in its entirety and map shall be posted on the City website after publication. Copies of the complete Ordinance and map are available online and at Monticello City Hall for examination upon request. ADOPTED BYthe Monticello City Council this day of , 2025. 11 ORDINANCE NO. Lloyd Hilgart, Mayor ATTEST: Rachael Leonard, City Administrator AYES: NAYS: REZONE, PRELIMINARY PLAT, DEVELOPMENT STAGE PUD QSTTO SOCIA TES Engineers & Land Surveyors, Inc. ABOUT THE BUILDER / DEVELOPER JPB Land, LLC I JP Brooks Builders, locally owned, will be the developer and homebuilder ensuring the vision is consistent from start to finish OUR MISSION IS SIMPLE: TO BUILD QUALITY HOMES AT AN AFFORDABLE PRICE • JP Brooks has been in business since 2013 • Over 850 homes constructed in 40+ communities since 2013 • Currently building in 18 locations throughout the metro • Average number of homes closings 2022-2023 = 150 homes annually • Ranked Top 25 Builder in revenues for 2023 in the Twin Cities market • Minnesota Green Path Certified Builder i• JP Brooks JPBLAND BUILDERS �loa �� I I i 1 PRELIMINARY PLAT & DEVELOPMENT STAGE PUD MEADOWBROOK, MONTICELLO APPROVAL RATIONALE FOR PUD — PUBLIC BENEFITS — OUR PLAN i• JP Brooks OBLAND BUILDERS • Our plan meets many of the stated goals of the 2040 Comprehensive Plan • We offer a life -cycle community with a variety of lot types and sizes and home styles, providing choices to serve all demographics of residents • Dedicates approximately 2 acres of land for expanded Edmonson Ave ROW • Provides a trail easement along the Edmonson Ave ROW and through Outlots B and C • Dedicates 10.45 acres of public open space (including a 3.46 acre park) • Provides 3.46 acres of dedicated public park space for a "BMX" park • Utilizes existing infrastructure for water and sewer that "pays its own way" • Provides street connectivity on all four perimeters of the site to existing and/or proposed neighborhoods • Provides neighborhood -wide restrictive covenants plus HOA (snow + mow, maintenance and insurance) for the townhomes lots • Provides sidewalk and trail connectivity to existing neighborhood network and and park area 7 2 PRELIMINARY PLAT & DEVELOPMENT STAGE PUD �i• JPBrooks MEADOWBROOK, MONTICELLO JPB LAND BUILDERS EDMONSON AVENUE NE _ 1 1 OUnOT O } 2 2 4 1 12111 9 8 765 432 1 4 3 4 0 1 8 1 8 1 3 2 1 3 OL�OTA ' q p 7 2 , 2 4 2 1 9 5 Z 5 61 3 6 3 5 6 L4� S'6; 1 r �> 4 5 4 5 4 2 ai 6 7 1 6 1 3 2 1 4 3 r 1P 11 f0 9 8 7 7 6 5 OUTLOTo 5 8 �n3 6 7.� — UNTRY AVE 8 2 CO OUTLOT B - 1 14 1 8 7 6 5 4 3 2 1 9 2 3 13 2 9 20 4 3 2 1 4 12 3 4 p 8 10 19 5 5 5 j 11 18 6 6 6 O 10 5 � a0 12 17 i a 9 8 7 B 10 7 13 14 15 16 8 1 2 Y 8 9 43 Q a 9 10 OUTLOT C 10 11 12 13 16 15 14 13 _ 4 22 12 116 — — _.. ................ 5 3 i DATA Gross Site Area: 56.45 Acres Net Developable Area: 54.46 Acres Townhomes = 73 lots Edmonson Ave ROW: 1.99 Acres Overall Net Density: 3.34 Units Per Acre 52' Single Family = 41 lots Open Space: 10.45 Acres Proposed Total Residential Lots: 182 62' Single Family = 68 lots BMX Park (Outlot A) : 3.46 Acres Total Single Family = 109 lots iC1 CITY OF MONTICELLr) 2040 COMPREHENSIVE PLAN LAND USE AND GROWTH OBJECTIVES ACHIEVED "Goarl I Growth and Change, and Goal 2 1 Complete Neighborhoods ML i• JP Brooks OBLAND BUILDERS A City that prioritizes growth inward by concentrating development activities within the existing city boundaries and grows or develops into the Orderly Annexation Area only when development is proposed or planned contiguous to city boundaries, sensitive open space lands are protected and thoughtfully incorporated into the development pattern, and the land is serviced by appropriate utility and transportation systems. An open space "frame" around and woven through Monticello, complemented by the Mississippi River, Bertram Chain of Lakes Regional Park, other local and regional parks, trails and recreation areas which together protect the City's natural resources, lakes, wetlands and woodlands, and provide opportunities for recreation, enhance visual beauty, and shape the City's character. Cl CITY OF MONTICELLO 2040 COMPREHENSIVE PLAN KEY THEMES ACHIEVED 1. Sustainability -11 • Provides infill development • Utilizes the land efficiently • Provides linear open space corridor • Provides trails and sidewalks for pedestrians and cyclists • Preserves open space i• JP Brooks OBLAND BUILDERS • Provides a new community park within walking distance of residents • Preserves open space • Provides access to other neighborhoods and commercial areas of the city nearby • Promotes pedestrian and bicycle use of trails and sidewalks encouraging a healthy lifestyle for residents • A variety of housing types and price points provided to serve all demographics of home purchasers within one community 1.1 HOUSE PRODUCT SUMMARY i• JP Brooks OBLAND BUILDERS Garage Size Type Plan Name Bedrooms Bathrooms Sq Ft Stalls 3£ o Attached Townhomes Birchwood 3 3 2 1709 s° J Attached Townhomes Hazelwood 4 2 1709 Villa Oxford II 2-3 ? 3 1585-1721 Villa Augusta 2 2 ? 1355-1499 0 N J c Villa Madison 3 2 1596-1740 iV Ln a Villa Lakewood 3 2 1794-1830 0 Villa Waterford 3 2 ? 1948-2068 o° c a Two Story Hillcrest 3-4 3-4 J 1801-2570 Two Story Stonybrook 4-5 3-4 2040-2840 0 N c iI ~ N (nn ° Two Story Silvercreek 4-5 3-4 2285-3053 Villa Augusta 2 2 J 1355-1496 Villa Madison 1596-1740 Villa Lakewood 2-3 2 1794-1830 = Villa Waterford 2-3 2 1948-2068 Split Oak Ridge 2-4 2-3 3 1355-2534 Split Washington 3-5 2-3 1596-2919 a c Ln Split Weston 2-5 2-3 3 1846-3025 0 Multi Maplewood 2-5 2-3 3 1972-3559 N Multi Crestview 3-4 3-4 3 1804-2612 Rambler ALJgUsta 2-4 2-3 3 1355-2534 Rambler Madison 3-5 2-3 3 1596-2919 0 Rambler Somerset 2-5 2-3 3 1846-3025 Rambler Edgewater 2-5 2-3 1972-3559 .. J J o a n Two Story Brookview 4-5 3-4 3 2295-3082 rr v Two Story SUmmit 4-5 3-4 2539-3482 Two Story Sedona 4-5 4-5 3164-4410 0 ARCHITECTURAL DISTINCTIONS • Front porches with (SmartSide) LP pillars • Stone base pillar upgrades • Varying heights and quantities for stone • Built out gables • Coach lamps at garage door • LP SmartSide window wrapping (SF only) • Transom or sidelight windows at front entry door (SF only) • Different siding options in gables (Board and Batten, Shakes, Built Outs, Dentils, Brackets) • Garage door is an upgraded short raised panel garage door with grooves. Also allows for windows to be added. Multiple colors, including wood grain to provide higher quality look • Stone address plaque upgrade option • All homes Minnesota Green Path certified i► JP Brooks JPB LAND BUILDERS • Included front door is an upgraded fiberglass door with a wide array of color options and wood grain options. (Most builders don't do the wood grain because of the cost, we include standard due to positive feedback from customers. SF only) • Full time designer on staff with over 25 years of experience planning out exterior packages for large, quality communities • In house design studio where customers can choose their selections • We are intentional with a self imposed anti -monotony code about not allowing the same elevation or color palette next door, on either side, or directly across the street 7 Birchwood and Hazelwood Bedrooms: 3-4 Bathrooms: 3 Garage Stalls: 2 Square Feet: 1709 JP Brooks BUILDERS E Birchwood Floor Plan REF �� t.. 'D ING KITCHEN MECH 14'-4' x 9'-11- 4'-9" x g J =LOOPING TRANSITION BATH " x 5'-6' UP j+ I GARAGE 65 gal 65 ga 1T-11" x 22'-G" INTERIOR OF LIVING ROOM GARAGE WALLS 12'-5" x 18'-0" Q. FT. = 420 _ i �AIN6 Tk:,• I- ` _ l I I + r' FORD CHEVROLET ENTRI" EXPLORE MALIBU LJ u. PORCH -- 10'-0" x 6'-0' 1 4" 4. SQUARE FOOTAGE Main Floor: 708 sf Upper Floor: 1001 sf Garage: 446 sf Storage: 90 sf LOFT 5'-3'BATH 10TH � 10'-6" x 13'-10- , I 0 BEDROOM 3 I Ci -'-� 1 .1 !J PR. BA. 9'-2" x 12'-6" WIC - f' x PT-0 WID ;W PRIMARY SUITE 7'] 1BEDROOM 2 10'-6- x 13'-10" -4" I I I L_ T Brooks BUILDERS i Hazelwood Floor Plan 1 PRIMARY SUITE 13'-5' x 13'-10" L10BE 1V-a' I I I I L_ SQUAREFOOTAGE Main Floor: 708 sf Upper Floor: 1001 sf Garage: 446 sf Storage: 106 sf JP Brooks B U I L D E R S 10 GARAGE STORAGE OPTIONS �i i• JP Brooks JPB LAND BUILDERS 11 The Oxford II VILLA FLOOR PLAN I -,.1111111011, a� 14W k"Ani;l Bedrooms: 2-3 Bathrooms: 2 Garage Stalls: 3 Square Feet: 11585 - 11721 JP Brooks BUILDERS �. �• 12 The Augusta VILLA FLOOR PLAN Bedrooms: 2 Bathrooms: 2 Garage Stalls: 2 Square Feet: 1,355 - 1,499 69-. T JP Brooks B U I L D E R S 13 The Madison VILLA FLOOR PLAN LIBON plus.1 Bedrooms: 3 Bathrooms: 2 Garage Stalls: 2 Square Feet: 19596 - 19740 JP Brooks B U I L D E R S _I 14 52' LOTS - 40' HOUSE PAD - U SIDE YARDS OVERVIEW i The Waterford VILLA FLOOR PLAN ` !'M I°511 T M i IPA Bedrooms: 2-3 Bathrooms: 2 Garage Stalls: 2 Square Feet: 1,948 - 2,068 JP Brooks B U I L D E R S 16 The Weston SPLIT LEVEL FLOOR PLAN ". W-� '%, *Mom Bedrooms: 3-5 Bathrooms: 2-3 Garage Stalls: 2 Square Feet: 19440 - 2,251 JP Brooks B U I L D E R S f R� f `rl 62' LOTS - SO' HOUSE PAD - &SIDE YARDS t I1 1 i OVERVIEW The Madison RAMBLER FLOOR PLAN 4W JP Brooks BUILDERS Bedrooms: 3-5 Bathrooms: 2-3 Garage Stalls: 3 Square Feet: 1,596 - 2,919 r—_ 19 62'LOTS - SO' HOUSE PAD - &SIDE YARDS OVERVIEW The Waterford VILLA FLOOR PLAN Bedrooms: 2-3 Bathrooms: 2 Garage Stalls: 3 Square Feet: 1,948 - 2,068 JP Brooks B U I L D E R S 21 The Somerset RAMBLER FLOOR PLAN J, JP Brooks BUILDERS Bedrooms: 2-5 Bathrooms: 2-3 Garage Stalls: 3 Square Feet: 1,846 - 3,025 ''" r;-d 22 The BrookvieW TWO STORY FLOOR PLAN JP Brooks BUILDERS Bedrooms: 4-5 Bathrooms: 3-4 Garage Stalls: 3 Square Feet: 2,295 - 3,082 23 TheSUMMit TWO STORY FLOOR PLAN Bedrooms: 4-5 Bathrooms: 3-4 Garage Stalls: 3 Square Feet: 2,539 - 3,482 M JP Brooks BUILDERS The Oak Ridge SPLIT LEVEL FLOOR PLAN Bedrooms: 2-4 Bathrooms: 2-3 Garage Stalls: 3 Square Feet: 19138 - 11994 JP Brooks B U I L D E R S 25 The Weston SPLIT LEVEL FLOOR PLAN Bedrooms: 3-5 Bathrooms: 2-3 Garage Stalls: 3 Square Feet: 19440 - 2,251 .,M.-. .-Am JP Brooks B U I L D E R S L AV 26 The Maplewood MULTI LEVEL FLOOR PLAN -"14W Bedrooms: 4 Bathrooms: 4 Garage Stalls: 3 Square Feet: 21289 JP Brooks B U I L D E R S 27 The Crestview MULTI LEVEL FLOOR PLAN Bedrooms: 4 Bathrooms: 0 Garage Stalls: 3 Square Feet: 21562 r� r JP Brooks BUILDERS 1\ p The Washington MULTI LEVEL FLOOR PLAN Bedrooms: 3-5 Bathrooms: 2-3 Garage Stalls: 3 Square Feet: 11596-21919 JP Brooks BUILDERS 29 The Edgewater RAMBLER FLOOR PLAN .w► Bedrooms: 2-5 Bathrooms: 2-3 Garage Stalls: 3 Square Feet: 1972-31559 JP Brooks B U I L D E R S 30 The Sedona TWO STORY FLOOR PLAN T^T� Bedrooms: 4-5 Bathrooms: 4-5 Garage Stalls: 3 Square Feet: 31164-49410 JP Brooks BUILDERS 31 ESTIMATED PHASING Proposed Phasing Phase 1: 60 Lots — 2025-2026 Phase 2: 60 Lots — 2027-2028 Phase 3: 62 Lots — 2029-2030 JPB Land, LLC's vision for Meadowbrook is to partner with the City of Monticello to create a neighborhood that will be attractive to residents and provide multiple home style options for buyers. As such, this PUD will establish standards of excellence while allowing flexibility to accommodate the market and consumer preferences over time. We have built many homes in Monticello over the years and have really enjoyed being a great partner with the city in the past. We look forward to working with the city on the Meadowbrook development and providing wonderful homesites for the residents of Monticello for years to come! Thank you for your consideration. \ r i• JP Brooks JPBLAND BUILDERS I �1 32 DEVELOPER / BUILDER JPB Land, LLC. I JP Brooks, Inc. 13700 Reimer Drive North, Suite 100 Maple Grove, MN 55311 Art Plante Lucinda Spanier Office: (763) 285-4795 Office: (763) 285-4789 Mobile: (612) 804-5742 Mobile: (612) 979-3965 ENGINEERING / SURVEYING CONSULTANT Otto Associates 9 Division Street W Buffalo, MN 55313 Cara Schwahn Otto (763) 682-4727 www.ottoassociates.com WETLAND CONSULTANT Kjolhaug Environmental Services Company 2500 Shadywood Road, Suite 130 Orono, MN 55331 Mark Kjolhaug (952) 401-8757 www.kjolhaugenv.com Supplemental Items to the Preliminary Plat, Rezone, and PUD Development Stage Application Checklist Statement of the Proposed Use of the Property • JPB Land, LLC, is proposing a single family and townhome neighborhood on 54.5 acres east of Edmonson Avenue NE consisting of 109 single family lots and 73 townhome lots divided as follows: o 73 townhome lots 0 41 fifty-two foot (52') wide lots 0 68 sixty-two foot (62') wide lots o Total of 182 lots Zoning Change Contemplated • Planned Unit Development (PUD) rezone requested o Areas of PUD Flexibility Required ■ Lot Size • Areas range from 6,122 sf (Block 23, Lot 5) to 32,374 sf (Block 2, Lot 1) • Minimum lot width of 52' ■ R-1 Setbacks • 6' side yard • 25' rear yard • 25' front yard ■ Garage size • Townhome garages measure 18' by 22' 6" and total420 square feet (garage floor square footage) o Exhibits are provided on pages 9 and 10 of presentation/narrative PDF. • All single-family homes comply with 450 garage floor square footage requirement. o 11 of the 109 single family lots are proposed to have homes with 2-stall garages; the remainder will feature 3-stall garages and meet/exceed 550 garage floor square footage. ■ Building Materials • Our facades are varied, and market -tested. Many of them incorporate brick as an accent, but not all of them do. • Buyers have the choice of upgrading their standard vinyl siding to LP siding. The mission of our company is to build homes at an affordable price. That said, we do what we can to ensure that the entry-level price is affordable while also offering upgrades for our buyers. ■ Building Standards • The distance from the front porch to the garage on the Oxford II Villa measures 7' 6". • Many of our homes offer less than 2,000 square feet of "finishable" floor area, including: the Birchwood and Hazelwood townhomes (1709 sf), and the following Villas: Oxford II, Lakewood, Madison, and Augusta (see p. 6 of presentation/narrative for exact square footage). Private Restrictions and Covenants are proposed for the entire neighborhood. • A Homeowner's Association in compliance with 515b Statute for CIC communities is proposed for the townhome lots. The HOA includes contracted maintenance for snow removal and mowing, as well as insurance and building maintenance. • Our attorney is drafting the HOA docs; JPB will submit to City upon receipt. Project Narrative • Provided in presentation format, in a separate PDF. Meadowbrook, Monticello Monotony Code "X" Home cannot be the same elevation plan type or color scheme as Subject Home. *You can have the same floor plan next to the subject home as long as the exterior elevation is different. x SUBJECT x HOME it Certificate of Survey and Topographic Survey w L 7 IO \ Existing CB A I / T / / A A n / I In / Rim = 956.92 U/V// v ``' DIP WM cA• j l \ILJ\2L_ V / � G W`�W. ^ \. 00 0� L. / Oye I w o, ' SS SS, OyF < oy 50 5� Existing MH 9 Rim=956.26 -<n- Inv=945.58 < CD Wright County O/-F Monument of the NW corner of the - NE 1/4 of Sec. Q 23, T. 121, R. 25 c, \ O � F \6 \ 0 oyF \ Q t c� OyF \ oy � F Son. MH im=956.52 a Lj F \ \6.41 L � � �o S • Existing CB Rim = 955.01 j.. In v= 950.81 I s I Conc. Walk-... Existing MH Rim = 961.56 - In v-955. 11 89TH ST. NE- W SBi d / S> < Son. MH / Rim=961.83-/-* 6 .ln v= 936.30 ./961 6... Curb & Gutter)... 0 Conc. Wolk Fiber Optic Box -.-- Existing CB l Rim = 959.20 7 Inv= 955.68 11 962.20; ti u v I L Cj C� c �I Existing MH _ Rim=969. 15 �: a - 9688j 87TH ST NE Bit, Rod 15" RCP,7 p 0 Curb & co 1 Gutter t Conc. Wolk-49 69 6 L I J 9Fiber > Optic Box j L r / 15" RCP o \ 7 Existing CB l .) Rim=967.41 �C� > I � � C j •o � W I \) ~ _ LIJ LIJ 7 / l J cCO 0) rn 965.05 et pk, I noil u v I LIJ r I^ J- \> I I LIJ I �r I ti I L a I I 7 I 1 p ST - 7 Existing MH Rim = 957.88 Inv= 951. 71 ST ST bi \11� X966.86 a 10 ) I N r- o Mj o oN N X965.c I435.60 I Fence 2 feet South_ 96 �' I I 1 I I ON of property line • I I I I 6.52X 966.38X 965 ggX q I o ' o I I• I 0 a� rn I N Line parallel with the S. I I I line of the NE 1/4 of-..., I II I Sec. 23, T. 121, R. 25 1 I N89 *06 39 "E 467.14 meos. (467.11 deed) 0 l I I o I �` •1 i 1 O q) 1bto \� 466.69 r j ^ 3 N I I I I otd b to to 0� 4 \'t d mj L. N 4q) to c cn N J j J o SW corner of the .,...-NE 1/4 of Sec. ' 23, T. 121, R. 25 N89V639 E 467.14 meos. (467.11 deed) �bv i i Line parallel with the S. line of the NE 1/4 of Sec. 23, T. 121, R. 25 r_- L- S line of the NE 1/4 of Sec. 23, T. 121, R. 25 \ X 965.20 s� cn L / 'Ou) Existing MH o -d0 I...-Rim=959.50 Benchmark: 10 / Inv=954.76 T.N.H. / 11 7. Elevotion=962.32 Feet A / N89*06'J9 E 939.97 meos. (940.00 deed) X� X 955. 958 - o ti� i l��\ LJ X 958.81 k 1 r, A , ,_ i /{/-I/\[\ d � / L O Conc. � 'Pod Existing House -Co c. -Bit. Driveway -FF= 61.71 Surmountable Curb & Gutter ��h �.-Edge 958 I 957.99 h�. of Bit. 1. PARK DRIVE S S 8" PV SS Ss, SS SS - Bit. Rod W W W 958 W W - 8 s6 9 8 Son. MH - '- '•'-Rim=959.33 a~�� Inv=946.83 o ` Bit. Driveway C11 \Conc. \-FF=961.22 ''••-FF=961.22 x '-FF=96 .54 ,9 -•••-Exist ng House X,.�-Fence NZ Fence 4 feet ~-East of property line �\ X 957. 11 G' VE �cGV:'Existing / 'Building L / 29 E 9 /Q D x -1 <, x I •-Fence `` ) / oyF CP X� 011F 955.00 X �� r33" RCP OyF \OyF 9152 qsQ 954 \� \ 9\X954.86 .(n v�J4...�... 4 2 \ \ \ X 952.45 �• \ "X 9\ 9 0 4g '916 \ \ X N o/yF X 943.20 X 942.06 Oy\ oyF F \ \ ON- `O A oyF X9Q \\ �c oyF l / V / L . l./ l /-I \ oy \ X gSX �69 \ 9sr2s OyF 24 " RCP'-. \ 0y4- \ Inv=947. 13-� . O \ OyF X 953. 10 ON- 03 Inv=946.699 F \ / gltr0 9�� X95 . X 953. 7� O yF X941.77 946JyF 944_ 4 �\so l -Fen c\ S _� ��X954 5 9 �\ -oyF Imo, -42" RCP c \ Exis tin g MH \ 958.38'- Rim = 954.26 Inv= 946.82 _ 7 -42" RCP - o \ O1 X960. 16 cn o� Existing CB / Rim =952.30 Inv=947. 07� I �o ence 12 feet East "-of property line II 6 < > / r II F 9Ssr ` r A RCP _� I �r X 954.69 < > I \-Fence Fence 2 feet Eos -of property line Existing CB -Rim-954.87 :/.q Inv=950.92 Son. MH '-Rim=95 .74 955.11 ' Inv=943.66 / -'-Conc. idewolk L 7 Surm untoble 'Curb & Gutter Son. MH D Rim = 958.64 S �� 7• /� 63 959.2� cn �' o0 ps 87T1� ST. / 959.24 I \ Existing MH -Rim=955.40 Existing MH Inv=948.73 -Rim=958.40 X959. 17 -36" RCP l Cn Q0 rn ' _\ J X 958.68 < > � Cj llC� -�- :i Existing CB 1 -Rim=955.07 1 Inv= 951.05 \ S8 _Fence matches property line J� C 958.56 LIJ �r <> �r / X 958.41 Fenr.e matches ropert y line -Fence X95728 `- l _Fence 2 feet East i of property line / �s 92.73 sC� Fence 1 foot South X of property line- X �0 Qo rn N N � L2- LLLL LEGEND 988 denotes Existing Contour 988.00 X denotes Existing Spot Elevation FF=980.40 denotes Finished Floor Elevation ❑T denotes Telephone Pedestal Il denotes Sign -4 denotes Guy Wire denotes Power Pole denotes Light Pole Dadenotes Water Valve denotes Hydrant >c denotes Outlet Control Structure sQ denotes Sanitary Manhole QQ denotes Storm Manhole o 1-11 denotes Catch Basin pp denotes Catch Basin - Round Q denotes Deciduous Tree denotes Coniferous Tree w denotes Water Line GAS denotes Gas Line SS denotes Sanitary Sewer Line ST denotes Storm Sewer Line oHE denotes Overhead Electric Line x denotes Fence Line - - - - - - denotes Drainage and Utility Easement PROPERTY DESCRIPTION. The West Half of the Northeast Quarter of Section 23, Township 121, Range 25, Wright County, Minnesota. EXCEP T.° j •- The South 466.27 feet of the West 466.69 feet of the Northeast Quarter of said Section 23. 3 oN ^ ALSO EXCEPT.ZE .0 •� 01 3 zN e A tract described as commencing at the Southwest corner of t to the Northeast Quarter, thence Easterly, along the Southerly line, a distance of 467.11 feet to the point of beginning; thence °QL continue Easterly, along the South line, a distance of 940.00 feet; thence Northerly, parallel with the West line, a distance of ., 696.69 feet; thence Westerly, parallel with the South line, a z distance of 1407.11 feet to the West line; thence Southerly, along the West line, a distance of 230.00 feet; thence Easterly, parallel with the South line, a distance of 467.11 feet; thence Southerly, parallel with the West line, a distance of 466.69 feet to the point of beginning. l l ALSO EXCEPT.• A tract described as commencing at the Southwest corner of the Northeast Quarter; thence North along the West line, a distance of 696.69 feet to the point of beginning; thence East, / parallel with the South line, a distance of 435.60 feet; thence -' North, parallel with the West line, a distance of 200.00 feet; thence West, parallel with the South line, a distance of 435.60 feet to the West line; thence South, along the West line, a distance of 200.00 feet to the point of beginning. Surveyors Note: A title commitment was provided for this survey and the easements listed ore shown. This is not on AL TA/NSPS Land Title Survey. PUD DEVELOPMENT STAGE PLAN SET: MEADOWBROOK l MONTICELLO, MN L_/-I l f-7L_ l \ / l// \f L_ I I L I I L _ v l/ / V U \ L_LJ vlV /\/ n nn/T/nA r-r_ /-I L-/ LJ l / l L/ ; A T l A l r- :; L- r-nA4nA/^/1A/ AI /r-Al/ / / / / V/ l / / v ' l / / v /-I V L_ l V L/ —..—..—..—EDMO .. ....::..::::..:::::.:::::.:::::.::::..:.....:.....:.....:.....:............::..::.:..:.:..:.:.. — . Lh: 1 1 OUTLOT D <> 2 2 4 3 2 1 431 2 3 PRIVATE ROAD 1 3 ° 8 8 1 4 1 q ° 3 2 1 3 4 0 2° ° 7 2 Q 21 •� � LU 5 C) 6 ° 6 3 4 5 6 42 5 5 z .r o 3� � 6 1 9 4 "J 23 5 5 4 PRIVATE R 2 ,6 � 6 3 G LIJ LIJ 1 REV. NO. 1 DATE I BY I = ` � 7 — 12 11 10 9 8 7 00 8 1 2 3 4 J lei 10 1 w 8 1 w 3 2 1 Q ~ 6 1 Q 4 -2 > 7 2 51 2cj� OUTLOT D 5 3� 6 3 4 3 5 4 f 6 5 4 Fni iNTRY AVE • �� , �� 10 I 11 112 113 16115 114 113 112 116 2 5 EOO 0 8\� 3 12 /1 60V k7 v r '4/ -j / /--)I -T- nT n lJ / L_ L/ / /-1 -7 �A /n A nn/T//lA / �` / / `/ 7 LJ V L— \ l hereby certify that this survey, plan, or report was prepared .by my or under my direct supervision and that I am a duly Licensed Land Surveyor unde the laws oftheState of Minnesota. Paul E. Otto License #40062 Date: 12-9-24 DESCRIPTION DESIGNED DRAWN C.S.O. T.J.B. CHECKED C.S.O. I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER TH NLTHE STATE OF MINNESOTA. A AN� www.ottoassociates.com 9 West Division Street Buffalo, MN55313 TTO(763)682-4727 SSOCIATES Fax.' (763)682-3522 Engineers & Land Surveyors, Inc. Coro M. Schl- tto DATE: 12-9-24 LICENSE # 40433 , 80 .. --- I U U / L _ k / A / r- U / VL_ : o. w L w Q11. i.— .. <> OUTLOT A ^ BMX PARK o z: S TORYWA TER BASIN OUTLOT B �I 4 5 r / A / \L_L_ll V J 2 3 "\ ❑ x �r 1 4 ; 32 5 3 / LIJ L 6 L 4� y�v . /�/-\•i IA ITL)\/ A 1 Ii- O v V lL-/I V I I\ I /-1 V L- _ 2 Q l l 22 3 �I- C) IL- I C J �r C r � 1J Cj 7 \� `I� ��I ❑ 1� J /1 n n / -r/ /-1 A / 2 SCALE: 1 "=100' OWNER: 4 -D SISTERS INVESTMENTS, LL C A T TN: GREG OL SON 1645 10TH STREET SE BUFFALO, MN 55313 DEVEL OPER: JPB LAND, LLC A TTN: ART PLANTE 13700 REIMER DRIVE NORTH SUITE 100 MAPLE GROVE, MN 55311 763- 285 - 4 795 PARCEL DA TA: GROSS SI TE AREA: -56. 45 AC EDMONDSON AVE ROW.• 1.99 AC NET DEVELOPABLE: -54.46 AC PROPOSED SINGLE FAMILY- 182 L 0 TS 62' SINGLE FAMILY (50'x60' PAD): 68 L 0 TS 52' SINGLE FAMILY (40'x60' PAD): 35 LOTS 52' SINGLE FAMILY VILLA (40'x80.5' PAD): 6 LOTS TO WNHOMES: 73 LOTS 0 VERAL L NET DENSITY: 3. 34 UNITS/AC 182 UNITS / 54.46 AC NET DEVELOPABLE AREA. TOTAL OPEN SPACE: ^-15.54 AC OUTLOT A -3.46 AC OU TL 0 T B -2. 87 AC OUTLOT C -4.12 AC OUTLOT D ^ 5.09 AC SHEE T INDEX SHEET NO. DESCRIPTION 1 PUD DEVEL OPMEN T S TA GE PL AN 2 EXISTING CONDITIONS PLAN (NORTH) 3 EXISTING CONDITIONS PLAN (SOUTH) 4 PRELIMINARY PLAT (OVERVIEW) 5 PRELIMINARY PLAT (NORTH) 6 PRELIMINARY PLAT (SOUTH) 7 PRELIMINARY TREE PRESER VA TION PLAN (NORTH) 8 PRELIMINARY TREE PRESERVATION PLAN (SOUTH) 9 PRELIMINARY UTILITY PLAN (NORTH) 10 PRELIMINARY UTILITY PLAN (SOUTH) 11 PRELIMINARY GRADING (NORTH) 12 PRELIM/NARY GRADING (SOUTH) 13 PRELIMINARY EROSION CONTROL PLAN (NORTH) 14 PRELIMINARY EROSION CONTROL PLAN (SOUTH) 15 PRELIMINARY SIGNAGE, LIGHTING, & MAILBOX PLAN 16/L 101 PRELIMINARY NORTH LANDSCAPE PLAN 17/L 102 PRELIMINARY SOUTH LANDSCAPE PLAN 18/L 103 TYPICAL TOWNHOUSE FOUNDATION PLAN Vicinity Map Not to Scole SEC. 2J, T. 121, R. 25 _ . couNTRY A VE ::::::::::::::::::::::::::::::::::: PARK � Q EA TON \� 5� .... ClR NE a rC W / v v v J l /7TH ST NE................... 87TH ST NE .......... Q J Z J 86TH ST NE 85 TH ST NE , PROJEC T L OCA RON O IJ ❑❑D D❑❑❑❑❑ ❑WEIE PROJECT NO: ❑ 111111 ❑ ❑ ❑❑ ❑ 2 ❑❑❑❑❑ SHEET NO. ❑ OF ❑8 SHEETS DATE: ❑2 ❑12 ❑ p ST ST ST ST \ _ � , L I O �Si9 Existing MH \ 1 / \ -Rim=95788 I I I Existing CB /nv=951.71 L Rim = 956.92 / I r] i1 � _r o 8" DIP SurmountaLLJble-,,,�.::�_ r 12 - Curb & Gutter _ Existing MH a, rn I -DIP WM WM.:�j / - - Conc. o N° < � -Rim=959.50 Benchmark: L / / In v= 954. 76 9 JG d �� l{mil r - lA l l /^�l )IVl`: `t l %7 /-ILJLJI I llJl v FF-959.03- Houseg �... m C �`� -15" RCP j 1 _ Elevation=962.32 Feet W / I l V �� o If House l 958.67 �/ �. i (N.A.V.D. 1988) �.. -Fence X955.78 s In v= 955. 10 �w W j i; �' i �'o `r`� OyFI w �, SS SS, 12" PVC `. / X o `" X �' s6 961. 96o.46 �, T i' /" 9h6� �J 958 X958.81 k !j 1 A -21 " RCP %� 6� Conc. Sidewalk-...-... 9.51 '� X - cjer - \ /yF Q� ON 50 50 _16" D/P WM2X 9S>¢pX g57"03 Existing X Rim=959.80- 99p 6 m {' 9 0 X Shed \ 7 6 Lilacs C l r-lA/ r_-A �)A A^ ��)� A nn/nn / ,_� L)/� 7 \\( S9 /\L_L_llV / /-I/\lVl.. ail\LJ /-ILJLJIIIIJ/V /\ L \ o 953. 78 Inv= 953.95 Fence 9S6 n v= 45.34 d, y _..._..._...-...-...-Fence-�.-...-..._. 9 6 \ y h o...69 x 9 N S S U10� 9 6p ,r� A = ly # - 958.21 p g5 \ . ?-s Utility osem j / \ 1 2 Existing MH 9 o O Electric Transmission �: 958.22' 9 \ 8 0 3 6 Rim=956.26 y) D O Easement per Doc.-::' 9 � ��.� � �9Q .. � X958.52 C-°- Inv 945.58 0 yF o I No. 475446 3p 25 25 Xgs3>2 X953.52 - - Field Line - - a58- - N - - - - - - I SCALE: 1 "=60' X 953.39- OyF-0 € Oyu - - - - -`�° \ - 95743X X957.34 G 9p PlD NO.: 155500231200 1 958.00 qS \ EXISTING ZONING: R-1 SINGLE FAMILY RESIDENTIAL Ln / X 958.58 TOTAL PLAT AREA = 56.45 ACRES _...� ._ -� O C \ O�y \O/y3 )6 / h956 \ Q o F \ d 7 oo`- o l STc� 0 oy Xg o I F I 55.51 F F ,�'� 6� ) / Gf • ^co co Conc. O F X958.54 rn :'Pod \9 6 w O \. OC\ \ �S p8 O� I \ \ `yos o�coo Existing X oz �"F ..._Top=953. 16 9 oNF NF 96165 \ c9�t'ofs�,� 00-: "House O/y cn I 9 s� I W. Inv = 945.76 : �. s ��'oo -Co c. \ F 55 s 33��I 83 \ONE. lnv=943.01 "� �\\ ON X959.36 ��^��o0 -Bit. Driveway 0 Ln X. 56 6 F / yF F SB 95 X959.33 \ \ �•� �, o� "? -FF= 61.71 Surmountable O/y o yF X �� / �\ \ 958.18 8 0 \ i'7-Curb & Gutter F \ O`° 9R8 /� 958.59X g60 \ �� o OyF 949.33 X958.85 °� j 958" I 957.99 F Son. MH -� .o o X \ � vo .,_Edge im=956.52 al \�O p / Oy �\ O O X960.21 ° of Bit.1 �� A Cal.' o:� I rn h :�h F \ y, ��iF \ Sg ` S \ e �h8"PV( _ i-��1� v1\lvL_ SS SS oNF f I = oNF rn'F °' f \ 1 \ \ 959.76 \ \ S ass Bit. R ad W 958 W W ^Cgs/�6 \ O / 11 ONF X�47. �9 f`\NF ONF G \ \ \6" DIP WM s 55 W 958.07 ONF NF g / /// ' \_ 8S6 . - . . - . . - . . - . . - - z 94 / y0 . \ �s 956.43 I °j X96, ,\ /• O gh� ONF / X 964.0 OIyF ONF ` X 959.50 \ \ \ \ JS Son. MH LEGEND L \ ON oNF �" NF 95� J 8-Rim=959.33 \o s 8 \ cy \ 0 988 denotes Existing Contour 95� 95 O 0y S co \ Inv= 946.83 }N958.I4-9 \ ON- O, eNF 956 960. O/y �NF F rno ,_Bit. Driveway 9 P � o � 988.00X denotes Existing Sot Devotion II �\ 98 2 F \ \ \ \ \ :!0 w6 `Conc. FF=980.40 denotes Finished Floor Elevation Existing CB \ I \ �\ 96 �. \ 0 96 \ h �� 6 �l O i ONX963.23 g64 tiF \ F \ 95g \ dqS \-FF=961.22 denotes Telephone Pedestal Rim=955.01 Oy959�8 \ y�� F y 966 h-FF=961.22 Il denotes Sign In v= 950.81 j X9S \� �X963 9 F \ \y �. 0 g Iv I 6 h\ �\ '27 967 6s� 6�6, :. t�f,�,f NF \ -FF=96 .54 -4 denotes Guy Wire 0/yF 960 ONF S 96Q 0y 96 964 y Fo \ C 9s `' - to�� . \ F 2 9 __Exist g House denotes Power Pole Field ine 960 �" `� \ o g61. \ 960 ��X Oh / / �.� \ 958 > O denotes Light Pole 0 8 LLJI \ yF oNF / OtisA \, i yF \ �\ ,/ J� 86G9`So �..�...� _ .Fence Nt GV denotes Water Valve a0 0 \ ( E \o F \ � denotes Hydrant Conc. Walk-... ao cv6 1 oyF ` \� 9s2 �,yF �" \... \ / l Y Existing MH- \ O X ( \ O \ _ �� denotes Outlet Control Structure Rim = 961.56 �� N cn I I Q yF 6�?� 96� `�� / \ \ \ SB I F \ 956 956.12 I L i , / X Qs denotes Sanitary Manhole Inv= 955.11 -9, p \ ON- OyF �4� d \ 1 0 I F \ ON - CO F 951.24F \ denotes Storm Manhole g 96 \ \ Fie/d - �. � °� '� Iii denotes Catch Basin � �o, \ ONE \ \ ONF \ 9Sp 90 �C ON \ h� \oNF ©I denotes Catch Basin - Round °' \963 \ \\ �\ oNF ILI) c i r7 r Air- a w Bi� .7SS°p S1 zo /8 Oy� \ 9 9SA oNF 9S2 9srg\ 0 I \ \ X956.35 1 (D denotes Deciduous Tree S� 9X y \� C _ ` denotes Coniferous Tree Son. MH ��: 0. aIW-g61.97 / \ O 956\ O \ \ 9S2 9\ O o� \ F \ \ O denotes Soil Boring Rim = 961.83 66 yF \ sr NF \ 9S X 957 11 .Inv=�.30 ./96\./ WM I I NFj\ ONF �5�� \ \ 9s \ h� :.Existing w denotes Water Line l.• X963.37 CP 960 O �9� 0 X950.85\\\ 9 Building L / GAS denotes Gas Line Curb &Gutter 2 0 T \ \ `OA �fP ON y Su yF \ S6 9Stf y 96 �' owe, �PF \ F \ 9S8 �� \ Oy \ 6 6 ss denotes Sanitary Sewer Line Conc. Walk �� II coti oc Co of �9 F \ 9S Fiber Optic Box-.../ 96 4 ony0-,-6P^ 0/_/ `Q6pQ \ OyF \9 ONF \ \` \ 2 9S� \ \ 6 ST denotes Storm Sewer Line Existing CB °' -9 , `s. 7 sfo 6X F \ \ Sp \ \ p,�� OryF OHE denotes Overhead Electric Line \ P� f\ \ \ X9s\\ x ' > x denotes Fence Line Rim = 959.20 - I / I °j I I f (D ,oe^ O/y \y oNF \ o < \ In v= 955.68 w I 963.85 \ F F ON- S X 950.07 `\ N\ F O I _ ----- g y � = I X X963.03 y g \oy S x ,` -denotes Drainage and Utility l O \ oNF ON / \ 950 4j X,950.20 OyF 954 952 i�9 \ \ \ L I . J , Easement X960.24 OyF \ oNF ><6- -I-:- - denotes Building Setback Line ,ON956 Fron t = 25 h °' d cb yF \ F \ ON- Ch �� F X959.37 \ \ Oiy OIyF Side = 6' (20' ROW) ° h o o °�'\\\ o \ O F Rear = 25' L ° a ^ 0 �h I 95� yF \ p ON- yF 9h X� W I \ ON \ \\\ oNF \ M oNF hry / �Z O I J 42 =m 'N F \ �� ON X9 o O Oiy 1 0'� / \ \ F 6o co \ g96 `so X9sr �NF F 955.00 X r33" RCP \" I X 963.80 oNF 98p tiC 96<2.2, 0 I wz%�ON- 9 9soNF 954.86LI 0 0 yF54\v9 9"o 960.1 o/ OoNF 9Sp 0 F X 952.45SB 950.60o "X9446\ O 964 9�9.87 \ 961. 64 949. 92j< \ 1� ` 0NF � NF 9�� \ \ \ \\ ONF / o,o," \ \ oNF \ NF \\ �\ L i J _ l O 1 \ ON X 1 ON X 943.20 \ 9 SQ � w 96p \ � yF \ \ / �F � O N F � \ \ \ `` 0 0 I I / X 960. 19 �/a �: \ j \ % yF �� rn \ X 942. 06 ` Oy\ ON- -0 X 961.46 \ 9 R� 9 NF�X yF J L i I w \ X,960. 31 ONE �9 S4 42 /l i i T / n T oyF \ \ �`b o I / 9P \ S� ^h %" \ ONF / LJ / L _ �/ / /-I \ \ ON Ln� Q SB X966.76 959 81 X O \ 8 9S6 OIyF : / X9S389 \ O/y X9sr2s ONF 24 RCS \ 955.06 \ co •� F \ lnv-94713 962.49 I I / X960.70 \ \ ( 0 � / `/F \ � oNF NF \ j 0 96 X 953. 10 O z 966 a� / \ ON- oyF \ g�k oNF I3 G5 oNF �k8 \ X959.81 �/Inv=946.69 \ g�6 9� X95 . -A/MA�b(L INS /0h / NF 95�D ON 50 - - - - I -r t - . - . - . - . - . - . - . - . - . - . - . - . - . - . - . - . - . - . - . - .� - . - . - . - . - . - . - . - . - . - . - . - . - . - . - . - . - . - - - - - - - SEE SHEET 3 I 0 J i OyF X941.77 I � 25 25 IX 966.87 X 960.73 LiStru Structure \\L� 9�EJ/yF 944 �\ REV. NO. DATE BY DESCRIPTION DESIGNED DRAWN / hereby certify that this survey, plan, or report was prepared by my www.ottoassociates.com PROJECT NO: C. S. 0. T. J. B. or under my direct supervision and that l am a duly Licensed Land MITID11 ❑ ❑ R ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ D ❑ ❑ ❑ ❑ Surveyor unde the laws of the State of Minnesota. 9 West Division Street 2 ❑❑❑❑❑ CHECKED TTO Buffalo, MN 55313 ❑ ❑ ❑❑ ❑ D ❑❑❑❑ ❑ ❑❑ ❑ [E❑ R ❑ ❑ ❑ (763)682-4727 : P.E.O. Paul E. Otto ssocM ❑ ❑ ❑❑ El ❑❑❑Vl ElDATE: dSHEET NO. 2 OF ❑8 SHEETS 11211112 ❑ License #40062 Date: 12-9-24 Engineers &Land Surveyors, Fax763 682-3522 Inc. 962.49 0 I SEE SHEET 2 MA TCHL 0 lNE I � L � � _ w 1�0o 0 rn � 963.79 X _7 / Iw 0 X960.70 / \0 - ❑ 6 960 \ rn z ❑ \ /96 oyF I \ X959.81 I I \ Ohl TJ--------------------�� ---------------- I 25 25 I X966.87 1 X960.73 \ °h w \ Play- \ Structure Fence SB I \ 958.84 I 954.72 I I X 966.99 o \ 0� X 963.66 \ h� 1 1 � Gi X 963.48 1 I o I X962.18 w I X966.78 1 = X 962.61 I sss o X961.97 I ❑ 0o X952.20 965.22 I 958 �o I X 962.75 962 o I I X 967.45 62 X 958.85 X 958.47 I = X962.97 9 / i t '�- Inv=947.13--1 oyF 10�oyFlnv=946.69gk6 j g5X9o / 9�0 ��k •�� - Oiy X,941.77 yy /� 0 ❑ 4 / // X yF ❑ 6JyF 944 \ -Pent\ 9S ❑ X954.35 �O _42" RCP �� \ - Oyu AF\ \ _Existing MH \ - 958.38� Rim = 9 6. 26 Inv= 946.82 _ 7 ` pyF -42" RCP G: X960.16 cn (. \ Existing CB >/ ❑ Rim=952.30 < Inv-947 72 c j / p1P SB ti < > 0 \ I J �X9s ` SCALE: 1 "= 60' 966.81 �� I h� a X961.02 C -36" RCP PID NO.: 155500231200 I o SB 7 X954.69 EXISTING ZONING: R-1 SINGLE FAMILY RESIDENTIAL o� Ln 961.37 / o) I \-Fence X962.61 Existing CB X967.16 .962 I 0�..� -Rim 952.54 I I a I S 956.8 g5� 399 96 -21 " RCP X 56.93 36" RCP \ 4 Existing CB LEGEND g67.49• I ` o,`�° h°>-. -Rim=954.87 988 denotes Existing Contour I I 0 I X 967 91 `sue h0 °> Inv= 950. 92 `s �' °�' X i San. MH 988.00 X denotes Existing Spot Elevation 96 9575pX a 7' Rim =951.74 FF=980.40 denotes Finished Floor Elevation �, o w. L , X963.20 ¢ SB Edge-,-... ... 955.71 /: Inv=943.66 111 denotes Telephone Pedestal c E _ 963.32 ❑ / _ -Cant. �dewolk c, o Lv <> 0 96� I or Bit. 1 /. n denotes Sign L �O S /' 7` lSurm untoble a� \ 0 956 8.. \ , Curb & Gutter denotes Guy Wire �i8" RCP: L / /• _Son. MH -0- denotes Power Pole r^Y�1 p denotes Light Pole o / \ 7 /: /; R6i3=958.64 cv denotes Water Valve 6 San. 95 9 S / J J'-6DIP � / / Rim=955.81 5g _ I , I 000 X964.71 \ 6 /�7 \ lnv=943.92 j:� \ 7 9 denotes Hydrant C o X964.84 ❑ l �� \ \ \ Existing CB / �: T F 4�p � denotes Outlet Control Structure � Y 959.2 1 � 9�I \ \Rim=954.82- cn 1' 9 � Inv=950.4 j S ss -,T1 1 OS denotes Sanitary Manhole Existing MH _.. 0 2 X 7711 Rim=969.15 �.`fl 0 I > 18" RCP p Sr^/ l r1 _ 6 �Fiber I 959.24,,�7r- t(,C�)P Qo denotes Storm Manhole I �.\\ ❑ t Optic Box Existing MH j v' , vL �� denotes Catch Basin \ Rim 955.40 .. / r� w I X965.03 °j l \.._ - ®i denotes Catch Basin -Round �r- Bit. . ❑ 0 / Q denotes Deciduous Tree Y X 965.65 Inv= 948.73�_ 15" mps I 966 \. _Existing MHRim=958.40S = SBCurb & �� 966.15 � X959.17 � denotes Coniferous Tree Gutter g. -36" RCP`9 denotes oil ormg 8� X966.38 � Cont. Walk w denotes Water Line 969 26g 6 I I I �'", C I li J 9Fiber �� 1 `�./ S denotes Gas Line <> Optic Box I w I 966.34X X965.41 � SSdenotes Sanitary Sewer Line 15" RCP-: 0 I \ �6 ItX958.68 ST denotes Storm Sewer Line Existing CB i �� I °' C) oHE denotes Overhead Electric Line Rim=967.41 >:s 0 g66 rn X cV x denotes Fence Line C I °' - - - - - - denotes Drainage and Utility > < - - Easement X965.80 X966.31 Fce- denotes Building Setback Line ec > �55 I I °j ❑ % i 01 Fron t = 25' o �3 I ❑ // I Existing ce -< > Side = 6' (20' ROW) `IJ I 3 X966. 12 X961.03 -Rim=955.07 �'� � � Rear = 25' 967 2 I ° = ao X 964.61 X 964.64 /n v= 951.05 \ 9 Field Line-. SB i , Qj �� 66 �� 961.27 LJ 9 I 25 966 88 �6 965.05 966 61 6g 25 SB 966.72X �966,8 966.62 X966.47 965.24 ❑ �r u I Existing_..,l ( House I \ / cl�o i ••-FF=966.95 / / X966.86 X958.41 961.86X X962.03 ` > ( LL_ i / / �/ IV CtD C �� .... 55 ... 33 rn �� SB °j < < > % 950.33 -Fence j X965.05 0 95��6 7 7 X95728 X 964.98 � 9 X966.78 Field Line- .� 6r, 11 / ' Il i J 962.49X c Ih� co 6 -Fence `J 0<0 96 964 rn 0 I 966.52X I SX 964.80X X965.20 X6 X� I 965 9 "cp 966.N � . I I 38X REV. NO. DATE BY DESCRIPTION DESIGNED DRAWN / hereby certify that this survey, plan, or report was prepared by my www.ottoassociates.com PROJECT NO: C. S. 0. T. J. B. or under my direct supervision and that l am a duly Licensed Land MEED11 ❑ ❑ R ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ D ❑ ❑ ❑ ❑ Surveyor unde the laws of the State of Minnesota. 9 West Division Street 2111111111111 CHECKED TTO Buffalo, MN 55313 ❑ ❑ ❑❑ ❑ D ❑❑❑❑ 11111111 ❑ ❑ ❑ ❑ ❑ ❑ (763)682-4727 : DATE: P. E. 0. Paul E. Otto ssoc111111 ❑ ❑❑❑ dVl ❑ M❑ SHEET NO. ❑ OF ❑8 SHEETS 72❑12❑ License #40062 Date: 12-9-24 Engineers &Land Surveyors, Fax763 682-3522 Inc. re ► m► n a rPlatof OWNER: DEVEL OPER: ❑ 4-D SISTERS INVESTMENTS, LLC JPB LAND, LLC DRAINAGE AND UTILITY EASEMENTS ARE SHOWN THUS: ATTN: GREG OLSON ATTN: ART PLANTE I I 1645 10 TH S TREE T SE 13700 REIMER DRIVE NORTH BUFFALO, MN 55313 SUITE 100 6- - MAPLE GROVE, MN 55311 I I 2 763-285-4795 LEGEND - Imo- - 6 - - - - - - denotes Drainage and Utility Easement N I I N SCALE: 1 "=1 00' - - denotes Building Setback Line - - - - i - _ A_ _ _ _ FEA THER TOME _ - - - TOTAL PLAT AREA = 56.45 ACRES I Front = 25' 2 / Side = 6' (20' ROW) (/� 2 Rear = 25' BEING 12 FEET IN WIDTH, UNLESS OTHERWISE v l [ 2 SL_ C Ol V lNDICA TED, AND ADJOINING RIGH T- OF- WA Y LINES, AND / /\ BEING 6 FEET IN WIDTH, UNLESS OTHERWISE INDICATED, EDONSON RID ZONING: PUD I Centerlin of Utility AND ADJOINING LOT LINES, AS SHOWN ON THE PLAT. E ADDI TION . Easemer t per NSP-�..^ I ZONING: R-1 SINGLE FAMILY RESIDENTIAL �� I QD W. line of the NE 1/4 of Doc. No. 477484 �•. /�/�l�11 FJA TH RS TO Set k nail 21''-Sec. 23 T. 121 R �. 1 �-234. 5. 6 7 8 9/ 0:. p 225 8 �, z - / 60 /�L �__- __L__ . . 7 6 5 4 3 2 , \ ZONING: PUD \. $D , / S0136 50 'W 896.69 . I - 46 ^. - 22 cn I PROPOSsouED I / 6, 72 - 9.97 meos. (230.00 deed) ^, � � � �+ WIDENING & RESTR/P/NG FOR_ _ O U TL O l A I - - - _ �" \ A 696.69 N136 50'E 1731.29 �' \ EDMONSON I I 200• 00 Cn : � - - _ - : 00-N :. _ _ - - - - - _ - �:- Wright County Monument at l SW corner of I _... F - - -1� - - N W to o 1` ' � 12� - - � � : � •1 / the NW corner of the NE 1 4 `the N 1/4 Of I - - - l- - - - - - - - - - - - - - - - - _ !/ / -� Sec. 3, T N v h, � I I 60 891-I I- _ _ - - - . / of Sec. 23, T. 121, R. 25 121, I 25 I 3 N N OOj I e} 1 _ _ , - - - 1 °q ' op OUTLOT D _ J33. 4 I o 10.250 S.F I -�... oa��^ I 17,928S.F, -� I LI---JJ / / - _ JJ - I I 60 �.. �s I / .� Vi O ----- 12D ' 185 - n r! 2 -r 3 2 1 12 1110 9 118 7 6 5 4 3 2 1 1�50 l 0 p O I Vj � Ql \ • ") I 2 - - - - - - 4 1 '' a) ON �� 10.415 S.F. I ' L�6,264 S.� J L-- -- ------ ------------- 3 �'�..�6 /`3�5: r� V - - - - - - LJ � 2 ti S r2 Iko "o Existing z W ----- r�-- 120-� `° PRIVATE _ p 183 n y 3 R 1 / �' / `3�s �' Q House 3 I / >/ \ �•" O I Ap L � 6,202S-F.l J - - - - _ - - - - _ \ / OUTLOT AQ m v 466.27 ] 0 10,888 S F. - _ _ I 49 1 49 - -` BMX PARK / ^ o eW I O OOp L (- I 4 119� of 1 8 1 49 I 8 1 3 2 1 \ C9 1 - l �` I I I Area = 3.5 ACRES Q L" r------�, I 3 / ti IS 14 � I 2 "r' I W oo� 2 18to 6,162 S.F \ Drainage &Utility Cn n �D .; �� I a L�----� 0 2 1 I I 1 1 Q two to ,c aVi 9,756 S.F. I J 7 2 7 2 I Easement in its entirety/ O o v ------� w --118�� - IoI I o I I o I 4 �'�\ , J Line parallel _ _ _ _ _ _ 5 I 3 1 Q I 6 3 1 Q 16 3 1 Q 4 5 6 2 5 �,;, / / , :' /' 2 with the W. line to iq 5 I z -- �_j I O I o I I° I o------_ 6 � �l1 8 L 6 122 S F, / / ti ! j of the NE 1/4� 4 I \ 'A Y \ S� � ,• � •3 � I I PRIVATE \ , W I o of Sec. 23, T O L _1D,DBs S. -IJ ` FI 117 I 5 4 1 15 4 I ROgp 2, \. �O� rn 121, R. 25; _ _ rn� L - �' h o ^� 6 �_ - - - - - - - - - - - - O� \\ \! ��\ \ / n h I I 2 / �/ 6178 -�� `�,ko �0 8, 323 S.F. i° ^ LLT< / \ `S',�. j 1 5136 50"W \� 9.957 S.F, T - - - - C - - - - - - - - �3 2 1 a'� ! \ . �3A / O P 'A j 6 I 7 I 200.00 ` 1�7 - Ly - w ��++ �4, \ ��` \/ / ^ I _ f � I� - -% 142 � �' 1 I I 8 1 I I 6 I I- I /rp�v, . - ( � \ \! \ / ' • y / / �'.-... .. I 7D 62 $2 52 F F B4 A �g / I ^ \ 1 I I I 1 1 > I / �/ '�\ \\S.c` /\ �p C� / / 6� �- j 50136 50 "w - I -11 4b� I F 7 I v] 8, 678 S. F I �' 7 \ �! �/ h`� ) Q 16,r 12 V `c'I Co`'v L - - - - J I Q I 7 2 I Q I 5 2 I I l ` \ S' \ \i/ �`� C OF Q / �� 466.72 meos. I Ff I 41 I F] I �1 G - - I > OUTLOT D / v�5 \ .� < < G 3? (466.69 deed I Line parallel with I� �• Cj' Cj G� I G1 1 1 F 153 I I I I 1 a, !� \ ' �Q, 2� v "� N I 6 3 sec = 5. 1 ACRE` \ ,T �\ ti 0' the W. line of �N O I� V I INS'` I IN00 I I� h0 _� '.�` 1 8 I 3 1 I �y 6\ ! \/ h/ p i 2 F S / 1 / 31� 1 6 I 1 4 I 49 / \ \ (� 0 Z • the NE 1/4 of I 1 I � 1 I I � I I� I 1 �O, � ^ p � �/�' !\ S / \i �0 � ° oy o' / / / i Sec. 23, T. 121, 10' �� ' - �12,561 S F I 1 5 4 / \ �� \ h� / �..._,. / �v�0 , 13,396 S.Fj / 1 ? k R. 25 L E_ � L J L J L J L_ J 60 '. - - 4 I 49 I 49 ' \ STORM A TER ` 68 62 52 52 3s 84 -14s -� _ _ \ \ / `\� s \, / , I �- _ 1� - BASIN / \/ G� /• L TRY Y A VE o 0 o AVE ,�8 !� �� / \ �3�\ :' \ 2 I r N NT RY �, 7 (/•� O \/ hti/ , OUTLOT TL O T B ry'� 16, 515 . F. 5 `' J \ / `j 0 - -126 - _ L07 �8 _ 1 _ _ � O � O `�,e. ` \� / 1 Area = 2. 9 ACRES � 1i / r t F SZ 62 59 f 6- \7?8� % / '�� A Drainage & Utility / R_6p O� D- - - L - J F\ 5� \ h `' �� g y / _ , oN 1 I I �\ 6 . C _I f - - I 1 ,p�` �/ `10,947 S.F.' Easement in its /: - -i35r - �� - 9,523 S.F. 60 14 �C \ 8 I 1 I I O entiret / 4i -•-••-• 124 "' L.� I �• � �'• � � 7 �' 16 � I I I I 4 3 � I I 2 � ry � .•�� Y' ` � � y / O I � Q � ^ � �' �• - 10. 793 5.. I �\ , � ,� I IN U I I I I I I^ F I I o ^� , ap 3 " n cep I 0 =_ N p h N !.� '` I I h '� 1 : / I 10,882 S F. I to t 2 ^' LIJ o I I� ! _ 108- 1 \ `� I I ^ ry I I ^ 1\� I I ^ h I I ^10 I ^ ^O ' ' �� , �1 ` ^ O 7,704 S F. ' / 6 n� (� / 1 l `N 0 �2m LI_122 _IJ 13 �� i F. \. �OJ L57J L61 J L62 J L61 J L58J L 54J L 66 / 0 %/ 0). //„� �' / l 10.774 S.F.I 60 --137 �� p _ _ _ _ c�• - - - :. /� / r\, (�• / T I T "� / / \ �j5 2 \/ C 215 126 YO- - - - - / p1d / f7 / h S_ / r- 4� r � 4 op N Z 3 � U v Q /7 � / L �, / '` / � / _ I °� 11, 461 F. I �_ O Q 3 I :. _ 129 \g. - - 9 14 , 120 /3 ^ / �, �' C � ti �� \ A�� Q ^ 7,25 S.F.' ---_� \ �p9 �� , 12,427SF_IJ �I_ 14,636SF. L70 -�/ �0//2�\ ///1�� / �� / Q1h /�� `� LI--- -J W -. do z ,� LI--- �J \ / 9y - _-__ ?18`: -� / �o / �. /l` to O _ _ _ _ o ' 12 �, \/ / 9 3 \ - - _ - _ % I a, o r f: / g' - 82-----❑_/ �-� S2'J C.�'///'`�'�\°' LL\10.295S.F. b, ❑--- 41 I� n er I 4 I 8,308 S.F.13 / ^ '� S / h / to O I tn p 2 �► 8D695.F O : ---,6 ;/ :. 7 19 �� :� W _/ . 5 ;, ,�, , �' �, �_; -_I�, ; 5 U0 O 10,909 S.F.IJ / �1 �sr S ?8 / h T•5,7 \ 11,354 S. . I O , o -133 - -I �j / / / C\ \ - _ - _ _ L I - 13, 965 S. F. �o f �L1/0.312 S. F, of �`� / 3 L L - 2 I N 11 \i / / 6 sF4 t `� _ - - I� _ _ - _ _ _ IJ _ _ - �ry / 12,583 S.F•'� LQ o °� ^ 5 �� Q 9,676 S.F, \ o,k \ 167 r- - - - - f - - - - / - \ r 2 n I zoo - - 177 b ` O 15 _ �, ,, �' :--- 14 1 1bg �'� I 7�� I----- ok 00 ^ 9, 062 S.F. :: I ,� 11 I J Q - W 6 , STORM TER J '�! 6 I t y° � - _ � � � � 10,128 S.F I 18 1' 1 co / , �... v, 2 142 _ � \ F \ _ _ - -_ �o W Li c J 14, 064 S.F.0 �- Cn r 10 o \� 81 s �-� - - - - - -I L L12, 647 S.F. - - - - 10.653 S,� BASIN m : , / / - flo cn 3• L I cy 6 5 160 I _--- --�� `� Fo°p, 6o L- / s n n � �cS 9,690 S.F.I �2� + O QS 1 1 O _ 157 \ r I 12 190 - - I 165 % oQ coo �8Q °, 776- _ 6 I I 0� �Q ... 01 ,O,OJJ 5,F I ' �_ --1'65- - - - �1 �[11 I 11,492 S.F. I I 111 F �n W 1J O r - - - 1 6& U - - - 161 906 S. F. C+J L I_ _ _ 9,833 F, \� l / �1 p' O COUN TR Y A VE 152 =_❑ cr i 113 C C�� C-78, -- _ �I �I--�181 _ -_IJ ____ J / �Q�o' / // 4i� o Q _ _ I- r - P� LL_ �� 9 0y I 18�� I I �t I Ir,� 84 �2 'E 64 I� 117 ` r,� I 152 - - - \ V `� 011,Z F. :. OcO - 1 I p� � I I 71 `� I I 6 A ". I I -131 114 p,� I 115 I k. I I o. 1�_ c�{ I `' <o / /'.1 / 1 �� / 1- / ..'\ .^..'.yUtility Easement per 2 flo5 I�O� r cO j ui L9,140S.F. / :\ / 260 .�` cti �i I I �j 1 ^•� 1 Nj 6 CO - J J n�, p �0 �1 Doc. No. 634336 °i' I O ^ �' ^ 1• I I ^ �, tp '�16,354py 0 \ - - _J I 1 I I '1 co I I 138 7 % S F. I \ a �, '� 5�� J so �o; -JI ti' o / i :/ \ L-._/f-' e `�e I $0- � � -/ L - - 156 \ J(C.�� :.... ; LAC C J 9�,__ ... ,...... L_ / / - - - - - - - - 'r'' •�• • � v 9,535 SF , �- J a I `\ �eyJ0°G•,�� O I ' �eF/ // \ 216 4Y e� a I 1$332 S.F. I O I \ \ Q; Q, 1 ^ I \� - 07 p 1�3' I O4 3 ^ ' j \ �32, 3�4 S. F. I rcc 2 `� / / -2� / 1 0 % 17,649 S.F. ,9,3 2// / /�._ _ _� r I- _--, --I F--z6 62 5�� `\10,192s�/ ouTLorc L1_-_--_-_-_❑❑�� ;. L ___ _J I I I I -� �- -j C �� C62 Ir� `_ \ �O /Area - 4.1 ACRES - �) 25,179 S F. ^ / 1111 I I 12 1113 1 I I I I I I I i \ \ \` \`� ,/ :'\ s Drainage & Utility / / : I p0 227 2 /\ E. line of the W. "� I _. I 6 15 Easement in ifs entiret 4 LL o 1/2 of the NE ,< 10 4,- I I I I � I I 14 13 \ \ \ ,/ � y / j 0p 1/4 of Sec. 23, T. \. / C I I I I I I � / ^ I 18,530 S.F. I 15,184 S.F ` °0 7 - �"^� ai' I �C �. I I F' R lNFIL TRA /ON / O II / p° t I r ^ O �J 121, R. 25 \ F --- < 0�� 1 1 1�h �I I �co I I °i� / �' I I ai' I I (7 I I �� 1 112) -, \ ,6 �. BASIN / :"� LL 234-----1- �L---189 J v J - �. I I o• I I `O I I ', ^°' I I �`� o I I ° \\ 11 6 _ J _ I� O' O' / Oi I �' S - - - - - - - F I- - - - - �. 163 -I I- -I I '` 6p ' / �. ^ ^ °i 0 .��• \ \15.991 S F. N / I- L - - J L - - J L 99 - - - I 3 I 50 1� ,, �-yy L62J L62J L62 \'�/ Ip 0 J -110 _ 72 J / I °0 18,83D S.F. p° 60 I 17,305 S.F. I O Line parallel with the W. ^ 437 / I - I , : I I 4 line of the NE 1/4 of-"'. l l /� l TEAS 6o S151',34"W 1934.98 / L - - - 2�7- _ u - - �/ l V i\ CR SSl / L _ - 190 I 1 Sec. 23, T, 121, R. 25 NG , r-I I�j 4 / ° ZONING: R-1 SINGLE / /,/Y KL El N ARMS _ ` J 2 1 FAMILY RESIDENTIAL O U TL 0 T A NOl 6 si)'E 696. 9 I ' I�j 6 7 ,/ O �1 �.J 10 9 g 7 6 2N ADDI TION (�� 2 / � � I (b / , / -�- k \ I I \ / k 0 k NA TI�A NS COUR T / a �: 23/ C 3 �O cp 2 6 5 2 4 � � � 2 � / O S/ T4 I I (A vl A DDl Tl0/V� PARCEL AREAS PARCEL AREAS BLOCK - LOT LOT AREA (S. F.) BUILDABLE AREA (S. F.) BLOCK - LOT LOT AREA (S. F.) BUILDABLE AREA (S. F. ) BLOCK 1 - LOT 1 13,396 7,533 BLOCK 10 - LOT 6 10,055 5,410 BLOCK 1 - LOT 2 16,515 6,288 BLOCK 10 - LOT 7 11,435 5,958 BLOCK 1 -LOT 3 10,882 4,149 BLOCK 10 -LOT 8 /8,332 81908 BLOCK 1 -LOT 4 11,461 4,475 BLOCK 10 -LOT 9 25,179 /3,598 BLOCK 1 -LOT 5 11,354 4,632 BLOCK 10 -LOT 10 14,926 7,659 BLOCK 1 - LOT 6 14,064 5,014 BLOCK 10 - LOT 11 10,735 5,994 BLOCK 2 - LOT 1 32,374 9,348 BLOCK 10 - LOT 12 10,636 51913 BLOCK 2 -LOT 2 15,184 6,909 BLOCK 10 -LOT 13 10,994 4,947 BLOCK 2 -LOT 3 17,305 9,073 BLOCK 11 -LOT 1 2,435 2,391 BLOCK 3 - LOT 1 10,774 4,424 BLOCK 11 - LOT 2 1,857 1,857 BLOCK 3 -LOT 2 10,295 5,635 BLOCK it -LOT 3 1,859 1,859 BLOCK 3 - LOT 3 12,583 5,857 BLOCK 11 - LOT 4 2,434 2,434 BLOCK 4 - LOT 1 13,386 7,783 BLOCK 12 - LOT 1 2,435 2,435 BLOCK 4 -LOT 2 16,354 8,049 BLOCK 12 -LOT 2 1,857 1,857 BLOCK 4 -LOT 3 17,649 11,579 BLOCK /2 -LOT 3 1,858 1,858 BLOCK 4 - LOT 4 18,530 11,033 BLOCK 12 - LOT 4 2,434 2,434 - BLOCK 4 LOT 5 1 S,a3o 47 8, 9 - BLOCK 12 LOT 5 4 2, 35 4 2, 35 BLOCK 5 - LOT 1 7,170 2,997 BLOCK 12 - LOT 6 1,857 1,857 _ BLOCK 5 LOT 2 6,6 4, 1 J. OS - BLOCK 12 LOT 7 1 858 1 858 - BLOCK 5 LOT 3 6 641 3 108 - BLOCK 12 LOT 8 2 434 1 854 BLOCK 5 - LOT 4 6.641 3,108 BLOCK 12 - LOT 9 2,435 1,855 BLOCK 5 - LOT 5 6,641 31108 BLOCK 12 - LOT 10 1.857 1.857 BLOCK 5 - LOT 6 6.641 3,108 BLOCK 12 - LOT 11 1,858 1,858 BLOCK 5 - LOT 7 6,641 3,108 BLOCK 12 - LOT 12 2,434 2,430 BLOCK 5 - LOT 8 9,767 3,903 BLOCK 13 - LOT 1 2,435 2,425 BLOCK 5 - LOT 9 10,947 5.820 BLOCK 13 - LOT 2 1,857 1,857 BLOCK 6 - LOT 1 6,579 3,054 BLOCK 13 - LOT 3 1.858 1.858 BLOCK 5 - LOT 2 6,607 3,075 BLOCK 13- LOT 4 2,434 2,434 BLOCK 6 -LOT 3 6,807 3,174 BLOCK /4 -LOT 1 2,726 2,708 BLOCK 6 -LOT 4 8,943 3,337 BLOCK /4 -LOT 2 1,856 1,856 BLOCK 6 - LOT 5 10,312 6,038 BLOCK 14 - LOT 3 1,858 1,858 BLOCK 6 -LOT 6 10,653 6,066 BLOCK 14 -LOT 4 2,724 2,515 BLOCK 6 - LOT 7 9,833 5,401 BLOCK 15 - LOT 1 2,736 2,600 BLOCK 6 -LOT 8 9,140 4,8/9 BLOCK 15 -LOT 2 1,860 1.860 BLOCK 6 - LOT 9 9,535 4,886 BLOCK 15 - LOT 3 1,860 1,860 BLOCK 6 -LOT 10 10,192 4,856 BLOCK 15 -LOT 4 2,725 2,723 BLOCK 6 -LOT 11 15,991 8,726 BLOCK 16 -LOT 1 2,022 2,019 BLOCK 6 -LOT 12 11,975 6,266 BLOCK 16 -LOT 2 1,377 1,377 BLOCK 6 - LOT 13 8,917 4,712 BLOCK 16 - LOT 3 1,377 1,377 BLOCK 6 -LOT 14 8,994 4,781 BLOCK 16 -LOT 4 2,022 1,724 BLOCK 6 - LOT 15 9,072 4,850 BLOCK 16 - LOT 5 2,020 1.765 BLOCK 6 -LOT 16 11,939 5,180 BLOCK i6 - LOT 6 1,375 1,375 BLOCK 7 - LOT 1 9,984 4,097 BLOCK 16 -LOT 7 1,375 1,375 BLOCK 7- LOT 2 8,615 4,389 BLOCK 16 -LOT 8 2,020 2,018 BLOCK 7 LOT 3 - 7 701 3 801 BLOCK 17 LOT 1 - 2 021 1 806 BLOCK 7 - LOT 4 7,706 3,717 BLOCK 17 - LOT 2 1,376 1,376 BLOCK 7 -LOT 5 7,345 3,414 BLOCK 17 -LOT 3 1,376 1,376 BLOCK 7- LOT 6 6, 735 3, 054 BLOCK 17 -LOT 4 2, 021 1, 870 BLOCK 7 -LOT 7 7,023 3,278 BLOCK 17 -LOT 5 2,021 2,021 BLOCK 7 -LOT 8 11,737 4,--- BLOCK 17 - LOT 6 1,376 1,376 BLOCK 7 -LOT 9 12,427 7,356 BLOCK 17 -LOT 7 1,376 1,376 BLOCK 7 -LOT 10 10,909 6,259 BLOCK 17 -LOT 8 2,021 1,764 BLOCK 7 - LOT 11 10,128 51656 BLOCK 18 - LOT 1 2,021 1.745 BLOCK 7 -LOT 12 11,492 6,558 BLOCK /8 -LOT 2 1,376 1,376 BLOCK 7 - LOT 13 9,045 3,363 BLOCK 18 - LOT 3 1,376 1,376 BLOCK 7 - LOT 14 8,034 3,447 BLOCK 18 - LOT 4 2,021 2,013 BLOCK 7-LOT 15 7.716 3,293 BLOCK I8-LOT S 2.019 2,011 BLOCK 7 -LOT 16 12,627 5,658 BLOCK 18 -LOT 6 1,378 1,378 BLOCK 7 - LOT 17 11,906 7,055 BLOCK 18 - LOT 7 1,376 1,376 BLOCK 7 LOT 18 - 12,647 7,642 BLOCK 18 LOT 8 - 2,021 1,745 BLOCK 7 -LOT 19 13,965 8,666 BLOCK I9 -LOT 1 2,021 1,832 BLOCK 7 - LOT 20 14,636 9,311 BLOCK /9 - LOT 2 1,376 1,376 BLOCK 8 -LOT 1 13, 442 5, 632 BLOCK 19 -LOT 3 2, 021 2,021 BLOCK 8 - LOT 2 9,556 4,979 BLOCK 19 - LOT 4 2,021 2,021 BLOCK 8 -LOT 3 9,995 5,5/2 - BLOCK 19 LOT 5 1,376 1,376 BLOCK 8 -LOT 4 10,461 5,920 BLOCK 19 -LOT 6 2,021 1,832 BLOCK 8 -LOT 5 12,681 6,995 BLOCK 20 - LOT 6 2,021 2,021 BLOCK 8 -LOT 6 9,233 3,560 BLOCK 20 -LOT 1 2,021 2,021 BLOCK 8 -LOT 7 7,507 3,466 BLOCK 20 -LOT 2 1,376 1,376 BLOCK 8 -LOT 8 7,606 3,520 BLOCK 20 -LOT 3 2,021 1,788 BLOCK 8 -LOT 9 11,306 4,772 BLOCK 20 - LOT 4 2,021 1,772 BLOCK 8 LOT 10 - 9 690 4 247 BLOCK 20 LOT 5 - 1 376 / 376 - BLOCK 8 LOT 11 9676 5020 - BLOCK 21 LOT 1 2021 2021 BLOCK 8 - LOT 12 8,308 4,132 BLOCK 21 -LOT 2 1,376 1,376 BLOCK 8 - LOT 13 8,893 4,257 BLOCK 21 - LOT 3 2.021 2,008 BLOCK 8 - LOT 14 10,793 4,716 BLOCK 21 - LOT 4 2,021 2,021 BLOCK 9 - LOT 1 17,928 8.872 BLOCK 21 - LOT 5 1,375 1,376 BLOCK 9 -LOT 2 10,415 5,976 BLOCK 21 - LOT 6 2,021 1,863 BLOCK 9 - LOT 3 10,888 6,314 BLOCK 22 - LOT 1 2,146 2,146 BLOCK 9 -LOT 4 9,756 5,488 BLOCK 22 -LOT 2 1,856 1,856 BLOCK 9 -LOT 5 10,088 5,722 BLOCK 22 -LOT 3 2.146 2,146 BLOCK 9 LOT 6 9,957 4,789 BLOCK 23 LOT 1 10,250 3,806 BLOCK 9 - LOT 7 10,148 4,111 BLOCK 23 - LOT 2 6,264 2,814 BLOCK 9 -LOT 8 6,759 3,122 BLOCK 23 -LOT 3 6,202 2,771 BLOCK 9 -LOT 9 6,368 2,896 BLOCK 23 -LOT 4 6,162 2,740 BLOCK 9 - LOT 10 6,421 2,938 BLOCK 23 - LOT 5 6,122 2,709 BLOCK 9 - LOT 11 7,786 3,766 BLOCK 23 - LOT 6 8,323 4,069 BLOCK 9 - LOT 12 8.700 4,031 BLOCK 23 - LOT 7 8.678 4,460 BLOCK 10 - LOT 1 9,523 3,753 BLOCK 23 - LOT 8 12,561 5,611 BLOCK 10 - LOT 2 7.704 3,696 OUTLOT A 150,626 0 BLOCK 10 - LOT 3 7,687 3.672 OUTLOT B 125,056 0 BLOCK 10 - LOT 4 8,069 3,972 OUTLOT C 179,600 0 BLOCK 10 - LOT 5 9,062 4,705 OUTLOT D 221,914 0 REV. NO. DATE BY DESCRIPTION DESIGNED DRAWN C. S. 0. T. J. B. CHECKED P. E. 0. l hereby certify that this survey, plan, or report was prepared by my or under my direct supervision and that I am a duly Licensed Land Surveyor unde the laws of the State of Minnesota. �q L/ www.ottoassociates.com 9 West Division Street Buffalo, MN 55313 TTO(763)682-4727 SSOCIATES Fax: (763)682-3522 Engineers & Land Surveyors, Inc. M ❑ ❑ D ❑ Ll ❑ R ❑ ❑ ❑ ❑ ❑❑ ❑ D ❑❑❑❑ n /1 ❑ ❑ ❑ ❑ ❑ ❑❑❑ LJ V I � /1 ❑ I V I ❑ R ❑ ❑I ❑ ❑I R ❑ ❑ 11 [1]11 [1[] 11 El ❑❑ ❑ R PROJECT NO: 2 ❑❑❑❑❑ 1 12-13-24 CSO REVISIONS PER Cl TY STORMWA TER REVIEW Paul E. Otto License #40062 Date: 12-13-24 11 OF SHEETNO. OF SHEETS DATE.' E2EII12❑ Preliminary Pof 155-105-003010 155-105-003020 155-105-003030 155-105-003040 155-105-003050 2 I ROGER D GAU STEPHEN & TRACY EDGAR ✓ AR/ZA ALEX M & AMBER M ALAN A & EILEEN / 4696 DIAMOND DR KARVONEN 4728 DIAMOND DR BYMAN M JIMENEZ MONTICELLO MN 55362 4714 DIAMOND DR MONTICELLO MN 4744 DIAMOND OR 4758 DIAMOND DR 155-105-00f070 1155-105-00f060 1155-105-001050 155- f05-001040 Q MONTICELLO MN 55362 MONTICELLO MN MONTICELLO MN MARCUS NOLAN & GEORGE E OBRIEN TRENTYN L NELSON HEATH P & KELLY R 2 55362 55362 55362 HEATHER NOLAN ✓R 4602 B/EGLER ZONING: PUD5-001090 155-105-001080 4572 4586 COBBLESTONE COBBLESTONE CT 4614 COBBLESTONE CT 155-105-001010 Surmountable 2 4 5 6 IEL51iAlio3ETH DECHENE & COBBLES TONE C T MON TICELL O MN MON TICELL O MN 55362 - DANIEL BONK DAVID & ELIZABETH MONTICELLO MN CT 55362 JEFFREY B ABBOTT Curb & Gutter Wright County Monument 4544 COBBLESTONE CT ERICSON 55362 MONTICELLO MN 9011 COUNTRY AVE Conc.-\ at the NW corner of the / MONTICELLO MN 55362 4556 COBBLESTONE 55362 MONTICELLO MN 55362 —. CT 4 T ADDI TION Existing �. -, Q NE 114 of Sec. 23, T, I F RMS / KL L I N �o 0 MONTICELLO MN House �... oo U �000 121, R. 25 55362 6 5 A- OU TL O T A 9 8 7 SCALE: 1"=60' _ _...� Conc. Sidewalk—...------"PID NO.: 155500231200 �. 50 50 - I/ Existing - �j :!Shed _ EXISTING ZONING: R-1 SINGLE FAMILY RESIDENTIAL .. 7 155-500-143401\ \ - :�-33.04 FAMILY RESIDENTIAL I E 60 KLEIN FARMS 3RD ADDITION TION CITY OF MONTICELLO �. \' \ N8858'03 E 13 .83 - - - - - - - - - - - - 80 92 DRAINAGE AND UTILITY EASEMENTS ARE SHOWN THUS: ADDRESS UNASSIGNED \ / _ _ _ MONTICELLO MN 55362 \----- - - --- ---- ---- 80 84 r Draina e 1 PARK • r- - 156 � � 80 � � 83 � r :•• ... • • 167 � o \. g � I I 5 386 I + Utd�ty Easement per I d I r& Utility d _ Electric Transmission �. I - 6- 1 /' i' l� I I I I \ Doc. No. 634336 Easement _ N. line of the NE 114 of-...--." Easement per Doc.�i:' I 0 I I o I \ \ Sec. 23, T. 121, R. 25 No. 475446 �. I I I I I I \:/ I '- \I I I _ - - - 155-124-002010 6 \ 25 . 25 I �... - - - % S TEPHEN G & N - cy \\ I 60 'f I o^�il / I I I CA THER/NE A MEYER ' \ I^ I I 1475.9 PARK DR + I I \ \ I "h I I I I I I\ A 32, 374 S. . J2;MON TICEL L O MN 55 2 1 - - L - - - - - - - 88 .: \ / \\1� 2 I I 3 I I 4 I I 5 I ,................\ I I 6 I :, o I 2 I I 17,305 S.F. I / 2 \ 16, 515 S. F. 10, 882 S.F. I I 11, 461 S. F. I I �o \ / 15,184 S. F. / \ 11,354 S.F.I I it I \\ DRAINAG Y \ 2 /ry \ \ \ A A I I A I I A I I 14,064 S F. I I / / I I I ^ I BEING 12 FEET IN WlD TH, UNLESS 0 THERWISE /NDICA TED, Z ...:; : �. A I :\ Gam. •�, o I I I I Conc. m 55.. _ \ D6S4\ J I �� s I AND ADJOINING RIGHT- OF -WAY LINES, AND BEING 6 FEE T IN ::.. r.... ..... � Pod ::::: . ::: - — '' I I WIDTH UNLESS OTHERWISE INDICATED, AND ADJOINING LOT `V \ L J `yos coo 00 ,Q Exis t in I \ ' ' ' ' \ \ \ U - - _ - I oo�so� oo I I I !House LINES, AS SHOWN ON THE PLAT. \ \ l 1 AZ 80 83 76 L - I I moo\ -Co c. I>>> I I I I " o� o/ I I I I ::. 55 :::... � ' • . / 13, 396 S.F. - - �P �� .o o � I 33 :;�;� •. \ i a � � -Bit. Driveway CONNECT TO EXIST, 8S J \� �J %y^ I _ — ''''CURB &GUTTER Surmountable :. ::.... / \ \ A j I c, r�oc� I j' j / ,...?Curb &Gutter / I J L______J I ARK -- — \ \ \ �43 J R�S0 / l I /h146 \ o of eit. j PARK DRI VE I>> I I — — — (46 — _ _ — Bit. Rood / / OUTLOTA \��! // —� _ �- 90''..\: �� DRIVE R.. \ ..... / BMX PARK \ \ \ �-.. : � � . / — 1 � : �� EXISTING COS TO BE Area = 3.5 ACRES?� / A l l l - 111 81:` - -80 - r - -80 - - _` _ _`::i�gEMOVED &DRIVEWAYS 2 I Drainage & Utility�� \ l A l l - - - - - - - - - - CONNECTED TO NEW STREET \ \ Easement in its entirety \ \ \ / l A / / I r _ -j ��. 6p /l I r— I I I I I I \ \ \ ti� •• \ \\ \• • •\ .\ \\ \• •;/ f.vr�s\ �\ \\ �s� \ /�h11l0./ l/l � /10 / / I i II I II I I I I Bit. Driveway '`Conc. LEGEND ----- -denotes Draina e and Utility Easement295 S.F 3 I155-155-001010 12,583 S.F. / I denotes Building Setback LineMICHAEL R SELINSKY & A g House JENNIFER K FEAL Y \ o� N''�eof \ O l < 2 I I I I I I I \ Fron t = 25' SELINSKY J \/ / \ 1 4 F 1 I I I \ - 4479 89TH ST NE \ \ STORYWATER \ \ 669 NSA \ �8S S \ \ 6,35 S. I I A I I A Q Side - 6 (20 ROW) MONTICELLO MN 55362 \ BASIN \ \ `. \ / / J Conc. Walk-. 1 I \ _.. .;: // \ \ \�S I I 1e I I 1 I Rear = 25' • — .. � I m I �<�� I � OUTLOT B •• . \ \ - / \ \ J I i I �. �• I I I � O o \ \ Area = 2.9 ACRES 1 I N N \ � � 1 10 3 ► I ► I Q Drainage & Utility \ \ �p 13,386 S.F. I 1 17,649 S.F. I I 5 I / 2 gg jy Easement in its entirety I I� I 18,530 S.F. S % /�/E /o / �\ \ \ `O — — _I I — -I I 18,830 S F. I L 0 T & HOUSE PAD SIZE: Bit. Rood:/ I �o6s\ .•• \•'•. I I- I I . \ 62 1 I I j A = 62' SINGLE FAMILY LOT (50'X60' PAD) J L - -80 - - � L - 80 - - J L - - 80- _ B = 52' SINGLE FAMIL Y L O T (40'X60' PAD) / B / s� \ / •' �� \ \\ ..............\ J C = 42 SINGLE FAMILY VILLA LOT (40 x80.5 PAD) ............................. 301 :,xisting Building Curb & Gutter1 7,170 S.F. \Ae,�fP �j a \ \ \ 'o �� / /� O o�� ve \ ry0 .: ` \ PROPER T Y DESCRIPTION: Conc. Walk B / \ oc Co of /:. NO �-CIO��rf ' \ \ et -i n� F hey 6,641 S.F. ��sfofe O The West Half of the Northeast Quarter of 155-155-004010 I :« I I �$ ^ ems\ of p s \ : 3 °o CouSecnty, Minnesota hip 121, Range 25, Wright JULIE HAL VORSON I 1� b� `S8 \ 1 B / \ y 4456 EAKERN CIR NE I I I I F 1 s\ 3 / `'\ \ \ \\ -"� o o Y O 4 MONTICELLO MN 55362 I ° ° ti �/ \ \ \ ;0 4 Q �" J 2, 4 5 S. \ \ ExcEP T. 6,641 S F. > /\ STORM WATER BASIN \ \ N Q m L, The South 466.27 feet of the West 466.69 4 feet of the Northeast Quarter of said Section l _...� 1,857 S. 155-155-004020 ° °ej / �, Sa' 6,641 S.F. \ \ 23. HEA THER & JAMES 2c �° r� /� 3 B / \ \ B CLANTON �'� I I I I 1,859 S.F. \ lNFIL TRA TfQN \ \ \ ALSO EXCEPT.• 1� ? ^ 5 / `Se'\ \ 10,947 S.F. / BASIN 4454 EAKERN CIR NE •�'� ( S / / \ \� sue\ c , d 6, 641 S. F. \ \ MONTICELLO MN 55362 v j1a2 55 I ��'�� / /\ \ \ \ \ Ao tract described as the at uthe I 57.9 2,434 SF N 43 \ �'L B / \ h •` \ \ \ \ Southwest corner of he NortheastQuarter, �+ thence Easter) along the Southerly line, a •� I I ..._..._ / /0 43 ,s \ V / � sue\ \ \ / //�o � ` hti / � j� : � y, 9 y \6,641 S.F. > \ / :'\ j: \\ distance of 467.11 feet to the point of �1 I I ,02t S.F �N / B beginning, thence continue Easterly, along the 49 43 ti� \ ti� / \ L OUTLOT C South line, a distance of 940.00 feet; thence - 1 B ` - 6, 579 S, F, I \ 155-155-004030 58 43 \ / �\ \ Area = 4,1 ACRES / 2 . o / h \ \ Nor fh erl parallel with the West line, a WANDA K PARRISH O I I 64.5 " 2 `rr'\ 6, 641 S. F, > 6 'y \ ,�� y' I� I �, `�/ / Drainage & Utility / ^ distance of 696.69 feet' thence Wester) 4452 EAKERN CIR NE h 1 I I 376 S.F, ,� 5 \ h h n \ y� MONTICELLO MN 55362 (/� I �. I �43 1, �76 S.F 9 \ ,�0 J / B \� / \ Easement in its entirety j �r \ \ parallel with the South line, c distance of I 58 �V. 3 n �;` :: s B / / 6,607 S.F \ \ \ / 1407, 11 feet to the West line; thence I 2 .6 3 �,• 4� / \\� ;\\/ 8 / / �s / j \ \ Southerly, along the West line, a distance of 2 ,� I l 9,7s7 sF / \ ry ?� za \ j 230.00 feet; thence Easterly, parallel with the , 857 S.F.a `� � '� \ a I `� \ / / \ L 0 \ j South line, a distance of 467.11 feet; thence 155-155-004040 I� I ° ° I I 58 43 �' 2 . 1 I a co .: _I 1 63 DUSTIN H &ELIZABETH I ev I _� ry43 1 20 \ \ /��' �/ B 3 \ / 1 1 \ \ \ Southerly, parallel with the West line, a 3 / I s,� distance of 466.69 feet to the point of J KRUCH TEN I 1 20 I .858 S. M1 6,80, S.F. R 1 1 4450 EAKERN CIR NE m I 43 43 I 25 �:� \ � \ / � beginning, MONTICELLO MN 55362 I 58 v 1 S F. B-B \ \ ti;` /� / 1 I V I � I 6yr � \ I " I " 4 k�F I I 1 I \ ` .. ./ / \ \� \ \ / /hti / I 1 10,653 S.F, 1 I 7 \I \ \ ^h: \ OUTLOT A ALSO EXCEPT.- v h 1 p� , 6 I o 60 10, 312 S F. 1 I / b " ry d 1 ,� \ I 1 I 9,833 S. 1 J 1 \ 155-177-000010 155-155-004050 v I I N43 43 I I 2.146 S. / / B 1 I J3 j.. CITY OF MONTICELLO 58 4 � I I j � sr A tract described as commencing at the J&L REAL ESTATE I o I I I I 58 \ / / I I 9,140 S.F. % ADDRESS UNASSIGNED J 1 I /\ \ Southwest corner of the Northeast Quarter, F' I 2 5 \ L I 1 I I 1 I \ MONTICELLO TICELL O MN 55362 INVESTMENT LLC o ::: •��-��-� " " •.:,, � 8,943 S.F. �/ \ 4448 EAKERN CIR NE - I I : I 64.8 h I I I \ I ^ I / \ thence North aloe the West line, a distance " R� ,376 S.F. 1,376 S. 1,856 S. . " \ \ o/ I 1 I 1 / /\ O6 \ ?�8 \ of 696.69 feet tothepoint of beginning; MONTICELLO MN 55362 5 :"� tl. 5 I 43 43 I I 58 \ �3j \ J ^I A 1 I / \ \ p ZONING: R-1 SINGLE i I 4 I" o \ 2 9 thence East, parallel with the South line, a 9 ^vi 49 F OUTLOT D ,q 35 SF, l / distance of 435.60 feet; thence North, FAMIL Y RESIDENTIAL ` 58 er 4cV 3 o A I o� i\ 95 I I 6 ,021 S.F, " R6 " Area = 5.1 ACRES �`O ..' / J ` I 1 A A l / o! \ \ parallel with the West line, a distance of �L� 25.5 �^ 24.o I 24.o ti• t ` ' ` `� l t0,192 S.F /� 8� \ \ 200,00 feet; thence West, parallel with the `�' I , 857 S.F. cN / — • — • — — — I I• — 58 -#`3- - - - _ - — _ — 1 — �_1 _ - J — �l — /� j� \—~, • — • — • — — — South line, a distance of 435.50 feet to the SEE SHEET 6 I I I 62 62 L — — — J L _ 0�1 D / / Y/1� ZONING: R-1 SINGLE West line; thence South, along the West line, 2 I 25 I I 'gym - - l so ��0 ` 63 54 / / v 1 I \ \ FAMILY RESIDENTIAL a distance of 200.00 feet to the point of 858 s..PRIVATE R AD — :� / " /l /,\� \ ...:.:.. \ . / �� "� beginning. REV. NO. DATE BY DESCRIPTION DESIGNED DRAWN I hereby certify that this survey, plan, or report was prepared by my www.ottoassociates.com PROJECT NO: 1 12-13-24 CSO REVISIONS PER CITY STORMWA TER REVIEW C. S. 0. T. J. B. or under my direct supervision and that l am a duly Licensed Land MELIDLIL] R ❑ ❑ Li Surveyor unde the laws of the State of Minnesota. 9 West Division Street ❑ R ❑ ❑LLl✓ I [Ell ❑ R ❑ ❑ LIE❑ [1] ❑ R 111111 2 ❑❑❑❑❑ CHECKED ll L /%� �-y TT O Buffalo, MN 55313 ❑ ❑ ❑❑ ❑ D ❑❑❑❑ L(763)682-4727 P.E.O. Paul E. Otto SSOCIATES Fax: (763)682-3522 M ❑ 11 ❑❑ 11111111 EM 11 SHEET NO ❑ O� SHEETS DATE:112 ❑� El #40062 Date: 12-13-24 Engineers & Land Surveyors, Inc. . .... ..... -L- reliminary Plat of MEADOWBROOK ITTJ ZONING. R- 1 SINGLE 0-49 FAMIL Y RE 49 3 RESIDENTIAL 58 021 S. F. JGG SHEET 5 v 25.5 N 10Q, 857 S. F. *4Q- .0 1 4. 0 fl' 10,192 S.F. - - - - - - - - - - A 8 .79 - - -7 - - - - - - - - - - - - - - - - - - MA TCHL INE-1 62 10 ZONING: R- 1 SINGLE 62 6 FA MIL 7 60 155-155-004060 2 25. t3� N - - - -- MIL Y RESIDFAI TIA I 858S. CIO 58 GERALD K BRANDT & Q L YNN M S TEN VICK it \ \ ` S6\ / / o �I \ \ HS 4446 EAKERN CIR NE 4 47 F2-eL�-- 7 1984 S ' 1 `Dl ;� _ 151 \77 77 15,991 S.F. NF A MONTICELLO MN 55362 L .434 58 -24.0 CD 65.0 �,3 `4 MIT (0 62 ...... ...... 2 2,021 F. I Q 435 cv47 F 155-155-004070 9 r47' .324 -% - - - f DOSE & MAYRA VARGA B-B A 155-177-002070 S. F. 7 MICHAEL JEROME LENZEN & A DENNIS LEE MEHRER 4444 EAKERN CIR NE 7 Tt N MONTICELLO MN 55362 2 8785 FAIRHILL LN 2, F. 48.91 A I 2 n1Q . r 7 8,615 S.F.A I Lj 2 .6 4 7 A N Ct MONTICELLO MN 55362 .85 7 S. F N 12 A LLJ 155-177-002060�;;) 0 QS 11,975 S.F. 58 11 -� N I C) e 3- LESLIE FUENTES ❑ -071 :Q-: - 4 1 ", 1 11 11 "t f L 00 'a, RODRIGUEZ B 878J FAIRHIL q) L E. line of the W. A 0) LN 112 of the NE 155-155-004080 58 i:� R - MONTICELLO 0 MN 14 of Sec. 2 55J62 121, R. 25 JONES 7r 4j 1 17 D WA YNE A & TRACY L 4 7 rr-, 7,701 S. F. L143 3, T. -11hN [- I][- - 1 20 19 18 1 11 I�T _4�7 L 14,636 S.F. 13,965 S.F. 12,64 7 S., I 1 900 S 11. 4442 EAKERN CIR NE Lz <� 8,917 S. F. MONTICELLO MN 55J62 58 [20�- 7 L 47 C 3 8o z _Fzl� 1,0 E20 N lb 22 - - - - - - IN L I"zo 3v 2, � I /7 7, 7 S. F. I NZJ 1 65.3 47 32-�11 J2 .4 '7 32 47 1� k .3 75 �47 58 N SCALE: 1"=60' �-J 1 7,706 S. F j 4� 7 C'� '6-.,1- - C7 14 L LC I z- : - , - i 8,994 S.F. PID NO.: 1555002J1200 87 lb EXISTING ZONING. R-1 SINGLE FAMILY RESIDENTIAL N 47 962� 7 147 - - - - - - L 1 155-177-002050 -1 48 47 L I ARL ENE GUISINGA OCAMPO z> 14, 1 1,14 -j GERARDO G OCAMPO & 7 S. 4 L I- B i 8, OJ4 S.F. IW6 8781 FAIRHILL LN LEGEND MONTICELLO MN 55362 - - - - - - denotes Drainage and Utility 11.15 N Q 5 58 DnAl Easement 3 L-.--- 771 T A 15 1 7,345 S.F. 11 12 INN > 10 ��10, 128 S.F. 11,492 S.F. L S.F.Q� 9 %', I I I denotes Building Setback Line N - I F-F -F F F 10, 909 S.F. 1 9,0 72 S. F. 5 Fron t 25' 9 858 4 12,427 S.F. L L 58 1 47 2 4 47 147 12-- 1 14.1 LO 1 6' (20' POW) _Fz 47 4) - Side 434 S. F. 6 IN A 00 00 1 zi 1;V7 155-155-004090 1 2,� 3 k 02, 4 1 1S.F.13 Rear 25' N LO W) 4 1 1 - WILLIAM A FREDERICKSON SR .0 (0 (0 CO F. 00 1 1 A 9. 00 60 F 4440 EAKERN CIR NE 58 41, 1 2, 6 S. F. 6'7j5 S. A 045 S. F. A 16 ?P .4 L -j MONTICELLO MN 55.362 %,7• 155-175-001 F -4� 1 11,9J9 S.F. DANIEL TRAN &OT LOT & HOUSE PAD SIZE: -4-;-- 3-2 J L T- Drainage &1 .52 32 1 -j - - _j TEMP. A = 62' SINGLE FAMILY L 0 T (50'X60' PAD) 110 CUL-DE-SAC SIR/PHONE TRAN 58 4761 87TH ST Nf ..,:-Utility 20 .1. B 11 1 . TO BE B = 52' SINGLE FAMILY LOT (40'X60' PAD) L Easement OUTLOT D 1-17- -J 7 NJ 5Z eol i tn REMOVED MONTICELLO M7 L�-j �,20 Areo = 5.1 ACRES 27 7,023 S. F. C = 42' SINGLE FAMILY VILLA LOT (40'x8O.5' PAD) 3 T787TH S T- N E 55.362 01 t L - - - - - - - - - - - - - - - j I 05.0p.7-1 -, --- 69 a 291 F- 52- --52- 52- D Of Bit. 2 PROPERTY DESCRIPTION: I I:L r- -5-2- - '�-Utility' B ewolk Lq -4- F 8 suf-Conc, Easemen 7 table q) ci 113 --�"Curb The West Half of the Northeast Quarter of CL 11,737 S.F. -- - - - - - - 21 22 Section 23, Township 121, Range 25, Wright N B B 10) County, Minnesota. C) B B B 14" Urtioli, Y119'asern nt I 60 7 155-180-002220 6 7 ZZ 1-1 1 P 60 RA YNE COUGHLIN Qr) A 10 EXCEP T.• 2 3 4 5 1, 1 6 8,32J S. 6.6 78 S. F. 4483 87TH ST NE 0,250 -1) 264 S.F. 6,202 S. F 6,162 S.F.1 16,122 S. F 5 'ut 9,2jj S.F. A 55362 155 A 12,681 S. F. L -L The South 466.27 feet of the West 466.69 A40NTICELLO MN 13) _j feet of the Northeast Quarter of said Section L - - - - - - - -_j L -1 L - - -j L- - - -i L----J L - - - 4 L it 87TH 23 86 52 52 52 .52 64 1 A 0,461 S.F. 58 81 CD S T NE 3 ALSOEXCEPT. 1 7 "k 87TH 9,995 S.F. _CONNECT TO EXIST. Bit. RoodZ Ped. 7,507 S.F. CURB & GU T TER / ko >Romps Q) 87TH ST�. I tn A 12 ^01 A tract described as commencing at the ST NE ------- CD L -T Curb &thence Easterly, along the Souther/y line, a A 2 10 636 S F. 155-175-005010 Southwest corner of the Northeast Quarter,- Gutter-��: F -T VICTORIA SYRILLA 9,556 S. F. - - L --j HADLEY d sto 7ce of 467. 11 feet to the poin t of 94 57 60 54 -A I Conc. 57 56 121 870J EISELE A VE NE beginning; thence continue Easterly, along the F I F 6055 MONTICELLO MN 55J62 South line, a distance of 940.00 feet; thence t r 70 A Northerly, parallel with the West line, a 7,606 S. Q 10- & F. Drainage --60 utility N 13,442 S. F 11 A distance of 696.69 feet; thence Westerly, / Easement t Q) L -J 10 00 1., - - j I NRI parallel with the South line, a distance of 155-175-005020 C C 5 1407 11 feet to the West line; thence C C B 7 JEREMY C JOHANSON L 10,735 S. 10,148 S.F.C-) Vi N 32 - - - - - - 14 8685 EISELE AVENE MONTICELLO MN 55J62 230.00 feet; thence Easterly, parallel with the 00 N L �3 78 2 Southerly, along the West line, a distance of %.3 F-F 9 A 1Y4 r1) N 101 1 0 :z 2 1 r, I South line, a distance of 467 11 feet; thence I -d k-I 9 1 -1 1 11,306 S.F. NJ Drainage & 00 2 00 11 I I I I o; e� r - 1 1 A Southerly, parallel with the West line, a IIA o B 10 1 ,Z-Utility Easement 101 1 10 distance of 466.69 feet to the point of oc J 9,690 S.F. 1 77 - 8 12 Q) O jj- 1 8? 5 1 1 1 1 1 14 926 S.F. beginning. 12 1 610,6 76 S. F. I 6, 9 S. F. 13 8,308 S.F. A (J� z! 2 3 4 NJ R I- I I I 10 (J� 10, 088 S.F. -22-- 14 8,8.gj S F. 17,928 S. F. 10, 888 S.F. I 19,756 S. j I i i -.1 415 S.F.A A -2. 10, ALSOEXCEPT, E. 10,793 S. F. 1� I 1 -1 - -- A I L 1 3 -264-OOJ100 _j I L - - - 25 A I-- A tract described as commencing at the L -i - - 155 ... ... 1 9 ct-_ LSW INVESTMENTS 55 Ln Southwest comer of the Northeast Quarter,• N 69O LLC 60 54� 56 56 6,368 Uj - J L 155-175-005030 thence North along the West line, a distance 57 S. F. -.*, > 99 ADDRESS 10 100 75 A REECE 0 & CAROL M SCHLENZ UNASSIGNED QSet pk N89*06'39"E 435.60 1 12X 86 7J EISELE AVE NE of 696. 59 feet to the point of beginning; nail MONTICELLO MN --- 7 i...f . , �` iMONTICELLO MN 55J6Z---' thence East, parallel with the South line, a ro 55362 Line parallel with the S. Drainage & Utility1 6 25 1 line of the NE 114 of---' Easement distance of 435.60 feet; thence North, O B10 P-1 parallel with the West line, a distance of Sec. 2J, T 12 1, R. 25 63 IZONING. P U-Dj 25 65 4 200.00 feet; thence West, parallel with the 6,421 S. F A 9 75-005040 OJ 124 Existing.:6 25,179 S.F. ROLLIE & JESSICA LEMKE South line, a distance of 4J5.60 feet to the 8 West line; thence South, along the West line, House 64 8661 EISELE AVE NE - - -I f- . A 77 63 63 - . --i \ \ 18,332 S. F. MONTICELLO MN 55J62 a distance of 200.00 feet to the point of B 11 F F- A �j DI -1 F mo/beginning. J� A 7 E X C E P T /0 N 7,786 S.F. C) A A A A Q 11,435 S.F. 55 jj 25 6 q) F-z (b 8 .�; (n 125 5 0,055 S. F. DRAINAGE AND UTILITY EASEMENTS ARE SHOWN THUS. 213-100-231302 -- :S 0 . ; . N I 0,- L2 F 2 3 4 5 o DAVID D & DIANE M KERN 9,062 S. 1 9,523 S. F. 8,069 S.F. j N Q I CL 7,704 S. F. 7,687S. 8664 EDMONSON AVE NE F. 155-175-005050 B MONTICELLO MN 55J62 L WILLIAM J & LISA L LYNCH ---Q 12 1 00 F 8647 EISELE A VE NE 8,700 F. to MONTICELLO MN 55J62 N L-- I---- --J L -J: 92.73 L -J L- 150 7 k L 76 63 63 1 63 71 73 83 L �..:_Droinoge & 075�- Line parallel with the S. S89*06'39"W 1407 11 213- 100-2J1J01 435.60 878.78 6 Utility Easement L-Lj ...-line of the NE 114 of CIVIL ENGINEERING SITE Sec. 23, T. 121, R. 25 DESIGN BEING 12 FEET IN WIDTH, UNLESS OTHERWISE 261999 EDMONSON AVE NE INDICATED, AND ADJOINING RIGH T- OF- WAY LINES, AND MONTICELLO MN 55362 k BEING 6 FEET IN WIDTH, UNLESS OTHERWISE INDICATED, 6 I I O Q ZONING: (TA) TRANSITION AREA 1 AND ADJOINING LOT LINES, AS SHOWN ON THE PLAT. REV NO. DATE BY DESCRIPTION DESIGNED DRAWN /hereby certify that this survey, plan, or report was prepared by my www.ottoassociates.com PROJECT NO: 1 12-13-24 CSO REVISIONS PER CITY STORMWA TER REVIEW or under my direct supervision and that I am a duly Licensed Land IT C. S. 0. T J. B. Surveyoru7(763)682-4727 the laws of the State of Minnesota. TTO 9 West Division Street MLILIDLI [I 11R11 111] 0 R El EIM Ell E R El [I EII 0 ❑[H] [I El 0 [1 [1 2 EEI1111111 CHECKED Buffalo, MN 55313 Ell 11 EEI [ID E1000 ,1�1 P.E.O. Paul E. Otto SSOCIATES Fax: (763)682-3522 M E 1101] 11111111 EM 11 License #40062 Date.- 12- 1J-24 Engineers & Land Surveyors, Inc. SHEET NO. :1 OF L8 SHEETS 1:2ML2E] i / - 'w 7 I0 L p ST h L I q w Surmountableh. Curb & Gutter Conc.-\ 0 �o� �,.. Benchmark: cA• T.N.H. V FF=959.03- Existing �. _: �.: Elevation=962.32 Feet / O cfl co � G I r� 5� ,� House �... y m % (N.A. V.D. 1988 ;, Q' co eo / l _' `sue N '_0 `t l 958.67 11 /...-Fence l / T A ^ od c6 ') rn �l o �� p j: ^ �• W� W• W \ v v l L • v l otiF �, SS "' SS' �. / - - %< �' `So6 g61 g60 `}6 N i' g56 �h - 958- X958.81 �k \ �... 0 .. 9S5{9 3 Existing X Con Side alk- I :. 51 "'� X A ^� / oN a �Iss:ON 50 5� � a, 9S � g o :Shed 9 �` � 9 P E � � \ s: 53.78 9 \ _ � L;Fenc'e-�, r5'PINE \ / 9'.:�' �y l � •�' 7'P/NE,r-7"P/NE956-o"6"PINE G'� ❑❑❑❑ O \ /S 6 "P/N 1 D "CEDA rj$ e s �o 96 A e> > g o O o ' Electric Transmission 10'P/N g58•Z 5 21Y�9 E \ 6' ... ` �8 SCALE: =60 Cn N : W Easement per Doc. s �'"�s=� 40 ■m, �'\ S \ h j \ 9R w X 958.52 - p \ NF ` ` No. 475446 '• Field Line _ - \ \ 25 , "�'�3>� _ -0 X 953. 52 ° �S� �. .oNFco 25' O - - - -c _ � \ X957.34 C p "a.,._Utility Easement per- 957.43X 88 \��'rn�,958.OX / Doc. No. 634336 X958.58 I O � \ \ I 7 �:rn I l \ tiF F : ^• 0 %` / �.f; .^s co Conc. O " 1 55. 5 \ 'h 1�9 1 \ \ s X 958.54 rn co ; IZ F / ��r / \ I �� s �� rn Pad \s off, I w p/� \ ( \\ SD \ I (Xq \ os Fo �o Existing I House 'tiF Q o I \ �. 1 1 / \ \ cf s ��'�o �- -co1c. \ c� cs age Oy '�`\ d� / \ X959.36 ��^��s° °s9� �...-Bit. Driveway \ \ 3 ss::::: = O 56 F \ N h'F i �95 X959.33 \ J �� \ "� -FF= 61.71 Surmountable o'`/F NF rn ?/9 \�\� j\ - 8 \ 0 \ Tv% �......7Curb & Gutter �... -� oNF 958.59X \, \ /g6 I �..._►\ o k�- /- . /. _ . . _ . . 9419.33X ��\ I I �� \ \, \\ \ \ X958.85 k�� I -Edge 5a 957.99 ho : h NF b o i X960.21/ �! 1,� �� of elt.. PARK DRIVE - SS o !.`� C \ S °' ss ss ss ss �958.07 ss NF `� NF9 / X47. 9 \ \ _ i / \ \ \r Bit. R�ad W 958 W W I I - W _..-. \ S •:;: � rn 6�� /o / / oNF / \ O� � Off\ \ •••_•..-:••-••.-.••-CONSTRUCTION LlM/TS-•••-•..•••c \ / 956.4 iQ964.0 \ Yp ON F \ NF\ \ �......�.. X959.50 �•..\ \ S 0 0 0 q / L- / \ �. X i% 58.149 \t \ g y6"/ / 960. NF F \ \ otiF �0� Nam/ j /i oNF �\ \ / ,/ 60 `'Bit. Driveway •� ` 96 - N \ \ .�•••�• / \ :/ � ( •d'6, � ��'\ Conc. } \ \ �� \ O �56 ' "NF 963123 �.�964 \ h�/ �...� \.. g5$ \ \ ��S \ �..._ ...=FF=961.22 ss �0 1 \/� �3 \ 9 F \ 9 966� ; 0 C rn \ - FF-961.22 I \9 6 \\ ==./ �� '21 \ 96,3 sssr�•. �\C < tiF-FF 96 .54 5� 62� s 9 �o -Exist g House 960 F \\sr- - v�isi0 \ g o o S 961.4 \ 960• Oy / �` la ?rem 960 .. oNF o \ �EjSB _ 0 Fence Conc. Walk ...� 'cp6 c 1. ��.. 3': cn otiF`so\ X956. oNF ' �F \ \ \ -956- 9 96 T °� %eid 9,60 \� oNF �\ otiF \ \ Cz �' h� \ 6� 6 �� i� \ \ �`'' oy� \\ \��oy \ 950 Field \ \ / L ;.: p \ l '� J rn 0� \ F X 956.35 '\96 \ �\ \ �� oNF I 6 ON ` LEGEND 89TH ST. W X W Big : / S 0 i \ / �.: \ h' ��\F 952 O I (/- j W W i\ \ 1 `S� \956 `' \� �_9S \� h� \ \Ei \ denotes Deciduous Tree Saved / 24 i••'� / oy�/ � j � ` \ 2� 9sR otiF \ \ -9S / 6'PINE... �� X957.11 denotes Coniferous Tree Saved Oy ors`\\ \ `\ �9 \¢ \ h.,Existing 9633 \ \ C -960 F \ rn ` \ \ I \ �2� \ r Buildin/ denotes Deciduous Tree Removed Curb & Gutter 20 T X 7 �,�' / �,oPofP, oNF \ oNF \ 9SQ\ oy X950.85 956 9s6 denotes Coniferous Tree Removed �o ti oolp'o R F� \ SF denotes Pre -construction Silt Fence Conc. Walk-' o, >:::: III 0 i'' \ c Co t\ \ \9 \ \ s I �. 6 \ No '�i do 9 \ ,9 ' s 9 po �f oti� so oN _ Oy \ -5L52 s� \ •,9 denotes Post- radin Silt Fence W \ �- �� her \ F \ 1950 F \ \ \ - 9 9 I / �.�' / 9�¢)Foss?i nfof\ o \ \ 0 F \�� \ o \ \ 0 gy \S \ \ 7 PINE- _' _ denotes Construction Limits es N \\ N �( \ 0 1o""�IRGITW/N-...-... X Oar tiF \ F F \� w I 9 85 / \ \ (,F X950.07 \lilye- otiF S X \ 10 -� , \ otiF \ N / X950.20 o�F �-954_ 952�s X960.24 \ otiF ON otiF 9 Pl -I < oNF_Fence X�5�• 7I oNF N , 1 a� c oNF oNF oNF \ \\�h6 \// g5 j�I o \ ^� OyF� X� \ ry L \ ` o \ \\ ON \ \ \ j a z° :>>: = N i \ \ \ l F \ _ > oNF I I ( ��. J\� oNF I -° �� log? ✓ X 963.80 o \ 0 O / I� IN \8? osr9S\,5 09 = 962.2G \ \ \ 0 954 N� \\\ \ 2 \ Imo•. I �-- ' oNF 960.1 ( NF -JO�--�NF-- �\9,8�9SU� �X954.86 �. o otiF \�1� I / �\\ \ 94J. X952.45 949. j \ �-1 h \ oNF \ oNF r61.64 9� \\ \ tI� \ NF \ F LLI= rn O I l \ / / O ` \ 0� ' \\ �X943.20 \ \ \ \\\ 960 NF F / ' N 1 F \ `� \ O I >T I X960.19 / ,Fe` r \.../ ON- hen X942.06 Oy` �NF�\ 1 ,� I I LU \otiF X961.46 ' \i9S\ g / ) \ \ oNF _ <� X960.31 \ \ 0 \9S S� r / / 1 i i Tl / 1 T A o'S'F I rn I X966.76 J 959,181X 6� \ \ 962.49 °� J \ X960.70 O,yF ,( ONF / \ `-' o I Z51 .10 ON- . 66 I \ �g \ 13 Ogl I \ ONF z I .. I �. \ X9581 I �/ \ 5 IF \ / �9k6 g5� <95 I �1 \ 9h / \ � �F � , MA TCHL l�VE o ._._._._ I._-r;-.-.-._._.-.-.-.-.-.-.-.-.-.-.-.-.-._._._..� -.-.-._._. �.-.-.-.-.-.�.-.-.-.-. -. .-._.��-g�- - / / 9� I SEE SHEET 8 I I 25 25 I X966.87 I I X96� \ I °� Play_ � \ �\9s�6\ _ 44 - / // NF I ` \ I l Structure \�� \_� REV. NO. DATE BY DESCRIPTION DESIGNED DRAWN / hereby certify that this survey, plan, or report was prepared by my www.ottoassociates.com PROJECT NO: C. S. 0. T. J. B. or under my direct supervision and that l am a duly Licensed Land M1111D11 R ❑ R ❑ ❑LLV I ❑ ❑ R ❑ OR 1111 Surveyor unde the laws of the State of Minnesota. 9 West Division Street 2 ❑�❑❑❑ 11 IIE CHECKED TTO Buffalo, MN55313 m❑ ❑❑❑D❑❑❑❑ ❑R❑❑❑R❑❑❑� ❑ ❑❑❑❑ � ❑ R❑❑ ❑ (763)682-4727 : P.E.O. Paul E. Otto ssocM 111111111111111111 dVl ❑ DATE: SHEET NO. ❑ OF L8 SHEETS F2 �12 El #40062 Date: 12-9-24 Engineers &Land Surveyors, Fax763 682-3522 Inc. 7 ST ST ST \ ti lI Issssss I ✓ / \ �1I / X 95X8,1 �T,, 95 .SHE 11 • - - - - -------- •- - --� -- - -- e � 1 X960.73 12 5 X966.87 Play9 Structure � _944XFence 954.35 L .-Fence - 0 \ Igo o > I I \ �- 1 >c ` \ 958.38- \ co o �\ LU rn I z , I / \ \ 954.72 963.79 195'819 I• . Icy O s>ss 1 1 Oco� rn X 963.48 \ \ 6» M � <: I I \ / X96�2.j8 1 I 10'ELM g�0 i \ > j X966.78 / . � < X962.61 \ 10"EL M I I `I, ) X961.97 \ 8'ELM�... 960.16 965.22 . s j ' / / \ X962.20 I \ O I X962.75 \ -962 -� ` 9S8 1�ELM \ 0 I I I I X967.45 ` / X958.85 / gg2 / X95�47 � I I \ � / ❑ X962.97 / ~ > z / r N \ lit oLLJf 966.81 `ss xoo Q I I / �� r ❑❑❑❑ 12'ELM" X954.69 SCALE: 1 = 60' Fence \ . X96261 \ I r \ \ •.\ / 962` \ I 8 ELMS... l °j I \ \•. / / --mac-- 956.8 ,954 s`399 9 ELM -... X .93 49 I \ 7'E �6 g67 l N / �•. / 0010 v) g /h 1 X967.91 \ •.\ I - \ / � \ � � r, g g�j0 Xo' I \ "\. 16'ELM 575p%� \ T❑ Jw ' I rn I •\ / / X963.20e 55 \ 7 = I \� / - I 6»ELM of Bi. �.. -Conc dewalk L L s / 6 "EL M I p -�(S� / Surm unfable Curb &Gutter o c / CONSTRUCTION 'qsq w n I o_.._..._..._..._..._..._..._..._..._..:�: _ _..._..._..._..._..._..._..._ ` M \ 955 �� D S20 'E9LIMITS M 0 3 \ \ g X964.71 •_... _ _ _ _ 6 7 '.. 9• i - \ T 959.2� 019. 9�......_....._.. S 87T ST. NE Li I ' \ \ D �O I o o r/ .._..._... \ \ �, coo I, 959.24 968 8 I I N / / 7» O AR o� LEGEND Bit. Rad. ed. W Y a' 2 /' X965. 03 87TH ST NE� X965.65 �\ » / denotes Deciduous Tree Saved j 0 ompF I I n`, /' -966 \ I J 9 ELM denotes Coniferous Tree Saved o ST. `D 6g. o = �. � � / j' � � � � \ / X959.17 Curb & , / o L,TIMN denotes Deciduous Tree Removed Gutters ' i / , i X966.38 8 ELM / 1 denotes Coniferous Tree Removed - Conc. walk (369.7"ELM / \ SF denotes Pre -construction Silt Fence I / .,I _..._10ELM 0 8ELM rn 966.34X X965.41 % � denotes Post -grading Silt Fence \ / 10 LM� N ( 12'ELM ( X958.68 = denotes Construction Limits 10'P0 LARD. rn co9_�ELMj -8'ELM 1 ICIA \\ 70 X965.80 -9'BOXELDER FVI Frn ce-I \ (J°% X966.31 7'BOXELDER�. 10 MC)88 T ' L 7'BOXELDER �... �8'BOXELDER 7\ 1 1 oz I I i II I %/ 7'BOXELDER -... .-6'BOXELDER �- 0 81ELM "ELM I 9 32 (� Ali ao 964.61 f/. \ X966J12-6'BOXELDER (b .1 0 cfl = 3 \ F X / / X964.64 7ELM- � I geld Line -, Line ' / I00'(/ °' I 1 'D �26�D ER 0�O�• /\ , \966;\7BOXELDER� X965. 59 crn \-9'BOXELDER l/ 7"BOXELDER� sue\ �. U I 8'BOXELDER / ssssss I o I I C / �66' \'\ \`\ L9'ELMTRIPLET / 'IQI / \ 9 965.05 O I I 25 25 966 88 ss �6 \ ig66 10 ELMT / \ > \ �7'BOXELDER 616$ / ' �7'ELM g58.56 966.72X �� 8 / 966 62 X966.47 \ l / 7"BOXELDER � 10"ASH � - u I ' II Existing) -12ELM r House \ \ N -10 ELMTWIN I o I \ / / X966.86 � � oi0 _ 61.86X <_X� X958.41 / 2.03 X965.05 o S' S X957.28 • I I � / I / X 964.98 I � ' X966.78 Field Line / \ 96� 00\ _ 14 6249 00' 00 / I \-owl \ I >,0 g66 --Fence \ 12'BOXELDERJ Z `J rn �O X II 966.52 I 964.80X X965.20 (n 1 G: I X 965 96 ON �+ w 966.38X r, REV. NO. DATE BY DESCRIPTION DESIGNED DRAWN C. S. 0. T. J. B. CHECKED P. E. 0. / hereby certify that this survey, plan, or report was prepared by my or under my direct supervision and that I am a duly Licensed Land Surveyor unde the laws of the State of Minnesota. www.ottoassociates.com 9 West Division Street Buffalo, MN55313 TTO(763)682-4727 SSOCIATES Fax (763)682-3522 Engineers & Land Surveyors, Inc. ME]EIDE]EI ❑ R ❑ ❑ ❑ m❑ IT] ❑D❑❑❑❑ M 111111111111111111 u V l ❑ l� ❑ R Li ❑1 I ❑ ❑ R ❑ ❑R 1111 11R❑1111R1111111[[] ❑ ❑❑❑❑ 11111111 ❑❑ ❑ PROJECT NO: 2111111111111 Paul E. Otto License #40062 Date: 12-9-24 . SHEET NOO� SHEETS DATE: �� ❑ / - I o p ST ST ST ST \ 1 1 1 2 1 I / 3 \ Existing MH \ Rim=957.88 I I I 2 -Existing CB / lnv=951.71 1 =� / Rim=956.921 Surmountable- 2 3 4 5 o -12» _8" DIP Curb & Gutter ...4. �� -Existing MH Conc. j /n v= 954.76 j T.N.H. WM �o _ Rim-959.50 Benchmark: % DIP WM \ / -\ y' No Q L�Ijsbng.,;;:;;�15" RCP � E/elion=962.32 Feet cD G 5 \..._,;.�: m j 7-•--Inv=955.10 (N.A. V.D. 988) _Fence OU T� 6r-T°y Ll SS SS' ., 9 S 7 6 5 p CON T. S TO :::::: T. SAN. MH w 12 P C - _ �•�-21 'RCP CAUT/ON: OVERHEAD Conc. Side :::;;. � �;;;; .• ARK 0 ws in g O cn O _16" DIP WM-...-..-..._..._...-.. �•.. Shed ELECTRIC LINES San. MH '�•��,.�•r �1 ��° .�•' yF �� ;. y �I Lilacs P 2 :;: ;: Rim=959.80- • :-lnv=953.95 •-Fence-••`�. = 5.34 .y �'' '-..._..._. _..._Fence--..._ ML \ �v "s>>:>: oy o \ x------- ---UHL-- ---- -- --- CONNECT TO ----- -� Drainage PARK Uri r_---- -� �- - l o Existing MH `?. o Electric Transmission EXIST. 8 DIP WM I I� r& Utility o000 Oh i l 11 1 I 1 1 \ a Utilit Easement er� Easement SCALE: =6C� Rim=956.26 -�i�. Easement per Doc.::' I 0 I:_�:•� Y P I CB Q ..':": D O -FES \ l 1 1 I I 11 1 \ \ Doc. No. 634336 Inv_-945.58 0 ? : yF � I \ No. 475446 \ I I 1 - - 3 25 25 n\ - 1 I - I I 1 -- 1 I -- I »- °" - �- - - I 60 -8 V °yF �� ° %� - \ - - - - - / \ \ T -I I I I I q DIP WM I: �"\�\\ I I 1 1 I I 1 \1 y �....oy�.�oyF _FES / 2 4 5 I I \ \ \............... / \ \ \ I I _8" PVC I I 6 2 �/ I I c I I / I 2 w 0 ! h \ \\ 1 I I I SAN R I I SAN MH 1 S :::•::. :. •::. ' AG 0 / / CAUTION: \ = F :::::;. yF : ^• \ \ l RIM=961.61 I I 1 I o%PIC...-I... 1 Conc. ° F o 55 ?? : FES \ \ _ _ UNDERGROUNDI ad \ \ \ \ 1 SAN SEW,R7 % \ L--- J L-\ I: Existing w :;;:;•; .... OCS.............. / \ J J I ' / GAS LINE ON . �...... Qy - - - - - - lNV OUT (E)=� 4� I G' \/ 0 F Qo oz..._Top=953.16 \ F.. h F \ -FES l \ \ I j - - - J I 9S / �/ I I-.. House \ y I I \ W. Inv.=945.76 : ^•\\\. \ / L - I 3 \ \ / 'l /� I I j 2 I I _8" PVC I -Co c. 0 � Inv.=943.01 �"� l Mfl-'• r I y / SAN SE R Bit. Driveway :;;;• y \ 0 0 ' \ AN Mhl i / CBMH- I ..._ J / I I - I I j I Surmountable °//F s oz °yF :: \ /' ` L R/M=961.22 / I ( -2+00 v► I \ /�'q I J L : - - - - - J _... -..._ _CONNECT TO �, -Curb & Gutter \ \ l UT (E)=9 .21- - Piq �' /\� S LI_ - - - r '� ' EXIST. SAN. MH Oyu 0 0 _...�♦_ ��5� R1�3� �� _•�-..-.%.l.-..-.. yF San. MH \ s/' 6 DIP l im=956.52 Q)� -CBMH °q of Bit, ARK DRI VE001 10+46.92 o Oy 7+00 (z I 8 8" Pv + P S SS SS oyF _ \ yF I F j` \ \ \ , �'•� .-HYD. & / - 2- - 1 �' - - - 111 �' i-�� 5+0 6_I \ SS 5 Bit. Read w w �y W I o W 0 0 DRIVE w w >✓v \ � \ S � 0 \ 0 /• F \/7� yF 0+0o CB / � / / � r ' � CB- - y tiF OUTLOT Ay \ \ o \ s cv / / / w y lot SA IF MI -I / « GV - ..- Y BMX PARK ° F \ Oy oyF / R/M=960 e-6" GV_• �-- 0 F y ` •' / l C MH-1 - - -I/ ��. San. MH o o yF :� p.. \ _ 2 �'�' y :: hF F �'� :.;...: C / lNV /N ( 8.21 / �-L - _--CB_ _ - I..� - _ 1 6 DIFI' \CONNECT TO I ...-Rim=959.33 coos. Dra e & Utility ` \ INV /N 46.21 \ - I I EXIST, 6"- I _ Eoseme-rt, in its entirety 0 o/y \ ) r I \ Inv_-946.83 I 0 Y OCS-::•i UHF F l INV OU /( 948.11 / ° I / -HYD. & 6" GV I I ` I 10/P WM �. o oyF 0hF 6 GV I I 1 I 1 1 `CoB t. Driveway Existing CB I \ \ �/` °hF .1 \ \ l / l AN E R , ' 8 GV 1 I \. SANI l�l \ I 1 cY� h0 1 LEGEND Rim=955.01 _ ohF / °h'F °yF yF FES \ ` `•. \ \� l l 2 l l / �. / I I ` NVO 6%0 E=949.75 \ I S I 0 denotes Telephone Pedestal Inv=950.81 0 \ \ \ O \'�\oy l 1 1 `� / s DIP WM I I I I denotes Sign 'yF yF °c/F \ l °' I I I \ -Exist House denotes Guy Wire oy .• '• �\ '� y Oy � \ l / r` � � 't'iN I I I I � -...� "� I 9 Y W \ 0 \\ oo Foss F / / \ 2 1 1 I 1 I I \ : \. denotes Power Pole STORMWATER F `�N'��r J / y I I I :?Fence 0 denotes Light Pole ro CAUT/ON. OVERHEAD 0�/E BASIN \ �0 otiF �\ / �► / / I I I I 1 / �V W \ \ ' N I Presumed Droi age & den o tes Water Valve Conc. Walk-•.. 1 ELECTRIC LINES 0 O ,q ovo� :.� / I I 1 Existing MH \ \ yF \ oyF -FES yF \ -`�� / AN MH I 1 1 1 I 1 I `,`Utility Easement per denotes Hydrant �'.;;_ 0 0 Doc. (was not fisted in Rim=961.56-• cv I I yF tiF , I I I I denotes Outlet Control Structure \ i :.....1.: \ F %�958.22 J 1 1 Title work) Inv= 955.11 CONNECT TO \• I m :: I oyF o/yF \ 0* V OUT (NI .99 I 1 1 I I \ ...-EXIST. 12 DIP \ OUTLOT B n i e I I 11 1 Qs denotes Sanitary Manhole \ 0 -MH oy Oy 10 I I I 2 LU 1 1 3 I I OD denotes Storm Manhole �� o -12" GV HF F \ Drainage & Utility F \ 0 �o I I I I 4 5 no denotes Catch Basin gg T/y S f Dw 1 / �\ \ \ `\ 0 @ygement in its entirety \ 0 P �. \F �\ I 1 I I 1 Q denotes Catch Basin - Round ?it. Road: 7S/S S = 0+00 \ _ 1�10� / jo oyF tiF \ 0 hF , 0 I I I I I 1 SS San. M 7Yy- c o 0 cool _HYD. & / % \ j `\ yF FES-•.. ,•:• ��j(Ov O�yF 1 h'F ��__J L6" GV_----J L ---- Rim=961.83-�� iiiii:: 12» O/y h .Iny=�.J0 I j'' WM I : , w ` w �x / / / \ \ \ \ °yF St :'`` \ Q;yF ........ ...: Existing S :� ❑ Curb & Gutterl•' / '% \AP�f O/y ` O/y CBMH- yF .. \ /,\ ` \1111 Building 1�1 < �o / oo P.,F� F OtiF +�� \ /; \ ` OyF \ w denotes Water Line Conc. Walk c ti co,� f� \ ;° -CBMN� \ \ GAS denotes Gas Line Fiber Optic Box r- ST - \ A H 2 / \ ?sr o,�y �f'go. °yF \ oyF \ yF \.� A Tl OVER \� \ <> w _ _ ST 9 F C U ON: OVE EAD 0 \ SS denotes Sanitary Sewer Line Existing CB l _... ♦j 962.40 Oyu yF Rim= 959.20 ;> I (SW)=95ELECTRIC LINES F \ \ \ X ST denotes Storm Sewer Line lnv=955.68 1 CB :r.: , IN \Ou / / \\ °ter oyF\NF y :.�:� \ \ Oy X OHE denotes Overhead Electric Line I ? (SE) 25 = O I z I / 1 \ s x it G 3 X denotes Fence Line > oyF _...__._... _... oyF \\ 0 STORMWATER BASIN o - - - - - - denotes Drainage and Utility w / g �� ... / / \ / / / tiF NF \F ^h Easement / •-... ON- Oy \ Oy Fence 114H- o o a I I :z SA M y.. `i ` 1 " DIP WM SA MH / /\ \ SA MH 9 : • ++ oyF \ OyF \,\h \ NOTE 2, W a ^I;: /� R/M- 63. 7 3 / s� s _ L / \ \ / o sr °yF INFILTR�I`i�ON oy oyF \ THE LOCATIONS OF EXISTING UNDERGROUND �z I W I I INV -953.04 �: ��\ s \ \ 5- NV 3 W=951.38 \ lNv 059 SW =95 95 / Ay \ \ o \ .n BASIN UTILITIES ARE SHOWN IN AN APPROXIMATE WAY lNV OUT -9 2. , \ ' ;;\ > \ ) j .-CBMHOy` y :. yF \ \ ! a-• a, d•€ssss w •"'- l 5=951.38 ••OFF \\\\� ONLY, THE CONTRACTOR SHALL FIELD VERIFY c� Jta2 zo 55 I / -CBMH \ y s ��: UT (S -95 \ \ / \ \ \ oyF \ OyF �yF \ LOCATIONS AND ELEVATIONS OF EXISTING CN oyF: \ oyF \ UTILITIES PRIOR TO ANY CONSTRUCTION. OyF 6 --6» V \� yF F O,c� OUTLOT C F \ Oy 3 0 oz iSAN MH �-... OyF • yF r�ji age & Utility R/M=964.96 F 1 I � SANG WER T-N y X //H & / Eos tin its entirety j : \ \ °yF . INV IN ( =9 3.95-L6 GV I'ss 1 INV OUT N) 953.8 I �... ss� \ oyF CS- 0 \, 0 MH l \ R = 964.91 yF `� yF I uw ::. I 1 R/M=96 .56 -...�' i \ :•: i INV (NW 950.2� / 4s/,V / / I r \ j oyF 3 �� \ I 0 1 10 MIN N S)=95 .74 I 8" PVC \ ss \ iffy 0 E)=95q.19 „ / / I 1 0 4 1 "• I I 3 I lNV OU - 5 641 I.. SAN SEWER u ` / �8 DIP WM �/ / I I I r oyF F 0 yF m I "DIP I 4I I S" rI I o8PVC \ • \. IZ� GV -•1 10MIN / /6 yF oos o. 8DIP wM N yD U TL D T \A 6 I 1 I I \ �: � 2 1 I I � yF•• • 4-8" GV / V lN�( 9.73 1 OtiF I :•:::: I I I \ : �p ti s �12 V lNV /N (S 9 9.73 I I I I 0 I I .:•:: 4 2SAN MH 5 I Q 2 - lNV /N (lyE J 49.73 0 5 :' = 1 5 I •••-RIM 969.07 I 1 \ \ ' CB INV OUT =949.s3 yF . w I a s GV / i I 9 // / Oy / I F _ I I 3 N ,J?l = 9 9.46 O U TL O T D \ MH °o \ / o I >s> I I y '/' IN /N (W)=956.33 i t / J / I I / Inv=946.69 A T H l I I s" P c 49 = s= �� w M C L NE 6 I /N /N (E) 956.33 '_ / 1 L I SAN �,... ! O TAN)=956_23 , i CBMH _ _ SEE SHEE T 10 I o I 1 0+00 - =ceMH - - - - 'S .�' 's �o X°° - - J - - - J L _ _ J - » ' /. ./ / - . -�, OyF '� 1+0o n� n� / BMH i� 6O �'�c�MH` �. w cv� o, 1 O / /6 I 0 � 3+00.16 l l CB \ �\ :..:: W 12" DIP WM ..,\ ` \ / / / Play_ I Oy 6 I l ""':�. / \ Structure y� F REV. NO. DATE BY DESCRIPTION DESIGNED DRAWN I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT www.ottoassociates.com ME111D11 ❑ ❑ ❑❑❑ �PROJECTNO: 1 12-13-24 CSO REVISIONS PER CITY STORMWATER REVIEW C. S.O. T•J.B. WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION ❑ R ❑ ❑LM ❑ ❑ R ❑ ❑ ❑ ❑❑❑ AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER 9 West Division Street 2 ❑�❑❑❑ UNDER TH LAWS OFT STATE OF MINNESOTA. Buffalo, MN 55313 ❑ ❑❑ ❑ EE ❑ R 111111 CHECKED TTOm ❑ ❑❑ ❑ D ❑❑❑❑ (763)682-4727 C.S 0. Coro M. q-' 12-1 tto SSOCIATES Fax: (763)682-3522 M DATE: DATE: 12-13-24 LICENSE # 40433 Engineers & Land Surveyors, Inc. - " ❑ ❑ ❑ ❑ ❑❑❑ ❑ SHEET NO. ❑ OF ❑8 SHEETS E211111 ❑ I, 1 3 4 �.R/M=9 9.46 OUTLOT D MH= I "/' INV /N (W)=956.33 i t 1 T61 1 8" P C 49 INV /N E=956.33SSEE SHEET 9 1 ( ) L ¢ 1 SAN �i INV O TLN)=956.23 I- CBMH \ IQ o H ON- /..-lnv=946.69 F F\ 0 o I. . 0+00 - -CBMH - - ,O - _ _ _ J L _ _ 10 •/ ON, - as MA TCHLINE I I o nl6° l �~ w - - -� cv / / k o I: I 7 14- no nl « 2+00 rn: -CBMH / -CBMH S - I \ yF 0 3 -00.16 l LCB \ ❑ w 12" DIP WM-...\ `\ / / / Ploy-...�... ! ` oy 6 w y / Structure Al F \ = I N I N _ III I -HYD. &/ /� / -_ _ / o �\ \ \ ;s> R D " W �/ Fence-..... I> I - V - - - - - - - J 6 GV -+� - W -Fence 0 .-CB + 1.1 - - I SA MH ss w 11 x 1 o _ - - CBMH _ J I11 _ W -CB Rl=967.46 1 �y vim' �" ► �C� I - SS o � -42" RCP yF � 4 w 2 / < _ _ _ 20 - �... / INV l=953.56 o S I 1 H l V OUT W)-95 5 D \ I - - 2 3 4CB I I o L INV OUT (N) 53 f6 I I Existing MH Oy <: - - - - _ r � I 2 3 I ,� I _ I _ - Ss � � -Rim=954.26 � F F - _ SAN - \ 1 1 _ z I _ - - Inv=946.82 _ •1 I I P o :�:�: 1 9 � I � r - - _ _ - - J R/M= 967.1 r- -I _ _ _ - •� '• i .:.:. \, � �.' ' •\. 0 HYD. & SAN SE R N I - I INV /N (N) 48.41 » ` HF 7 6" GV o 8 1 - 1 - o CONNECT >s> w o 1 6 5 I :i'I-8 GV I INV OUT 48.31 AN SEWER Rl-962.56- \ �I -TO EXIST. _ 1 �- I SAN H I 6» 5 4 2 1 I I W IN W= 94 .06 o I I I () \ STORM MH Q 10 `° 1 9 H-•.. 1 t- -8 PVC S SEWE I / S N MH I I I l V OUT (SE)= 46.96 !; \• -CB H o 1 _\ \ :. w :. 1 J I l V OU I11 1 �: I-RI-968.27 I I I I I I, I 12 I 42 RCP I I I CBMH -I .: ti \ S N MH 1 - --- -:` - ----� via : L/N-----78--J I I I I 1 I R=960.55 I cn o ':'':' 1 1 0+00 I I I i<< Q °, : �' - _ _ - - - - - _ I I I I -C l V IN (NW)= 946. 5 1 11 I 1+ 00 Si 00 3+ 2.18 55---� ._8»G 3 I I I I I I I I I ---- 6 z i 12 _ - _ _" �_ _ HYD. & 1 20 19 I I 18 I 17 I �_------J N� ' I11 ;' �_ I I I _ 13 1 �, 1 8 GV - ••�- I lNV O = y 8" WM - - - - - - - -J Existing CB / 1 t� 2 3-20 8" GV 7I A# ------ I I I I I I I I I 3 I I /-Rim=952.30 1 ..'.::: : 1 A M . 4 I R/M 967.97 I I I I I I I �- In v= 947.72 o z 1 I l =9 0.4� 1 1 2 3 4 I - �/ r = 1 I I I I I► o I I 15 o I ;/ /N = j:. INV OUT (S) 956.7 1 o I I r-CB I I OtP o :: 1 ., iT- »GV 4 11 I I I I __ J L_�_J L_ _ I .+10 MIN�� Q 1 ! sA MH 7 6 5 1 1 8 7 6 5 s H 1 1 J _� - _ ,; 1 14 ❑ 69.99 1 1 `. a L Rwr-96f s5 - - - - L - _ \ o 1 I a INV CBMH I "PV ANS I? 'II s + / 'TINv --� __--� -_-I r--- _ /: r------ _ - �__6V I III j - - - - - - - _ a f I IN OUT (S)=955. I r CBMH I x P SA s wE - I I I I I 1 1 14 c-! s --- <> 1 D+DO I 1 1 I - Q 1 I 1+00 F ,� 3+00 :rn I 5 I I I I I I I I "PVC SAN SE R 1... 4; 'j -1 " DIP wM ~ 2u w I + W SS SS 3+99.72 1 I I I j 11 I I 12 I -I 1 I -36" RCP 9 0-------J ! 9 I j 10 I I I I 1--_____� 1 15 1 w 1 o W I " DIP 'mil. - - - _ _ - 1 I I - - - - 5 SCALE: 1' =60' f� 8 Dl : - I I r _ _ _ Fence tfi I I 9 SAP SEWS CBMH 111 I , -I' y I_ .._8" D/P WM 1 I I I I S N M 1 'R ;E- 6 4 I _6 I R/M=96.2 I 9 •• H f � Existing CB ... -Rim= 952.54 LEGEND 1 1 I 1 2 3' 4 1 1" 2 3 4 I , I 1 1 I :-lNV IN ( 46.72 13 I I RIM s 6� - CBMH- _ 0 1 I ❑) - I 16 lnv=947.96 P w H 1 I 1 INV Our �46. 60 1NV N (N)=944.791 0 denotes Telephone Pedestal -� 1 I \ 1 CB H I •. INV /N S=944.79 I ST -� ST 1 I I HYD.\ I (> 1 -21"RCP denotes Sign 1 GV-..._• 1r % I 1 ' r--______ 1 I » - HT- 6" ❑- I ; INV/N(W)=944.79 / w .I -CB I ; 1 , 1 8 D/P WM �,_ _ _ J - - _ _MHO•\ - I l = INV OUT .•.-36" RCP -4 denotes Guy Wire = Drainage &I _ 11 I 9 ! I W I - J 1 CBMH-•.• (E)=944.6 J I 0 I Tutilit r I 20 _ I 7 1 I L- 8" GV L-- )-._ I T Existing CB � denotes Power Pole L y I N I O U TL O T D �1 - - - _ - / l }' r ' ' 12 GV - - CONNEC ' • •::..:. •.::-:.:•:: 1�" DIP 0 T Xl T -Rim=954.87 w - _ - Easement -SAN MH N - - J Q I 1 1 I ,.,; ., . =a�' a 0 E S . j denotes Light Pole GV -►1 I , 20 R/M- 969. 57 I L ' CBMH- • _ L 1 I I 1 : , ..::• » In v= 950. 92 111 " GV<• 12 DIP WM j I o Si 11� - - _ L _ -INV OUT (N)=958.66 _ _ - - - J CBMH _ _ _ _ _ _ _ _ J I HYD & J �_ " IW IJ . l Son. MH denotes Water Valve �...- ci v •� �' I Sr- ST jSi ST = - dIN- �� -_- � Rim=95 .74 v ---1 f --- - \ ------ �o - Inv=94366 �i ° 0 U0 I' Sr ST ST - r- - I 6" GV SS SS W - % i o denotes Hydrant y2 o _ -- - - - - - - -MH I I aDralno e &� I ; : ' ` 0 111 rll SS ' 7 Conc.Idewalk o I CBMH "-Utility 1 ¢'Bn- y. / _ _ 2 ® denotes Outlet Control Structure 2 d 1 I I 1 1 1 1 Easement I ISA MH SS S '' ; / /' rSurmnfable OS denotes Sanitary Manhole t 1 1 I I I I 1 1 1 I % -CBMH CBMH-' \. �\Qz I I I I 1 1 I vl - - _ _ _ _ 8 Curb &Gutter D denotes Storm Manhole 21 22 1 1 I I I -IINv - s -� " 8" PVC_.. i / San. MH I10 denotes Catch Basin � m I 1 1 I / � � � CBMH-••• %.. ramag S�N�E-WEIR' -,�� C e - o I 1 I 1 1 1 1 I 60 I INV OUT (S)=953.2,5 k8" PV 'Utility Eosem nt I / D S x • :ssss: •:::.. . -:: � .•. �• �... Rim=958.64 w :• ::•. SE denotes Catch Basin -Round 1 2 3 4 5 1 1 1 7 1 1 8 1 I i / �S -� \\ 1D 6 3 rq E sr. Rim=9 5.81-•�. SS I REMOVE EXIST. I o I W ,1, :::?:: I I 1 1 1 I 1 1 BMH�...\ *f0' M/N / :;:.:" I / \ 10 I N S,l N. MH lnv=94 .92 w HYDRANT & CONNECT--.. I =_ I SAN wl Hro & 2 1 1 1 ;!I CB i I \ \ 5 1 �- I I Existing CB .y / W TO EXIST. 8" DIP WM l 55 I _ 6"GV 1 L1 1 8 GV `: #i8"GV •� SAN \ z I L____J 1 13� ~ I apa ST � lNV E =95 9 1 1 1 I I I _ / 1 \ Rim 9 5-4 Exis tin MH L - - - - -8" D/ yy��qp�,�� o / V / 948.16 _ L lnv=950.4 - j I j Ilr 9 _ \ + L--J--f L--J L---J LF/YD. & I i / 4 \ I -----_ RCP p 7��-- ❑ Rim=969.15 ' - -� L - - - - J \ lNV OU 948.06 r - -/� - •4� I w denotes Water Line Li' 4 / !' \ to H YD. 1 3.• I I P -I .� n in I 3 » denotes Gas Line DIP / \ \ I � I GAS \ \ I 6 GV Existing MH •j � 7 87 %H W WM W W W W W �\ \ - ►11 I I -Rim=955.40 SS denotes Sanitary Sewer Line p Bit. Road.. Ped.A I 1+00 +00 3+00 W4+00 W `� \ \ \ 8" PVC I 12 I 948 73 \..._Existing MH Y S T l V E 15"STOP / D Ramps I 5� t---SS �-- - J - . -8 DIP WM R1m=958.40 n w: '-8" GV SS SS- - SS o SS- - \ \ \ \ \ o /OL SAN SEWER I ST denotes Storm Sewer Line _ 87TH ST. NE !� \ SAN \ \ \ \ \ I y " I ' "' " I OHE denotes Overhead Electric Lin Curb & ;;::: nl ��` CB 'C \ -RiM 36 2 \ \ �- - - - - _ _ _ �' _ _ _ X denotes Fence Line \ \ \ 3 -------J -36"RCP Gutt8 er _�� _� ':.'s I ::::a _ _ :: I a /NV l �49.59 \ \ \ \ Conc. Walk-""-F8" I lNV O=949.49 \ \' I 4 - - - - - - denotes Draino e and Utilit -----�---i _ \ -CMH r---------- 9 Y 8 PVC - n Easemen t I I r ' r SAN A�1 r / ��-CBMH- - - - - ; 1 \ \ o \ \ \� I �j 60• • j SAN MH , Drainage & I I N R/=960.04 I 1 w I :::?: I 1 1 = 6' - 1 10 CB+••' p 1 1 RIM. 962.74 \\\\ Utility g J I ti : -a-IN IN (SW)=947. 3 CAUTION: OVERHEAD 1 I I INV l=952.84 1 + I �. INV IV (W)=95 \ ] L _ _ _ - I IN OUT (N)=947. 3 1 � � /• Easement �• I 1 INV E)=952.7 �-�� 10 1 �' '• � - - _ J + ::.. \•••-INV N (S)_950. \ ELECTRIC LINES I I I 1 I - '� °j . . 11 I CONNECT 1 7 I N (N)=950.4 -I f - - - - - - - I L0 M/N I ...-TO EXIST. 1 1 1 1 1 1 1 1 1 I! I 1; 1 INV OUT (E�9531 I -____ J STORM CB :::•:. I I I I I I I --J =: F- --- ��I CB-..* I I I I ! ____ ! 2 NOTE: :;;• :• I I I I �- - - - - - I I I 9 1 3 / r - - - THE LOCATIONS OF EXISTING UNDERGROUND o I I I I I I I I I 9 1 1 ZN --- 1 1 I I I 1 ;' I Fence-"J Drainage & UTILITIES ARE SHOWN IN AN APPROXIMATE WAY ---------1 - I i Y ONLY, THE CONTRACTOR SHALL FIELD VERIFY 1 1 I I 1 1 1 1 1 1 I I I 1 Q 1 I I I 1 11 1 10 I i / j: +-C MOH 1 p / 'Utility Easement 1 I 1 I I I I I 5 1 1 I I 8 I C); 1 I I I 12 I I CB - I / ,� i LOCATIONS AND ELEVATIONS OF EXISTING I 1 I I 2 I I 3 I I 4 I I 11 610 10 _ \ �1'lyp & I I 13 I » I I / / y j Existing CB UTILITIES PRIOR TO ANY CONSTRUCTION. ----- -� rn 6" V 14 1 8 PVC�', / y-Rim=955.07 1% I 1 1 1 1 SAN SEWER 1\ L i Inv=951.05 ::::•:. I I------J---J---J L - - -I L--- CBMH- 25 ¢A MH J �'�--J 55 N N RIM 964.40ci L- hVV /N (S)=953.37 L - - - - - - J L - ^J 1- _ �► 1 / IVV OUT N =953.2 J '\ N� -8" GV -I Ap �\ SAN MH BM / 1 1 p RO -� RIM=960.08 Drainage & Utility i_:i OSE W \ Ix \\r\ 25 Easement F o PRO�s mall \ i \ �- V IN (SW)=94 .18 I I 25 I 10 I a 25+ I - - i 2 + 00 w w - r \ \ \ \lN U T (NE) 948.08_�I y1 �_ , /j L25+50 3G I W �� W / - - j r - \ \ i \ \ \ (� I �9 I 1 `rt ExistingJ: N -8" GV 1 - - - -j �" DIP WM j HYO. &_) \ t 8 \ \ a'-CBMIII I House - ; j / - -I r I 1 I 6" GV I / SAN MH HYD cPL SAN MH ... I - r-6" GV r RIM=962. I I RIM=960.31 1 1 ` _ ✓--- --- �... 11 I T10' AWN INV /N (W 9 1.05 I I I I \ �- V /N 4& 72 \ I o .'' c I j l T (NE)=948.62\ a� 8 PVC SAN SEWER 1 " NV OUT ( 52.57 INV OUT 1950.95 I 11 6 I I \\ \\ \\ v I / 25 �... I j \ / I o J � + DIP WM 8 �------� 5 I ° W ------ -- 1 1 2 3 4 I I I I I j i ...-Fence 5 1 i o 1 TEMP. HYD. �D \�--r--� I 1 1 1 I j' GV I I T 4 l 0 12 010 j I I 1 1 I I �----- I I I A RA MH 1 N i I I -j L - _..._... .\ so.._.. �1 1 1 1 J L___� --- 7 I INV OUT (N)=955.0''�•_... L1-- ---J I_--- I I ".\..;Drainage & o I 60 %� x --Fence Utility EasementLU Pt 6 o • I 1 1 I I I 20+39.11 6 I �o� I LL- REV. NO. DATE BY DESCRIPTION DESIGNED DRAWN I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT www.ottoassociates.com ME]EIDE]EI ❑ ^ ❑ ❑ ❑ R R PROJECTNO: 1 12-13-24 CSO REVISIONS PER CITY STORMWATER REVIEW C.S.O. T.J.B. WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION K ❑' `❑ ❑LM � ❑' `❑ ❑ ❑��❑ AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER 9 West Division Street 2 ❑�❑❑❑ UNDER TH LAWS OFT STATE OF MINNESOTA. CHECKED TTO Buffalo, MN 55313 ❑ ❑ ❑❑ ❑ D ❑❑❑❑ ❑ ❑❑ El [1] 1111111111 (763)682-4727 C.S 0. Coro M. Schwohn tto SSOCIATES Fax (763)682-3522 M DATE: DATE: 12-13-24 LICENSE # 40433 Engineers & Land Surveyors, Inc. - " ❑ ❑ ❑ ❑ ❑❑❑ ❑ SHEET NO. ❑❑ OF ❑8 SHEETS E21112 ❑ GARAGE SIDE G GARAGE ELEV G=929.0 L/OUT - FULL BASEMENT LOOKOUT TOP OF FOUNDATION ELEV TF=929.3 WO - FULL BASEMENT WALKOUT GRADING NOTE LOW LEVEL ELEV LL=921,3 SELO - SPLIT ENTRY LOOKOUT _ p THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE I SEWO - SPLIT ENTRY WALKOUT 0 ST SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR \ 0s b� �� I LOW OPENING ELEV LO=921.3 SOG - SLAB ON GRADE 2 I I / SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING 3 0 HOUSE TYPE WO 7Rim=95788 ting MH UTILITIES BEFORE COMMENCING WORK. HE AGREES TO BE \ a'. N� FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT OUTSIDE GRADE ELEV x920.8 ❑ \ Existing CB • lnv=951.71 I BE OCCASIONED BY HIS FAILURE TO EXACTLY LOCATE AND / Rim=956.92 / PRESERVE ANY AND ALL UNDERGROUND UTILITIES. 2 �J 4 5 6 = - I Surmountable-- r - �� 0 12., _8" DIP Curb & Gutter a, Y. DIP WV WM / \ , o Np / Existing MH Conc. Rim=959.50 Benchmark: lnv=954.76 E/evotion=962.32 Feet / uo G I ya FF= 9 .03-... House Existing \... "''�` m j' .-15" RCP I ( ) N.A. V.D. 1988 2 In v= 955.10 W c° �� , 5 �� s+ 0 4-?}�"'..�. / / - I y .-Fence co W Q (n 6 �`� 5 �, cs� 958.67 tx /~ 955.78 p "' SS �' SS' U ` o X g61. 96p.", �' 0 - 958- oU %L o T y�\ rn 12 Pvc 9 \ -... 46 D 7 �`'� Xs58.81 -- SCALE: 1 "=60' ;: :. 9 -21 " RCP Con Side alk- ':} 51 �... s� :._:: :.::: -- PARK 2 0 50 50 V5J. DlP WM \ �¢oX X95 j Existing\Shed C° San. /�_::: `:>. y �` �9 Lilacs \Rim=959.80-..a6 8 \ 9S \ nv=945.34 98 -lrrv-953 95 -Fence 6, I _ -...-..._...-...-..._Fence- _...-...-...-.. -. - 9 c - - - - - - - - rn 0 - -- -- ----- ---- - - umr-`------ 5. 1ry 0 � g5$ rSF I CP Sr PARK Existing MH2_9 I I F I \ Rim=956.26 --W- y 952 / `' 1 960 c I 956.0 lnv=945.58 D F \ 950'0 J� F 9`s I sr 958 - - - X9S 52 I \ SF 95$ I I 5$' I I g I I 3 I I -- -- 30 - \ \ -- X953.39 /� - 9 - - - I ° F �- '`' 954 -- x 4 2 \ - 9_ I I I i 9 o ^� 8 g� 2 I I 960 y c o T 55 3344 ' 954 oo 9G�964.0 6 964.0 I 96 I hi cMo 962 / 3 0 I TF= 964, 3 I I TF 964 3 G= 964, 5 I - o 01 Q, ' 958.58 88� - 952 ) h rn / g5� \ G.9 g6�.3 I LL = 956.3 = 956.3 I TF= 964.8 G= 963.0 I O1 �' J to / I I % \ 3 L L= 956.8 I \ I o c� cn / g62' I I g62 I I co /// (f �g56. 3 I I LO=959.3 I LO=959.3 I I LO=959.8 I TF=963.3 I o \ / �R� C 946 i h0" V- 95g' I L/OUT I I L/OUT I L OUT I LL=960.2 I -� J I / I I I i I o 2 v� 0 I '..::': 9 / I, T I G I / LO=963.3 / a \ '`:: 12 �� '-� /y F =9 S� / O L�pU G G I SELO I I // I G=963.0 I I G=962.211: Conc 0 F I G I \ 962 / y'� / �i� i 3 TF= 962.5 0� I Pad 94 I I I HOME TYPE TABLE LOT WIDTH GRADE TYPE 42' LOTS 52' LOTS 62' LOTS TOWNHOME TOTAL SOG 6 3 0 73 82 SEL 0 0 14 22 0 36 SEWO 0 5 26 0 31 L/OUT 0 5 8 0 13 WO 0 8 12 0 20 TOTAL 6 35 68 73 182 9�---J \ / / I LL=960.2 LL=959.4 Existing \ 9$0_ h 964 I I 9 \/ / I LO=963.3 I 1 LO=962.5 I House 0,* N O 945. 952 O / '` \ - 0 I s / 6� I I I SEL 0 SEL 0 I �- ..-Co c. \ 962 I ro \/ I I I G \ 55 ocs I 33'v�i, .:;;: lnv.=943.01\ �� / �`�' a o`Ooh�O `O 962 J ro° I I C _ I- •..-Bit. Driveway --Vow- y B may. \ oy ��a��ih � // / / \ I ^� Surmountable oyF 0/yF rn I �\ `��\� .1 958- 962• 2+00 X I �\ / 9 \!I� 1 L - - - 0? - -FF= 61.71 ?Curb &Gutter oyF 9R� \��.� \ g // 1k0° 2 cD `- 3foo I L - -/ y� / S _ _ \_J �- - 962 "�c: �' k�- . . - . . I /� % . /. - Oy I 9419. \ ' 56` J g6 /-jq R -tom UI \ tx / 95$ I 957.99 F San. MH / o I 33X \ �, 9 / ° 't- 6.92 im=956.52 alb I4' �, I 9 0 `'' 4 + 2' c9 .9 0 �' of Bit. 8$ K DRll1 �00: *" 1 h 54 _ •:.:�.....:ri... i - 00 III 7+00 so 8. s" PV PAR ss ss oyF ' o X 47. 9 +00 / 964 - - - - - _ / rn ^ 5+00 960 \ 6+00 \ - t. Rood W 958- W W OUTLO A F s y 60.60 8 _ I � rn 6v ON � � •9 6, O � O 9S, •9� -1 _ � r -��96� O 5g• co --�� -_� �6`' W» � S 9+00 958.07 s� :.:::�,FI I oyF �8� 8 G ��,/�° RSV BMXZPARK - `956 �� / 92 G-- 96J / / G - p 960 \ i 1 0 \ oy^ g �" L I = LC - 964 5 / F-964 T I G- 963 / �6 \ - -I r - - - - \�._.. s.: �a San. MH 2 \ / g5 J 9S6 I TF- 3...-Rim=959.33 _ t0-9 .5 co- 561 9s�6 o 4,0 56, S Wo 9561 444 -g55 6 / 6 / - _ _ S \ 00 \ In v= 946.83 ' .149 �� V ...• \ \ ON � �/ � 95 / I � � II 1 wp`95.56 �� 6� 1 -962 I I rno .,• � 'Bit. Driveway Existing CB I 96 3,123 / / 9 - S6. / 9�y. x / a I I \ c ( �' \ `Conc. si: I 958 -0) 96 9 S�_ s / / / "� / O 9� I I 9S I .. - FF= 961. 22 Rim=955.01 �= O 559-56 �� '� "hF��r= - \ St2 ►ylD A�CESSgh� 6'/ `9�• / l I I I \ I I h '...-FF=961.22 LEGEND Inv 950.81 0 1 6 �\ -�.�� - ' S i / s / I 964 0, \ \ \ \ `327 9 O O < ` ` / / 3 ,l / O "� 1 I \• - FF= 96 .54 \ � <� � _ 988 denotes Existing Contour 1 '�£ p� �960 oy �ihs .�h oh ��1�' -'. �9 9sr 9 �. \ l ,, / �tio�, �• ^� I I I 9 F /6'S S� / / i�,°� oh h^,` $ I G 1 1 I I / c9S I so - -Exisr g mouse 1?88.6 denotes Existing Spot Elevation TRAIL O Doi" \ �� S ' I , i, of g6• o � :: 961.4� O 01 Ire- \ y V q J 9 I I G 3z •�rn "�, � rn �� 96 O � � � � -\ s58_ •96b. I Q� F � l � �v0 p G=964.5 I I �\ d' 988 denotes Proposed Contour • � j O � 6 I I TF= 964, 8 I I G= 965.7 \ P 96p yF oyF O h0 �-T�� r O �' L 2�h 1 LL=956.8 TF=966.0 I I I ;Fence 988.5 X denotes Proposed Spot Elevation O / UU.1�W-6 \ y 5g / C� I 1 LL=958.0 I o / �- \ \ /�c� �O _ 9 / I L 0= 956.8 L 0= 958.0 P 9 Conc. Walk-... a o I / / �o �1 \ WO i denotes Proposed Drainage Existing MH �" o rn - \ yF ( /�� o s� `� �yF \�\ _ /�h O / 0,5,5 I WO I9 Z.0 I [ FF=980.40 denotes Finished Floor Elevation � 3':>r < cn �, Oy 0�v Xo sr \ _ p x �. •. � I 2.3 Rim=961.56-...�0 ... N I :.: I \ F, F rO V "Y( - I I lnv=955.11 O��`96" �1 .' N \ STOVrO694iU�� PO I F ` h LL=9 9.2 denotes Telephone Pedestal o / �O BOT4 I SL=9 9.2 I I /9 \ _ �, i J 4 3 I _a denotes Sign T °� I l� = 946, 5 - �, O O \ 1 I wSEWO 0 / o \ 5\ \� \ \ \ 9S \ I 4 •n I oh denotes Guy Wire 96 96� / J H 0 g \ X 8 1 1 1 y >6 �� , 96F \ 9¢A , So\� \ \ . _ ,, I I ► S8, I 2 89 TH S ,:... �, o+oo W'jl • � � s � � �� 9 oyF �'� J 1 rn�' � � II 0h6 �h � - -� - � I\ I X9:1 I 956 1 � � denotes Power Pole S��/ss° S� = 962 1,400 '. / r�& � \�i 9S' ¢ems 9Q9 \ � � I `\ . �, 0 6 = I =11= 1� - - � -I � - - _ � denotes Light Pole I GV denotes Water Valve Bit. Road: > �g I,• 9 ��. �S �- �� I O huh 0 �` - - W �/�•� o � - I .�. � -o X.g62.91 � 56,0 > ? 9S7 � 9 � s o o�. � � � h oco 95 I � � 1 L - _ 954 I I pQ _� L--_ San. MH S �� 9 - - - R, denotes Hydrant /j� .2�� • ' _ �ti h / /\ � � � I�� O 9g� � s � I x �h= � `S4. _ - � - - - � - - - - o ti,.o y Rim=961.83-: 6 / 96 6p�- g / 9 �F 8� \� ) \ _ / h / -=�i��ii I I = - - _ - - - X957.11 denotes Outlet Control Structure _ O / ^ q 952 - h� :.�Exlsting .lny=936.30 �j6� % WM I `Xo / 0' �°� 906 6h \ \� - ¢6s ��- yF = ++` I 1 `s 950 I Buildin s denotes Sanitary Manhole 1..,96, o i o �F �, �9h 5 o -9 -III = �� / 9 y �? ,9 9 O y Curb &Gutter 0 �? 6\/ _ _ 62' T < �v00 1 5 /� yF / / p�k� ^ 'h� �� 9�? _ --946.7-948�56 ;I;'� QD denotes Storm Manhole Conc. Walk ��I \ / w \ 945- 946 • _ 9s�, nl denotes Catch Basin Fiber Optic Box °' ?.� \ sz Gx -952 Ssr I 9 Existing CB "". \°' / - - ST i� \ �F�� 90h 5 0 \ III- \ O / �� ST6RNlWATER POND #2 /� \ O !y \ \ I N III Q © denotes Catch Basin - Round ::> �F ` /0 Rim=959.20--- ;:s y I '• I � \�• �, •' � \ \.00 ti 9 � � .. I 0 =III- h��h / /� BOTTOM=942.0 / � ` \ �` � %�S \ \ � III0 X 0 denotes Deciduous Tree Inv=955.68 I z l \ 9roh6ghg / < \ 1= 1= 0 �j / /p�� NWL=946.7 / 95 \ o°`\ I IIIII denotes Coniferous Tree I' w I I 61 .8 9 .0 o \ G G o h 1• \ y - WL = 951.5 /O 6\ F =1 1 ,94 y I xYN _ sr xo �F �9 h / \ 0// g H D. \yFI denotes Soil Boring 43 d<950.2gw denotes Water Line Ooo _ GAS - denotes Gas Line 9 I -`. I l` 00�y �� \ ho 5 . 7 \ o I ` Fence ss denotes Sanitary Sewer Line '� h \, , C O "1 \ F a X I I I y rn 0 W/D£ P ND ACC£S 1.. 10' WIDE �o�o cad ti� ' \'\,0� 9 8 \ 56.8 ry �; "i of / cp \ \ ` ST denotes Storm Sewer Line 'h 0`° oo ha ^ `96, �� po h� oyF I I � \ 1 1 h0 BI T. TR lL U O �+ 6 \ \ i, g Oi `� O -� O 0 1 0 h �h 2 I.:::,: I / 3 / G , igbh� \ J�\9A / g F' I I I /N�iTR94T104V gAsny ,¢'2 yF 5 X9 OHE - denotes Overhead Electric Line 'Y o �6, \ �F .,°soh \ O O y x 9 \� / o I IiTTOMd945.2_ I X denotes Fence Line Sst- / O �( 95 ,5 \ = N55 96¢ \ / \\,00 / / S8 \ / Oh cd` 0 F I I \ os \ I oyF I - _ - - - - - - denotes Drainage and Utility :ssss> Io� 4 / / \ \ 6�0 6 / \ \ 9� O / / 82 �9� I `fl D8 Easement ,q h6-- \ \ S `l� _ \ O \ I I \ I - - - denotes BuildingSetback Line ss2.2o . > PI 1 I \ \ �F �; a;9h 7 95T� / ti ��/ o ^� 5 - \ / �h I oyF I I oyF \\�/ � S = 1 -964 9 .8 2 \ 0 / ro�O"' h "� I o O o -954 Front 25' I 49 \ Sp v�0 0 " v poi o� h ��' / Q� 960. (p l l yF . I I I I �\ v__ , 966 6 sX \.�� 61 0 \ o ° �,��, ,��, J� 5 \ - I �h I N, OUTBOT C ► �9S J / �` o�--o�iF- Side = 6 (20Row) 950.60 Reor = 25' 1 1951.0 ?\ 9 O h 10, oL I': s>s I _I I I I / I 2 ^ I �4 5 / / 9 / /� \ ,966, G\ G•,9F6\v'°�601g g°'g0°�0' / o�OfryY" / O� O Oi�°�o' ��.o a,°'�� oh �//,II .- 0 O h l 949, 9 FI--, \ST denotes Proposed osed Storm Sewer �_l yF °' o �-/ci 961.64 denotes Proposed Catch Basin o `o °0 SF denotes Pre -construction Siltg5 F�N 3 X\ oN \ �X943.20 Fence o w I ON, o I ::..: I 1 I / �o �o h h / / / TUR \ \ 1 i, ��,- o \ l III ohrx d o% o Xs I " I 1 6' / / �o �o �o �/ I E TR `-_ _- `dF h o y yF 3 _ m I� I I\ \ I// r �i ti� `°J 0 / I i 9 �1 - S� \9 >\.9�\o h w I 968 9 \ `j; o�1 96 / / I I I s8 I . _ -I 9� S� 4 / ,uTLor /a ou- • _•_:": i I IIII I/ II �\, :•:•;.: I I /,EIII I1 . 1I I `p7� oo9-+^ooc� 9 1 3z S o+o+ 1 �;411,9 6 V'A_TE1 64I� OO III �R-O-AD} I \\ °� i\ X. o•.o . 9 \ �81 �, I , = 6W/II Nr 1 10 I8 68 5 95g 5362.49 I 1 I 95 _�5 o 65.66 / TF=969.1 F9677 G=966.X/ Ln L0= 1.1 LL=961.1 968,b 8 G=965.7 py g6 � � WO LL=960.0 L7TF=966.0 G L0=961.1 L=959,1UT/OT D\ LO=959.1 8 L 0= 958.0LL=958.I II -\\ In\ov =y\F9\ 46 °' WOG --UA T HLVEG 9so L G-241 SEE SHEET 12 94 1.\7'9-� 87 1+0X' 966 - +00 3+00.16/ 964 �Qest u6`�F �. jFF4\--PR \ , REV. NO. DATE BY DESCRIPTION DESIGNED DRAWN I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT www.ottoassociates.com MEDD[j ❑ ❑ 1 \ ❑ ❑ ❑ pp PROJECT NO: 1 12-13-24 CSO REVISIONS PER CITY STORM WA TER REVIEW C.S.O. T.J.B. WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION ❑R❑❑LLYI ❑ ❑R❑ ❑ R❑D❑ ❑ AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER 9 West Division Street 2 ❑�❑❑❑ UNDER THE LAWS OF THE STATE OF MINNESOTA. Buffalo, MN 55313 ❑ ❑❑ ❑ ❑ ❑ R [I [I ❑ CHECKED TTO m ❑ ❑❑ ❑ D ❑❑❑❑ (763)682-4727 C.S.O. Coro M. Schwohn Otto SSOCFax: (763)682-3522 M 111111111111111111 EM ElSHEET NO. LIE] OF ❑❑ SHEETS DATE: � �rs, ❑ DATE: 12-13-24 LICENSE # 40433 Engineers &Land Surveyors, Inc. co - u 65.66 v---�0/,1 TF_ U=yoi 7 \ X95.10 I I U h 11 -969.1 TF= 968. G= 966.8 \0 rn I/II v o J LO=961. G=965,7 \ ::... d WO LL = 961.1 L _ TF= 967,1 TF- 1 Q \ yF I I G 96 3 c� In :•: co G I L 0= 961.1 L - 960 0 LL = 959 1 - 966, 0 \ \ 03 o^ 4 U7L07 D > 6 to 9 9( L0=961. LL=958.0 I I I. rn °j O 4 i' st ,: /O I 66 4 1 I G WO II ° I W -959.1 LO=958.0 �.c��9� 956,8 j / / �+ /••.-lnv=94 // ...... n I I o Ii o G l O sYF 9Q F SEE SHEET / / I C1 O I I ca G WO / !� .96. • O / /� I I I \ 2. G- -4 Xa o 2t71,18 00 941.7� MA TCHLINE I <> I I o 65 III ' X'- I 7 6.8, Ito 69 n ❑ Ot00 g� 2�00 ° l Play PR VATE RO 3+00.16/ 964 < /' / y I \ 9Q6\ - 6 I va AD III I \ O :•'.,.:. / r cture - ... •?yF - 944 I a) 8 I - 970 - - - : 9 ° -�- _ H S T_R Sp, - a EET E Fe ce-.. _ 00 ' o �� 9s� \ 'Fence - ....... I 2 3 o I _ 4 I 1 2 3 0 � 1 I 9_68 \ n9 ....... _ Existl MH G= 9 0, 9 G= 969. I g`5 - I G 1 _ - - _ - - 96 x `96' ---Rim=954.26 TF= I- - _ f0 _ - - ❑ 2 963.79 I 6 r 6 ;.. - - - oo I lnv=946.82 / i o SOc H 969. I __ 9 T ;96g? I G SCALE: 1"=60' 7 Iif °/ I I O I o I 8 7 6 I I I I I 96g 5 I G= 968.7 G_ c I , o I 5 6 5 4 1 I Oi 0j (0� 2 662 -966 4 TF_g G=968.0 G= LEGEND I t0 1 `O Doi otOi I I - 966 4 I - 69.0 I I TF= g 0 u� I I rn rn O I S�c-S,0 LL_96, 683 TF_967..3 I G 965.5 11 I �o e 1 I I ` denotes Existing Contour �� ^ I I I C� �j 0 9 .4 I I I L O_ LL = 965.2 I TF= 965.8 N d n 5 -42" P g w rn I I - III I ,, y` S 965.9 I LO- LL-964.2 _ O I �i �n 9 I I I s EWO I I 65.2 LO=964,2 I LL-962.7 9 ZY I rn o, o I- $ 98c- denotes Existing Spot Elevation I:>:•: o ::I - -- ----� L1---- -I-J S £N96. I L0= I n n n0 I cn h O 70 SEWO 962.7 I n 0 2 9 91 o 12 \ 988 denotes Proposed Contour '•: X. I I 11 0+00 �E,f% 0D _ 2+00 rn r T - - - ry - - -I I I 96s I. 6� I SEWO 1'I I 988.5 970 g1 1 I - 3t 1 o �' o o ^ �2 6, I '� I I 631 I 4 :; - - _ J / X denotes Proposed Spot Elevation R�VA�- AL + o � corn g66 � I I I 964 q � ,I o f - - ( i denotes Proposed Drainage 970 3 co I '\ 6 -+ N 1 I960.16 6 �b - - - - - ,I n I I I ) X961 I I - 9' - g60 a I o "� 1 '� FF=980.40 denotes Finished Floor Elevation l 12 - _ _ 3+82.18 , o W 3� 6 .►20 17 I _ - J I � h N - 965.22 .:' O W III o �o rn o, rn a denotes Telephone Pedestal z� I oho------L� 2 I 1 I I -962- I 1 '�----- 58 p �l �� 13 I \ Existing CB 2 3 X� 2 j= ---- - 1 964 I� I co Lo O O I % .-Rim=952.30 11 1 2 �, )- -I I I I I I.^ o j lnv-947.72 / denotes Sign g70 G=9 1.o I 3 4 I _ 0 o�N _ I I o0 15 � - - J I / � denotes Guy Wire I G=9 9.a I o 0,0 61 I I I 81 1 e rn rn rn I I I I TF= 1, 3 TF= 70.1 I I I rn rn 0 9 i I I - -I F I h90 °' I) ), I) ° f - - �\ j 1P denotes Power Pole o sOG yr rn,i ,I I,� I I - -2 $ J L o��oy I o, I� o �� 9 I cn S� denotes Li ht Pole a� 1�1 8 7 6 I Q I c��vi 4 I -1 1- - 96 L----J �g5g -� - J h �, 6 / n g r l I o I 1 sb 8 5 I L _ J - - - J ``� h1' I �' � e � � 9h �� GV denotes Water Valve 1-0 - - w a I 1 I 966. 16 I 1 I oo - - - - J L - - 9 - - 1� 00 - - - - ;: - �i - I oT rn vT n den o f es Hydrant of I I I "' - - L "1. I denotes Outlet Control Structure 2 0+ oo - - - _ _ _ _ $' v o ry e - - I- rn N N - >> IIj 9 cO10 to to o`O, 65. -� I- I I o; 14 c - ,9 \ QS denotes Sanitary Manhole I... 10 DE ^ I I ► ornrn o I F- I I 9.7 SLOo, co I I :: I eir. - 1+00 2+00 I� "" o W I I I I rn rn °' p o I I _ sRdenotes Storm o ' 3+00 - I 5 d I g J o W ► I o o gh j -3s RCP O denotes Catch Basinole 966.81 !s rn I , n o ^ 70.L5 i �- �� + -� _ v c� ,, cn co 1 I I I I- n I n O O N co 6 9 ::� ► 3 96s - Ig62S I 10 ' I 11 �1 f L------ I 5� I 1 I I I - 3+99.72 I g62 1 I 96 I I - J I O vi rn I \-Fence 954.69 Q denotes Catch Basin - Round r# - - - Inl f 9 I g62 I ,964.2 I I - - L 5 ❑ denotes Deciduous Tree 4 = I cd °p 1 a 64I I I I G=965.0 I TF= 4,5 -I - - 1.4 I I °p - Existing CB denotes Coniferous Tree � 4 rn TF= 71.3 = I o`Oi °o' °� I 1 -965.3 9 9 TF= 6' 8 I a T1.- 63• I G=966.0 TF- LL- p n o I OG / I I -Ir 964-1 961.4 I I o co h o 13 -Rim=952.54 OG O ti N �- F=966.3 LL= 962.2 L0= 0 O I ,� o rn rn �... Inv=947.96 Boring 3 N I C - =963.2 �0= SEW I I II n n o o ^ 4 - - W denotes Wateenotes Soil Line 4 - LL � W I h I I 1 � 3 4 I � - - - L L G-967.0 I LO=g63.2 SEWO G Ig c� � � � cn o � O � 4 S3 I r ----- I TF=967,3 ,g5 9g -21" RCP GAS denotes Gas Line 7t67.99 I O o "? I LL=964.2 SE - - - - 960 - _I \I O O ~ J ti X 9 �J6j RCP SS denotes Sanitary Sewer Line \ :s �V I 970 - - - o� o 8 L 0= 964.2 G N _ I �' I OUTLOT D '' 968 I rn °' g I SEWO L - -964 ^� Existing C8 ST denotes Storm Sewer Line 967.49........ a� N 966 „ II a c� I J 9� / 0' -Rim=954.87 _ I % I o o G r I h j OHE denotes Overhead Electric Line --- 1 968 6 g64 I L-o�� 7 I �� III. 5�� lnv=950.92 I o 1 St - _- 96_ - 11+ 0 1 J 9 / San. MH X denotes Fence _ e ce Line -...-Rim= 95 .74 T = - - -' _f0+� - -�I -�_O I �0 9� 12+ SoX ❑T i - - - - - - denotes Drainage and Utility L.� _ - ST ST T - - r �3.2fl - i - - - - g66 X- -►- _ �_ n - 55,71 Inv=943.66 9 Y .: I g-680F 968 9� - - -- 964 OO O c� ,� 0D ro A/ g� IIM III 58.40 I p�ha of Bi . -� / .fls / �...-Cana ldewalk - - Eosemen t o `� `� Z ``` I E rE0 "e e 8 13 �6� 9 6 % denotes BuildingSetback Line v, W 2 I ::;; - I I 1 964 I + I �o rn 96 ��` 1 0 9� / p Surm un table _ . 96 9 5.5 1 5• 0 I `"`� I rn " O O I—, J EOF ^ s 8' , a. j %:lCurb & Gutter Fron t = 25' v a I I' G=970.5 96 96 g65 c� ,,i 964 - - 21 22 G=969.7 - 6 I I G=965.5 G=965.3 I , - - 5_ 9 _San. MH Side = 6' (20' ROW) o m I TF= 9 70.8 TF= 970. o G- 968.E G= 67, 5 G= 966.7 G= 965.7 TF= _ I I 00 64. 8 9 o I 1 / Rim = - 58. 64 = ' o LL = 967.7 _ TF= 968.9 _ `� I °P 965.8 TF= 965.5 1 60 s $x er e 5 D Rear 25 LL - 966.9 T -967.8 TF= 7 - V• 96 ih� � � o - 96 .0 TF= 966. D � = rn I a, ::::?. I I LO=970.8 I L0=970.0 LL=965,8 LL=964.7 LL=963.9 = LL=962.7 LL=962.4 I I i 966 ' G I �o �; h �o V {� �_... �O I Ri =9 5. o �, LL 962.9 L0=965.8 1 L0=965.5 / i 0 2,2 o, o, rn O / 60 �i o / g59' ST denotes Proposed Storm Sewer SEL0 SEL0 LO=968.9 LO=967.8 LO=967.0 L0=966.0 1 I SEL0 I I i X -965 9 ) U If h �. I\ "�h� 94 92 1 - I G G SELO SELO SELO SEL I SE% \ \ GF-g65 3 h V o 4, I \ N `� �v� g \ 959 2 In denotes Proposed Catch Basin 1 I 2 G 3i G 4 G 5 I 6 I I 7�,� I 8 I 96¢. ' 'C`�` G 610 \\ T g62.2 A '' G G 6 ' G V Q� G�9 1.3 LL _ 53 I g�' o \ i -� 1 c„ I SF denotes Pre -construction Silt iJ \ -g6 4.2 LO_96 rn O / Fence Existing MH _.. L - - - 970. L _ 968 _ :`: 00 / G \ tF 6 L I o - - - - - _ x \ -g A.2 \ SEWO I RC L D 7��--i ....... ...... ....... ...... Rim=969.15 6, 1 I 966 L - - 964 - _ o - 1 ^ 5 \ L 0,96 1 0-...-... O /J j -+ 0 1. \ L 0 96 ' 8 I 9 F ^ ►� o f _ 959.24S 1. l V E 9 :::.:::. .. .::. .....::::...: ;:. .•:: .:.. ,.:;.�•. � e � .9 688 8 DIP :..,...,,. _ '�96 63.E C' c4 O N �` 966 G F 6t41 \ 5 I� to Z 7 A O p Exist ng MH I MAX" ( '9 A 65.03 \ b 2.2 of o, o� oT O I j "i ",� 91 I _ \...- Im=955.40 87TH W _ 2+00 0 6 0 G \ �� 6 9 p N`� oco g? n \.•._Existin MH Bit. Road. o ed. I 1+00 rn ST NE 15" RCP./ cO ��amPs I �- I - ---H- - _ 3 00 4+00 5 I00 I 9 \ Rim= 40 _ 0 \ 4 v O 4, �o o� I �In v= 94& 73 g ST D 6 0 � I � SB �- - I - � i � � / � '� 61 ' 3 \ �5��0 \ \ \ I g�0 0 O � ., v � O � � '.;' I � � � �, � 12 � 958 Curb & °� 0 00 0' o= 7TH T. NE 62 \ \ G'gg616 4.? \ 1 j0 \ \ , �. I X959.17 ..:; 9g:9 9 �^ ul 9 �� 6� ' / \ tF',g6A'Sg \ \ \ - - - - - I 1 -36" RCP Gutters 1 �j I N 9 1466.38 L J \ Conc. Walk 69?6g 6 I I 970_ 968 - 964 _ \ UO' 0 \ \ � a ^ to ►� O -' o I- - - cn I 9 g o I- - F- r - - - 968 - - 966 -I - - - �- - - - I o / \ \ SEV� 64. o \ \ �O� o �o h 8 �' N j' `n U) Fiber " o® a� I 65.41 OF - 60 to 1 \ \ 2 \ \� ' ci, 2 0� o) % o) O �o I 1,0/ c�( I °' Optic Box '" i o Lri �i "� 1 O� u n u n , I O N 1 I G To G �G G G G I 964 0 co �o o W II o 1 15" RCP-::::;::;: + I rn rn O 96 1 \ \ /\ U h -4-4 cn oo N e �� 5g' ( 1 \ X958.68 2 `� I 3:: I I '6 I I I I I I 1 I H u i 6 - `oq u I \ Existing CB ss>> % \� I o I I o I I "� "� I "� O �' II c� c� O \� - 62 II 0 I Rim=967.41 ss I I o o I . o0 0o r; e I ,d o o �o co aT 7 - - -I f - - - cv Do 1 I I �o co I co `0 6 .8 01 o,°� rnrn crnn�ov��" I h 64 0 Ilu I °' °'n Ilno l l IInII 9 3 I porno o I _ __°�' -1 n u n n o �O ----- 9 - '� r 12 1 I 96'81 _ I I h� I I \- 0 2 u o O�� -zi Il�o I I �� I I I I s2.7� o I ss>s>s I I I I I 6 F 964 - 5� '/ A S A' I G= 964.0 J I TF 9963 8 I p O 4 p 0 I f I� C9 O Fen c J I 1 1 I o 'i 96 TF= 964.3 / I' V O W tp �` 9 A I / GARAGE SIDE G 0 g I I II IU ao \ I G= 964, 3 I L L= 961. 2 I L L= 960. 7 I •� In j oT I co h h g� 1/ I 1 ' 9• 1 $ $ $ $ g �o rn 8 G=965.0 TF=964.6 LO=963.8 0 of o� o> GARAGE ELEV G=929.0 L OUT - FULL BASEMENT LOOKOUT 55 g6 6$' I 161 ' 6' I 5 64. o, rn rn �„ I / oz • 33 1 9 g I N to • I c= 965.5 1 1 TF= 965.3 LL = 961, 5 I L 0= 964, 3/ SEL O 1 962 ::' I ISO /1 j I '- TOP OF FOUNDA TION ELEV TF= 929.3 WO - FULL BASEMENT WALKOUT I I I 1 1 964 w ti �„ o 0 o TF=965.8 SELO / v v Existin CB LOW LEVEL ELEV LL=921.3 SELO -SPLIT ENTRY LOOKOUT LL = 962.2 L 0= 964.E 5� g / _• I 1 I 2 3 5 �D 0 �o I LL=962.7 I I I G i�, 9 F \ ---RIm=955.07 SEWO - SPLIT ENTRY WALKOUT 1 °' `'� ' I I I 6 964 + LO=965 3 SELO I - EA LOW OPENING ELEV L0=921.3 SOG -SLAB ON GRADE 96 `6 I I c° I I 968 1 ro I LO=965.8 I I SELO X964 I G I- �•� � _ !p Inv= 951.05 a - eld Line- L - - - - I' ; o I SEL I I G I- - 962- J ® ° SC ' \ HOUSE TYPE Wo 1 _ o I 14 13 9s --- :. 966 964 962 O 9 96 5£ ; G G 964 - J L - - - - 96 27 \ \ ✓ 8\ OUTSIDE CRADE ELEV x920.8 o co crnn L - - L - toy' 10 I I g �D v o t" o -- -- 964 _ h Ib ......... . .......... rn I J - �,4+-o 1 R ......... . / h� .. E �I 6 6 �o��;;I OPTS 22+00 62. \ .;',�0 1 I 50• rn 96 6 nun co 0 9 4� 965.05 I 6.88 9 I O e co co �1 O I I- I -� +0 \ �� y I 958.56 a I 966.72X 966% rn w 25 .30 '' o .4%25t00 j �1 96L, 24t00 23 - - - - \ \ N �7 h I 4 30. 32' OR 36 ACE 10 F 9 I I I Existing_: cn rn _ - - 962 1 G 3 0 960 � / I . I cCURB & G� D „►* House I - r G \ G'g66:5- 2• ' o= s. 4.00X I j 964 _ - r G I G=963.4 1 tF'9 60,2 \ \ / I yy z 0mo h-FF=966.95 O li p �I I- - 966 r- - - - -964 3, 7 LL-g 0.2 D� I .:+ a• TDPsoN sEEo. 'I ,o `O I �� F - G 1 I G=964.0 I I TF=96 0�96 �' I ai I c �/ c T /� / X966.86 co `O rn �11 960. 0 \ Qjh I X958.41 E NNLK. AND MULCH OR Soo m �� ' L /� L l O l V $ O1 �a �' o rn I G I I TF= 96061.8 LL = C SEEN \ 1 I O T C IM ,II• SAM EE V . c G (; G=964,2I p=960 \ / / �a a• C� m e a�sE x > >/z TYPE ax0 ertuYwus wE*ANIC COURSE 55 33 9 w N w c� o I I TF= 964, 5 I 1 L L= 9 1 rb T1 PMAL TAac Cou INDOT T39T 8 - =L64_ -961,2 I o x G= 966.5 G- 965.7 G- 965.3 I TF= 966, 8 TLCO = 965.0 L 0= 964.5 I I SEWO I 7 �\ I °/h s 956 v 6CI 33 / I / - CLASS ~E i10D1F1� TF= 966.0 TF= 965.6 I LL=963.7 LL=962.9 LL=962.5 =961,9 I 60• l :•-Fence 5 L 0= 966.8 = 965.0 SEL O I I 958 \ / O SELECT ORATAAAR BORROW (s•- R• SEWO CURB) I SEL O �0=� 66. 0 L 0= 965.6 EL O I 1 I 60' I I I 9 56 I S�'76, / X957.28 s ,A�.AUw SawNN AND coYPACT Suecw�oE Ica I O b cp I O I SEL I by 6 11_ 958 '+ TYPICAL SECTION Thlcble�adslerminod I +� I I �� h _ /t,�- J I \� by dead I / I 0, w N w O I 60 - 6 -I �6. 12. -I g - - g60 - URBAN RESIDENTIAL - J L - �- 962 960 � 962 �- I \cii� m RCus OF SDo ro BE PLACED DEHRLD cure ANC soEwr N/tRA� aronew approved by � 7 / L - - - - J ° L - - - 964 - ® THE USE AND THICKNESS OF SELECT ORANUAR ❑❑ m ❑m❑ ❑ ❑❑d ❑ I - BMROW IS SkSEC CN EXSTwc SOIL CowmCRS / I X AS DETERY NED 8r THE CRY ENOWER. ❑M❑ ❑❑� mTM h� 60 66 - Fence \ \ 6, © E GIN ER, ATED PVC PIPE WTM FABRIC INSfNl '� STREE' VAOM TO BE DETERMINED BV THE CRY rnCP � 9 96�\ \ \ i sueceADDoRASDIREEC DIRARE ECTED THE EMG ERER. THE ra�DwAr GRADING NOTE I : 20+39.11 I I 966.52 �� 964.80' X965.20 a� Typical Street THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN X I�, 6 I I APPROXIMATE WAY ONLY, THE CONTRACTOR SHALL DETERMINE THE 966.38X 965 9$ � `mil �� D� Pate I.�'brary Residential (Mlw) EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK. L Q CKV Of Momficae Date• Plate No HE AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES. 0- 'J; Ro _. _ 5002 REV. NO. DATE BY DESCRIPTION DESIGNED DRAWN C.S.O. T.J.B. CHECKED C.S.O. I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. www.ottoassociates.com 9 West Division Street Buffalo, MN 55313 TTOm (763)682-4727 SSOCIATES Fax: (763)682-3522 Engineers & Land Surveyors, Inc. 1'1 ME]EIDE]EI ❑ 1 \ ❑ ❑ ❑ ❑ ❑❑ ❑ D ❑❑❑❑ � M 111111111111111111 EM 11 qq ❑❑ ❑IJYI R❑ ❑R❑ ❑ R❑D❑ ❑ ❑ ❑❑ ❑ 1110 11111111 PROJECT NO: 2 ❑❑❑❑❑ 1 12-13-24 CSO REVISIONS PER CITY STORYWATER REVIEW Coro M. Schwohn Otto DATE: 12-13-24 LICENSE # 40433 SHEET NO. :12 OF L-8 SHEETS DATE: 12T [2❑ 0 D ST - S' 2 MH -Existing g \ 6' r'rn Rim=95788 Inv=951.71 Existing CB V) ZRim=956.92 Surmountable TR xi im In v= jz r 2 '3 4 .0 Q0 8" DIP Curb & Gutte Y. Existing MH Qn �n 12" M -1 9 WM Conc.--\ (D F-11' .._"'_Rim=959.50 Benchmark: DIP WM Cna (.n Inv=954.76 T.N.H. FF=959.0J---._� Existing RCP Elevation=962.J2 Feet ..-15 R House (N.A.V.D. 1988) �-----Inv=955. 10 W 958.67 1""-Fence -X955.78 D lb - SS 9 7 O.A.6 ou 96 . . . . . ...... > 958 . . . . . . . . . . . 12" PVC 95881 0& C' RCP 'IX Con SfdAalk CL .51 19S.5c 9 1 C I �_ - X_ a 8 5 �> X 50 X957-03 Existing San. VH__ L#acs-... C Cn -16" DIP ;M X Shed Qn 00 0 1 Rim=959.80.I�' PA RK 2 6C i25,� 5J. 78 n v956 --- 945. J4 _1MV___95J9_5_ .-Fence- -Fen V Z: ...... _ � �_O_ --- \ N °'X 11 U Uri 2 958 Sf -rLr-- F PARK Existing MH *"5 9F 0'Q 1�1�1 Q.011 .810ROLL INLET-....,- 958.." 13 1 _L 4 1 1 I'll 11 Rim=956.26 -w ON, . ..... .0 -952 960 01 1 -1 (.3\ (056.0 : " zir r 1 95 A Im-945.58 D PRO TEC 7 0 _'_)z -958 SCALE: 1"=60' g50-u .52 c> moo_X\ 95J. ig A01 Q) 960 F 0* _y 4 Q) x 954.2 0 G=964.0 (:j wj 4 r "I G=964.5 9 8 X958.58 - -1 -----.v -. , 96,4.0 TF= 3 88 ,952 q) 11 3 TF=964.8 G= 963. 0 LL=956.3 i < L0=959.Jf- LO=959.3 LL=950.8 V) -9DI. 5'Z (OD 'rj / ___� T -I LO=959.8 LL=960.2 Q) 2 LIOU T LIOU r I LIOU T LO=96J.J Q) 72 N1,1 >&=zo Z :5-. 00!�Q jj I G G i 'Tz� i G=962.2 Conc. 'kit _=9 SELO 1 IJ -4 J 902 .3 TF=962.5 Pad LG LL=959.4 \Zjh� Exis tin g 1"k 964 LO=96J.J I LO=962.5 /'House J L ILL = 960.2 1'6 e,5 -co V) SEL 0 SEL 0 952 -!=--962 G -Bit. Driveway ovF W. (�>' - G 1c. __962 55 O;F Inv=943.01 ... . ... ....M Surmountable L 6i Rf 2+00 X . ...... + L Curb & Gutter _L CL. HIZ>, A0 FF= 61.71 ON, 0* _!?AP '�q 1,. .00 _j 962-__)J - - -- - -- 6.P 'P_ 00 `�'' �_ 3 1&3 PA 0* Son MH 9 Jjx 9 )(957-99 '4 VE iio-t-46.92 6.52 rn.L0 LO 954 47+00 'IV PARK D 00 Ss (3) 1 % +00 - 7 I-N W + I v1958- SS W - W 47.,p .60 OU' L O/T 9/-/,, X� -7 +00 ,--8.07 0 946 . .. . .. 6 41 RK >6, San. MH 0/_/' C3 BMX4PA 2 1'9'�) 0 R Inv=946 .81 Q .149 V 960, COO ,• -_Bit. Driveway LEGEND C 6 Conc. _03 SF denotes Pre -construction Silt Existing CB X C6 (b �61) 955 1 -FF=961.22 Fence Rim = 955. 0 1 WD �CESS� '----FF=961.22 denotes Post -construction Silt Inv=950.81 '-,-CL. N 3 T964 -------- FF 96 54 Fence 96 RIP ON- 962• 010 -Exist 9 House denotes In -street Inlet a Ex I G BI T. TRAIL 961-47�<,, R6 J IS - -- o 10 9 960, G=964.5 I 96 TF= Protection o�' G=965.7 960 LL=956.8 TF= 966. 0 ON 2 LL=958.0 Fence denotes Green Area Inlet L0=956.8 0,4/ �Q L O= 958. 0 Conc. Walk-.. N. (no, wo Protection 11 WO Ci 2.0 Existing MH "Z ovy'k. I I • RJm=--961.56---- _a. 191�� X�p denotes Cot. 25 Erosion ?.2 S 55.0 956.12 2 Control Blonket RAP B s - U_ \4 946.5 In v-- 955. 11 P0 942. O�VT!4� 4 3 4 HIM - .4 I S i �� 2 C�oyF I Ayqb jp Ld 1-400 . -, r- 56 W Bit ROGdl- 89 TH 51 IVE '95 Son. M; X Rim=961.8J-/'1 I I lzm� 117-11 1E1 I F:.::l I I X957.1 13 Inv= J6.JO '6A' WM C! P. ro - "3 V) :.,Existing Building "/-00 Curb & Gutteri. 5-\\/ %M <9 4 5 < Walk III119 CL. Fiber Optic Box-.-- -1 - 0 'Z-11,52 (0 RIPRAF 3r S�' Existing CB S 'A TER POND #2 -0cr2c, 4- X 9-5 ><'Q'50 6 *42 Rim=959.20 0 In v= 955. NWL=94 0 'C�X INSTALL & Ld .8 HWL=951.5 X ROCK X" 9 r� MAINTAIN --U.43 & I 5 X9 CONSTRUCtION 0) �a V EN TRANCE 0o `-Fence \o?, \6 5 �7� DE P A . ...... 10' WIDE 4-CL. ffl-- = I \ \ 'b'b ?ND �NA 2 BI T. A, 14L T07y BASIN #2 QA 6�_)' V, 41 95V5 J01, -1 / \ \/ X_ /I - -7. EQ TTC 95 55 �X 96 ;\ sz .(0 00-- 4 J_ 6, 'NA00 0 4, qJ �D- )y 96 ovy" i r, roiO�� -I-_= _--- --_-_ -__ -___ _- - \ I _ =-_ __ _-__--___- ---- yF vT z--954 =-9 96 I ?'^> N1= I II rn I I -- 964 9 4 a O /1 2 :.. UUT�PT C 966 J 0/&Ylc- X 0 ... � o/o / /� 9 8po ��,o 1` / � 1=I II --__ -_-_- ---_ - --- _- _ - -_ -- - - --_�_-----_ _�_ ��-_ _ _ °� 95060& 1.0 ?� �46 5 < 94.9, J 110 ?61.64 .9. C' \\0NF \'V 04 �X943.20 4 958 X942. 06 0 1 6 °g90' �/ /��0 00 O��h oh`rr Orr oh a`�, '� /g5 . / Y QR 916 nZab C�b (0 D' 4) 3 4 9 TL 0 __ 7 6 6 1 0.: / �... � I - "?^��, \/ g60• 960 I I � �I I �----_--- _- __-__ �3�d �2 / � _- F7, I S o < � 2 \ \ UV+ CK3 �I;v q6O- 5; 9f (0 � �0 ON'- 968 (3 G 962.49 2 09.1 G= 968. a 4 G=962. 5 65.66 z�,96 1. 1 TF= 969. 1 G= 966. 8 X41 0 yF 1 '0--961. 1 <5 wo LL=961.1 TF= 968. TF=961.1 G=965.7 966 LO=961.1 LL=960 0 TF= 966. 0 %_1 JT�OT D > LO=96q.0 LL=959,1 LL=958.0 IWO L O= 958. 0 956.6 -Inv--94q,69 wo 7 96(3 A/ 1�7 - - - - - MA TCHL INE G zj� X 941.77_ _SEE SHEET ' 1-4 L L N_ 966-- - 87 0+00 Xg 1+0 g6. RIP 964 PR -3+00.161 -944 60 St cfure 0-'f REV. NO. DATE BY DESCRIPTION DESIGNED DRAWN I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT www.ottoassociates.com PROJECT NO: 1 112-1.3-241 CSO I REVISIONS PER CITY STORMWATER REVIEW C. S. n T. J.B. WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION M r-i F-i D F-i n 1-1 R 1-1 F-1 F-1 El R 11 11EM 111] 11 R 11 ❑11 R 1111111] 11 AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER 9 West Division Street CHECKED UNDER T LA OFT STATE OF MINNESOTA. Buffalo, MN 55313 LO 11 EEI [I D [11[11 El E 11 [IR 11111111] 11 [1] 11 RE] 1111 2 []Ell[][][] TTO (763)682-4727 C.S.O. CUIU M. Schwohn 12-9-24 SSOCIATES Fax.- (763)682-3522 M Ll 1111 [E] 11111111 EAA 11 DATE: DATE: LICENSE # 40433 Engineers 8 Land Surveyors, Inc. SHEET NO. 1111 OF :18 SHEETS 1:2 111112 11 Tr Q) 6= 966- -3 X951. 10 0 961.1 LL:996691.1 M T7=96 � G=965.7 Wo Tf'=9671 0 LL=959.1 G 3 UT�OT D 6A- 4 WO L il 0 LL=958.0 4 66 LL= TF= 966. 0 WO L O= 959. 1 L il 958. 0 5.8 In 194 . . . . . . . . . . Wo SEE SHEE T 1 WO 96 9 . . . . . . . . ...... �00 0 /Y X 9,41. 77 966 -M A' -TC H, L -/ ` - I ...► NE L +00 964' pj FIR J+00. 161a. St ct re -944_= 11 f') \So, '20 0- cl 4 rn - - nr 0 1 1+00 ►- S < o� 8 Fence 5 42" RCP 9 4 Existing MH &5 co .9 -Rim=954.26 U) U=Yil C • In l 9 4 6. 82 X 963.79 9 1; TF=969.9 -969 SOG cn f - l ❑ 6 --969.5 Gzr968.7 G G im (Z 7 7 8 44-- 1 5 1 6 5 14 m96 4il 968. 0 il 0 Ln 1 9664 co f L p oil 1<9 481 1 1:14 'i C) 9 /p/Cp Ll F - - - .......... 11 2+100 1-2 1 .91 _L11 -P70 to to 6 96 CN f 0.16 )X9r61 SCALE: 1"=60' 12 17 9 d - G 65.22 0 tz -CF 13 Existing CB 2Nb 'I 1 -962 Rim=952.JO 8 LEGEND In v=947 ...... ..... 0 '.0 Q, I $ denotes Pre- construction Silt SF 9.8 ' co 6 5 Nil' id 1 3 .96745 70.1 F Fence 1 co•dl 1 8 6 1 966. 165 n II RV 4 10) denotes In -street Inlet sss QQ 16 1 J 1 I o, _ _ _ I Protection Ilk; W II Ld 0 969.1 0lt --j j + denotes Green Area Inlet 0 -F 2 '6�65. 2, Protection F 10' W 9E BIT 1+00 2 00 11 denotes Cot. 25 Erosion >< +00 Q) b 4 4 '--J6' RCP c A 02 966.81 N- N C , ) '00) - Control Blanket \�968 2.0 5 X954.69 3 -9 6 I<oH J+ 99. -z z; il \-Fence I F zp G�00-"- 5 2 4 Old 64. G:= 965.0 TF= 71. j to` Existing CB 4 TF= (03- 1 G=966.0 TF= 9l LL=vv .71 -----Him=,952.54 OG Inv=947 Q) 96 G -j (Z 3 4 L T�26 7 S 96�03 ...... LL=Yb4 . . Z U e If .9 RCP -J6; RCP 6799 6 0 r 970 i \ -968 964 r / '�' Existing CB 'o OUTLOT cf) W -Rim=954.87 967. - - --��966 I \- 1- 964 Im-950.92 968 0 966 Son. MH co T 6 4y- .74 0000 - ..,' In %,-- 943.66 4 op- of Bit. 2 5. 12z, Con c. de walk 0 20 3 L,j 964 1 0) Surml 96 11 Q1) LID / ./ /1' - . . IN �tlteer X0 G=00.5 C 5 Curb /& UU 16 21 22 G=9�9.7 965.5 G=965.3 San. MH TF= 9 70.8 TF= 9 70. 0 G=968.6 G=966.7 Rim=958.64 il 7 5 G=965.7 VIP TF=965.8 LL=967 7 IT =968-9 0 60 LL=966.9 �/17= 96 7 8 TF=967 0 TF= 966 0 LL=962.7 TF=965.5 cj I LO=970.8 LO=970.0 LL=965.8 -, LL = 962,* 96 0 LL=963.9 LL=962.9 965.5 U 60 =9 5. R SEL 0 SEL 0 L il 968.9 PLO=9678 LO=967.0 L L il 966. 0 1 I SEL 0 CNIN SEL 0 SOE;O� G G SEL L SEL 06 7 1\ TF 2� 04 1 1 2 3,-- 1 5 1 G �bl G K9 .8, G G pG :5 �FK Lj =970- 2 Existing MH L tL968=1 L -J L �-96l _664 Rim=969.15 I 4ST. E I ` 959. + co DIP ON _-A 4� 0 f Exiq?7'n g MH •'I 1 � to 40 87TH W 1+ Ili In -;�Rlnimv-- 994,535 �j _Existing MH -BTlrFR- ed. \�2+00 6 00 J 00 5.65 4+,00 5+00 to -j Rim=95&40 ST NE 15" R�amPs- -11 12 1 ST.. CIO. oo o. Q) 7TH T. N L I (3l 961-36 X959.17 Curb & U 96 • 3l0Gutter968 964 I c' 1 -36" RCP Conic. Wali. cA 969 968-7 966 can Fiber F 11 1 1 I - -- i Al EOV Optic Box Ld In op t G G 964co + X958.68 G Q) 15" Rcp-. .9il Xf6 21 11 rn 'I L. .j 1z) W Existing CB oll - _- 964 rl 0 1 1 1 1 ii 11 11 7 ZI I I I Rim=967 41 "o Q) 16 "ao, '00, a 00 1101- ;z <) 0, 1 01 �13 0, -964 2 V 5 l Ln 62. Q0 INS TA L L 9 964' al Ft c MAINTAIN 6 -5-.3 C\j , 1� CONS TRUC rj10N 115 EN TRANCE 4 ()101- 1(0 '1' ILI% V -4 %-)1 0 9l L G=965.5 TF= 965. 8 95J. Existing CB 0 2 5 9 ill, LL=962.7 IF \-----Rim=955.07 3 6 Lil J SEL 0 Id 96 CO 'Pi 968 LO=965.8 Inv-951.05 I Line Z� C) 0 4 G 13 964 1--9 6 2 3 SEL n!?,->, 9 6 ','b '%0 S� < 9 6 00 N ., �n L - - - - - -- C 0rr 00 1 10 _q64 (0 0 A L) 4-�2, o p 22+ rn 966.,6, 00 ---I��958.56 ---23+0 9) 25 30 +00 965.24++00 966.72X xl� Lill 6 .4725 962 960 3i G 52 + 3.0 Exisi 96 GO 963- 3 House JFO 2 `--FF=96l -964 G (5� Gz=963.4 LL0960- 961 TF=963.7 960.2 () r, X958.41 964. 0 O 966.86 G C X 0)0)Z�7 7 Tl-=-Vl 0 g1lb-1, I gil G LL G G G=964.2 2 E X C E P T 0 N C� ql� TF=964.5 jj G=966.5 5. 1.2 WO ... ... l 7 G=965.3 LL=961.4 8 TF= TF,=,,9 6 6. 0 TF= 965.6 65 L l 964.5 91 6�.JJ 8 Th =9 Lsoc;o bill LL = 96J. 7 LC=952.9 L L = 962.5 L=9iN 958 ...-Fence 5 LO=966.8 TLo= 965. 0 SEL 0 'L 0=966. 0 L O= 965.6 60- 56 1196,>76 X95728 0 SEL 0 SEL 0 11 Q) SEL 0 FL 0 ff,41 5 '0 Sz. Fiell X -6. 51 , 78 lb lb (14 N) 601N -:3 2 60 -2 - -7 - -, * -trl 96 62' L J L 7Z� � l -=:-il �E - == - I A -j 00 964 A F X A A -7 A -7 0 CIA (0 �-6 Fence Q01 co (z (Z 0) 41010 a) UT /T D 20+J9. 11 961 964.80X X965.20 00 6 I I _q66.j8X REV NO. DATE BY DESCRIPTION DESIGNED DRAWN I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT www.ottoassociates.com PROJECT NO: 1 12-13-24 CSO REVISIONS PER CITY STORYWA TER REVIEW C. S. 0. T. J. B. WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION ME]EIDE]EI 11R11 111] 11 R 11 EIRA HE El ❑R 11 11 R 1111111] 11 AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER D [ I1 9 West Division Street CHECKED UNDER T T STATE OF MINNESOTA. 11] 11 ❑T] 11 11] 111111 [IR 111111111111 [Ill 1111111111 &A TTO Buffalo, MN 55313 (763)682-4727 C S. 0. Cora M. q-' 12-9-24 SSOCIATES Fax.- (763)682-3522 M 111111111111111111 EIA 11 DATE: DATE: LICENSE # 40433 Engineers & Land Surveyors, Inc. SHEET NO. 1111 OF E18 SHEETS E21111211 01 ' A 7,3 60 l I_ r 1. L l i 80 ' cn OHE l r "L� n// T/ n T A cn N OHE vnt OHE OHE O OHE OHE� _ r-/1 A �n n / ^� n / IE — {� irOM/ / HE - OHE OHE U OHE OH OHE cam. I tw L+ C_L//VlV/V.:IJ/V I /-��VC_/VVt_ 112 MAILBOXES � 3 �--�I 0 1 4 4 PRIVATE - Rpq5 2 6 = I � ��`' 3 s° /? p - ov W '•� ' 15 MAILBOXES o �Zo � -� 8 1 1 Q 2.4 s W W I 9TH S T NE �o — Q 7 2 ¢ 2--. O UTL OT D 5 Pos AD p p ° 71 81 � 12 MAILBOXES 17 7 7 F1 INSTALL TEMP. V BARRICADES'' ,� \ \ \'� L \ J� C� I L�J I L�J ►_ 16 MAILBOXES COUNTRY AVENUE �° 7 •• -"'-••• PROPOSED ROAD � o o 8 so0, � o n, 16 MAILBOXES COUNTRY A UE '�OU LOT 89 TH STREET ZO ELIY' fl MAILBOXES •� Y _ •_•••\••• 14 CO " sra ' 8 7 3 2 CQ�^ , 8 MAILBOXES �o 0 TRY AVE UE ' V S° / 3 2 'e 3 2 g 20 �. � 3 :. 12 3 2 1 4 R 10 7 19 5 ��o ` .....,. W 5 5 0 11 w U) 18 w 6 O 6 10 5Iml 6 O Y• 16 MAILBOXES 1 1 '� ��° ��° s° , .• _ r.::: 15 MAILBOXES 16 MAILBOXES 1= �o 9 MAILBOXES O AI /r- 0 7 61315 16 O �s 2 �o �� COON TRY AVENUE Y / E:J g PARK DRIVE Q 8 i — ` . /% _ � 4 3 9 87TH STR ET NE f 10 -COOT 11 12 10 16 15 14 13 4 �o - X 60 L O 1i REV. NO. DATE BY DESCRIPTION DESIGNED DRAWN C.S. 0. T• J.B. CHECKED cS 0. I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER TH LAWS OFT STATE OF MINNESOTA. A& L& www.ottoassociates.com Buffalo, MN 55313 9 West Division Street TTO (763)682-4727 SSOCIATES Fax (763)682-3522 Engineers & Land Surveyors, Inc. ME]EIDE]EI❑R❑ ❑ ❑ Ell ❑ ❑❑ ❑ D ❑❑❑❑ M - " ❑ ❑ ❑ ❑ ❑❑❑ ❑ pPROJECTNO: ❑ R ❑ ❑1I [Ell ❑R ❑ ❑ 111] 11111111 ❑ A ❑❑ ❑ ❑❑ ❑ ❑❑ IVI ❑ ❑❑ 1111 ❑ ❑❑ ❑ 2 ❑❑❑❑❑ -j Coro M. Schwohn tto DATE: 12-9-24 LICENSE # 40433 SHEET NO. ❑❑ OF ❑8 SHEETS DATE: E211112 ❑ LANDSCAPE NOTES: • CONTRACTOR TO HAVE ALL UTILITIES ON SITE VERIFIED AND MARKED •• BEFORE CONTRACTO IS (ABLE FOR ANY DAMAGE TO EXISTING UTILITIES ON SITE AND RESPONSIBLE FOR THE COSTS ASSOCIATED WITH REPAIRING/REPLACING DAMAGE. • CONTRACTOR IS LIABLE FOR ALL DAMAGE RELATED TO CONTRACTORS ACTIVITY ON SITE AND RESPONSIBLE FOR THE COSTS ASSOCIATED WITH REPAIRING/REPLACING DAMAGE. • OBTAIN ALL NECESSARY PERMITS FOR PLANTING IN ALL RIGHT-OF-WAY. • COMPLETE WORK PER OWNERS CONSTRUCTION SCHEDULE AND COORDINATE WORK WITH OTHERS ON SITE. • PLANT MATERIAL SHALL COMPLY WITH THE AMERICAN ASSOCIATION OF SEYEN STANDARDS AND BE FREE OF ISEASE AND AGE •• NU ALLPLA T MATERIALS TO BE WARRANTIED ONE () FULLY YEAR FROM THE COMPLETION AND ACCEPTANCE BY OWNER, WITH ONE TIME •• WATER AND MAINTAIN ALL PLANT MATERIALS UNTIL ACCEPTED BY OWNER. • IF THERE IS A DISCREPANCY BETWEEN THE QUANTITY OF PLANTS SHOW ON THE PLAN COMPARED TO THE PLANT LEGEND, THE PLAN TAKES PRECEDENCE. • ALL AREAS DISTURBED DURING CONSTRUCTION TO RECEIVE 6" OF •• TOPSOIL VERIFY TOPSOIL DEPTH AND NOTIFY OWNER OF ANY DEFICIENCY. •• REPLACEMENT TOPSOIL SHOULD BE CLEAN, FREE OF DEBRIS, SHARP OBJECTS, ROCKS AND WEEDS. •• ALL AREAS TO BE LANDSCAPED AND SODDED SHALL BE GRADED SMOOTH AND EVEN. • SOD TO BE A KENTUCKY BLUEGRASS SEED VARIETY. •• GUARANTEE INSTALLATION. OD EXCEPT SOD THAT IS NOT ACCEPTABLE AT T •• STAKE SOD ON SLOPES 3:1 AND GREATER. • PROVIDE BLANKET ON ALL SEEDED AREAS THAT ARE SLOPED. MULCH APPLICATION FOR ALL OTHER SEEDED AREAS SHALL BE HYDROMULCH OR DISCED STRAW DEPENDING ON SEED TYPE. • INSTALL BLACK VINYL EDGING AROUND ALL PLANTING BEDS AS SHOWN ON PLAN. • MULCH TO BE FINELY SHREDDED, UNDYED, HARDWOOD ORGANIC MULCH •• INSTALLED NO WEED FABRIC BARRIER BENEATH ORGANIC MULCHES. •• TREES SHALL HAVE MULCH PULLED BACK 2" FROM BASE OF TRUNK. •• NO EDGING AROUND TREES OUTSIDE OF SHRUB BEDS. • ROCK MULCH SHALL BE 1-1/2" DIAMETER WASHED RIVER ROCK INSTALLED TO 3" DEPTH WITH APPROVED WEED FABRIC BARRIER. • SWEEP AND MAINTAIN ALL PAVEMENT AREAS AFTER LANDSCAPE INSTALLATION IS COMPLETE AND ACCEPTED BY OWNER, DAILY CLEANING TO BE COMPLETED IF REQUIRED BY THE MUNICIPALITY. SEED NOTES: • SPRING SEEDING TO BE BETWEEN MARCH 15TH - MAY 15TH. • FALL SEEDING TO BE BETWEEN AUGUST 15TH - OCTOBER 15TH. •• NO SUMMER SEEDING ALLOWED. • PROVIDE EROSION CONTROL BLANKET ON ALL SIDE SLOPES. PROTECT MAIN LEADER, REMOVE DEAD & BROKEN BRANCHES STAKE & GUY AS NEEDED WRAP TREE, FALL INSTALLATION ONLY i EXPOSE ROOT FLARE, SET AT FINISH GRADE 4" DEPTH MULCH, DO NOT PLACE WITHIN 2" OF TRUNK FINISH GRADE CUT & REMOVE ALL - TWINE, BURLAP & WIRE BASKET, PLACE ON UNDISTURBED SOIL SUBGRADE - REMOVE DEAD & BROKEN BRANCHES EXPOSE ROOT FLARE, SET AT FINISH GRADE 4" DEPTH MULCH FINISH GRADE SCARIFY & SPREAD \ ROOT MASS \\\/ `^':` . •µ OVER -EXCAVATE 6" / SU BG RAD E SUBDIVISION TREE REQUIREMENTS 90 UNITS = TWO BOULEVARD TREES REQUIRED PRIOR TO HOME OCCUPANCY 19 UNITS FOUR BOULEVARD TREES REQUIRED PRIOR TO HOME OCCUPANCY TOWNHOME TREE REQUIREMENTS 49 UNITS TWO BOULEVARD TREES REQUIRED PRIOR TO TOWN HOME OCCUPANCY 24 UNITS THREE BOULEVARD TREES REQUIRED PRIOR TO TOWN HOME OCCUPANCY - ss SS. 12" PVC / I I v \ \ � - �':'-� :-Lilac ' — — — — -- LANDSCAPE PLANT LEGEND I HEREBY CERTIFY T.','.T THTS r AN, SPECIFICATION RED L R' VVAS PREPARED 3' ME OF UNDER MY DIRECT ','-YER\ITL'It)Iv AND THAT I AM A L'JLY L.CL'IvSED LANDSCAPE ARCHITr -.- JNDER THE LAWS OF THE STA.- E C,F MINNESOTA. SIGNATURE: JOSEPH L. SCHEFFLER Expiration: 06-30-2026 j Existing •. / —16" DlP WM /cho an MN oo / \ o 55597 j / ,._;; o License #: ZONING: R-1 SINGLE Rim=959.80 lnv=953.95 L FAMILY RESIDENTIAL \ nv=945.34 w -Fen _� Fenee� S — DECIDUOUS TREES Date: 12-09-2024 — — — — � N88 58'03'E 1 22.83 G 11 rir_ Fy— # �6 0 \G��I a\ \III COMMON HACKBERRY * CH 2.5" CAL. B&B 50'H x 50'W 10 PINCeltis occidentalis12"CEDAN. line of the NE 952 07 T ' �^0 958--- PROJECT MANAGER AUTUMN GOLD GINKGO 5AG 8 2.5" CAL. B&B 50'H x 30'WoN Ginkgo biloba Autumn Gold LOU I E 954 4- ........ ___-954 4 I / \ I I i l h I o I I I .ash 'r „\ .hew, F F„ I O r152w WP (3) oyF .1 \ oyF L / \ _ SS (6) / oyF \\ AG (1) NV (3) I \ F y 0 ID;.5.. — — — F oyF ��\ s64 \ 9� — F 6• -S _ o 0 1 Oy y ra & Utility \ Fos in its entirety\ NV 4 �- \ oyF yF y /. #� j ^ \:n NV (6) ,\ I SU (8) \ / ON- o \ 0 NV (7) ON 1 /J' WIDE- \ F,� ii / / ,.. 3/T. TRAIL \ _ w —960 oyF \ oyF oyF ` / STORM ER POR \ �n �\ NV (2) \ \ �y x';� \\ BOTTOMO,D raiUtility' & \ �nw',. BH (3) ID (5)Oy&WL=946.5 '9�j ment in its entire19 ty u1 \\ yF yF \ \\ ...... ...::. . a aas s 9 4 4 f 'tea \ i V 1 I T ID (6) d ST \/ ID (5)\�00 95� \ ID( WIDE 7 g� 1 AP (1) TRAIL ��D ..j s < k AG (1) / 5( \ 6 / \ \ \ 9 'VP NV (5) \/ \� / C 1 1:;;;; I 964 AG (1) 966 6 I N I:::::.: ID (5) QA (3) 968 I \ / \ QUAKING ASPEN 3 I QA 5 Populus temuloides 2" CAL. B&B 40'H x 20'W DRAWN BY I I I y \ 5 r I I NORTHERN REDBUD I I I I / I I I NR 9 2" CAL. B&B 20'H x 20'W J -� L � s \ I ri n ni 'Northern Strain' Ce c s ca ade s s o t e St a 962 I \ — \ �/ I EVERGREEN TREES J I / 964 y I \ PROJECT NAME S Y AUSTRIAN PINE AP 2 6' HT B&B 50'H x 30'W Pinus nigra —962 L------J WHITE PINE —/ WP 7 6' HT B&B 50'H x 30'W MEADOWBROOK Pinus strobus c� \ SP 9 SCOTCH PINE 6' HT B&B 40'H x 30'W / — _ _ X X �,� 9� / — \ \ \ X\ \ Pinus sylvestris r— __ r_ RIVE \\ BH 3 BLACK HILLS SPRUCE 6' HT B&B 30'H x 20'W / ice P" a la uca .:.:...r..:... MONTICELLO, `- — — — — — SS 27 SWISS STONE ALGONQUIN PILLAR 4' HT B&B 25'H x 10'W MINNESOTA Pinus cembra Algonquin Pillar _ S _— 962 1 I I \ \ � \ \\ I O I SHRUBS \\ I qS� \ I NANNYBERRY VIBURNUM ISSUE LOG 964 I NV 77 #5 CONT. POT 20'H x 10'W /,•ly / �/ I i I I 1 �\ \ I Viburnum lentago 12-09-2024 SUBMITTAL �/- ::. 2 I I I I Fen II I \\ c�S I SU 54 STAGHORN SUMAC #2 CONT. POT 10'H x 15'W �; I \ \ Rhus typhina o — / I I "" ISANTI DOGWOOD F \ _ \ I I 1 4t I �/ Cornus sericea 'Isanti' #5 CONT. POT 5'H x 7'W ID 80 SY MNDOT SEED MIX 33-262 - DRY SWALE/POND (OR APPROVED ALTERNATE). I / __ Y MNDOT SEED MIX 35-241 - MESIC PRAIRIE GENERAL (OR ID(5) 9S5\ I I I I 1 I APPROVED ALTERNATE). F yF SU (5) I 1 _ _ _I I — 956 1 958— I -- SY MNDOT SEED MIX 25-131 - LOW MAINTENANCE TURF (OR ID( — 1 ID (3) ��'� 1 r I I I APPROVED ALTERNATE). •'� NV (4) �'��..� MULCH - --- CY E, I M - 6 »PINE .bsa O \ 0 CH WIN y F / �.,rx. �a�.� ."i �y .� SH IPLET ca STORMWATER POND # 2 i;✓ / ��TTOM=942.0 / �u..u. "tt �� . \ NWL_- 6.7 cyu.uuuu' o F \" 9'R/NE WQi�' 0 PROJECT NUMBER l/VF/L7P,4T40A% €A4 1A% yF 1W—L,545'.2.W.'.W.'.� \ NV SHEET TITLE 9 0 \ SU (3) NORTH C��' . W LANDSCAPE / �. ....... 1 \ - W . nageW&yutilityy-W -� 0 ' T 2 \` / \ �o ttu. �yWEase-in-its entiretyW -� PLAN SCALE: 1 n=6O� SHEET NUMBER ON 1 ID (7 Know what's below. i 0 60 120 L 101 0 Call before you dig. - 1. Ix 16 OF 18 SHEETS k � / b W napits ee & Utrlityy. . .. y.W. `�-Ease %( yin. ntiretyW of IB(�)�8 SU (4) 0 \960J ► 1 i \ 9� ' q NV (5) 1 � f 968J L - - - -� L L _ O SUBDIVISION TREE REQUIREMENTS \ \•: ,_;� 964 tr tLl 90 UNITS TWO BOULEVARD TREES REQUIRED PRIOR TO HOME OCCUPANCY ce — � 1 19 UNITS FOUR BOULEVARD TREES REQUIRED PRIOR TO HOME OCCUPANCY - - - 1 - - - 966 90 \ -' TOWNHOME TREE REQUIREMENTS 1 ► I r \\, / °' rn J 49 UNITS TWO BOULEVARD TREES REQUIRED PRIOR TO TOWN HOME I I I 1 1 I I ► I l 1 N M I I OCCUPANCY 12 s I ► 24 UNITS THREE BOULEVARD TREES REQUIRED PRIOR TO TOWN HOME L 1-- -- —I— J I I I I, 16 I I 4a I OCCUPANCY I I I I I J J 10'ELM 964----f' I I� I I I I I I 9I O 18 60 ► I --- —i I F_ LANDSCAPE PLANT LEGEND o) I I I I I I �7 I 8ELM. 101 12'ELM � I License #: 55597 8ELM ► J DECIDUOUS TREES Date: 12-09-2024 e --� I I U CH 10 COMMON HACKBERRY 2.5" CAL. B&B 50'H x 50'W Celtis occidentalis L --- J ----J L L- 958 L I _j IQ) — y F PROJECT MANAGER J L - AG g AUTUMN GOLD GINKGO 2 5" CAL B&B 50'H 30'W - i L - x -I L _� I Ginkgo biloba 'Autumn Gold' LOUIE J - -I- -) x� QUAKING ASPEN f — _ QA 5 2" CAL. B&B 40'H x 20'W -�- Populus temuloides DRAWN BY O I NORTHERN REDBUD NR 9 2 CAL. B&B 20, H x 20 W J+ L g62 - - - J L - I i Cercis canadensis 'Northern Strain' I� I I -► - - - �- -) EVERGREEN TREES I I I I I 1 C,LE PROJECT NAME L L - - _ I ► I I 8'ELM I Ap 2 AUSTRIAN PINE 6' HT B&B 50'H x 30'W p I Pinus nigra --- --- 960 -J 9'ELMo I i WP 7 WHITE PINE 6' HT B&B 50'H x 30'W MEADOWBROOK I i I L a L---- I I Pinus strobus SCOTCH PINE S T SP 9 Pinus sylvestris 6' HT B&B 40'H x 30'W BLACK HILLS SPRUCE �_ BH 3 6 HT B&B 30 H x 20 W d e Picea glauca MONTICELLO, X I J f SWISS STONE ALGONQUIN PILLAR I / i 964 r- -- - - - - 8 SS 27 4' HT B&B 25'H x 10'W MINNESOTA I / - - ' Pinus cembra Algonquin Pillar 966 I Rim=9 SHRUBS g6� I I III 5. I I�� III �� i lnv=94 •92 \ NR(1) \ \ NANNYBERRY VIBURNUM ISSUE LOG Existing CB NV 77 #5 CONT. POT 20 H x 10 W L I I Rim=954.82 Viburnum lentago \ Inv=950.47 j 12-09-2024 SUBMITTAL WP (1) . j SU 54 STAGHORN SUMAC #2 CONT. POT 10'H x 15'W \ I ► V r up- t NV (4) = Rhus typhina g6/ \�\ \ \ ► I N , I �...-� ISANTI DOGWOOD ID s0 #5 CONT. POT 5'H x 7'W \ \ \ \ I I I N �- Cornus sericea Isanti — — — — — NR(2) -- SY MNDOT SEED MIX 33-262 - DRY SWALE/POND (OR APPROVED J r X - _ _ - - - ALTERNATE). AG (1) � -- SY MNDOT SEED MIX 35-241 - MESIC PRAIRIE GENERAL (OR � I O ► APPROVED ALTERNATE). L _ R ► -- SY 962 MNDOT SEED MIX 25-131 - LOW MAINTENANCE TURF (OR - I I sS (2) APPROVED ALTERNATE). I / 9 , -7---- i ----- --- -CH(1) -� MULCH - ---CY �� 964 __ I— I I I I► I i F nce i I ► I I � �I \10 l 0 12 ► . A I I 1 I i ► I \ 962 Er — � o � L I— J L _ — cQ / j In I I L—-962= . 964 - - / / �\ ✓ SS (4) L-- _ L ---- -964 . p RpA / \ I SS (3) PROJECT NUMBER POSE _ 962 0\ - - - -=I 962 - -' �\ 960 rn LM d SHEET TITLE --966 964, -964 —I I I 1 \ / NR(2) I SOUTH r----� �- �� I _ LANDSCAPE 5 I I I g58 WP (1) PLAN II I I L 958 960_ ► SCALE: 1 n=60' SHEET NUMBER -7 L- 962- -c::= —962 �----J L _ _ 1 - 964 , ' 89 06'39"W 1407+ 11 to j 1 Line parallel with the S. —Fen ce —line of the NE 114 of Know what's below. Call before you dig. 0 60 120 L102 17 OF 18 SHEETS 3"ROCK MULL LANDSCAPE NOTES: • CONTRACTOR TO HAVE ALL UTILITIES ON SITE VERIFIED AND MARKED BEFORE STARTING WORK. •• CONTRACTOR IS LIABLE FOR ANY DAMAGE TO EXISTING UTILITIES ON SITE AND RESPONSIBLE FOR THE COSTS ASSOCIATED WITH REPAIRING/REPLACING DAMAGE. • CONTRACTOR IS LIABLE FOR ALL DAMAGE RELATED TO CONTRACTORS ACTIVITY ON SITE AND RESPONSIBLE FOR THE COSTS ASSOCIATED WITH REPAIRING/REPLACING DAMAGE. • OBTAIN ALL NECESSARY PERMITS FOR PLANTING IN ALL RIGHT-OF-WAY. • COMPLETE WORK PER OWNERS CONSTRUCTION SCHEDULE AND COORDINATE WORK WITH OTHERS ON SITE. • PLANT MATERIAL SHALL COMPLY WITH THE AMERICAN ASSOCIATION OF NURSERYMEN STANDARDS AND BE FREE OF DISEASE AND DAMAGE. •• ALL PLANT MATERIALS TO BE WARRANTIED ONE (1) FULL YEAR FROM THE COMPLETION AND ACCEPTANCE BY OWNER, WITH ONE TIME REPLACEMENT. •• WATER AND MAINTAIN ALL PLANT MATERIALS UNTIL ACCEPTED BY OWNER. • IF THERE IS A DISCREPANCY BETWEEN THE QUANTITY OF PLANTS SHOW ON THE PLAN COMPARED TO THE PLANT LEGEND, THE PLAN TAKES PRECEDENCE. • ALL AREAS DISTURBED DURING CONSTRUCTION TO RECEIVE 6" OF TOPSOIL AND SOD UNLESS OTHERWISE SPECIFIED ON PLANS. •• VERIFY TOPSOIL DEPTH AND NOTIFY OWNER OF ANY DEFICIENCY. •• REPLACEMENT TOPSOIL SHOULD BE CLEAN, FREE OF DEBRIS, SHARP OBJECTS, ROCKS AND WEEDS. •• ALL AREAS TO BE LANDSCAPED AND SODDED SHALL BE GRADED SMOOTH AND EVEN. • SOD TO BE A KENTUCKY BLUEGRASS SEED VARIETY. •• NO GUARANTEE ON SOD EXCEPT SOD THAT IS NOT ACCEPTABLE AT TIME OF INSTALLATION. •• STAKE SOD ON SLOPES 3:1 AND GREATER. • PROVIDE BLANKET ON ALL SEEDED AREAS THAT ARE SLOPED. MULCH APPLICATION FOR ALL OTHER SEEDED AREAS SHALL BE HYDROMULCH OR DISCED STRAW DEPENDING ON SEED TYPE. • INSTALL BLACK VINYL EDGING AROUND ALL PLANTING BEDS AS SHOWN ON PLAN. • MULCH TO BE FINELY SHREDDED, UNDYED, HARDWOOD ORGANIC MULCH INSTALLED TO 4" DEPTH. •• NO WEED FABRIC BARRIER BENEATH ORGANIC MULCHES. •• TREES SHALL HAVE MULCH PULLED BACK 2" FROM BASE OF TRUNK. •• NO EDGING AROUND TREES OUTSIDE OF SHRUB BEDS. • ROCK MULCH SHALL BE 1-1/2" DIAMETER WASHED RIVER ROCK INSTALLED TO 3" DEPTH WITH APPROVED WEED FABRIC BARRIER. • SWEEP AND MAINTAIN ALL PAVEMENT AREAS AFTER LANDSCAPE INSTALLATION IS COMPLETE AND ACCEPTED BY OWNER, DAILY CLEANING TO BE COMPLETED IF REQUIRED BY THE MUNICIPALITY. LANDSCAPE REQUIREMENTS (MULTI -FAMILY 5+ UNITS) • TWO (2) SHRUBS PER 10 LF OF BUILDING PERIMETER • 484 LF = 96.8 SHRUBS REQUIRED • 100 SHRUBS PROVIDED LANDSCAPE PLANT LEGEND SHRUBS LL 12 LITTLE LIME HYDRANGEA Hydrangea paniculata 'Jane' SW 12 SUMMER WINE NINEBARK Physocarpus opulifolius 'Seward' PERENNIALS RS 12 RUSSIAN SAGE Salvia yangii SE 32 AUTUMN FIRE Sedum x 'Autumn Fire' ORNAMENTAL GRASSES KF 32 KARL FORESTER FEATHER REED GRASS Calamagrotis x acutiflora 'Karl Forester' EDGING - --- LF ROCK MULCH - --- CY REMOVE DEAD & — BROKEN BRANCHES EXPOSE ROOT FLARE, SET AT FINISH GRADE 4" DEPTH MULCH FINISH GRADE SCARIFY & SPREAD ROOT MASS OVER -EXCAVATE 6" SUBGRADE #3 CONT. POT 5'H x 5'W #2 CONT. POT 5'H x 3'W #1 CONT. POT 4'H x 3'W #1 CONT. POT 1.5'H x 2'W #1 CONT. POT 4'H x 2.5'W Know what's below. Call before you dig. SCALE: 1 "=10' 5 0 10 20 I HEREBY CERTIFY T,','T THTS r AN, SPECIFICATION REL'C R' dVAS PREPAREf 6' ME OP UNDER MY DIRECT S'_''.'ER\IT, TOi\j AND THAT I AM A E ULY L.CL ivSED LANDSCAPE ARCHITr-JNDER THE LAWS OF THE STA- E (,F MINNESOTA. SIGNATURE: JOSEPH L. SCHEFFLER Expiration: 06-30-2026 License #: 55597 Date: 12-09-2024 PROJECT MANAGER LOUIE DRAWN BY J+L PROJECT NAME MEADOWBROOK MONTICELLO, MINNESOTA ISSUE LOG 12-09-2024 SUBMITTAL PROJECT NUMBER SHEET TITLE TYPICAL TOWNHOUSE FOUNDATION PLAN SHEET NUMBER L103 18 OF 18 SHEETS PUD DEVELOPMENT STAGE PLAN SET: MEADOWBROOK l MONTICELLO, MN L_/-I l f-7L_ l \ / l// \f L_ I I L I I L _ v l/ / V U \ L_LJ vlV /\/ n nn/T/nA r-r_ /-I L-/ LJ l / l L/ ; A T l A l r- :; L- r-nA4nA/^/1A/ AI /r-Al/ / / / / V/ l / / v ' l / / v /-I V L_ l V L/ —..—..—..—EDMO .. ....::..::::..:::::.:::::.:::::.::::..:.....:.....:.....:.....:............::..::.:..:.:..:.:.. — . Lh: 1 1 OUTLOT D <> 2 2 4 3 2 1 431 2 3 PRIVATE ROAD 1 3 ° 8 8 1 4 1 q ° 3 2 1 3 4 0 2° ° 7 2 Q 21 •� � LU 5 C) 6 ° 6 3 4 5 6 42 5 5 z .r o 3� � 6 1 9 4 "J 23 5 5 4 PRIVATE R 2 ,6 � 6 3 G LIJ LIJ 1 REV. NO. 1 DATE I BY � 7 — 12 11 10 9 8 7 00 8 1 2 3 4 J lei 10 1 w 8 1 w 3 2 1 Q ~ 6 1 Q 4 -2 > 7 2 51 2cj� OUTLOT D 5 3� 6 3 4 3 5 4 f 6 5 4 Fni iNTRY AVE • �� , �� 10 I 11 112 113 16115 114 113 112 116 2 5 EOO 0 8\� 3 12 /1 60V k7 v r '4/ -j / /--)I -T- nT n lJ / L_ L/ / /-1 -7 �A /n A nn/T//lA / �` / / `/ 7 LJ V L— \ l hereby certify that this survey, plan, or report was prepared .by my or under my direct supervision and that I am a duly Licensed Land Surveyor unde the laws oftheState of Minnesota. Paul E. Otto License #40062 Date: 12-9-24 DESCRIPTION DESIGNED DRAWN C.S.O. T.J.B. CHECKED C.S.O. I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER TH NLTHE STATE OF MINNESOTA. A AN� www.ottoassociates.com 9 West Division Street Buffalo, MN55313 TTO(763)682-4727 SSOCIATES Fax.' (763)682-3522 Engineers & Land Surveyors, Inc. Coro M. Schl- tto DATE: 12-9-24 LICENSE # 40433 , 80 .. --- I U U / L _ k / A / r- U / VL_ : o. w L w Q11. i.— .. <> OUTLOT A ^ BMX PARK o z: S TORYWA TER BASIN OUTLOT B �I 4 5 r / A / \L_L_ll V J 2 3 "\ ❑ x �r 1 4 ; 32 5 3 / LIJ L 6 L 4� y�v . /�/-\•i IA ITL)\/ A 1 Ii- O v V lL-/I V I I\ I /-1 V L- _ 2 Q l l 22 3 �I- C) IL- I C J �r C r � 1J Cj 7 \� `I� ��I ❑ 1� J /1 n n / -r/ /-1 A / 2 SCALE: 1 "=100' OWNER: 4 -D SISTERS INVESTMENTS, LL C A T TN: GREG OL SON 1645 10TH STREET SE BUFFALO, MN 55313 DEVEL OPER: JPB LAND, LLC A TTN: ART PLANTE 13700 REIMER DRIVE NORTH SUITE 100 MAPLE GROVE, MN 55311 763- 285 - 4 795 PARCEL DA TA: GROSS SI TE AREA: -56. 45 AC EDMONDSON AVE ROW.• 1.99 AC NET DEVELOPABLE: -54.46 AC PROPOSED SINGLE FAMILY- 182 L 0 TS 62' SINGLE FAMILY (50'x60' PAD): 68 L 0 TS 52' SINGLE FAMILY (40'x60' PAD): 35 LOTS 52' SINGLE FAMILY VILLA (40'x80.5' PAD): 6 LOTS TO WNHOMES: 73 LOTS 0 VERAL L NET DENSITY: 3. 34 UNITS/AC 182 UNITS / 54.46 AC NET DEVELOPABLE AREA. TOTAL OPEN SPACE: ^-15.54 AC OUTLOT A -3.46 AC OU TL 0 T B -2. 87 AC OUTLOT C -4.12 AC OUTLOT D ^ 5.09 AC SHEE T INDEX SHEET NO. DESCRIPTION 1 PUD DEVEL OPMEN T S TA GE PL AN 2 EXISTING CONDITIONS PLAN (NORTH) 3 EXISTING CONDITIONS PLAN (SOUTH) 4 PRELIMINARY PLAT (OVERVIEW) 5 PRELIMINARY PLAT (NORTH) 6 PRELIMINARY PLAT (SOUTH) 7 PRELIMINARY TREE PRESER VA TION PLAN (NORTH) 8 PRELIMINARY TREE PRESERVATION PLAN (SOUTH) 9 PRELIMINARY UTILITY PLAN (NORTH) 10 PRELIMINARY UTILITY PLAN (SOUTH) 11 PRELIMINARY GRADING (NORTH) 12 PRELIM/NARY GRADING (SOUTH) 13 PRELIMINARY EROSION CONTROL PLAN (NORTH) 14 PRELIMINARY EROSION CONTROL PLAN (SOUTH) 15 PRELIMINARY SIGNAGE, LIGHTING, & MAILBOX PLAN 16/L 101 PRELIMINARY NORTH LANDSCAPE PLAN 17/L 102 PRELIMINARY SOUTH LANDSCAPE PLAN 18/L 103 TYPICAL TOWNHOUSE FOUNDATION PLAN Vicinity Map Not to Scole SEC. 2J, T. 121, R. 25 _ . couNTRY A VE ::::::::::::::::::::::::::::::::::: PARK � Q EA TON \� 5� .... ClR NE a rC W / v v v J l /7TH ST NE................... 87TH ST NE .......... Q J Z J 86TH ST NE 85 TH ST NE , PROJEC T L OCA RON O IJ ❑❑D D❑❑❑❑❑ ❑WEIE PROJECT NO: ❑ 111111 ❑ ❑ ❑❑ ❑ 2 ❑❑❑❑❑ SHEET NO. ❑ OF ❑8 SHEETS DATE: ❑2 ❑12 ❑ *tO-J November 1, 2024 Mr. Art Plante JPB Land, LLC 13700 Reimer Drive North, Suite 100 Maple Grove, MN 55311 HGTS Project Number: 24-0771 Re: Geotechnical Exploration Report, Proposed Residential Development, Monticello, Minnesota Dear Mr. Plante: We have completed the geotechnical exploration report for the proposed residential development in Monticello, Minnesota. A brief summary of our results and recommendations is presented below. Specific details regarding our procedures, results and recommendations follow in the attached geotechnical exploration report. Twelve (12) soil borings were completed for this project that encountered about 2 feet of topsoil underlain by native glacial outwash soils that extended to the termination depths of the borings. Groundwater was not encountered in the soil borings while drilling and sampling or after removal of the auger from the boreholes. The vegetation and topsoil are not suitable for building, roadway or utility support and will need to be removed and replaced, as needed, with suitable compacted engineered fill. It is our opinion that the underlying native glacial outwash soils are suitable for foundation support. With the building pads prepared as recommended it is our opinion that the foundations for the proposed buildings can be designed for a net allowable soil bearing capacity up to 2,000 pounds per square foot. Thank you for the opportunity to assist you on this project. If you have any questions or need additional information, please contact Paul Gionfriddo at 612-729-2959. Sincerely, Haugo GeoTechnical Services Nic Alfonso, G.I.T. Project Geologist Paul Gionfriddo, P.E. Senior Engineer 2825 Cedar Avenue S, Minneapolis, MN 55407 GEOTECHNICAL EXPLORATION REPORT PROJECT: Proposed Residential Development Edmonson Avenue NE Monticello, Minnesota PREPARED FOR: JPB Land, LLC 13700 Reimer Drive North, Suite 100 Maple Grove, Minnesota 55311 PREPARED BY: Haugo GeoTechnical Services 2825 Cedar Avenue South Minneapolis, Minnesota 55407 Haugo GeoTechnical Services Project: 24-0771 November 1, 2024 I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. Paul Gionfriddo, P.E. Senior Engineer License Number: 23093 Table of Contents 1.0 INTRODUCTION 1 1.1 Project Description 1 1.2 Purpose 1 1.3 Site Description 1 1.4 Scope of Services 1 1.5 Documents Provided 2 1.6 Locations and Elevations 2 2.0 FIELD PROCEDURES 2 3.0 RESULTS 3 3.1 Soil Conditions 3 3.2 Groundwater 3 3.3 Laboratory Testing 3 3.4 OSHA Soil Classification 4 4.0 DISCUSSION AND RECOMMENDATIONS 4 4.1 Proposed Construction 4 4.2 Discussion 4 4.3 Site Grading Recommendations 5 4.4 Dewatering 6 4.5 Interior Slabs 7 4.6 Below Grade Walls 7 4.7 Retaining Walls 8 4.8 Exterior Slabs 8 4.9 Site Grading and Drainage 9 4.10 Utilities 9 4.11 Bituminous Pavements 10 4.12 Materials and Compaction 10 4.13 Stormwater Ponds/Infiltration Basins 11 5.0 CONSTRUCTION CONSIDERATIONS 12 5.1 Excavation 12 5.2 Observations 12 5.3 Backfill and Fills 12 5.4 Testing 12 5.5 Winter Construction 12 6.0 PROCEDURES 13 6.1 Soil Classification 13 6.2 Groundwater Observations 13 7.0 GENERAL 13 7.1 Subsurface Variations 13 7.2 Review of Design 13 7.3 Groundwater Fluctuations 13 7.4 Use of Report 14 7.5 Level of Care 14 APPENDIX Boring Location Sketch, Figure 1 Soil Boring Logs, SB-30 thru SB-41 Double Ring Infiltrometer Tests (4) Descriptive Terminology 1.0 INTRODUCTION 1.1 Project Description JPB Land, LLC, in conjunction with their civil engineering consultants, is preparing for construction of a residential development in Monticello, Minnesota and retained Haugo GeoTechnical Services (HGTS) to perform a geotechnical exploration to evaluate the suitability of site soil conditions to support the proposed development. We understand the project will include preparing lots and house pads for 147 single-family homes along with the associated streets, underground utilities and stormwater ponds. 1.2 Purpose The purpose of this geotechnical exploration was to characterize subsurface soil and groundwater conditions and provide recommendations for foundation design and construction. 1.3 Site Description The project site is located east of Edmonson Avenue NE between 85th Street NE and School Boulevard. The project site was an approximate 56-acre parcel that was used for agricultural purposes at the time of this assessment. Transmission lines traveled through the north portion of the property. The site topography was relatively flat across the property with the elevations at the soil boring locations ranging from about 958 to 966 1/2feet above mean sea level (MSL). 1.4 Scope of Services Our services were performed in accordance with the Haugo Geotechnical Services proposal 24-0771 dated September 25, 2024. Our services were performed under the terms of our General Conditions and were limited to the following tasks: • Completing twelve (12) standard penetration test soil borings and extending to nominal depths of 20 feet. • Excavating and backfill test pits for double rings. • Completing four (4) double ring infiltrometer tests. • Sealing the boring in accordance with Minnesota Department of Health requirements. • Obtaining GPS coordinates and ground surface elevations at the soil boring location. • Visually/manually classifying samples recovered from the soil boring. • Performing laboratory tests on selected samples. • Preparing soil boring logs describing the materials encountered and the results of groundwater level measurements. • Preparing an engineering report describing soil and groundwater conditions and providing recommendations for foundation design and construction. 1.5 Documents Provided We were provided a "Concept Plan' prepared by Otto Associates and dated August 22, 2024. The plan provided a layout of the proposed residential development and showed the proposed soil boring locations and double ring infiltrometer test locations. We were also provided 2 untitled plan sheets that showed the double ring infiltrometer test locations and the bottom of the infiltration basin elevations. And we were provided a "Soil Boring Location" map that was prepared by Otto Associates. The map generally consisted of a survey of the property the showed the boring locations and included the ground surface elevations at the boring locations. Other than the plans described above, specific architectural, structural or civil documents were not provided at the time of this assessment. 1.6 Locations and Elevations The soil boring and double ring infiltrometer locations were selected by JPB Land, LLC and/or Otto Associates and were staked in the field in advance of our field work. The approximate locations of the soil borings and double ring infiltrometer tests are shown on Figure 1, "Soil Boring Location Sketch," in the Appendix. The sketch was prepared by HGTS using the "Soil Boring Location" map provided as a base. Ground surface elevations at the soil boring locations were provided by Otto Associates. 2.0 FIELD PROCEDURES The standard penetration test borings were advanced on October 16 and 17, 2024 by HGTS with a rotary drilling rig, using continuous flight augers to advance the boreholes. Representative samples were obtained from the borings, using the split -barrel sampling procedures in general accordance with ASTM Specification D-1586. In the split -barrel sampling procedure, a 2-inch O.D. split -barrel spoon is driven into the ground with a 140- pound hammer falling 30 inches. The number of blows required to drive the sampling spoon the last 12 inches of an 18-inch penetration is recorded as the standard penetration resistance value, or "N" value. The results of the standard penetration tests are indicated on the boring logs. The samples were sealed in containers and provided to HGTS for testing and soil classification. A field log of each boring was prepared by HGTS. The logs contain visual classifications of the soil materials encountered during drilling, as well as the driller's interpretation of the subsurface conditions between samples and water observation notes. The final boring logs included with this report represent an interpretation of the field logs and include modifications based on visual/manual method observation of the samples. The soil boring logs, general terminology for soil description and identification, and classification of soils for engineering purposes are also included in the appendix. The soil boring logs identify and describe the materials encountered, the relative density or consistency 2 based on the Standard Penetration resistance (N-value, "blows per foot") and groundwater observations. The strata changes were inferred from the changes in the samples and auger cuttings. The depths shown as changes between strata are only approximate. The changes are likely transitions, variations can occur beyond the location of the borings. 3.0 RESULTS 3.1 Soil Conditions At the surface, the soil borings encountered about 2 feet of topsoil consisting of clayey sand or sandy lean clay that was black in color and contained traces of roots. Below the topsoil, the soil borings encountered native glacial outwash soils that extended to the termination depths of the borings. The native glacial outwash soils consisted of poorly graded sand, poorly graded sand with silt, silty sand and sandy lean clay that was brown and greyish brown in color. Penetration resistance values (N-Values), shown as blows per foot (bpf) on the boring logs, within the poorly graded sand, poorly graded sand with silt and silty sand soils ranged from 3 to 37 bpf indicating a very loose to dense relative density. N-Values within the sandy lean clay soils ranged from 4 to 37 bpf indicating a rather soft to hard consistency. 3.2 Groundwater Groundwater was not encountered in the soil borings while drilling and sampling or after removal of the auger from the boreholes. Groundwater appears to be below the depths explored by our borings. Water levels were measured on the dates as noted on the boring logs and the period of water level observations was relatively short. Groundwater monitoring wells or piezometers would be required to more accurately determine water levels. Seasonal and annual fluctuations in the groundwater levels should be expected. 3.3 Laboratory Testing Laboratory moisture content tests were performed on selected samples recovered from the soil borings. Laboratory soil moisture contents of the sandy soils ranged from about 3 to 11 percent with most of the values near about 7 percent. Moisture contents of the clayey soils ranged from about 12 1/2 to 21 1/2 percent. Soils that will be excavated and reused as fill or backfill could require some moisture conditioning, either wetting or drying, to meet the recommend compaction levels. Laboratory tests results are shown on the boring logs adjacent to the samples tested. 3.4 OSHA Soil Classification The soils encountered in the borings consisted of poorly graded sand, poorly graded sand with silt, silty sand and sandy lean clay corresponding to the ASTM Classifications of SP, SP- SM, SM and CL. Soils classified as SP, SP-SM and SM will generally be Type C soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines, while soils classified as CL will generally be Type B soils under OSHA guidelines. An OSHA -approved qualified person should review the soil classification in the field. Excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, "Excavations and Trenches." This document states excavation safety is the responsibility of the contractor. The project specifications should reference these OSHA requirements. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 Proposed Construction We understand that the project will include preparing lots and house pads for 147 single- family homes along with the associated streets, underground utilities and stormwater ponds. We were not provided specific architectural, structural or civil construction plans, but we assume the homes will include one or two stories above grade with walkout, lookout or full basements. We anticipate below grade construction consisting of cast -in -place concrete foundation walls supported on concrete spread footings. The above grade construction is assumed to consist of wood framing, a pitched roof and asphalt shingles. Based on the assumed construction we estimate wall loadings will range from about 2 to 3 kips (2,000 to 3,000 pounds) per lineal foot and column loads, if any, will be on the order of 75 kips (75,000 pounds). We anticipate the buildings will be constructed at or near existing site grades so that cuts or fill for permanent grade changes will generally be on the order of 5 feet or less. We have attempted to describe our understanding of the project. If the proposed loads exceed these values or if the design or location of the proposed development changes, we should be informed. Additional analyses and revised recommendations may be necessary. 4.2 Discussion The vegetation and topsoil not suitable for foundation, roadway or utility support and will need to be removed from below the building pads, pavements, utilities and oversize areas and replaced with suitable competed engineered fill, as needed, to attain design grades. It is our opinion that the underlying native glacial outwash soils are generally suitable for foundation, pavements and utility support. Prior to placing additional fill or foundations we recommend compacting any loose soils and any soils disturbed during excavation and grading activities. S Groundwater was not encountered in the soil borings while drilling and sampling or after removal of the auger from the boreholes. We do not anticipate that groundwater will be encountered and do not anticipate that dewatering will be required. The following sections provide recommendations for foundation design and construction. 4.3 Site Grading Recommendations Excavation We recommend that all vegetation, topsoil and any soft or otherwise unsuitable soils, if encountered, be removed from below the proposed building, roadway, utility and oversize areas. Table 1 summarizes the anticipated excavation depths at the soil boring locations. Excavation depths may vary and could be deeper. Table 1. Anticipated Excavation Depths Boring Number Measured Surface Elevation (feet) Anticipated Excavation Depth (feet)* Anticipated Excavation Elevation (feet)* SB-30 966.2 2 964 SB-31 966.6 2 9641/2 SB-32 966.1 2 964 SB-33 962.0 2 960 SB-34 959.9 2 958 SB-35 961.4 2 9591/2 SB-36 963.3 2 9611/2 SB-37 965.2 2 963 SB-38 961.3 2 9591/2 SB-39 958.8 2 957 SB-40 959.8 2 958 SB-41 958.2 2 956 * = Excavation depths and elevations were rounded to nearest 1/2 foot. Oversizing In areas where the excavations for soil corrections extend below the proposed footing elevations, the excavations require oversizing. We recommend the perimeter of the excavation be extended a foot outside the proposed footprint for every foot below footing grade (1H:1V oversizing). The purpose of the oversizing is to provide lateral support of the foundation. Fill Material Additional fill required to attain design grades can consist of any mineral soil provided it is free of debris, organic soil and any soft or otherwise unsuitable materials. The on -site native glacial outwash soils appear to be suitable for reuse as structural fill or backfill provided it is free of debris, organic soils or other unsuitable materials. Laboratory soil moisture contents ranged from about 3 to 211h percent. These values indicate the soils ranged from below the above their assumed optimum moisture content based on the standard Proctor test. Soils that will be excavated and reused as fill and backfill could require some moisture conditioning (either wetting or drying) to achieve the recommended compaction levels. 61 Topsoil or other soils that are black in color are not suitable for reuse as structural fill or backfill. Backfilling Prior to placing additional fill or foundations we recommend compacting any loose soils and any soils disturbed during excavation and grading activities. We recommend that backfill placed to attain site grades be compacted to a minimum of 95 percent of its standard Proctor density (ASTM D 698). Granular fill classified as SP or SP-SM should be placed within 65 percent to 105 percent of its optimum moisture content as determined by the standard Proctor. Other fill soils should be placed within 3 percentage points above and 1 percentage point below its optimum moisture content as determined by the standard Proctor. All fill should be placed in thin lifts and be compacted with a large self- propelled vibratory compactor operating in vibratory mode. In areas where fill depths will exceed 10 feet, if any, we recommend that compaction levels be increased to a minimum of 100 percent of standard Proctor density. Even with the increased compaction levels a construction delay may be required to allow for post settlement of the fill mass. Fill and backfill placed on slopes, if any, must be "benched" into the underlying suitable soils to reduce the potential for slip places to develop between the fill and underlying soil. We recommend "benching" or excavating into the slope at 5 feet vertical intervals to key the fill into the slope. We recommend each bench be a minimum of 10 feet wide. Foundations We recommend the perimeter footings bear a minimum of 42 inches below the exterior grade for frost protection. Interior footings may be placed immediately below the slab provided construction does not occur during below freezing weather conditions. Foundation elements in unheated areas (i.e., deck or porch footings) should bear at least 5 feet below exterior grade for frost protection. We anticipate the foundations and floor slabs will bear on compacted engineered fill or native glacial outwash soils. With the building pad prepared as recommended, it is our opinion the footings can be designed for a net allowable bearing pressure up to 2,000 pounds per square foot (psf). We anticipate total and differential settlement of the foundations will be less than 1 inch and 1/2inch, respectively, across a 30-foot span. 4.4 Dewatering Groundwater was not encountered in the borings while drilling and sampling or after removal of the auger from the boreholes. We do not anticipate that groundwater will be encountered and do not anticipate that dewatering will be required. C1 4.5 Interior Slabs The anticipated floor subgrade will consist of compacted engineered fill or native glacial outwash soils. It is our opinion a modulus of subgrade reaction, k, of 100 pounds per square inch per inch of deflection (psi) may be used to design the floor. If floor coverings or coatings less permeable than the concrete slab will be used, we recommend that a vapor retarder or vapor barrier be placed immediately beneath the slab. Some contractors prefer to bury the vapor barrier or vapor retarder beneath a layer of sand to reduce curling and shrinkage, but this practice often traps water between the slab and vapor retarder or barrier. Regardless of where the vapor retarder or vapor barrier is placed, we recommend consulting the floor covering manufacturer regarding the appropriate type, use and installation of the vapor retarder or vapor barrier to preserve the warranty. We recommend following all state and local building codes with regards to a radon mitigation plan beneath interior slabs. 4.6 Below Grade Walls We recommend general waterproofing of the below grade walls. We recommend either placing drainage composite against the backs of the exterior walls or backfilling adjacent to the walls with sand having less than 50 percent of the particles by weight passing the #40 sieve and less than 5 percent of the particles by weight passing the #200 sieve. The sand backfill should be placed within 2 feet horizontally of the wall. We recommend the balance of the backfill for the walls consist of sand however the sand may contain up to 20 percent of the particles by weight passing the #200 sieve. We recommend installing drain tile behind the below grade walls, adjacent to the wall footing and below the slab elevation. Preferably the drain tile should consist of perforated pipe embedded in gravel. A geotextile filter fabric should encase the pipe and gravel. The drain tile should be routed to a storm sewer, sump pump or other suitable disposal site. Foundation walls or below grade (basement) walls will have lateral loads from the surrounding soil transmitted to them. Active earth pressures can be used to design the below grade walls if the walls are allowed to rotate slightly. If wall rotation cannot be tolerated, then below grade wall design should be based on at -rest earth pressures. It is our opinion that the estimated soil parameters presented in Table 2 can be used for below grade wall design. These estimated parameters are based on the assumptions that the walls are drained, there are no surcharge loads within a horizontal distance equal to the height of the wall and the backfill is level. 7 Table 2. Estimated Soil Parameters Estimated Estimated At -Rest Active Passive Soil Soil Type Unit Friction Pressure Soil Pressure Weight Angle (pcf) Pressure (pcf) (pcf) (degrees) (pcf) Sand (SP & SP-SM) 120 32 55 35 390 Other Soils (SM, CL) 135 28 70 50 375 Resistance to lateral earth pressures will be provided by passive resistance against the wall footings and by sliding resistance along the bottom of the wall footings. We recommend a sliding coefficient of 0.35. This value does not include a factor of safety. 4.7 Retaining Walls We are not aware of any retaining walls proposed for this project and were not provided any information regarding any proposed retaining walls. Retaining wall designers/installers should be aware that soil borings for any retaining walls were not completed as part of this evaluation. Because of that, additional geotechnical explorations (soil borings) could be required to determine and evaluate the suitability and/or stability of site soil conditions to support their design(s). Retaining wall designers and/or installers will be solely responsible to conduct additional geotechnical evaluation(s) as needed. In addition, HGTS does not practice in retaining wall design. Retaining wall designers will be solely responsible for retaining wall design and construction. 4.8 Exterior Slabs Exterior slabs could be underlain silty sand or clayey soils which are considered to be moderately to highly frost susceptible. If these soils become saturated and freeze, frost heave may occur. This heave can be a nuisance in front of doors and at other critical grade areas. One way to help reduce the potential for heaving is to remove the frost -susceptible soils below the slabs down to bottom of footing grades and replace them with non -frost -susceptible backfill consisting of sand having less than 5 percent of the particles by weight passing the number 200 sieve. If this approach is used and the excavation bottoms terminate in non -free draining granular soil, we recommend a drain tile be installed along the bottom outer edges of the excavation to collect and remove any water that may accumulate within the sand. The bottom of the excavation should be graded away from the building. If the banks of the excavations to remove the frost -susceptible soils are not sloped, abrupt transitions between the frost -susceptible and non -frost -susceptible backfill will exist along which unfavorable amounts of differential heaving may occur. Such transitions could exist between exterior slabs and sidewalks, between exterior slabs and pavements and along the slabs themselves if the excavations are confined to only the building entrances. To address E:3 this issue, we recommend sloping the excavations to remove frost -susceptible soils at a minimum 3:1 (horizontal:vertical) gradient. An alternative method of reducing frost heave is to place a minimum of 2 inches of extruded polystyrene foam insulation beneath the slabs and extending it about 4 feet beyond the slabs. The insulation will reduce frost penetration into the underlying soil and reduce heave. Six to twelve inches of granular soil is typically placed over the insulation to protect it during construction. Another alternative for reducing frost heave is to support the slabs on frost depth footings. A void space of at least 4 inches should be provided between the slab and the underlying soil to allow the soil to heave without affecting the slabs. 4.9 Site Grading and Drainage We recommend the site be graded to provide positive run-off away from the proposed buildings. We recommend landscaped areas be sloped a minimum of 6 inches within 10 feet of the building and slabs be sloped a minimum of 2 inches. In addition, we recommend downspouts with long splash blocks or extensions. We recommend the lowest floor grades be constructed to meet City of Monticello requirements with respect to groundwater separation distances. In the absence of city requirements, we recommend maintaining at least a 4-foot separation between the lowest floor slab and the observed groundwater levels and at least a 2-foot separation between the lowest floor slab and the 100-year flood level of nearby wetlands, storm water ponds or other surface water features. 4.10 Utilities We anticipate that new utilities will be installed as part of this project. We further anticipate that new utilities will bear at depths ranging from about 7 to 10 feet below the ground surface. At these depths, we anticipate that the pipes will bear on compacted engineered fill or native glacial outwash soils, which in our opinion are suitable for pipe support. We recommend removing all vegetation, topsoil and any other unsuitable soils, if any, beneath utilities prior to placement. We recommend bedding material be thoroughly compacted around the pipes. We recommend trench backfill above the pipes be compacted to a minimum of 95 percent beneath slabs and pavements, the exception being within 3 feet of the proposed pavement subgrade, where 100 percent of standard Proctor density is required. In landscaped areas, we recommend a minimum compaction of 90 percent. Groundwater was not encountered in the soil borings and we do not anticipate that groundwater will be encountered during utility construction. �1 4.11 Bituminous Pavements General The City of Monticello may have standard plates that dictate pavement design and if so, we recommend that the pavements be designed and constructed in accordance with the City of Monticello standard plates. The following paragraphs provide general pavement recommendations in the absence of city standard plates. Traffic We were not provided any information regarding traffic volumes, such as Average Annual Daily Traffic (AADT) or vehicle distribution. We anticipate the streets will be used predominantly by automobiles, light trucks, school busses, garbage trucks and delivery vans (FEDEX, UPS etc.). Based on the anticipated number of homes in the development and assumed traffic types we estimate the roadways will be subjected to Equivalent Single Axle Loads (ESAL's) less than 50,000 over a 20-year design life. This does not account for any future growth. Subgrade Preparation We recommend removing all vegetation, topsoil and any soft or otherwise unsuitable materials from beneath the pavement subgrade. Prior to placing the aggregate base, we recommend compacting and/or test rolling the subgrade soils to identify soft, weak, loose, or unstable areas that may require additional subcuts. Backfill to attain pavement subgrade elevations can consist of any mineral soil provided it is free of organic material or other deleterious materials. We recommend placing and compacting fill and/or backfill as described in Section 4.3 except in paved areas where the upper 3 feet of fill and backfill should be compacted to a minimum of 100 percent of its standard Proctor maximum dry density. R-Value R-Value testing was beyond the scope of this project. The near -surface soils encountered in the soil borings consisted predominantly of poorly graded sand and poorly graded sand with silt corresponding to the ASTM Classifications of SP and SP-SM. It is our opinion an assumed R-Value of 50 can be used for pavement design. Pavement Section Based on an estimated R-value of 50 and a maximum of 50,000 ESAL's we recommend pavement section consisting of a minimum of 3 1/2 inches of bituminous (1 1/2 inches of wear course and 2 inches of base course) underlain by a minimum of 6 inches of aggregate base. 4.12 Materials and Compaction We recommend specifying aggregate base meeting MN/DOT Class 5 aggregate base. We recommend the aggregate base be compacted to 100 percent of its maximum standard Proctor. We recommend that the bituminous wear and base courses meet the requirements of MN/DOT specification 2360. We recommend the bituminous pavements be compacted to at least 92 percent of the maximum theoretical density. We recommend specifying concrete that has a minimum 28-day compressive strength of 4,500 psi, and a modulus of rupture of at least 600 psi. We recommend Type I cement meeting the requirements of ASTM C150. We recommend specifying 5 to 7 percent entrained air for 10 exposed concrete to provide resistance to freeze -thaw deterioration. We also recommend using a water/cement ratio of 0.45 or less for concrete exposed to deicers. 4.13 Stormwater Ponds/Infiltration Basins Based on the provided concept plan, the project will include constructing storm water ponds/infiltration basins on the project site. Four (4) double ring infiltrometer tests were performed on October 11th and 14th1 2024 to measure in -situ soil permeability and was performed in general accordance with ASTM D3385-18, "Standard Test Method for Infiltration Rate of Soils in Field Using Double -Ring Infiltrometer". A copy of the test results is included in the Appendix and the approximate test locations are shown on Figure 1 in the Appendix. The Double ring infiltrometer test results are summarized in Table 3. Columns 3 and 4 of the table provide an average infiltration rate and a stabilized infiltration rate, respectively. The "average" infiltration rate represents the average infiltration rate across the entire duration of the test. The initial phase of the test generally measures the "saturation" of the subgrade soils which typically results in a higher indicated infiltration rate. For that reason, the stabilized infiltration rate, which is typically the last hour, approximately, of the tests is typically used for design purposes. The double ring infiltrometer test performed in the basin at Outlot C (#42) showed no measurable infiltration after 1 hour. Because of that the test was terminated. Table 3. Summary of Double Ring Infiltrometer Results Approximate Average Stabilized Test Location Test Elevation Soil Type Infiltration Infiltration (feet) Rate Rate (inches/hour)* (inches/hour)* Outlot C #42 946 CL none measured none measured Outlot D1 (#43) 946 SP-SM 1.1 1.1 Outlot D2 #44 946 SP-SM 5 4.3 Outlot E (#45) 953 SP-SM 5.7 4.3 * = Test results were rounded to the nearest 0.1 inch/hour CL= Sandy Lean Clay SP-SM = Poorly Graded Sand with Silt It should be noted that soil infiltration rates can vary due to; soil moisture content, soil compaction, the placement or introduction of fine-grained soils, topsoil or biofiltration media and changes or variations in local groundwater levels. These variations may result in additional construction costs and it is suggested that a contingency be provided for this purpose. 11 5.0 CONSTRUCTION CONSIDERATIONS 5.1 Excavation The soils encountered in the borings consisted of poorly graded sand, poorly graded sand with silt, silty sand and sandy lean clay corresponding to the ASTM Classifications of SP, SP- SM, SM and CL. Soils classified as SP, SP-SM and SM will generally be Type C soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines, while soils classified as CL will generally be Type B soils under OSHA guidelines. Temporary excavations in Type C soils should be constructed at a minimum of 1 1/2 foot horizontal to every 1 foot vertical within excavations. Temporary excavations in Type B soils should be constructed at a minimum of 1 foot horizontal to every 1 foot vertical within excavations. Slopes constructed in this manner may still exhibit surface sloughing. If site constraints do not allow the construction of slopes with these dimensions, then temporary shoring may be required. 5.2 Observations A geotechnical engineer or a qualified engineering technician should observe the excavation subgrade to evaluate if the subgrade soils are similar to those encountered in the borings and adequate to support the proposed construction. 5.3 Backfill and Fills The on -site soils appear to be below their assumed optimum soil moisture content. If these soils will be used or reused as structural fill or backfill, some wetting of the soils could be required to meet the recommend compaction levels. We recommend moisture conditioning all soils that will be used as fill or backfill in accordance with Section 4.3 above. We recommend that fill and backfill be placed in lifts not exceeding 4 to 12 inches, depending on the size of the compactor and materials used. 5.4 Testing We recommend density tests of backfill and fills placed for the proposed foundations. Samples of the proposed materials should be submitted to our laboratory prior to placement for evaluation of their suitability and to determine their optimum moisture content and maximum dry density (Standard Proctor). 5.5 Winter Construction If site grading and construction is anticipated to proceed during cold weather, all snow and ice should be removed from cut and fill areas prior to additional grading and placement of fill. No fill should be placed on frozen soil and no frozen soil should be used as fill or backfill. Concrete delivered to the site should meet the temperature requirements of ASTM and/or ACI. Concrete should not be placed on frozen soil. Concrete should be protected from freezing until the necessary strength is obtained. Frost should not be permitted to penetrate below the footings. 12 6.0 PROCEDURES 6.1 Soil Classification The drill crew chief visually and manually classified the soils encountered in the borings in general accordance with ASTM D 2488, "Description and Identification of Soils (Visual - Manual Procedure)." Soil terminology notes are included in the Appendix. The samples were returned to our laboratory for review of the field classification by a soils engineer. Samples will be retained for a period of 30 days. 6.2 Groundwater Observations Immediately after taking the final samples in the bottom of the boring, the hole was checked for the presence of groundwater. Immediately after removing the augers from the borehole the hole was once again checked and the depth to water and cave-in depths were noted. 7.0 GENERAL 7.1 Subsurface Variations The analyses and recommendations presented in this report are based on data obtained from a limited number of soil borings. Variations can occur away from the boring, the nature of which may not become apparent until additional exploration work is completed, or construction is conducted. A reevaluation of the recommendations in this report should be made after performing on -site observations during construction to note the characteristics of any variations. The variations may result in additional foundation costs and it is suggested that a contingency be provided for this purpose. It is recommended that we be retained to perform the observation and testing program during construction to evaluate whether the design is as expected, if any design changes have affected the validity of our recommendations, and if our recommendations have been correctly interpreted and implemented in the designs, specifications and construction methods. This will allow correlation of the soil conditions encountered during construction to the soil borings and will provide continuity of professional responsibility. 7.2 Review of Design This report is based on the design of the proposed structures as related to us for preparation of this report. It is recommended that we be retained to review the geotechnical aspects of the design and specifications. With the review, we will evaluate whether any changes have affected the validity of the recommendations and whether our recommendations have been correctly interpreted and implemented in the design and specifications. 7.3 Groundwater Fluctuations We made water level measurements in the borings at the times and under the conditions stated on the boring log. The data was interpreted in the text of this report. The period of observation was relatively short and fluctuations in the groundwater level may occur due to rainfall, 13 flooding, irrigation, spring thaw, drainage, and other seasonal and annual factors not evident at the time the observations were made. Design drawings and specifications and construction planning should recognize the possibility of fluctuations. 7.4 Use of Report This report is for the exclusive use of JPB Land, LLC and their design team to use to design the proposed structures and prepare construction documents. In the absence of our written approval, we make no representation and assume no responsibility to other parties regarding this report. The data, analysis and recommendations may not be appropriate for other structures or purposes. We recommend that parties contemplating other structures or purposes contact us. 7.5 Level of Care Haugo GeoTechnical Services has used the degree of skill and care ordinarily exercised under similar circumstance by members of the profession currently practicing in this locality. No warranty expressed or implied is made. 14 APPENDIX N o � N Z ooQ �, UUUUUU U � DO QQ O~� w QQQQQQ Q � N w co O O O o d J J J J Q ��0) 0)1n Ir O ~ N❑ o �� d N� W , Z m Z 2 2 2 2 Z 2 Q° W ❑ ;' Qoo Ln�_ �� zo z " � NcflN 000 W Z m ii ii „ J�� Nz J o z �, �, o Q �000 �v W o a �, Q�')�L �Q o �Ln� QO ��.� L �1 QCL Q Q m CI_Q Q Q O� QLU boo oWWW Z: W Q U J J � �QQ1UOW z W O C� C� J , L U 0� C� Q J00000 O O Off~ O. _ �� O U Z � O �00000 I LU P. � w Q z 1 O U� U - � J �• O - OUTL T J ., � _ z w /\ 2 3 4 5 I I 660 I I I as m z LLL J J R=60 ` OUTLOT B — — PARK DRIVE BMX PARK 1 2 J.5 ACRES / { 2 3 OUTLOT C 4 • STORM WATER BASIN \ 5 897-/—y S —1L —1 � ♦ oLo ��N 2 3 �m m IF N * 12 OUTLOT D Ci /4 l 9 i �� W o • 50 /\� \ 5 Q 6 �/ 1 ° a • I to cz . 4 7 STORM WATER BASIN o �0 2 �. 5 8 28 4 / o 27 J 6 79 / o02Z Ji 8 30 10 / / Zaw «� 9 - Z� o mLUZO It L 31 c5N10 j a- - z 24 32 _ J Q Q o Z ui W 11 2 20 �www L�. > 23 33 — . J I 19 18 17 I 12 _ N�w V) U Q 12 I II 16 AIRHALL- *N �0J= o ��oo o 13 22 34 3 13 CT >_mQ C� 21 z I ❑ L 15 �UJQg 0" 14 J Wes_ r� UQ w c) O R=so — J 35 V I L L J 14 • • m�a~ co 15 _. — 14 J �a~w �w =az o a 20 36 z 5 1 -\ 15 r -tea Z z 16 J z 13 Ln o 17 19 \ 11 16 18 \\ 38 7 9 z i —— • W U 50 46 45 44 43 42 41 40 39 6] 5 13 - � 4 so � S _� :12:] 8 7TH S T NE — e— — 2 -�—� ::8:] — r I 11 � 46 , ❑1- — 2 3 :4] :5] 6 7 60 9 — A �10 C � II I Q I L I ❑ ❑ � 11 10 ,l �J �-- g 14 13 12 � � �..J�JL J� J LL 1 J • il1 � 10 1 8 11 1 2 3 4 5 \/ `ia I OUTLOT • _ 12 � iPz r mom W * ro W SB-41 • ; � 'SB-40 '` �'=. -..::ems � Y - ' `I DOUBLE RING-42 f i• ' } SB-33 DOUBLE RING-4.3 r . -DOUBLE RING-44 J I SB-34 , I, ._. SB-39 , SB-31 i SB-35 f� . T SB-36 _ SB-30 SB-38 SB-37 o. , DOUBLE RING-45 i Legend Approximate Soil Boring Location Disclaimer: Map and parcel data are believed to be accurate, but accuracy is not guaranteed. This is not a legal document and should not be substituted for a title search, appraisal, survey, or for zoning verification. Haugo GeoTechnical Services, LLC 2825 Cedar Avenue S. Minneapolis, MN 55407 Soil Boring Location Sketch Monticello, Minnesota Figure #: 1 Drawn By: AMH Date: 11-1-2024 Scale: None Project #: 24-0771 Haugo GeoTechnical Services BORING NUMBER SB-30 Li Au G ❑ 2825 Cedar Ave South PAGE 1 OF 1 WEplErHmrAL Minneapolis, MN, 55407 Telephone: 612-729-2 959 Fax: 763-445-2238 CLIENT JPB Land, LLC PROJECT NAME Monticello Residential Development PROJECT NUMBER 24-0771 PROJECT LOCATION Monticello, MN DATE STARTED 10/16/24 COMPLETED 10/16/24 GROUND ELEVATION 966.2 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY NC/MS CHECKED BY PG AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered �— a w pv 0 _U =O a 0 W O MATERIAL DESCRIPTION w 0� ~m g Mz < 8-1A > _ of > O Ov- ui cn w �zZ O Z) Q mo> c v^ N5 o SPT N VALUE A 20 40 60 80 PL MC LL 20 40 60 80 ❑ FINES CONTENT (%) ❑ 20 40 60 80 — Clayey Sand, trace Roots, black, moist (Topsoil) T. AU 25 " ...............:.......:......:....... (SP) Poorly Graded Sand, fine to coarse grained, with Gravel, brown, moist, medium dense (Glacial Outwash) SS 3-4-7 '• 26 (11) 5 7.5 SS 27 4-8-11 (19) SS 5-6-8 28 (14) 10 SS 3-6-6 29 (12) SS 5-6-7 30 (13) 15 .......:.......:.......:.......:....... SS 5-6-7 31 (13) 20 ..... ......... :....... ....... :....... SS 4-5-9 32 (14) Bottom of borehole at 21.0 feet. Haugo GeoTechnical Services BORING NUMBER SB-31 Li Au G ❑ 2825 Cedar Ave South PAGE 1 OF 1 WEplErHmrAL Minneapolis, MN, 55407 Telephone: 612-729-2 959 Fax: 763-445-2238 CLIENT JPB Land, LLC PROJECT NAME Monticello Residential Development PROJECT NUMBER 24-0771 PROJECT LOCATION Monticello, MN DATE STARTED 10/16/24 COMPLETED 10/16/24 GROUND ELEVATION 966.6 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY NC/MS CHECKED BY PG AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered �— a w pv 0 _U =O a 0 W O MATERIAL DESCRIPTION w 0� ~m g Mz < 8-1A > _ of > O Ov- ui cn w �zZ O Z) Q mo> c v^ N5 o SPT N VALUE A 20 40 60 80 PL MC LL 20 40 60 80 ❑ FINES CONTENT (%) ❑ 20 40 60 80 — Clayey Sand, trace Roots, black, moist (Topsoil) T. AU 17 " ...............:.......:......:....... (SP) Poorly Graded Sand, fine to coarse grained with Gravel, brown, moist, loose to medium dense (Glacial Outwash) SS 5-5-6 '• 18 (11) 5 4.5 SS 19 8-10-10 (20) SS 3-5-7 20 (12) 10 SS 3-3-5 21 (8) SS 3-5-4 22 (9) 15 SS 4-6-9 23 (15) 20 . '.. :. ....... .:......:............. :....... SS 5-9-9 24 (18) Bottom of borehole at 21.0 feet. a c� LL 0 0 0 J 0 Z E 0 m Haugo GeoTechnical Services BORING NUMBER SB-32 Li Au G ❑ 2825 Cedar Ave South PAGE 1 OF 1 WEplErHmrAL Minneapolis, MN, 55407 Telephone: 612-729-2 959 Fax: 763-445-2238 CLIENT JPB Land, LLC PROJECT NAME Monticello Residential Development PROJECT NUMBER 24-0771 PROJECT LOCATION Monticello, MN DATE STARTED 10/16/24 COMPLETED 10/16/24 GROUND ELEVATION 966.1 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY NC/MS CHECKED BY PG AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered �— a w pv 0 _U =O a 0 W O MATERIAL DESCRIPTION w 0� ~m g Mz < 8-1A > _ of > O Ov- ui cn w �zZ O Z) Q mo> c v^ N5 o SPT N VALUE A 20 40 60 80 PL MC LL 20 40 60 80 ❑ FINES CONTENT (%) ❑ 20 40 60 80 — Sandy Lean Clay, trace Roots, black, moist (Topsoil) T. AU 9 " ............... :.............. :....... (SP) Poorly Graded Sand, fine to coarse grained, with Gravel, brown, moist, medium dense (Glacial Outwash) SS 4-5-7 10 (12) 5 3 (SP) Poorly Graded Sand, fine to medium grained, trace Gravel, brown, moist, medium dense (Glacial Outwash) SS 11 4-7-10 (17) ............... :............... :....... (SP) Poorly Graded Sand, fine to medium grained, greyish brown, moist, loose to medium dense (Glacial Outwash) SS 2-6-7 12 (13) 10 SS 2-3-3 13 (6) SS 5-4-5 14 (9) . 15 .... ... :....... :....... :....... :....... SS 5-3-7 15 (10) 20 ....... ....... ....... ....... (CL) Sandy Lean Clay, greyish brown, moist, rather soft (Glacial Outwash) SS 1-2-2 16 (4) Bottom of borehole at 21.0 feet. Haugo GeoTechnical Services BORING NUMBER SB-33 Li Au G ❑ 2825 Cedar Ave South PAGE 1 OF 1 WEplErHmrAL Minneapolis, MN, 55407 Telephone: 612-729-2 959 Fax: 763-445-2238 CLIENT JPB Land, LLC PROJECT NAME Monticello Residential Development PROJECT NUMBER 24-0771 PROJECT LOCATION Monticello, MN DATE STARTED 10/16/24 COMPLETED 10/16/24 GROUND ELEVATION 962 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY NC/MS CHECKED BY PG AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered �— a w pv 0 _U =O a 0 W O MATERIAL DESCRIPTION w 0� ~m g Mz < 8-1A > _ of > O Ov- ui cn w �zZ O Z) Q mo> c v^ N5 o SPT N VALUE A 20 40 60 80 PL MC LL 20 40 60 80 ❑ FINES CONTENT (%) ❑ 20 40 60 80 — Clayey Sand, trace Roots, dark brown to black, moist (Topsoil) T. AU " ............... :.............. :....... (SP) Poorly Graded Sand, fine to medium grained, trace Gravel, brown, moist, loose to medium dense (Glacial Outwash) SS 2 3-6-7 (13) 7 5 SS 2-7-6 3 (13) SS 2-4-5 4 (9) 10 5 (12) SS 2-5-5 6 (10) 15 SS 4-7-6 7 (13) 20 SS LE8 Bottom of borehole at 21.0 feet. Haugo GeoTechnical Services BORING NUMBER SB-34 Li Au G ❑ 2825 Cedar Ave South PAGE 1 OF 1 WEplErHmrAL Minneapolis, MN, 55407 Telephone: 612-729-2 959 Fax: 763-445-2238 CLIENT JPB Land, LLC PROJECT NAME Monticello Residential Development PROJECT NUMBER 24-0771 PROJECT LOCATION Monticello, MN DATE STARTED 10/17/24 COMPLETED 10/17/24 GROUND ELEVATION 959.9 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY NC/MS CHECKED BY PG AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered �— a w pv 0 _U =O a 0 W O MATERIAL DESCRIPTION w 0� ~m g Mz < 8-1A > _ of > O Ov- ui cn w �zZ O Z) Q mo> c v^ N5 o SPT N VALUE A 20 40 60 80 PL MC LL 20 40 60 80 ❑ FINES CONTENT (%) ❑ 20 40 60 80 — Clayey Sand, trace Roots, black, moist (Topsoil) T. AU 73 ...............:.......:......:....... (SP-SM) Poorly Graded Sand with Silt, fine to medium grained, trace Gravel, brown, moist (Glacial Outwash) SS 74 2-3-3 (6) 7 5 (SP) Poorly Graded Sand, fine to coarse grained, with Gravel, brown, moist, loose to medium dense (Glacial Outwash) SS 3-7-8 75 (15) SS 6-6-6 76 (12) 10 SS 4-4-3 77 (7) (CL) Sandy Lean Clay, trace Gravel, brown, moist, stiff (Glacial Outwash) SS 78 5-8-8 (16) 12.5 .................................. 15 (SP) Poorly Graded Sand, fine to medium grained, trace Gravel, greyish brown, moist, medium dense (Glacial Outwash) SS 7-11-14 79 (25) 20 SS 4-5-9 80 (14) Bottom of borehole at 21.0 feet. a c� LL 0 0 0 J 0 Z E 0 m Haugo GeoTechnical Services BORING NUMBER SB-35 Li Au G ❑ 2825 Cedar Ave South PAGE 1 OF 1 WEplErHmrAL Minneapolis, MN, 55407 Telephone: 612-729-2 959 Fax: 763-445-2238 CLIENT JPB Land, LLC PROJECT NAME Monticello Residential Development PROJECT NUMBER 24-0771 PROJECT LOCATION Monticello, MN DATE STARTED 10/16/24 COMPLETED 10/16/24 GROUND ELEVATION 961.4 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY NC/MS CHECKED BY PG AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered �— a w pv 0 _U =O a 0 W O MATERIAL DESCRIPTION w 0� ~m g Mz < 8-1A > _ of > O Ov- ui cn w �zZ O Z) Q mo> c v^ N5 o SPT N VALUE A 20 40 60 80 PL MC LL 20 40 60 80 ❑ FINES CONTENT (%) ❑ 20 40 60 80 — Clayey Sand, trace Roots, black, moist (Topsoil) T. AU 57 ...............:.......:......:....... (SP-SM) Poorly Graded Sand with Silt, fine to coarse grained, trace Gravel, brown, moist, very loose (Glacial Outwash) SS 58 3-2-2 (4) 11 5 (SP) Poorly Graded Sand, fine to coarse grained, with Gravel, brown, moist, loose (Glacial Outwash) SS 3-3-5 59 (8) SS 4-3-4 60 (7) 10 18 .................................. (CL) Sandy Lean Clay, trace Gravel, brown, moist, rather stiff (Glacial Outwash) Ss 4-3�4 (SP) Poorly Graded Sand, fine to medium grained, brown, moist, medium dense (Glacial Outwash) SS 2-3-4 62 (7) 15 ........................................ SS4-6-6 63 (12) 20 SS 64 (12) Bottom of borehole at 21.0 feet. Haugo GeoTechnical Services BORING NUMBER SB-36 Li Au G ❑ 2825 Cedar Ave South PAGE 1 OF 1 WEplErHmrAL Minneapolis, MN, 55407 Telephone: 612-729-2 959 Fax: 763-445-2238 CLIENT JPB Land, LLC PROJECT NAME Monticello Residential Development PROJECT NUMBER 24-0771 PROJECT LOCATION Monticello, MN DATE STARTED 10/16/24 COMPLETED 10/16/24 GROUND ELEVATION 963.3 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY NC/MS CHECKED BY PG AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered �— a w pv 0 _U =O a 0 W O MATERIAL DESCRIPTION w 0� ~m g Mz < 8-1A > _ of > O Ov- ui cn w �zZ O Z) Q mo> c v^ N5 o SPT N VALUE A 20 40 60 80 PL MC LL 20 40 60 80 ❑ FINES CONTENT (%) ❑ 20 40 60 80 — Clayey Sand, trace Roots, black, moist (Topsoil) T. AU 41 " ...............:.......:......:....... (SP) Poorly Graded Sand, fine to coarse grained, with Gravel, brown, moist, medium dense (Glacial Outwash) SS 6-7-9 42 (16) 5 7.5 SS 43 5-10-10 (20) SS 4-7-4 44 (11) 10 SS 5-6-7 45 (13) (CL) Sandy Lean Clay, trace Gravel, brown, moist, rather soft to medium (Glacial Outwash) 46 1-3-2 19 15 ........ :....... :....... :....... :....... SS 2-3-4 47 (7) 20 (SP) Poorly Graded Sand, fine to medium grained, trace Gravel, brown, moist, medium dense (Glacial Outwash) SS 3-7-11 48 (18) Bottom of borehole at 21.0 feet. Haugo GeoTechnical Services BORING NUMBER SB-37 Li Au G ❑ 2825 Cedar Ave South PAGE 1 OF 1 WEplErHmrAL Minneapolis, MN, 55407 Telephone: 612-729-2 959 Fax: 763-445-2238 CLIENT JPB Land, LLC PROJECT NAME Monticello Residential Development PROJECT NUMBER 24-0771 PROJECT LOCATION Monticello, MN DATE STARTED 10/16/24 COMPLETED 10/16/24 GROUND ELEVATION 965.2 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY NC/MS CHECKED BY PG AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered �— a w pv 0 _U =O a 0 W O MATERIAL DESCRIPTION w 0� ~m g Mz < 8-1A > _ of > O Ov- ui cn w �zZ O Z) Q mo> c v^ N5 o SPT N VALUE A 20 40 60 80 PL MC LL 20 40 60 80 ❑ FINES CONTENT (%) ❑ 20 40 60 80 — Clayey Sand, trace Roots, black, moist (Topsoil) T. AU 33 ...............:.......:......:....... (SM) Silty Sand, brown, moist, very loose (Glacial Outwash) SS 34 2-1-2 (3)........ 7 :....... :....... :....... :....... 5 (SP) Poorly Graded Sand, fine to coarse grained, trace Gravel, brown, moist, very loose to medium dense (Glacial Outwash) SS 2-2-1 35 (3) SS 3-5-9 36 (14) . 10 15.4 ................................... (CL) Sandy Lean Clay, trace Gravel, brown, moist, medium to rather stiff (Glacial Outwash) 3� 4($�5 SS 3-3-6 38 (9) ................................. 15 (SP) Poorly Graded Sand, fine to coarse grained, trace Gravel, brown, moist, loose to medium dense (Glacial Outwash) SS 2-9-15 39 (24) 20 ............. SS 3 4 4 40 (8) Bottom of borehole at 21.0 feet. Haugo GeoTechnical Services BORING NUMBER SB-38 Li Au G ❑ 2825 Cedar Ave South PAGE 1 OF 1 WEplErHmrAL Minneapolis, MN, 55407 Telephone: 612-729-2 959 Fax: 763-445-2238 CLIENT JPB Land, LLC PROJECT NAME Monticello Residential Development PROJECT NUMBER 24-0771 PROJECT LOCATION Monticello, MN DATE STARTED 10/16/24 COMPLETED 10/16/24 GROUND ELEVATION 961.3 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY NC/MS CHECKED BY PG AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered �— a w pv 0 _U =O a 0 W O MATERIAL DESCRIPTION w 0� ~m g Mz < 8-1A > _ of > O Ov- ui cn w �zZ O Z) Q mo> c v^ N5 o SPT N VALUE A 20 40 60 80 PL MC LL 20 40 60 80 ❑ FINES CONTENT (%) ❑ 20 40 60 80 — Clayey Sand, trace Roots, black, moist (Topsoil) T. AU 49 ...............:.......:......:....... (SP-SM) Poorly Graded Sand with Silt, fine to coarse grained, trace Gravel, brown, moist (Glacial Outwash) SS 50 2-2-3 (5) 7 5 ....... :....... ....... :....... ism (CL) Sandy Lean Clay, trace Gravel, brown, moist, medium to rather stiff (Glacial Outwash) SS 2-3-5 51 (8) 16.5 ......... ............................ SS 52 3-3-4 (7) 10 SS 3-4-5 53 (9) SS 6-6-6 54 (12) ............................. ... (SP) Poorly Graded Sand, fine to coarse grained, with Gravel, brown, moist, medium dense (Glacial Outwash) 15 SS 2-4-7 55 (11) 20 ......... ......:...............:....... SS3-7-6 56 (13) Bottom of borehole at 21.0 feet. Haugo GeoTechnical Services BORING NUMBER SB-39 Li Au G ❑ 2825 Cedar Ave South PAGE 1 OF 1 WEplErHmrAL Minneapolis, MN, 55407 Telephone: 612-729-2 959 Fax: 763-445-2238 CLIENT JPB Land, LLC PROJECT NAME Monticello Residential Development PROJECT NUMBER 24-0771 PROJECT LOCATION Monticello, MN DATE STARTED 10/17/24 COMPLETED 10/17/24 GROUND ELEVATION 958.8 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY NC/MS CHECKED BY PG AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered �— a w pv 0 _U =O a 0 W O MATERIAL DESCRIPTION w 0� ~m g Mz < 8-1A > _ of > O Ov- ui cn w �zZ O Z) Q mo> c v^ N5 o SPT N VALUE A 20 40 60 80 PL MC LL 20 40 60 80 ❑ FINES CONTENT (%) ❑ 20 40 60 80 — Clayey Sand, trace Roots, black, moist (Topsoil) T. AU 65 ...............:.......:......:....... (SP-SM) Poorly Graded Sand with Silt, fine to coarse grained, trace Gravel, brown, moist, loose (Glacial Outwash) SS 66 2-3-2 (5) 8 5 (SP) Poorly Graded Sand, fine to coarse grained, with Gravel, brown, moist, medium dense (Glacial Outwash) SS 3-4-10 67 (14) .... ........... :............... :....... (CL) Sandy Lean Clay, trace Gravel, brown, moist, medium to rather stiff (Glacial Outwash) SS 3-4-6 68 (10) ........ ....... ....... :............. 10 18 ................................. SS 69 3-3-5 (8) (SP) Poorly Graded Sand, fine to coarse grained, trace Gravel, brown, moist, medium dense (Glacial Outwash) SS 3-6-8 70 (14) 15 SS 2-5-6 71 (11) 20 ....... ........:............. :....... SS 5 11 10 72 (21) Bottom of borehole at 21.0 feet. Haugo GeoTechnical Services BORING NUMBER SB-40 Li Au G ❑ 2825 Cedar Ave South PAGE 1 OF 1 WEplErHmrAL Minneapolis, MN, 55407 Telephone: 612-729-2 959 Fax: 763-445-2238 CLIENT JPB Land, LLC PROJECT NAME Monticello Residential Development PROJECT NUMBER 24-0771 PROJECT LOCATION Monticello, MN DATE STARTED 10/17/24 COMPLETED 10/17/24 GROUND ELEVATION 959.8 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY NC/MS CHECKED BY PG AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered w SPT N VALUE A 0� 8-1A > cn w c 20 40 60 80 �— a _U =O a ~m of _ O �zZ O v^ PL MC LL w 0 MATERIAL DESCRIPTION g > Z) Q pv W Mz Ov- mo> N5 20 40 60 80 O < ui o ❑ FINES CONTENT (%) ❑ 0 20 40 60 80 — Clayey Sand, trace Roots, black, moist (Topsoil) T. AU 89 " ...............:.......:......:....... (SP) Poorly Graded Sand, fine to coarse grained, with Gravel, brown, moist, medium dense (Glacial Outwash) SS 3-6-10 90 (16) 5 SS 5-6-8 91 (14) SS 4-6-8 92 (14) 10 .......:: .......:.............:....... SS 5 11 13 (CL) Sandy Lean Clay, trace Gravel, brown, moist, medium (Glacial Outwash) 93 (24) 21.5 SS 6-4-3 94 (7) ................................. 15 SS 5-7-6 (SP) Poorly Graded Sand, fine to medium grained, trace Gravel, brown, moist, medium dense (Glacial Outwash) 95 (13) 20 . ..... SS 4-6-8 96 (14) Bottom of borehole at 21.0 feet. a c� LL 0 0 0 J 0 Z E 0 m N 0 0 CD J Cn 0 U) z C7 Haugo GeoTechnical Services BORING NUMBER SB-41 Li Au G ❑ 2825 Cedar Ave South PAGE 1 OF 1 WEplErHmrAL Minneapolis, MN, 55407 Telephone: 612-729-2 959 Fax: 763-445-2238 CLIENT JPB Land, LLC PROJECT NAME Monticello Residential Development PROJECT NUMBER 24-0771 PROJECT LOCATION Monticello, MN DATE STARTED 10/17/24 COMPLETED 10/17/24 GROUND ELEVATION 958.2 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS- 45 GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING --- Not Encountered LOGGED BY NC/MS CHECKED BY PG AT END OF DRILLING --- Not Encountered NOTES AFTER DRILLING --- Not Encountered �— a w pv 0 _U =O a 0 W O MATERIAL DESCRIPTION w 0� ~m g Mz < 8-1A > _ of > O Ov- ui cn w �zZ O Z) Q mo> c v^ N5 o SPT N VALUE A 20 40 60 80 PL MC LL 20 40 60 80 ❑ FINES CONTENT (%) ❑ 20 40 60 80 — Clayey Sand, trace Roots, black, moist (Topsoil) T. AU 81 " ...............:.......:......:....... (SP) Poorly Graded Sand, fine to coarse grained, with Gravel, brown, moist, medium dense (Glacial Outwash) SS 2-5-9 82 (14) 5 6 SS 83 7-8-11 (19) SS 10-10-12 84 (22) 10 SS 10-10-4 85 (14) (CL) Sandy Lean Clay, trace Gravel, brown, moist, medium (Glacial Outwash) SS 86 1-3-3 (6) 17.5 .................................. 15 (SP) Poorly Graded Sand, fine to coarse grained, with Gravel, brown, moist, dense (Glacial Outwash) SS 4-13-24 87 (37) (CL) Sandy Lean Clay, trace Gravel, brown, moist, hard (Glacial Outwash) (SP) Poorly Graded Sand, fine to coarse grained, with Gravel, brown, moist, medium dense (Glacial Outwash) 20 ....... ....... :....... ....... :....... SS 4 7 11 88 (18) Bottom of borehole at 21.0 feet. Infiltrometer Recording Chart Depth of H A U CS 0 Liquid Liquid Container Project Identification: 2❑®❑❑❑ Constants Area cm2 (cm) Number Marriotte Tube Volume Soil Type: ® Inner Ring :20 L _ ❑ Crrr Test Location: ❑ ®❑❑ ❑O® Elevation: Annular Space 2CB❑ ❑❑7 2 C Tested By: ❑ ®Jm Li uid: I ❑ ❑IFT Liquid level maintained using: ❑X Flow Valve Float Valve Mariotte Tubes Depth to water table: ❑❑❑❑❑m❑n➢'Cd ®❑❑' Penetration Depth of Outer Ring: ❑ ®0 Trial # Start / End Date MM/DD/YY Time HR:MIN Elapsed Time Ch / Total Min Flow Readings Liquid Temp F Infiltration Rate Ground Tem erature Remarks Inner Ring Reading cm Inner Maroitte Tube Flow Annular Space Reading cm Annular Space Marriotte Tube Flow (ml) Inner Infiltration Rate (Inch/h) Annular Infiltration Rate (Inch/h) Ground Temp Depth (in) Temp at Depth (F) Weather conditions Etc... Hourly Inner Infiltration Rate (Inch/h) 1 ❑UtOO® ❑❑®❑2E2❑ ❑❑®❑ ❑®❑ ❑ ❑❑11 �20 ❑ m ❑Cd ❑❑m ❑❑®❑2E2❑ ❑❑[71❑ 0:15 ❑® m] 2 ❑2[10® ❑❑un2E2❑ ❑❑®❑ ❑®❑ ❑ ❑ 001] ❑®❑ ❑®0❑LSOOL07 11Cd ❑❑m 0001102@0 @®❑ 0:30 ® ❑❑®❑f2E2❑ ❑2®0 ❑®❑ ❑ ❑ ❑❑®3 ®❑ ❑®❑®'❑❑® []Ed[]Elm❑❑®❑f2E2❑ E2®❑ 0:45 d0ffl] m] ❑❑un2E2❑ E2®0 ❑®0 ❑ ❑❑®4 0110 ❑Cd []Elm ❑❑®Of2@❑ @®❑ 1:00 m] 5 ❑®❑❑® ❑❑no2❑2❑ ❑2®❑ ❑®❑ ❑❑U ®❑ ❑®❑ ❑Cd 0❑m ❑❑®❑[2E2❑ E2®❑ 1:15 ® 6 ❑❑ ❑®❑ ❑Dd ❑❑m ❑❑®❑2E2❑ ❑❑®❑ 1:30 ❑L❑ ® 7 ❑®'00® 00®O202❑ 00®0 0=1 L❑ ❑® ❑Cd ❑❑m ❑❑®❑2E2❑ ❑❑®❑ 1:45 8 ❑ET000m oono202❑ 00®0 ❑®0 - CJu ❑®❑ ❑ai ❑❑m ❑❑®❑2E2❑ ❑❑TE 2:00 ❑L❑ 9 ❑Q➢'00® 00®O202❑ 00®0 ❑®0 - Clu ❑® ❑Cd ❑❑m ❑11=12E2❑ ❑❑®❑ 2:15 10 1Ju ❑®❑ ❑ai ❑❑m ❑❑ 1 2C2❑R-IF110011 2:30 ❑L❑ 11 ❑®'00® 00®Of202❑ ❑®0 it❑f❑i ®❑ ❑® _.. ❑Cd ❑❑m ❑❑ 1 2E2❑ 2:45 ❑EJ]'❑❑❑m 00®Of2E2❑ 0®0 00®12 ❑®❑ ❑11110 ❑Cd OOm ❑❑®Of2E2❑ 3:00 0® 13 ❑Q➢'00® ❑®0 00® ®❑ ❑® ❑a] ❑❑m 0:00 ® ® 14 ❑Q➢'00® 01110 ❑0® ❑®❑ ❑® ❑❑i ❑❑m 0:00 ❑® ® 15 ®❑ ❑® ❑❑f ❑❑m 0:00 m] m 16 ❑EJ]'❑❑❑S' 01110 ❑❑® ❑®❑ ❑11110 ❑II1 ❑❑Q 0:00 ❑® ® 17 ®❑ ❑® ❑❑f ❑❑m 0:00 ❑® ® 18 ❑EIY❑❑Om 01110 ❑❑® ❑11110 ❑® 1 El Ed ❑❑m 0:00 On ® 19 1111100® 011110 ❑O® ®❑ ❑® - ❑oi ❑❑m 0:00 ❑® ® 20 ❑EIY❑❑® 011110 ❑O® ❑®❑ ❑® ❑❑1 ❑❑m 0:00 ❑® ® 21 ❑mr❑❑® ❑®❑ ❑❑® ®❑ ❑® ❑Ed ❑❑m 0:00 ❑® ® 22 ❑EI]'❑❑® 011110 00101 ❑®❑ ❑® ❑❑1 ❑❑m 0:00 ❑® ® 23 ❑mr❑❑® 0111101 ❑❑® ®❑ ❑® ❑oi ❑❑m 0:00 ® ® 24 ❑EI]'❑❑❑m 011110 ❑❑E11 d ❑❑m 1 0:00 ❑® Final Results Start Test End Test 11:30 14:30 0.00 0.00 Total Infiltration in Inches (3 Hour Test) 0.00 Infiltrometer Recording Chart Depth of H A U CS 0 Liquid Liquid Container Project Identification: 2 Constants Area cm2 (cm) Number Marriotte Tube Volume Soil Type: ❑ Inner Ring :20 � _ ❑ Crrr Test Location: ❑®m❑ Elevation: I Annular Space 21B0 057 2 CSERVICES Tested By: ❑ ®Jm Li uid: I ❑ ❑1FT Liquid level maintained using: ❑X Flow Valve Float Valve Mariotte Tubes Depth to water table: ❑000❑m❑=rCd ®oil' Penetration Depth of Outer Ring: ❑ ®0 Trial # Start / End Date MM/DD/YY Time HR:MIN Elapsed Time Ch / Total Min Flow Readings Liquid Temp F Infiltration Rate Ground Tem erature Remarks Inner Ring Reading cm Inner Maroitte Tube Flow Annular Space Reading cm Annular Space Marriotte Tube Flow (ml) Inner Infiltration Rate (Inch/h) Annular Infiltration Rate (Inch/h) Ground Temp Depth (in) Temp at Depth (F) Weather conditions Etc... Hourly Inner Infiltration Rate (Inch/h) 1 ElUtOO® ❑❑®❑2120 I2®0 0100 ❑❑11 LLB 2881 ❑Cd []Elm ❑0®[1I2E2❑ ❑0®0 0:15 ❑® m] 2 O2[10FM ❑❑ini2i-20 0❑IID❑ 0®0 ❑❑u ❑❑❑❑ 00® CLCB 2 -UB 1Id ❑❑m 000T10I2@0 ❑OI2❑ 0:30 ❑® ® 3 ❑Q➢'❑❑® 00®❑2120 ❑❑12❑ ❑IID❑ ❑00 2000 0❑® CIZB ❑ IL, []Ed []Elm 00®OI2I72D 00®0 0:45 ❑® m] 4 0®❑❑® iinun2E20 00100 0100 000 2000 001] CLCB ❑®❑ ❑Cd OOm 0011T111I2@0 ❑❑®❑ 1:00 ❑® m] 5 ❑Q➢'00® 00®O1202❑ 00®0 0®0 ❑00 2000 00® m0s 0® ❑Cd []Elm ❑0®O[2E2❑ 111I®0 1:15 0® =1 6 ❑Q➢'00❑m ❑ono202❑ ❑0®0 0®0 ❑❑❑ 2000 ❑0® OmB ❑®0 __8 1141 ❑❑m ❑0®OI2E2❑ ❑72❑ 1:30 ❑® m] 7 ❑®'00® ❑onLi202❑ ❑OL2❑ ❑®0 ❑00 2000 00® m=B 0® ❑Cd OOm ❑0®OI2E2❑ 00®0 1:45 0® m] 8 ❑Q➢'00Om ❑ono202❑ ❑0®0 0®0 ❑❑❑ 2000 ❑0® OmB ❑®0 1141 ❑❑m ❑0®OI2E2❑ ❑0®0 2:00 ❑® m] 9 ❑Q➢'00® ❑onLi202❑ ❑❑®0 ❑®0 ❑❑rT EILI 00m ❑Cd []Elm 110®OI2E211 00®0 2:15 0® =1 10 ❑Q➢'OOOm ❑ono2L2o ❑❑®0 ❑®0 Llu 0®0 ❑ai OOm ❑❑ E1 2C2❑ 11O2❑ 2:30 OL❑ 11 ❑®'00® ❑❑L71272❑ ❑O12❑ ❑®0 it❑ILO ®❑ ❑® _.. ❑Cd []Elm [ ]TIE]=❑ ❑❑®0 2:45 12 ❑LO]'❑❑❑07 ❑❑ILO02E20 -I❑100 ❑ILO❑ 0010 ❑®❑ ❑®❑ OCd 01107 ❑❑111012E20 lLO0 3:00 0® 13 ❑Q➢'00® ❑®0 00® IZII]❑ ❑FTP ❑a] ❑❑m 0:00 ® ® 14 ❑Q➢'00® 01110 ❑0111 ❑®❑ ❑® ❑❑i ❑❑m 0:00 ❑® m] 15 ®❑ ❑® ❑❑f ❑❑m 0:00 m] m 16 ❑LO]'❑❑❑S' 01110 ❑❑® ❑®❑ ❑®❑ ❑II1 ❑❑Q 0:00 ❑® =1 17 ®❑ ❑® ❑❑f ❑❑m 0:00 ❑® m] 18 ❑LO]'❑❑007 01110 Ll❑® ❑®❑ ❑® ❑❑i ❑❑m 0:00 ❑n m] 19 ❑APO❑® ❑11110 ❑❑® ®❑ ❑® ❑oi ❑❑m 0:00 ❑® m] 20 ❑®❑ ❑® ❑Ed ❑❑m 0:00 ❑® m] 21 11111❑❑C07 ❑11110 ❑❑® ®❑ ❑® ❑Ed ❑❑m 0:00 ❑® m] 22 ❑®❑ ❑01 ❑❑m 0:00 ❑® m] 23 ❑�P❑❑® ❑®0 ❑❑® ❑ ❑oi o❑m 0:00 ® m]® 24 ❑(II]rE]El= ❑®0 ❑0® ;]= d ❑❑m 0:00 ❑® Final Results Start Test 12:55 19000 1.08 1 Total Infiltration in Inches (2 Hour Test) 2.16 End Test 14:55 Infiltrometer Recording Chart Depth of H A U CS 0 Liquid Liquid Container Project Identification: 2 Constants Area cm2 (cm) Number Marriotte Tube Volume Soil Type: m Inner Ring :20 L = ❑ Crrr Test Location: ❑ ❑®m[2 Elevation: I Annular Space 21B❑ 557 2 CSERVICES Tested By: ❑ ®E-® Li uid: I ❑ OIFT Liquid level maintained using: ❑X Flow Valve Float Valve Mariotte Tubes Depth to water table: ❑❑❑❑❑m❑Q➢'❑d ®❑2]' Penetration Depth of Outer Ring: ❑ ®0 Trial # Start / End Date MM/DD/YY Time HR:MIN Elapsed Time Ch / Total Min Flow Readings Liquid Temp F Infiltration Rate Ground Tem erature Remarks Inner Ring Reading cm Inner Maroitte Tube Flow Annular Space Reading cm Annular Space Marriotte Tube Flow (ml) Inner Infiltration Rate (Inch/h) Annular Infiltration Rate (Inch/h) Ground Temp Depth (in) Temp at Depth (F) Weather conditions Etc... Hourly Inner Infiltration Rate (Inch/h) 1 ❑Q➢'❑❑® ❑❑2m❑22E72❑ ❑2m❑ ❑2m❑ ❑❑❑❑ C2CCC ❑❑11 _LI❑ 8 OCd []Elm OO®02E20 O®O 0:15 ❑® ® 2 ❑❑O❑ 00000 LLB Z❑ 11Cd ❑Om 000T❑2@0 0®0 0:30 ❑® ® 3 2000 8000 CEC2 ❑LOL, []Ed []Elm 00®Of22Y0 OTT] 0:45 ❑® ® 4 ❑®'❑❑EID ❑❑un22E2❑ ❑®❑ ❑®❑ 2000 8000 001] LL22 0®0 ❑IA OOm 0011T❑12@0 00®❑ 1:00 ❑® ® 5 OC[➢'OOLI➢ OO®O2L20 OO®O 0®O 2000 8000 OO® D 2 O® OCd []Elm 00TTT222❑ 00®O 1:15 ❑® m7 6 LIET000LL OO®O2L20 LILILML11 O®0 2❑❑❑ 8000 OO® 0202 O®0 __2 ❑OJ ❑❑m 00= 222❑ 00®O 1:30 ❑LOJ ® 7 O®'OOLLE OO®Of2L20 OO®O O®O 2000 8000 OO® OIT2 O® OCd []Elm 00®O122211 00®11 1:45 ❑® m7 8 OLIrOOOm OO®O2L20 OO®0 O®0 2❑❑❑ 8000 OO® 0202 O®0 1111J ❑❑m 00®O22211 ❑O®O 2:00 ❑n ® 9 OC[➢LILI= OO®O2L20 OO®O O®O ❑❑rT CJLJ O® OCd OOm 00®O22211 00®O 2:15 ❑® m7 10 OLIrOOOm OO®O2L20 Ljonol 0=1 11I O®0 _ 041 OOm 00®02C20 00®0 2:30 LIT _ 11 O®'OOLLE OO®O2L20 OO®0 ❑ DO it❑EOi ®O O® _. . OCd 0000 EETIE] 11 00®O 2:45 ❑® 12 ❑EY❑❑❑m 0011102E20 001110 0100 0010 ❑®❑ ❑®❑ ❑ m 011011 ❑❑11102 E2 ❑ E2 1110 3:00 O® 13 OLLKILILLO ❑ DO OO® ®❑ ❑® 0E:d ❑❑m 0:00 ® ® 14 OQ➢'OOEID 01110 ❑0® ❑®❑ ❑® DiA ❑❑m 0:00 ❑® ® 15 ®❑ ❑® Onf ❑❑m 0:00 m] ® 16 ❑EJ1'00❑S' 01110 ❑❑® ❑®❑ ❑®❑ ❑21i ❑❑Q 0:00 ❑® ® 17 OLLTOODS. ❑ DO ❑0® ®❑ ❑® 0❑f ❑❑m 0:00 ❑® ® 18 ❑EIYOOOm 01110 ❑❑® ❑®❑ ❑® ❑21i ❑❑m 0:00 On ® 19 11110POO® 011110 00® ®❑ ❑® ❑Ed Emm 0:00 ❑® ® 20 ❑EIY❑O® 011110 ❑O® ❑®❑ ❑® ❑Od ❑❑m 0:00 ❑® ® 21 1111 ❑❑Em ❑®❑ ❑❑® ®❑ ❑® 0Ed 0❑m 0:00 ❑® ® 22 ❑MY❑01100 011110 ❑O® ❑2m❑ ❑® ❑od ❑❑m 0:00 ❑® ® 23 ®❑ ❑® ❑Ed Emm 0:00 ❑E ® 24 ❑E1J'❑O❑m ❑®❑ ❑❑® d ❑❑m 0:00 Final Results Start Test 9:00 18500 70000 5.00 6.29 Total Infiltration in Inches (2 Hour Test) 9.99 lEnd Test 1 11:00 Infiltrometer Recording Chart Depth of H A U CS 0 Liquid Liquid Container Project Identification: 2 Constants Area cm2 (cm) Number Marriotte Tube Volume Soil Type: ❑ Inner Ring :20 � _ ❑ Crrr Test Location: ❑ ❑®❑0 Elevation: I Annular Space 21B❑ 557 2 C SERVICES Tested By: ❑ ®J® Li uid: I ❑ ❑1FT Liquid level maintained using: ❑X Flow Valve Float Valve Mariotte Tubes Depth to water table: ❑❑❑❑❑m❑iirEd ®❑T' Penetration Depth of Outer Ring: ❑ ®0 Trial # Start / End Date MM/DD/YY Time HR:MIN Elapsed Time Ch / Total Min Flow Readings Liquid Temp F Infiltration Rate Ground Tem erature Remarks Inner Ring Reading cm Inner Maroitte Tube Flow Annular Space Reading cm Annular Space Marriotte Tube Flow (ml) Inner Infiltration Rate (Inch/h) Annular Infiltration Rate (Inch/h) Ground Temp Depth (in) Temp at Depth (F) Weather conditions Etc... Hourly Inner Infiltration Rate (Inch/h) 1 0Ut❑❑® ❑❑®❑12E2❑ 1]❑211 ❑®❑ 000❑ ❑❑11 EI2 TCd []Elm TT®T12E2T TT®T 0:15 ❑® ® 2 000❑ L2❑❑❑ ❑m❑ 8 -12 11Cd ❑❑m 000T10I2@0 ❑❑®❑ 0:30 ❑® ® 3 OQ➢'OOL07 ❑❑®❑12E2o 00®0 ❑®❑ 20❑0 ❑TTTT ❑❑® ®❑ ❑ IL, []Ed []Elm TT®T12E2T E2®T 0:45 ❑® ® 4 ❑®❑❑® ❑❑®❑12E2Ei 1E2®0 ❑®❑ 2000 00000 ❑❑ ] 0110 ❑®❑ ❑Cd []Elm 000TI❑I2@0 @I2❑ 1:00 ❑® ® 5 OQ➢'00® 00®O12L20 L2120 0®0 27]T OTTTT 00® D[T[2 T® TCd []Elm TT®T12E2T E2=1 1:15 ❑® m7 6 OQ➢'000m 00®012L20 L2=11 0®0 2❑❑❑ OTTTT 00® TQC2 T®T __2 ❑CJ ❑❑m 71®T1212T C2®T 1:30 LILRI ® 7 0®'00® 00®O12L20 L2®0 0®0 201111 OTTTT 00® m_2 T® TCd TTm TT®T12E-2T TT®T 1:45 ❑® mJ 8 OQ➢'OOOm 00®012L20 00®0 0®0 2❑❑❑ 1LOT 00® TQC2 T®T ❑CJ ❑❑m 011®T121211 ❑112T 2:00 LILRI F1F 9 OQ➢'00® 00®O12L20 OO120 0®0 ❑❑rT EILI T® TCd []Elm 1111®T121211 TT®T 2:15 ❑® I m 10 OQ➢'OOOm 00®012L20 00®0 0®0 11I T®T _ [Tli TTm 111®112C211 1111®0 2:30 ❑n _ 11 0®'00® 00®O12L20 00®0 0®0 it❑LTi ®T T® _.. TCd []Elm 111®1121211 TT®T 2:45 ❑® _ 12 ❑(II]'❑❑❑07 00111012E20 -I❑100 01110 ❑0111 ❑11110 ❑11110 OCd ❑❑07 ❑❑111012 E20 T20 3:00 0® 13 OQ➢'00® 0®0 00® ®❑ ❑® 0❑J ❑❑m 0:00 m] ® 14 OQ➢'00® 01110 ❑0® ❑11110 ❑® 0❑J ❑❑m 0:00 ❑® ® 15 OQ➢'00® 0®0 00® ®❑ ❑® _ 0❑J ❑❑m 0:00 m] ® 16 ❑EJ]rE]EID 01110 ❑❑® ❑®❑ ❑11110 ❑II1 ❑❑Q 0:00 ❑® ® 17 ®❑ ❑® 0❑J ❑❑m 0:00 ❑® ® 18 ❑EJ]'❑❑007 01110 Ll❑® ❑®❑ ❑® ❑❑J ❑❑m 0:00 ❑n ® 19 1101❑❑® ❑11110 ❑❑® ®❑ ❑® Cod o❑m 0:00 ❑® ® 20 ❑EI]'❑❑® ❑11110 ❑❑® ❑®❑ ❑® ❑TJ ❑❑m 0:00 ❑® ® 21 1101❑❑® ❑®❑ ❑❑Im ®❑ ❑® CaJ o❑m 0:00 ❑® ® 22 ❑EI]'❑❑® E1111101 ❑0101 ❑®❑ ❑® ❑TJ ❑❑m 1 0:001 EIEEIII 23 1101❑❑® E1111101 ❑❑Im ®❑ ❑® Cod o❑m 0:00 ® ® 24 ❑EI]rE]El= ❑11110 ❑0101 d ❑❑m 0:001 ❑® Final Results Start Test t 1:20 86000 lop . 3 Total Infiltration in Inches (2 Hour Test) 11.34 lEnd Test 1 13.20 SERVICES Descriptive Terminology of Soil Standard D 2487 - 00 l� Classification of Soils for Engineering Purposes ,xre€cmar,osar (Unified Soil Classification System) Criteria for Assigning Group Symbols and Soils Classification Group Group Names Using Laboratory Tests a Symbol Group Name b o Gravels Clean Gravels C > 4 and 1 < C : 3 c u GW Well -graded gravel° —' a ° c More than 50% of 5% or less fines e C.< 4 and/or 1 > C.> 3 c GP Poorty graded gravel a ._ coarse- fraction Gravels with Fines Fines classify as ML or MH GM Silty gravel d f 9 a =° m' retained on Fines classify as CL or CH GC Clayey gravel °�9 o o No. 4 sieve More than 12% fines a rn in N Sands Clean Sands C,, Z 6 and 1 < C, < 3 c SW Well -graded sand " c z° 50% or more of 5% or less fines ' C < 6 and/or 1 > Cc-',3 c SP Poorly graded sand ^ coarse fraction Sands with Fines Fines classify as ML or MH fY SM Silty sand '9 ty c v o passes Fines classify as CL or CH SC I Clayey sand E No. 4 sieve r More than 12%' Inorganic 9 PI > 7 and plots on or above "A" line i CL Lean clayk ' " PI < 4 or plots below "A` linei ML Silt k ` " H - - aI O N m Sifts and Clays y Liquid limit Organic Liquid limit - oven dried < 0.75 OL Organic clay k ' " " rn y m m less than 50 b c ro o Liquid limit - not dried OL Organic silt k i m o N m E d Silts and clays Inorganic PI plots on or above "A" line CH Fat Clay"' " "A' a o z Liquid limit PI plots below line MH Elastic silt k' m Organic g Liquid limit -oven dried < O.rS OH Organic clay k' `" i' i7 o 50 or more � Liquid limit - not dried OH Organic silt ' m ° Highly Organic Soils I Primarily organic matter, dark in color and organic odor PT Peat a. Based on the material passing the 3-in (75mm) sieve. b. If field sample contained cobbles or boulders, or both. add 'with cobbles or boulders or both- to group name. c. C" = D./ D," C� = (D 1)2 D,exD. d. If soil contains�l5% sand, add'with sand" to group name e Gravels with 5 to 12% fines require dual symbols: GWGM well -graded gravel with silt GW-GC well -graded gravel with clay GP -GM poorly graded gravel with silt GP -GC poorly graded gravel with'bay f. If fines classify as CL-ML, use dual symbol GC -GM or SC-SM. g. If fines are organic, add "with organic fines` to group name. h. If soil contains Z 15 % gravel. add'with gravel' to group name. L Sands with 5 to 12% fines require dual symbols: S1N--SM well -graded sand with silt $W-SC well -graded sand with clay SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay j. If Atterberg limits plot in hatched area, soil is a CL-ML, silty clay. k If soil contains 10to 29 % plus No. 200, add'with sand" or "with gravel" whichever is predominant. 1. If soil contains> 30% plus No. 200. predominantly sand.. add'sandyto group name. m If soil contains> 30%plus No- 200 predominantly gravel, add gravelly to group name. n. PI 2 4 and plots on or above `A' line. o. PI <4 or plots below "A' line. p. PI plots on or above "A" line. % PI plots below `A" line. 60 50 40 x a 30 _T U N 20 M a_ 10 7 4 0 0 i i .J �.�,e A. of i i i i V ' of MH or OH ML or OL 10 16 20 30 40 50 60 70 80 90 100 110 Liquid Limit (LL) Laboratory Tests DD Dry density, pcf OC Organic content. % WD Wet density. pcf S Percent of saturation, % MC Natural moisture content, % SG Specific gravity LL Ligiuid limit, % C Cohesion, psf PL Plastic limit. % 0 Angle of internal friction PI Plasticity index, % qu Unconfined compressive strength. psf P200 % passing 200 sieve qp Pocket penetrometer strength, tsf Particle Size Identification Boulders ........................ Cobbles ........................ Gravel Coarse ..................... Fine......................... Sand Coarse ..................... Medium .................... Fine........................... Silt....................------------ Clay ....... over 12" ....... 3" to 12' 3/4" to 3" No. 4 to 3/4" ...... No. 4 to No. 10 ...... No. 10 to No. 40 ...... No. 40 to No. 200 ...... < No. 200, PI<4or below "A" line <No. 200, PI24 and on or above "A` line Relative Density of Cohesioniess Soils Very loose ................................ 0 to 4 BPF Loose ....................................... 5 to 10 BPF Medtum dense ......................... 11 to 30 BPF Dense ...................................... 31 to 50 BPF Verydense ............................... over 50 BPF Consistency of Cohesive Soils Very soft ..........:........................ 0 to 1 BPF Soft ..................................... 2 to 3 BPF Rather soft ............................... 4 to 5 BPF Medium .................................... 6 to 8 BPF Rather stiff ............................... 9 to 12 BPF Stiff ....................................... 13 to 16 BPF Very stiff ................................... 17 to 30 BPF Hard ....................................... over 30 BPF Drilling Notes Standard penetration test borings were advanced by 3 1/4' or 6 1/4" ID hollow -stem augers unless noted otherwise, Jetting water was used to clean out auger prior to sampling only where indicated on logs. Standard penetration test borings are designated by the prefix "ST" (Split Tube). All samples were taken with the standard 2" OD split -tube sampler, except where noted. Power auger borings were advanced by 4" or 6" diameter continuous - flight, solid -stem augers. Soil classifications and strata depths were in- ferred from disturbed samples augered to the surface and are, therefore, somewhat approximate. Power auger borings are designated by the prefix "B." Hand auger borings were advanced manually with a 1 1/2" or 3 1/4" diameter auger and were limited to the depth from which the auger could be manually withdrawn. Hand auger borings are indicated by the prefix H.' BPF: Numbers indicate blows per foot recorded in standard penetration test, also known as "N" value. The sampler was set 6" into undisturbed soil below the hollow -stem auger- Driving resistances were then counted for second and third 6" increments and added to get BPF. Where they differed significantly, they are reported in the following form: 2112 for the second and third 6" increments, respectively. WH: WH indicates the sampler penetrated soil under weight of hammer and rods alone; driving not required. WR: WR indicates the sampler penetrated soil under weight of rods alone; hammer weight and driving not required. TW indicates thin -walled (undisturbed) tube sample. Note: All tests were run in general accordance with applicable ASTM standards. Rev 7/07 STORMWA TER MA NA GEMENT PLAN FOR MEADOWBROOK Monticello, Minnesota 11-01-24; Revised 12-02-24; 12-13-24 Otto Project No. 24-0314 Prepared fora JPB Land, LLC Engineer Certification: I hereby certify that this report was prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota. Cara Schwahn Otto c�� 6�' Reg. No. 40433 Date December 13, 2024 T TTO SSOCIATES Engineers & Land Surveyors, Inc- 9 West Division Street, Buffalo, MN 55313 • 763-682-4727 • Fax 763-682-3522 • www.ottoassociates.com Stormwater Management Plan Meadowbrook TABLE OF CONTENTS 1.0 SUMMARY.............................................................................................................................1 1.1 Stormwater Management Regulatory Agencies.............................................................. 1 1.2 Applicable Stormwater Design Standards....................................................................... 1 1.3 Existing Conditions......................................................................................................... 1 1.4 Soil Information.............................................................................................................. 2 1.5 Proposed Conditions..................................................................................................... 2 2.0 STORMWATER ANALYSIS................................................................................................... 2 2.1 Rate Control Analysis..................................................................................................... 2 2.2 Volume Control Analysis................................................................................................. 3 2.3 High Water Level Comparison........................................................................................ 3 FIGURES Figure 1 Site Location Map Figure 2 City's Water Resource Management Map Figure 3 Proposed Drainage Map Figure 4 Offsite Drainage Map APPENDICES Appendix A Original Watershed Design HydroCAD Model Appendix B Proposed HydroCAD Model Appendix C Offsite Comparison Model Appendix D Stage -Storage Table Appendix E Outlet Control Structure Details Appendix F Geotechnical Infiltration Logs Stormwater Management Plan Meadowbrook 1.0 SUMMARY This report provides information regarding the proposed surface water management for a residential subdivision on a 56-acre property in Monticello, Minnesota. See Figure 1 for a site location map. 1.1 Stormwater Management Regulatory Agencies Governmental agencies with jurisdiction over drainage and stormwater for this project include: • City of Monticello • MPCA (NPDES permit) 1.2 Applicable Stormwater Design Standards Applicable design standards identified by the above -listed agencies include: • Rate Control: no increase in peak runoff rates for the 2-, 10-, and 100-year design storms. • Volume Control: The City requires retainage of 1.1" of runoff from the site's new and fully reconstructed impervious surface. • Water Quality Control: The water quality control standard shall be considered satisfied if the volume control standard has been satisfied. • Freeboard: The lowest opening of structures adjacent to outletted ponds shall be 2 feet above the HWL. Low openings of structures shall also be 1.5 feet above the emergency overflow. 1.3 Existing Conditions The site is currently cropland (row crops). The site drains easterly into storm sewer as part of the Hunter's Crossing development, as well as internally into previously graded depressions within the large electric easement on the property. This parcel was originally planned to be a part of the Hunter's Crossing development. Therefore, stormwater management was designed at that time and runoff was handled in a series of basins. The City's Comprehensive Water Resource Management Plan includes the existing and proposed basins for this subwatershed. The HydroCAD model was also provided. For the Meadowbrook project, we used the watershed labeled "Klein Farms Watershed" as our existing conditions since the trunk storm sewer was designed using this model. There's an existing outlet control structure in the northwest corner of the Meadowbrook property that is the offsite outlet for this watershed. See Figure 2 for the City's Subwatershed Map and Appendix A for the City's Water Resource HydroCAD modeling reports. 1 Stormwater Management Plan Meadowbrook 1.4 Soil Information The onsite soils consist mostly of poorly graded sand with gravel. Hydrologic Soil Group A was used in the modeling. Twelve soil borings were conducted by Haugo Environmental Services and a geotechnical report was submitted to the City. Infiltration testing was also conducted by Haugo Environmental Services. Logs are included in Appendix F. 1.5 Proposed Conditions The development proposes 149 residential lots. The total new impervious surface proposed is 17.15 acres. See Figure 3 for a proposed conditions drainage map and Appendix B for proposed HydroCAD modeling reports. The City's model was modified to adjust for the changes proposed within the Meadowbrook property. This includes modifications to Areas KF-01, KF-03, KF-04 & KF-05. Also, no piped outlet was found on the existing basin #204, so the exfiltration outlet was removed from the ponding node in the model. Two stormwater ponds are being proposed under the electric easement, along with an infiltration basin. These basins, along with existing basins to the east, are interconnected and outlet via the existing outlet control structure in the northwest corner of the Meadowbrook development (Outlot A). This outlet control is connected to the City's 30" trunk storm sewer that drains under Edmonson Avenue. Since the original Hunter's Crossing stormwater design included a pond near Edmonson, the existing outlet control structure includes a skimmer pipe that is currently buried. The northwest corner of Meadowbrook is now proposed as a City BMX park so we are proposing a skimmer outlet on Pond #1 and modifying the existing outlet control to include a pipes inlet at ground level. The proposed modifications to the existing OCS and a detail of Pond #1's OCS can be found in Appendix E. There are a couple small drainage areas within the Meadowbrook property that don't drain to the new basins. The Water Resource Watershed Map shows a small portion draining north into Klein Farms 41n Addition near Country Avenue and east near Park Drive into Klein Farms 61" Addition. The Meadowbrook grading is proposing equal or less area to these tributaries. Refer to Figure 4 and Areas 5 & 6 of Figure 2. 2.0 STORMWATER ANALYSIS 2.1 Rate Control Analysis The property discharges to the City's trunk storm sewer system that flows northwest from the site. A comparison of the discharge rates from the City's Water Resource Plan to the proposed Meadowbrook development is shown in the below table. Rate Control cfs Condition _7 2-Year, 10-Year, 100-Year, 24-h r 24-h r 24-h r Original Watershed Design to NW 7.68 10.94 13.83 Proposed to NW 0.21 1.33 8.48 2 Stormwater Management Plan Meadowbrook Existing to North 0.62 1.87 4.90 Proposed P5 to North (P5) 0.03 0.61 3.26 4.49 Existing to East (Park Dr.) 0.57 1.71 Proposed P6 to East (Park Dr.) 0.02 0.34 1.88 The peak flow for proposed conditions is reduced relative to the original design for all modeled events. 2.2 Volume Control Analysis Minimum Abstraction Required = 18.76 acres x 1.1 inches = 74,909 cf An infiltration basin within Outlot C is proposed to meet the abstraction requirement. Infiltration volume provided below the overflow (946.7) = 75,460 cf Refer to Appendix C for the basin's storage table printout. 2.3 High Water Level Comparison The below table is a comparison of the existing basins levels upstream of Meadowbrook. Pond Original Design Meadowbrook Design KF-08/Pond 6 952.7 952.6 KF-07/Pond 7 952.5 952.3 KE-05-06/13asin 204 952.3 951.8 FIGURE 1: SITE LOCATION MAP .. r(77 1; • L•7UND RD - w — f `z w F STD; - � ` - .. - ' , • �-+� �, 65THSTNE96 FEW-- W Q HB-04 1'F .ram` `� IPU1• _;i':'�+ .. CD-01 IP-01C IP-1E � h10-01-' TRH'/ 1 •..■. !' Q I- hIo-01F ty . HB-07 - 1 MR-02 r.10-p i E IP-02B IP-0'1F�'• +. r .! _ IP-01G 1 F.'12-r13 h40-01C 1• ! 74 lIP-04 ® — IP' B h40.03 h4 -. - / ,y , • / P-01 MR-03A MO-�B - ,'MO-01B— r • 1 ��' -"•�� .y M07 � M1O 1A� 1� • h10-044C—CD'028_ h10-04 6 IP-06 IP-02A • �-• - �-, M110,0 i-- r -^- MO-09 -{ f 4i• - , I. h1i)-(16� M004D MO-12 - �' •� M110-11 F •HI• i,. IP-09 P'3 �, "� �• \\�M0 04F j -04G r 1 MO-1 fr, CD-11: •i JiY �°� .-\_ _ I I. MO-108 I _ h10-13B m 1. 1'• - CD-06 IV__•12 _ `CDV, • CD 3A • CD -OH '{•2 - • 1 i ,� _ �1 ,' 1 1•�, 4 f • yf� ` .1 . �• � T.•. J 1 CD 44 Fr221 CDOJ�'J•. p-19 1 C� ' I• di '04 A r I I I, l t PI--03 . .. FIGURE 3: PROPOSED DRAINAGE MAP i Existing MH I I I \ \ / 2 °' \--Rim=957.88 • N Existing CS / lnv=95L71 I W Rkn-956.92 Surmountable-�,-•�_�_ 2 3 4 J 5 6 IMH ��'& I oil, DIP WM I \ DIP j \ Curb & GLfter o No ..._Rim-959.50 �Benchmort. m lnr-954.76 /` T.N.H. FF=959.03-- House '�.'. m �'• 15' RCP erotlon"961,2 Feel J / /4 N,A.V.D. 1988 mW I 4 W / / 6 �� 5 c, `D�4 958.67 �.._ ' �0 /^-Fence-?4955.7 OV TL V / Inv=955.10 ' L>/y� SS SS'12 P� 9 8 7 ` o X \ �. �`s°:\ 961• g6o .: , 9,56• 958- �X958.B7 k J_ 7C %� 7C )F -- \ - 9,q¢9 9s -21"R p3 I I_ Ex/afMg Conq Side a .51 /% _� �A y '� ,� --16' DlP wM \ �,,X )(g5 j ,� Shed rn /' I R1m=95 89 0 9S'°sp �l =L1/a % \ \ x PARK 2 /(\ �� \ �/F -"'lrm�953.95 --Fence ry 9,/ nv=945.34 �? \ ohF 9 eN a I e8 / I\ F954 � �?-� 954952 - - . y ° _ o /%/ \ ♦ y9558 0 TII 9 T_ III I_ � - II Ir -- j9.- -- I I _ p PARK 4Existng H 92 . lm59I 95&0 958 -X339 �960- as 90 e I \ I , 96 / Xs5e.5e 3 c / \� ` I I r [- e I /GF-%96i? 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Driveway / Existing CB =955.01 u I \56 Rim1B,'L-IC�E g61. �980 g6 OH?Fi \ O t>) �pJ GI 10p/��pf1s'�� ^\ t '-9S6. 9>AsS � S• \�Va' IMDE �CESS�`�s�,{{)/ I j l 1 >/ l O ♦yC'- 99�8 II II I C i �S \..._...\`x__ -- 96.1.926?In-950.81 --PP-96 RA_Els�Houae G-%4.S1.21 \ 96 qSF OHF ArO / �_ use_ �♦ ♦ �r,�� / M \ / ,=� •Os `\ , _ 8 / 01 I I LL-956.8 Fence p �� \ \ \ \ �p ! . �/F . y�' . 95 G I LO-956.8 [L•95a Cones 1 Walk-,ExiarIn, MH RiJ�O m=961.56--yo I I Yc� N F, zoIII :> •SF > \ I rF. rn s„ \ \ ♦ S +o 9 4� \ 7 0♦��0♦ \ \ J I T 3 I <s5s.1z ma's I I Lod 91 I i / ff ; 96 q4e.� �r ` \ 9Sg \\ ♦ \ \ \ I I I I I I I �- 2 89 TH- ON- _ 9 I '�s s\6\ I \ red X _ N Blt. Road S. o /' 1 0 `QW `9? 93 ♦ 9 9�I ♦w, �'7 ° I 954 r I - , I Son. MH /1,� 1y : b 9/ \956• / /\ 9� ♦ `t `JG.. �� (` - L 9`hf ,'� t�_� / y O1 / - _ '.O X957.11 Inv=9�6.30 5°1• W1N I '.' ? / ♦ ♦-,qc�° 5 \ \ S!F - �9 �- , OHF / "` ` \ or 952 y^• -.Existing Curb & Gutt ti• T ��tVvO♦ 5 ` \ OHF `� 9 p�' - - 94@�•9S6. Building / Cont. `Mo� Fiber Optic Box- / 9 I i O ff \ s G ♦ ♦�yy1'1 \ " \ ♦ / OI ' p6. \ 111 ssR Existing CB j - q 1 - _ . '�i \ \ �010♦9g 95 • . S \ 0 / STQRMWATER POWD /1 / q' \\ 1 lV Rilnv-9m-955.68 59.20- I I I 1 \• 0� / /p BOnOM.941.0 I \ X9� \ Ch 0 X = Iz 4 18 q \ •:.,., s `►. \ ♦�5y? //� \ �+ � \ 6 9/�a�/�` � �F � tEV,♦9 4g5x5 �U7Y_ 9� off �F� // 95Q43® X950. Oil 9` \ \\\� \I 1 y�/ z LI ro Ot �> � O�oOf ♦ \ \ Gv ♦ ♦yy�-00 / / 9S6` - E' 7p / / � \ 9 OH f I , � ry ' � - 9 �\]\\1 1HF \� \ F 1 ` � Ll+tFence I �`T �/ 9 ` 8 ° > > \ \0 OhF pad /0HF At atr, m L G(�� z °� t �� S5 9N� ^\ 566 ♦�,.��y\> �o `� �t�O oNF j�I I I I \ 1 I ` 6 II 4. I Ip 1 i / ♦♦�y / \ vy� ♦A 1 / 8 9 �$ ♦'fir 9 "1� 11 '/OMA945 I� °HF � ry / m � 11 j 8 \. - 0 `� \/ 6��0�9 yrg,1 i ♦\ " / / � • � ss / / \ .4945Y.5 � I \ ,� p >n.9 I 1 io\09y-if-r3,3" RCP l .i \ 0. 00 G F ♦ �° 6 < \ y / ^ . 60 \ \ r OHF Bp 1 I l 962.20 I "Y 1 --► n \ lE♦♦9a \7 95 . `� / O.y ' • / 'IS I �i'E' �O \ \� II L :S \ \/ � ♦ � \ « � y'r h of � e I 1 F % obi 1 964 <B 1 vv0 ^ / / 960 01 Oy 954_�� . \ \X954.86 I I III - 966 (J f♦ \°a �/ O O♦ ♦�♦a"e`i \ I OUTLOT C F I I / 7 o`er`9"s \9so I= I I I I .6 .5 ... Ip � ,o \s G ♦ �°9 � 0 \n ti � � .♦\ 99 . p1 \ 0 q q ' / ;o ® RST 9s?� X95245 3 I I � 1 I �°' 2 .. 5 al ��°o♦'' « & / - •, �/ '� ' q ,X / "L, I I ^ � l � o � °H \� \�� \ 1I_ 9 ♦ � \ •l�1 -190 ry . 0 r0 11 61.84 °j q� VI I I `r /\ 6'6, G ♦ afog9 0 p/t0 ; / //�L 0j O ♦q�yq �/ \ HF �/ / \ \\/ \�\ \ if v r n I 2 .6 3 / \ �♦ ♦9 9y9' / G e ♦ ♦a ♦ 95 an OHF ��i I�'Oi �'F F m 4 / / \\ \Yo♦ �.Yo d� r�; �• .. l l o Driver s432o I \ / \ Esb, a I I I z . g \ ,C+ac G 9� 'e y y / 958 X942.o>" 4 I I I I I I I to q96u8 6 h i1 I * 1 `, 'sri) aa/ 966\ <C%� \♦ 0%_ \ O %�jj�r/6r$/r �rt0 / . ♦I��^Ov♦r.>v"♦+(!a♦>y' „o♦"C,tl 8g�6 /.0/ � L/ / 5,960' iI III .9g6660H8 I III1L1L9�9 r IL / Irt 0`.9\5d 0 U TL 0/T9 \A424H�F' j R m :676 ]��FI inv=94 7/ 9 96249 64I 1 5 KFt" ZR 5 oX 9 11TOT Xry\lnv=94P, �56ww -41- . 2.I 7 F \ \ G • � I • I +71-. 18 � i / �Q7 _ � I c `sue `!• i„ x��1• / Nor G_ I I I 7 "��,�WI_ila� ,i II II IJIbi1 .:.:. I II I1 I. Osuam°, - I -I * I I hO }� _ G.•9/+ _ 9.970 u°me 1 I,+o-o - - - - uh _ __ JI 11 / tso..1 11U_ O �qma-�;^¢�♦0;'r_¢� .0♦ 21 _ _1-15 JIiY iII 1 \LLD..949�,591 II I rlGF-.A,r�s_a55A' 799 �LGO-.%aD +DQGc .-%%Z1.D1 96I6I 0+00 9h1y•O1 1I II'I I y4`2' -� s_4'46 0* tu U 9�54/�i0 '42' RCP 24. 4 2 6 Existing MH sss3as J 14 7 5 5 4 1 01b OheTF-%7,3 53 .48I I%B N ;,Kn L F� �ss\/ s.ls58.3 8` LO� 17 i I I I 70.9 /�-'� �� s�o0 °� r Tu tih^ 6' b1 E I o ? I �. g6 1 I ► 964 ? I I _ I o 8- -- I I 6 * u 1 1£C960.16 \ 1 I 17 _960 1� I Otihh ,• �! 9s5.22 LA 13 I �` g 26.9 I - --j 1\ I 1 I o r I- ---- 's; : o 1 I Rrmtls 30 -962 I + 1 1 3 4 1 1 2 3 2z. I r -tihry - 1 2, 964 '' a 1 ��15 us; - - I I \�- / b Q I I I "+ I lnv-94 I I I 970 � w9 1.0 I I G.! ae I u �^ I 1 1 I I I I I 45 rF. J rF. I � I 5 3 5 omomI ♦ 9 I ai\ `/ 9y s _ I: I raw o+14 I ' 1l ro' �� I 9 I I �$ 9 _I L- I I r wo„;o II 11HIT 7+oD a oR �5a I I I I 9, a�;; I �7 I hv�N,♦ 1 �J 4 966.81 I ! v �� ,+�p . 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I' I M I . p 968 I HMO i - \k > Existing CB 967.4 I O U TL O T D u 4 966 , V ° a J z _ I 9�, /+/° ''--Rim=954.87 �. ru' /q lnv=950.92 `/r'' I 1 I ff ' - - - -968 - - - 966 J 9 1 L - - - 2 i ✓ f0+ J,+ j e 1 J 9J �% / s n. %MH[ c �, o m O ff -962 f = - - - - +�•-0 I ❑T 95o 74 o e / _ - r �- - 966 5�,� 6 IV 6 - 1 c2 `\ o -- r i I I f� - 9680'` _ - !6,- 964- I I , g - O ^ 8 1 :✓" 9♦6537 OJ " ' 9 rrl I 9T' of B/. % 5•/' -Conc.9kd=2 _I r15,5 I 1 6964 0 - CurbGufter a w' o�96 5 0 of 964 - - 962 - 9 8` % I �I- G-9705 -969.7 g6 I I G.% 96 G-% 96 ' I I V IS .� ./ / - - �, _San. MH j 22 I m,� I TF.9708 rF-97Q0 -96a6 .967,3 -%6.7 .%57 INICK/' Rim=958.64 o rr I rF.%58 TF-%55 I 60 - I 966 8' o ( - m ^ o�. 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KLEIN AREA TO PoNDNJ LAN punO SCHOO BCR.�] 1 KF-135 HB-115 1 FA ON DRIVE 1 KLEIN FARMS AREA wssT MS 1 R � 111 P FAR KF-03S POND EAST OF FALCON TO TRUNK STORM AVE TURIE EAS F E NSON AVE, INCLE FAN_ E TH E BSONA E, RESIDENTIAL, EN CT � MIDDLE CHAIN Ft —A\ PROPOSED POND O KF-OAS KF-015 PANSION AVE, NORTH of 05TH STREET �RMSTEAD AVE EAST OF EDMONSON AVE LLL�� Off[ PROPUyFo Porvo EEC• O�(g�]�ry\\ KF-O85 HRRRD FOAFST OF A WEST OF FALCON AVENUE KF-02S � FAI E Tj KF-09S ANO RENMEORNOF AVE KF-045 ' EFALLON& PONO NORTH OF B]M, STREET \ FUTUREDEVELOPMENT PRO�ED POND B5THSW 54,NW114,SEC 24 (SRIEGLE FAMILY KF-10S SIDENnAL) sT 4&SOUTH OF KF-0AS KF-0]B EXISTING BATH-UND OPED BASINSWII4,NW1I4,SEC 24 WEST OF EISELE AVE FAIRHILL LANE it KF-115 EXISTING BASIN -SO 1/16 COR.,NW1.,SEC24 DEPRESSIO AREA NW OF FENNINGS SW1.,NE1.SEC24 05TH Subcat Reach Pond Link REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment HB-11S: KLEIN FARMS 3RD-WEST AREA Runoff = 15.60 cfs @ 12.50 hrs, Volume= 1.607 af, Depth= 0.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_At1as14 Rainfall=2.84" Area (ac) CN Description 16.055 72 RESIDENTIAL 4.000 98 POND 20.055 77 Weighted Average 16.055 80.05% Pervious Area 4.000 19.95% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 33.0 Direct Entry, Segment ID: Summary for Subcatchment HB-12S: KLEIN FARMS 3RD-TRIB. TO POND 3 OF ADD. Runoff = 18.76 cfs @ 12.25 hrs, Volume= 1.280 af, Depth= 0.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_At1as14 Rainfall=2.84" Area (ac) CN Description 17.700 72 RESIDENTIAL 1.300 98 POND 19.000 74 Weighted Average 17.700 93.16% Pervious Area 1.300 6.84% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Segment ID: Summary for Subcatchment KF-01S: EAST OF EDMONSON AVE Runoff = 7.11 cfs @ 12.33 hrs, Volume= 0.587 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_At1as14 Rainfall=2.84" Area (ac) CN Description 9.851 72 9.851 100.00% Pervious Area REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 3 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-02S: NE CORNER OF 85TH ST AND EMONSON AVE Runoff = 9.62 cfs @ 12.33 hrs, Volume= 0.794 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_At1as14 Rainfall=2.84" Area (ac) CN Description 13.339 72 13.339 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-03S: FUTURE DEVELOPMENT (SINGLE FAMILY RESIDENTIAL) Runoff = 3.98 cfs @ 12.25 hrs, Volume= 0.280 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_At1as14 Rainfall=2.84" Area (ac) CN Description 4.700 72 4.700 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment KF-04S: FUTURE DEVELOPMENT (SINGLE FAMILY RESIDENTIAL) Runoff = 12.96 cfs @ 12.69 hrs, Volume= 1.733 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_At1as14 Rainfall=2.84" Area (ac) CN Description 29.100 72 29.100 100.00% Pervious Area REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 4 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 Direct Entry, Summary for Subcatchment KF-05S: WEST OF EISELE AVE Runoff = 16.82 cfs @ 12.47 hrs, Volume= 1.751 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_At1as14 Rainfall=2.84" Area (ac) CN Description 29.400 72 29.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Summary for Subcatchment KF-06S: FARMSTEAD AVE Runoff = 19.12 cfs @ 12.33 hrs, Volume= 1.578 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_At1as14 Rainfall=2.84" Area (ac) CN Description 26.500 72 26.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-07S: FAIRHILL LANE Runoff = 15.44 cfs @ 12.33 hrs, Volume= 1.274 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_At1as14 Rainfall=2.84" Area (ac) CN Description 21.400 72 21.400 100.00% Pervious Area REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 5 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-08S: WEST OF FALLON AVENUE Runoff = 9.88 cfs @ 12.33 hrs, Volume= 0.816 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_At1as14 Rainfall=2.84" Area (ac) CN Description 13.700 72 1/3 acre lots, 30% imp, HSG B 9.590 70.00% Pervious Area 4.110 30.00% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-09S: AREA SE FALLON & 85TH-SW1/4,NW1/4,SEC 24 Runoff = 47.85 cfs @ 12.75 hrs, Volume= 6.719 af, Depth= 0.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_At1as14 Rainfall=2.84" Area (ac) CN Description 92.835 72 RESIDENTIAL 6.900 99 POND/WATER 99.735 74 Weighted Average 92.835 93.08% Pervious Area 6.900 6.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 51.0 Direct Entry, Segment ID: Summary for Subcatchment KF-10S: AREA WEST & SOUTH OF 85TH-UNDEVELOPED Runoff = 31.24 cfs @ 12.39 hrs, Volume= 2.876 af, Depth= 0.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_At1as14 Rainfall=2.84" REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 6 Area (ac) CN Description 43.077 72 RESIDENTIAL 2.300 98 BASIN/WATER 45.377 73 Weighted Average 43.077 94.93% Pervious Area 2.300 5.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Segment ID: Summary for Subcatchment KF-11S: AREA NW OF FENNING & 85TH Runoff = 40.02 cfs @ 12.41 hrs, Volume= 3.746 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_At1as14 Rainfall=2.84" Area (ac) CN Description 62.600 72 RESIDENTIAL 0.300 98 BASIN 62.900 72 Weighted Average 62.600 99.52% Pervious Area 0.300 0.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Segment ID: Summary for Subcatchment KF-12S: KLEIN FARMS EAST TRIB. AREA TO POND/WETLAN Runoff = 26.58 cfs @ 12.55 hrs, Volume= 2.943 af, Depth= 0.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_At1as14 Rainfall=2.84" Area (ac) CN Description 16.300 72 KLEIN FARMS 3RD-RESIDENTIAL 4.600 90 POND/WETLAND @ ELEV. 950 22.787 72 RES. 43.687 74 Weighted Average 43.687 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 35.0 Direct Entry, Segment ID: REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment KF-13AS: EAST OF FALLON AVE, NORTH OF 85TH STREET Runoff = 14.62 cfs @ 12.83 hrs, Volume= 2.249 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_Atlas14 Rainfall=2.84" Area (ac) CN Description 37.761 72 RESIDENTIAL 37.761 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 55.0 Direct Entry, Segment ID: Summary for Subcatchment KF-13S: FALLON DRIVE Runoff = 8.85 cfs @ 12.33 hrs, Volume= 0.769 af, Depth= 0.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_Atlasl4 Rainfall=2.84" Area (ac) CN Description 11.515 72 1/3 acre lots, 30% imp, HSG B 4.242 61 >75% Grass cover, Good, HSG B 15.757 69 Weighted Average 12.303 78.08% Pervious Area 3.454 21.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 200 0.0300 0.21 Sheet Flow, Calculated GIS Grass: Short n= 0.150 P2= 2.70" 1.9 140 0.0070 1.25 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.8 465 0.0086 4.21 3.30 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete sewer w/manholes & inlets 19.5 805 Total Summary for Reach 1 R: TO TRUNK STORM Inflow Area = 453.207 ac, 3.77% Impervious, Inflow Depth = 0.04" for 2-yr_Atlas14 event Inflow = 7.68 cfs @ 12.52 hrs, Volume= 1.501 of Outflow = 7.68 cfs @ 12.52 hrs, Volume= 1.501 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 8 Summary for Pond HB-11 P: KLEIN FARMS 3RD-SW QUAD SCHOOL & CR. 117 Inflow Area = 39.055 ac, 13.57% Impervious, Inflow Depth = 0.49" for 2-yr_Atlas14 event Inflow = 15.60 cfs @ 12.50 hrs, Volume= 1.607 of Outflow = 0.85 cfs @ 15.61 hrs, Volume= 1.607 af, Atten= 95%, Lag= 186.7 min Discarded = 0.85 cfs @ 15.61 hrs, Volume= 1.607 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 945.04' @ 15.61 hrs Surf.Area= 1.056 ac Storage= 1.070 of Flood Elev= 954.00' Surf.Area= 5.080 ac Storage= 27.300 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 705.6 min ( 1,556.9 - 851.4 ) Volume Invert Avail.Storage Storage Description #1 944.00' 38.130 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 944.00 0.320 0.000 0.000 946.00 1.730 2.050 2.050 948.00 2.430 4.160 6.210 950.00 3.020 5.450 11.660 952.00 3.770 6.790 18.450 954.00 5.080 8.850 27.300 956.00 5.750 10.830 38.130 Device Routing Invert Outlet Devices #1 Primary 950.62' 12.0" Round Culvert L= 66.0' Ke= 0.500 Inlet / Outlet Invert= 950.62' / 950.27' S= 0.0053 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Discarded 944.00' 0.800 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.85 cfs @ 15.61 hrs HW=945.04' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.85 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=944.00' (Free Discharge) L1=Culvert ( Controls 0.00 cfs) Summary for Pond HB-12P: KLEIN FARMS 3RD-POND3 Inflow Area = 19.000 ac, 6.84% Impervious, Inflow Depth = 0.81" for 2-yr_Atlas14 event Inflow = 18.76 cfs @ 12.25 hrs, Volume= 1.280 of Outflow = 0.53 cfs @ 17.04 hrs, Volume= 1.280 af, Atten= 97%, Lag= 287.6 min Discarded = 0.53 cfs @ 17.04 hrs, Volume= 1.280 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 9 Peak Elev= 947.61' @ 17.04 hrs Surf.Area= 0.661 ac Storage= 0.876 of Flood Elev= 954.00' Surf.Area= 1.520 ac Storage= 7.705 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 833.2 min ( 1,675.9 - 842.6 ) Volume Invert Avail.Storage Storage Description #1 946.00' 11.262 of Custom Stage Data (Conic)Listed below Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (acres) (acre-feet) (acre-feet) (acres) 946.00 0.380 0.000 0.000 0.380 948.00 0.730 1.091 1.091 0.731 950.00 0.990 1.713 2.805 0.993 952.00 1.200 2.187 4.991 1.206 954.00 1.520 2.714 7.705 1.528 956.00 2.050 3.557 11.262 2.060 Device Routing Invert Outlet Devices #1 Primary 951.97' 12.0" Round Culvert L= 155.5' Ke= 0.500 Inlet / Outlet Invert= 951.97' / 950.88' S= 0.0070 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Discarded 946.00' 0.800 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.53 cfs @ 17.04 hrs HW=947.61' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.53 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=946.00' TW=944.00' (Dynamic Tailwater) L1=Culvert ( Controls 0.00 cfs) Summary for Pond KF-01 P: EAST OF EDMONSON AVE, SOUTH OF COBBLESTONE CT Inflow Area = 453.207 ac, 3.77% Impervious, Inflow Depth = 0.04" for 2-yr_Atlas14 event Inflow = 10.04 cfs @ 12.35 hrs, Volume= 1.601 of Outflow = 7.88 cfs @ 12.52 hrs, Volume= 1.601 af, Atten= 22%, Lag= 10.2 min Discarded = 0.20 cfs @ 12.52 hrs, Volume= 0.099 of Primary = 7.68 cfs @ 12.52 hrs, Volume= 1.501 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 947.31' @ 12.52 hrs Surf.Area= 0.098 ac Storage= 0.083 of Flood Elev= 954.00' Surf.Area= 1.090 ac Storage= 4.155 of Plug -Flow detention time= 9.5 min calculated for 1.601 of (100% of inflow) Center -of -Mass det. time= 9.2 min ( 1,019.3 - 1,010.2 ) Volume Invert Avail.Storage Storage Description #1 943.00' 7.645 of Custom Stage Data (Prismatic) -fisted below (Recalc) REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 10 Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 943.00 0.000 0.000 0.000 945.62 0.001 0.001 0.001 946.00 0.020 0.004 0.005 948.00 0.140 0.160 0.165 950.00 0.580 0.720 0.885 952.00 0.800 1.380 2.265 954.00 1.090 1.890 4.155 955.00 1.770 1.430 5.585 956.00 2.350 2.060 7.645 Device Routing Invert Outlet Devices #1 Primary 945.62' 30.0" Round Culvert L= 117.0' Ke= 0.500 Inlet / Outlet Invert= 945.62' / 945.42' S= 0.0017 '/' Cc= 0.900 n= 0.013, Flow Area= 4.91 sf #2 Device 1 952.62' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 943.00' 15.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 955.00' 20.0' long x 5.0' 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #5 Discarded 943.00' 2.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.20 cfs @ 12.52 hrs HW=947.31' (Free Discharge) L5=Exfiltration (Exfiltration Controls 0.20 cfs) Primary OutFlow Max=7.68 cfs @ 12.52 hrs HW=947.31' TW=0.00' (Dynamic Tailwater) L1=Culvert (Passes 7.68 cfs of 9.84 cfs potential flow) �2=Orif i ce/G rate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 7.68 cfs @ 6.26 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=943.00' TW=944.00' (Dynamic Tailwater) 1-4=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond KF-02P: PROPOSED POND Inflow Area = 13.339 ac, 0.00% Impervious, Inflow Depth = 0.71" for 2-yr_Atlas14 event Inflow = 9.62 cfs @ 12.33 hrs, Volume= 0.794 of Outflow = 0.91 cfs @ 13.83 hrs, Volume= 0.791 af, Atten= 91 %, Lag= 90.1 min Primary = 0.91 cfs @ 13.83 hrs, Volume= 0.791 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 961.18' @ 13.83 hrs Surf.Area= 0.418 ac Storage= 0.424 of Plug -Flow detention time= 328.2 min calculated for 0.791 of (100% of inflow) Center -of -Mass det. time= 326.0 min ( 1,178.9 - 852.9 ) REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 11 Volume Invert Avail.Storage Storage Description #1 960.00' 3.400 of Custom Stage Data (Prismatic) -fisted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 960.00 0.300 0.000 0.000 962.00 0.500 0.800 0.800 966.00 0.800 2.600 3.400 Device Routing Invert Outlet Devices #1 Primary 960.00' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.91 cfs @ 13.83 hrs HW=961.18' TW=946.35' (Dynamic Tailwater) L1=Orifice/Grate (Orifice Controls 0.91 cfs @ 4.64 fps) Summary for Pond KF-03P: MIDDLE CHAIN POND Inflow Area = 430.017 ac, 3.97% Impervious, Inflow Depth = 0.01" for 2-yr_Atlas14 event Inflow = 3.98 cfs @ 12.25 hrs, Volume= 0.280 of Outflow = 2.78 cfs @ 12.39 hrs, Volume= 0.280 af, Atten= 30%, Lag= 8.4 min Discarded = 0.18 cfs @ 12.39 hrs, Volume= 0.057 of Primary = 2.60 cfs @ 12.39 hrs, Volume= 0.223 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 950.81' @ 12.39 hrs Surf.Area= 0.091 ac Storage= 0.040 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 11.6 min ( 859.9 - 848.3 ) Volume Invert Avail.Storage Storage Description #1 950.00' 2.710 of Custom Stage Data (Prismatic) -fisted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 950.00 0.010 0.000 0.000 952.00 0.210 0.220 0.220 954.00 0.360 0.570 0.790 956.00 0.480 0.840 1.630 958.00 0.600 1.080 2.710 Device Routing Invert Outlet Devices #1 Primary 950.00' 21.0" Round Culvert L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 950.00' / 949.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 2.41 sf #2 Discarded 950.00' 2.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.18 cfs @ 12.39 hrs HW=950.81' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.18 cfs) Primary OutFlow Max=2.60 cfs @ 12.39 hrs HW=950.81' TW=947.19' (Dynamic Tailwater) L1=Culvert (Barrel Controls 2.60 cfs @ 3.53 fps) REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCAD®10.10-4b s/n 03113 ©2020 HydroCAD Software Solutions LLC Page 12 Summary for Pond KF-04P: PROPOSED POND EXPANSION Inflow Area = 425.317 ac, Inflow = 12.96 cfs @ Outflow = 1.90 cfs @ Discarded = 1.90 cfs @ Primary = 0.00 cfs @ 4.01% Impervious, Inflow Depth = 0.05" 12.69 hrs, Volume= 1.733 of 14.44 hrs, Volume= 1.733 af, 14.44 hrs, Volume= 1.733 of 0.00 hrs, Volume= 0.000 of for 2-yr_Atlasl4 event Atten= 85%, Lag= 104.8 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 948.89' @ 14.44 hrs Surf.Area= 0.944 ac Storage= 0.818 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 186.5 min ( 1,062.5 - 876.0 ) Volume Invert Avail.Storage Storage Description #1 948.00' 7.900 of Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 948.00 0.900 0.000 0.000 950.00 1.000 1.900 1.900 952.00 1.500 2.500 4.400 954.00 2.000 3.500 7.900 Device Routing Invert Outlet Devices #1 Primary 948.00' 18.0" Round Culvert L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 948.00' / 947.50' S= 0.0050'/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Discarded 948.00' 2.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.90 cfs @ 14.44 hrs HW=948.89' (Free Discharge) L2=Exfiltration (Exfiltration Controls 1.90 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=948.00' TW=950.00' (Dynamic Tailwater) L1=Culvert ( Controls 0.00 cfs) Summary for Pond KF-05P: PROPOSED POND Inflow Area = 29.400 ac, Inflow = 16.82 cfs @ Outflow = 0.48 cfs @ Discarded = 0.48 cfs @ Primary = 0.00 cfs @ 0.00% Impervious, Inflow Depth = 0.71" 12.47 hrs, Volume= 1.751 of 20.62 hrs, Volume= 1.751 af, 20.62 hrs, Volume= 1.751 of 0.00 hrs, Volume= 0.000 of for 2-yr_Atlasl4 event Atten= 97%, Lag= 488.8 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 948.97' @ 20.62 hrs Surf.Area= 0.597 ac Storage= 1.331 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 1,347.9 min ( 2,210.1 - 862.2 ) REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 13 Volume Invert Avail.Storage Storage Description #1 946.00' 7.100 of Custom Stage Data (Prismatic) -fisted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 946.00 0.300 0.000 0.000 948.00 0.500 0.800 0.800 950.00 0.700 1.200 2.000 954.00 0.900 3.200 5.200 956.00 1.000 1.900 7.100 Device Routing Invert Outlet Devices #1 Primary 950.00' 8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 946.00' 0.800 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.48 cfs @ 20.62 hrs HW=948.97' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.48 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=946.00' TW=942.00' (Dynamic Tailwater) L1=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond KF-06P: UPDATED: NORTH OF FAIRHILL LANE CUL-DE-SAC Inflow Area = 396.217 ac, 4.31 % Impervious, Inflow Depth > 0.27" for 2-yr_Atlas14 event Inflow = 19.46 cfs @ 12.33 hrs, Volume= 8.767 of Outflow = 1.09 cfs @ 39.03 hrs, Volume= 8.314 af, Atten= 94%, Lag= 1,601.8 min Discarded = 1.09 cfs @ 39.03 hrs, Volume= 8.314 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 946.76' @ 39.03 hrs Surf.Area= 1.353 ac Storage= 4.611 of Plug -Flow detention time= 2,127.1 min calculated for 8.314 of (95% of inflow) Center -of -Mass det. time= 1,914.5 min ( 3,713.2 - 1,798.7 ) Volume Invert Avail.Storage Storage Description #1 942.00' 12.970 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 942.00 0.140 0.000 0.000 944.00 1.070 1.210 1.210 946.00 1.280 2.350 3.560 948.00 1.470 2.750 6.310 950.00 1.660 3.130 9.440 951.00 1.760 1.710 11.150 952.00 1.880 1.820 12.970 Device Routing Invert Outlet Devices #1 Primary 951.00' 15.0' long x 5.0' 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 REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 14 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Discarded 942.00' 0.800 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.09 cfs @ 39.03 hrs HW=946.76' (Free Discharge) L2=Exfiltration (Exfiltration Controls 1.09 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=942.00' TW=948.00' (Dynamic Tailwater) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond KF-07P: POND NORTH OF 87TH STREET AND EAST OF FAIRHILL LANE Inflow Area = 243.112 ac, 5.60% Impervious, Inflow Depth = 0.22" for 2-yr_Atlas14 event Inflow = 16.22 cfs @ 12.38 hrs, Volume= 4.376 of Outflow = 3.49 cfs @ 13.78 hrs, Volume= 4.349 af, Atten= 78%, Lag= 84.2 min Primary = 3.49 cfs @ 13.78 hrs, Volume= 4.349 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 948.81' @ 13.78 hrs Surf.Area= 1.114 ac Storage= 0.815 of Flood Elev= 954.00' Surf.Area= 2.290 ac Storage= 9.427 of Plug -Flow detention time= 276.9 min calculated for 4.349 of (99% of inflow) Center -of -Mass det. time= 258.7 min ( 1,574.1 - 1,315.4 ) Volume Invert Avail.Storage Storage Description #1 948.02' 9.427 of Custom Stage Data (Prismatic) -fisted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 948.02 0.950 0.000 0.000 950.00 1.360 2.287 2.287 952.00 1.770 3.130 5.417 953.00 1.980 1.875 7.292 954.00 2.290 2.135 9.427 Device Routing Invert Outlet Devices #1 Primary 947.25' 24.0" Round Culvert L= 110.0' Ke= 0.500 Inlet / Outlet Invert= 947.25' / 946.99' S= 0.0024 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 3.14 sf #2 Device 1 948.02' 24.0" Round Culvert L= 36.0' Ke= 0.500 Inlet / Outlet Invert= 948.02' / 947.25' S= 0.0214 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #3 Device 1 951.75' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 953.00' 20.0' long x 5.0' 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 15 Primary OutFlow Max=3.49 cfs @ 13.78 hrs HW=948.81' TW=944.08' (Dynamic Tailwater) L1=Culvert (Passes 3.49 cfs of 7.50 cfs potential flow) �2=Culvert (Inlet Controls 3.49 cfs @ 3.03 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=948.02' TW=942.00' (Dynamic Tailwater) 1-4=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond KF-08P: POND NORTH OF 87TH STREET Inflow Area = 221.712 ac, 6.14% Impervious, Inflow Depth = 0.17" for 2-yr_Atlas14 event Inflow = 9.89 cfs @ 12.33 hrs, Volume= 3.211 of Outflow = 3.54 cfs @ 12.62 hrs, Volume= 3.101 af, Atten= 64%, Lag= 17.4 min Primary = 3.54 cfs @ 12.62 hrs, Volume= 3.101 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 948.85' @ 13.71 hrs Surf.Area= 0.256 ac Storage= 0.295 of Flood Elev= 954.00' Surf.Area= 0.610 ac Storage= 2.470 of Plug -Flow detention time= 159.6 min calculated for 3.101 of (97% of inflow) Center -of -Mass det. time= 105.9 min ( 1,505.5 - 1,399.6 ) Volume Invert Avail.Storage Storage Description #1 947.50' 3.970 of Custom Stage Data (Prismatic) -fisted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 947.50 0.200 0.000 0.000 948.00 0.200 0.100 0.100 950.00 0.330 0.530 0.630 952.00 0.450 0.780 1.410 954.00 0.610 1.060 2.470 955.00 0.740 0.675 3.145 956.00 0.910 0.825 3.970 Device Routina Invert Outlet Devices #1 Primary 947.50' #2 Device 1 944.63' #3 Device 1 950.39' #4 Secondary 955.00' 24.0" Round RCP -Round 24" L= 41.0' Ke= 0.500 Inlet / Outlet Invert= 947.50' / 947.44' S= 0.0015'/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf 24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 10.0' long x 5.0' 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 16 Primary OutFlow Max=3.46 cfs @ 12.62 hrs HW=948.75' TW=948.56' (Dynamic Tailwater) L1=RCP_Round 24" (Outlet Controls 3.46 cfs @ 2.40 fps) �__2=Orifice/Grate (Passes 3.46 cfs of 6.47 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=947.50' TW=948.02' (Dynamic Tailwater) 1-4=113road-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond KF-09P: EXISTING BASIN-SW1/4,NW1/4,SEC 24 Inflow Area = 208.012 ac, 4.57% Impervious, Inflow Depth = 0.51" for 2-yr_Atlas14 event Inflow = 48.22 cfs @ 12.75 hrs, Volume= 8.782 of Outflow = 3.12 cfs @ 20.08 hrs, Volume= 8.782 af, Atten= 94%, Lag= 439.6 min Discarded = 1.76 cfs @ 20.08 hrs, Volume= 6.386 of Primary = 1.36 cfs @ 20.08 hrs, Volume= 2.395 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 952.62' @ 20.08 hrs Surf.Area= 6.981 ac Storage= 4.987 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 930.8 min ( 1,985.3 - 1,054.5 ) Volume Invert Avail.Storage Storage Description #1 952.00' 48.660 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 952.00 5.200 0.000 0.000 954.00 10.980 16.180 16.180 956.00 21.500 32.480 48.660 Device Routing Invert Outlet Devices #1 Primary 952.00' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 952.00' 0.250 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.76 cfs @ 20.08 hrs HW=952.62' (Free Discharge) L2=Exfiltration (Exfiltration Controls 1.76 cfs) Primary OutFlow Max=1.36 cfs @ 20.08 hrs HW=952.62' TW=948.69' (Dynamic Tailwater) L1=Orifice/Grate (Orifice Controls 1.36 cfs @ 2.67 fps) Summary for Pond KF-10P: EXISTING BASIN -SO 1116 COR.,NW1/4,SEC 24 Inflow Area = 108.277 ac, 2.40% Impervious, Inflow Depth = 0.55" for 2-yr_Atlasl4 event Inflow = 31.57 cfs @ 12.41 hrs, Volume= 4.936 of Outflow = 1.86 cfs @ 20.37 hrs, Volume= 4.936 af, Atten= 94%, Lag= 478.1 min Discarded = 0.77 cfs @ 20.37 hrs, Volume= 2.874 of Primary = 1.09 cfs @ 20.37 hrs, Volume= 2.063 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 17 Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 954.59' @ 20.37 hrs Surf.Area= 3.066 ac Storage= 2.288 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 815.2 min ( 1,974.7 - 1,159.5 ) Volume Invert Avail.Storage Storage Description #1 954.00' 7.720 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 954.00 1.910 0.000 0.000 956.00 5.810 7.720 7.720 Device Routing Invert Outlet Devices #1 Primary 954.00' 10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 954.00' 0.250 in/hr Exfiltration over Surface area #3 Secondary 955.00' 20.0' long x 5.0' 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.77 cfs @ 20.37 hrs HW=954.59' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.77 cfs) Primary OutFlow Max=1.09 cfs @ 20.37 hrs HW=954.59' TW=952.62' (Dynamic Tailwater) L1=0rifice/Grate (Orifice Controls 1.09 cfs @ 2.62 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=954.00' TW=952.00' (Dynamic Tailwater) L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond KF-11 P: DEPRESSION/WT SW1/4,NE1/4,SEC 24 Inflow Area = 62.900 ac, 0.48% Impervious, Inflow Depth = 0.71" for 2-yr_Atlas14 event Inflow = 40.02 cfs @ 12.41 hrs, Volume= 3.746 of Outflow = 1.81 cfs @ 16.18 hrs, Volume= 3.746 af, Atten= 95%, Lag= 226.6 min Discarded = 0.71 cfs @ 16.18 hrs, Volume= 1.686 of Primary = 1.10 cfs @ 16.18 hrs, Volume= 2.060 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 964.57' @ 16.18 hrs Surf.Area= 2.802 ac Storage= 2.497 of Plug -Flow detention time= 835.5 min calculated for 3.745 of (100% of inflow) Center -of -Mass det. time= 835.6 min ( 1,693.1 - 857.6 ) Volume Invert Avail.Storage Storage Description #1 963.80' 27.510 of Custom Stage Data (Prismatic) -fisted below REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 18 Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 963.80 0.300 0.000 0.000 964.00 1.000 0.130 0.130 966.00 7.380 8.380 8.510 968.00 11.620 19.000 27.510 Device Routing Invert Outlet Devices #1 Primary 963.80' 8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 963.80' 0.250 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.71 cfs @ 16.18 hrs HW=964.57' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.71 cfs) Primary OutFlow Max=1.10 cfs @ 16.18 hrs HW=964.57' TW=954.56' (Dynamic Tailwater) L1=Orifice/Grate (Orifice Controls 1.10 cfs @ 3.16 fps) Summary for Pond KF-12P: POND & WETLAND SE COR. KLEIN FARMS 3RD Inflow Area = 97.205 ac, 3.55% Impervious, Inflow Depth = 0.46" for 2-yr_Atlas14 event Inflow = 29.92 cfs @ 12.55 hrs, Volume= 3.712 of Outflow = 0.89 cfs @ 21.21 hrs, Volume= 2.840 af, Atten= 97%, Lag= 519.4 min Primary = 0.89 cfs @ 21.21 hrs, Volume= 2.840 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 948.98' @ 21.21 hrs Surf.Area= 4.045 ac Storage= 3.027 of Flood Elev= 952.00' Surf.Area= 9.850 ac Storage= 23.895 of Plug -Flow detention time= 1,883.0 min calculated for 2.840 of (77% of inflow) Center -of -Mass det. time= 1,804.3 min ( 2,668.2 - 863.9 ) Volume Invert Avail.Storage Storage Description #1 948.30' 48.105 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area (feet) (acres) 948.30 2.420 950.00 6.480 952.00 9.850 954.00 14.360 Inc.Store Cum.Store acre-feet) (acre-feet) 0.000 0.000 7.565 7.565 16.330 23.895 24.210 48.105 Device Routing Invert Outlet Devices #1 Primary 948.30' 12.0" Round RCP -Round 12" L= 152.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 948.30' / 948.00' S= 0.0020 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 0.79 sf Primary OutFlow Max=0.89 cfs @ 21.21 hrs HW=948.98' TW=945.81' (Dynamic Tailwater) L1=RCP_Round 12" (Barrel Controls 0.89 cfs @ 2.21 fps) REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 19 Summary for Pond KF-13AP: PROPOSED POND Inflow Area = 37.761 ac, Inflow = 14.62 cfs @ Outflow = 3.53 cfs @ Discarded = 3.53 cfs @ Primary = 0.00 cfs @ 0.00% Impervious, Inflow Depth = 0.71" 12.83 hrs, Volume= 2.249 of 14.25 hrs, Volume= 2.249 af, 14.25 hrs, Volume= 2.249 of 0.00 hrs, Volume= 0.000 of for 2-yr_Atlas14 event Atten= 76%, Lag= 85.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 948.49' @ 14.25 hrs Surf.Area= 1.749 ac Storage= 0.846 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 92.0 min ( 977.2 - 885.2 ) Volume Invert Avail.Storage Storage Description #1 948.00' 23.100 of Custom Stage Data (Prismatic) -fisted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 948.00 1.700 0.000 0.000 950.00 1.900 3.600 3.600 952.00 2.000 3.900 7.500 954.00 2.500 4.500 12.000 956.00 2.800 5.300 17.300 958.00 3.000 5.800 23.100 Device Routing Invert Outlet Devices #1 Primary 952.00' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 948.00' 2.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=3.53 cfs @ 14.25 hrs HW=948.49' (Free Discharge) L2=Exfiltration (Exfiltration Controls 3.53 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=948.00' TW=950.18' (Dynamic Tailwater) L1=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond KF-13P: POND EAST OF FALLON AVE Inflow Area = 53.518 ac, Inflow = 8.85 cfs @ Outflow = 3.35 cfs @ Primary = 3.35 cfs @ Secondary = 0.00 cfs @ 6.45% Impervious, Inflow Depth = 0.17" 12.33 hrs, Volume= 0.769 of 12.76 hrs, Volume= 0.769 af, 12.76 hrs, Volume= 0.769 of 0.00 hrs, Volume= 0.000 of for 2-yr_Atlas14 event Atten= 62%, Lag= 25.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 952.15' @ 12.76 hrs Surf.Area= 0.452 ac Storage= 0.149 of Flood Elev= 954.00' Surf.Area= 1.590 ac Storage= 1.953 of Plug -Flow detention time= 12.8 min calculated for 0.769 of (100% of inflow) Center -of -Mass det. time= 12.6 min ( 874.2 - 861.7 ) REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 20 Volume Invert Avail.Storage Storage Description #1 950.18' 7.253 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 950.18 0.000 0.000 0.000 951.99 0.001 0.001 0.001 952.00 0.360 0.002 0.003 954.00 1.590 1.950 1.953 955.00 2.220 1.905 3.858 956.00 4.570 3.395 7.253 Device Routing Invert Outlet Devices #1 Primary 950.18' 12.0" Round Culvert L= 142.0' Ke= 0.500 Inlet / Outlet Invert= 950.18' / 949.65' S= 0.0037 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Secondary 955.00' 10.0' long x 5.0' 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=3.35 cfs @ 12.76 hrs HW=952.15' TW=948.58' (Dynamic Tailwater) L1=Culvert (Barrel Controls 3.35 cfs @ 4.27 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=950.18' TW=948.30' (Dynamic Tailwater) L2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment HB-11S: KLEIN FARMS 3RD-WEST AREA Runoff = 33.48 cfs @ 12.47 hrs, Volume= 3.318 af, Depth= 1.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 16.055 72 RESIDENTIAL 4.000 98 POND 20.055 77 Weighted Average 16.055 80.05% Pervious Area 4.000 19.95% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 33.0 Direct Entry, Segment ID: Summary for Subcatchment HB-12S: KLEIN FARMS 3RD-TRIB. TO POND 3 OF ADD. Runoff = 43.13 cfs @ 12.24 hrs, Volume= 2.786 af, Depth= 1.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 17.700 72 RESIDENTIAL 1.300 98 POND 19.000 74 Weighted Average 17.700 93.16% Pervious Area 1.300 6.84% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Segment ID: Summary for Subcatchment KF-01S: EAST OF EDMONSON AVE Runoff = 17.43 cfs @ 12.31 hrs, Volume= 1.327 af, Depth= 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 9.851 72 9.851 100.00% Pervious Area REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 22 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-02S: NE CORNER OF 85TH ST AND EMONSON AVE Runoff = 23.60 cfs @ 12.31 hrs, Volume= 1.797 af, Depth= 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 13.339 72 13.339 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-03S: FUTURE DEVELOPMENT (SINGLE FAMILY RESIDENTIAL) Runoff = 9.72 cfs @ 12.24 hrs, Volume= 0.633 af, Depth= 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 4.700 72 4.700 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment KF-04S: FUTURE DEVELOPMENT (SINGLE FAMILY RESIDENTIAL) Runoff = 32.22 cfs @ 12.65 hrs, Volume= 3.919 af, Depth= 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 29.100 72 29.100 100.00% Pervious Area REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 23 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 Direct Entry, Summary for Subcatchment KF-05S: WEST OF EISELE AVE Runoff = 41.53 cfs @ 12.44 hrs, Volume= 3.960 af, Depth= 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 29.400 72 29.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Summary for Subcatchment KF-06S: FARMSTEAD AVE Runoff = 46.88 cfs @ 12.31 hrs, Volume= 3.569 af, Depth= 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 26.500 72 26.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-07S: FAIRHILL LANE Runoff = 37.86 cfs @ 12.31 hrs, Volume= 2.882 af, Depth= 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 21.400 72 21.400 100.00% Pervious Area REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 24 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-08S: WEST OF FALLON AVENUE Runoff = 24.24 cfs @ 12.31 hrs, Volume= 1.845 af, Depth= 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 13.700 72 1/3 acre lots, 30% imp, HSG B 9.590 70.00% Pervious Area 4.110 30.00% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-09S: AREA SE FALLON & 85TH-SW1/4,NW1/4,SEC 24 Runoff = 111.39 cfs @ 12.75 hrs, Volume= 14.624 af, Depth= 1.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 92.835 72 RESIDENTIAL 6.900 99 POND/WATER 99.735 74 Weighted Average 92.835 93.08% Pervious Area 6.900 6.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 51.0 Direct Entry, Segment ID: Summary for Subcatchment KF-10S: AREA WEST & SOUTH OF 85TH-UNDEVELOPED Runoff = 74.68 cfs @ 12.37 hrs, Volume= 6.380 af, Depth= 1.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 25 Area (ac) CN Description 43.077 72 RESIDENTIAL 2.300 98 BASIN/WATER 45.377 73 Weighted Average 43.077 94.93% Pervious Area 2.300 5.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Segment ID: Summary for Subcatchment KF-11S: AREA NW OF FENNING & 85TH Runoff = 98.60 cfs @ 12.37 hrs, Volume= 8.472 af, Depth= 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 62.600 72 RESIDENTIAL 0.300 98 BASIN 62.900 72 Weighted Average 62.600 99.52% Pervious Area 0.300 0.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Segment ID: Summary for Subcatchment KF-12S: KLEIN FARMS EAST TRIB. AREA TO POND/WETLAN Runoff = 61.75 cfs @ 12.52 hrs, Volume= 6.406 af, Depth= 1.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 16.300 72 KLEIN FARMS 3RD-RESIDENTIAL 4.600 90 POND/WETLAND @ ELEV. 950 22.787 72 RES. 43.687 74 Weighted Average 43.687 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 35.0 Direct Entry, Segment ID: REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment KF-13AS: EAST OF FALLON AVE, NORTH OF 85TH STREET Runoff = 36.33 cfs @ 12.77 hrs, Volume= 5.086 af, Depth= 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 37.761 72 RESIDENTIAL 37.761 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 55.0 Direct Entry, Segment ID: Summary for Subcatchment KF-13S: FALLON DRIVE Runoff = 24.19 cfs @ 12.31 hrs, Volume= 1.854 af, Depth= 1.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlasl4 Rainfall=4.22" Area (ac) CN Description 11.515 72 1/3 acre lots, 30% imp, HSG B 4.242 61 >75% Grass cover, Good, HSG B 15.757 69 Weighted Average 12.303 78.08% Pervious Area 3.454 21.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 200 0.0300 0.21 Sheet Flow, Calculated GIS Grass: Short n= 0.150 P2= 2.70" 1.9 140 0.0070 1.25 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.8 465 0.0086 4.21 3.30 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete sewer w/manholes & inlets 19.5 805 Total Summary for Reach 1 R: TO TRUNK STORM Inflow Area = 453.207 ac, 3.77% Impervious, Inflow Depth = 0.10" for 10-yr_Atlas14 event Inflow = 10.94 cfs @ 12.69 hrs, Volume= 3.639 of Outflow = 10.94 cfs @ 12.69 hrs, Volume= 3.639 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 27 Summary for Pond HB-11 P: KLEIN FARMS 3RD-SW QUAD SCHOOL & CR. 117 Inflow Area = 39.055 ac, 13.57% Impervious, Inflow Depth = 1.02" for 10-yr_Atlas14 event Inflow = 33.48 cfs @ 12.47 hrs, Volume= 3.318 of Outflow = 1.44 cfs @ 15.72 hrs, Volume= 3.318 af, Atten= 96%, Lag= 194.7 min Discarded = 1.44 cfs @ 15.72 hrs, Volume= 3.318 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 946.15' @ 15.72 hrs Surf.Area= 1.783 ac Storage= 2.364 of Flood Elev= 954.00' Surf.Area= 5.080 ac Storage= 27.300 of Plug -Flow detention time= 921.9 min calculated for 3.318 of (100% of inflow) Center -of -Mass det. time= 922.0 min ( 1,757.8 - 835.8 ) Volume Invert Avail.Storage Storage Description #1 944.00' 38.130 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 944.00 0.320 0.000 0.000 946.00 1.730 2.050 2.050 948.00 2.430 4.160 6.210 950.00 3.020 5.450 11.660 952.00 3.770 6.790 18.450 954.00 5.080 8.850 27.300 956.00 5.750 10.830 38.130 Device Routing Invert Outlet Devices #1 Primary 950.62' 12.0" Round Culvert L= 66.0' Ke= 0.500 Inlet / Outlet Invert= 950.62' / 950.27' S= 0.0053 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Discarded 944.00' 0.800 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.44 cfs @ 15.72 hrs HW=946.15' (Free Discharge) L2=Exfiltration (Exfiltration Controls 1.44 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=944.00' (Free Discharge) L1=Culvert ( Controls 0.00 cfs) Summary for Pond HB-12P: KLEIN FARMS 3RD-POND3 Inflow Area = 19.000 ac, 6.84% Impervious, Inflow Depth = 1.76" for 10-yr_Atlasl4 event Inflow = 43.13 cfs @ 12.24 hrs, Volume= 2.786 of Outflow = 0.72 cfs @ 19.43 hrs, Volume= 2.786 af, Atten= 98%, Lag= 431.3 min Discarded = 0.72 cfs @ 19.43 hrs, Volume= 2.786 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 28 Peak Elev= 949.25' @ 19.43 hrs Surf.Area= 0.893 ac Storage= 2.163 of Flood Elev= 954.00' Surf.Area= 1.520 ac Storage= 7.705 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 1,455.4 min ( 2,280.4 - 825.0 ) Volume Invert Avail.Storage Storage Description #1 946.00' 11.262 of Custom Stage Data (Conic)Listed below Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (acres) (acre-feet) (acre-feet) (acres) 946.00 0.380 0.000 0.000 0.380 948.00 0.730 1.091 1.091 0.731 950.00 0.990 1.713 2.805 0.993 952.00 1.200 2.187 4.991 1.206 954.00 1.520 2.714 7.705 1.528 956.00 2.050 3.557 11.262 2.060 Device Routing Invert Outlet Devices #1 Primary 951.97' 12.0" Round Culvert L= 155.5' Ke= 0.500 Inlet / Outlet Invert= 951.97' / 950.88' S= 0.0070 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Discarded 946.00' 0.800 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.72 cfs @ 19.43 hrs HW=949.25' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.72 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=946.00' TW=944.00' (Dynamic Tailwater) L1=Culvert ( Controls 0.00 cfs) Summary for Pond KF-01 P: EAST OF EDMONSON AVE, SOUTH OF COBBLESTONE CT Inflow Area = 453.207 ac, 3.77% Impervious, Inflow Depth = 0.10" for 10-yr_Atlas14 event Inflow = 24.41 cfs @ 12.33 hrs, Volume= 3.843 of Outflow = 11.69 cfs @ 12.69 hrs, Volume= 3.842 af, Atten= 52%, Lag= 22.0 min Discarded = 0.75 cfs @ 12.69 hrs, Volume= 0.203 of Primary = 10.94 cfs @ 12.69 hrs, Volume= 3.639 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 949.05' @ 12.69 hrs Surf.Area= 0.371 ac Storage= 0.434 of Flood Elev= 954.00' Surf.Area= 1.090 ac Storage= 4.155 of Plug -Flow detention time= 12.0 min calculated for 3.842 of (100% of inflow) Center -of -Mass det. time= 11.8 min ( 1,057.5 - 1,045.7 ) Volume Invert Avail.Storage Storage Description #1 943.00' 7.645 of Custom Stage Data (Prismatic) -fisted below (Recalc) REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 29 Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 943.00 0.000 0.000 0.000 945.62 0.001 0.001 0.001 946.00 0.020 0.004 0.005 948.00 0.140 0.160 0.165 950.00 0.580 0.720 0.885 952.00 0.800 1.380 2.265 954.00 1.090 1.890 4.155 955.00 1.770 1.430 5.585 956.00 2.350 2.060 7.645 Device Routing Invert Outlet Devices #1 Primary 945.62' 30.0" Round Culvert L= 117.0' Ke= 0.500 Inlet / Outlet Invert= 945.62' / 945.42' S= 0.0017 '/' Cc= 0.900 n= 0.013, Flow Area= 4.91 sf #2 Device 1 952.62' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 943.00' 15.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 955.00' 20.0' long x 5.0' 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #5 Discarded 943.00' 2.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.75 cfs @ 12.69 hrs HW=949.05' (Free Discharge) L5=Exfiltration (Exfiltration Controls 0.75 cfs) Primary OutFlow Max=10.94 cfs @ 12.69 hrs HW=949.05' TW=0.00' (Dynamic Tailwater) L1=Culvert (Passes 10.94 cfs of 26.06 cfs potential flow) �2=Orif i ce/G rate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 10.94 cfs @ 8.92 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=943.00' TW=944.00' (Dynamic Tailwater) L4=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond KF-02P: PROPOSED POND Inflow Area = 13.339 ac, 0.00% Impervious, Inflow Depth = 1.62" for 10-yr_Atlas14 event Inflow = 23.60 cfs @ 12.31 hrs, Volume= 1.797 of Outflow = 1.45 cfs @ 14.14 hrs, Volume= 1.793 af, Atten= 94%, Lag= 109.7 min Primary = 1.45 cfs @ 14.14 hrs, Volume= 1.793 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 962.59' @ 14.14 hrs Surf.Area= 0.545 ac Storage= 1.111 of Plug -Flow detention time= 447.2 min calculated for 1.793 of (100% of inflow) Center -of -Mass det. time= 446.3 min ( 1,280.0 - 833.7 ) REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 30 Volume Invert Avail.Storage Storage Description #1 960.00' 3.400 of Custom Stage Data (Prismatic) -fisted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 960.00 0.300 0.000 0.000 962.00 0.500 0.800 0.800 966.00 0.800 2.600 3.400 Device Routing Invert Outlet Devices #1 Primary 960.00' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.45 cfs @ 14.14 hrs HW=962.59' TW=946.56' (Dynamic Tailwater) L1=Orifice/Grate (Orifice Controls 1.45 cfs @ 7.37 fps) Summary for Pond KF-03P: MIDDLE CHAIN POND Inflow Area = 430.017 ac, 3.97% Impervious, Inflow Depth = 0.02" for 10-yr_Atlas14 event Inflow = 9.72 cfs @ 12.24 hrs, Volume= 0.816 of Outflow = 6.59 cfs @ 12.38 hrs, Volume= 0.816 af, Atten= 32%, Lag= 8.0 min Discarded = 0.29 cfs @ 12.38 hrs, Volume= 0.093 of Primary = 6.30 cfs @ 12.38 hrs, Volume= 0.723 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 951.35' @ 12.38 hrs Surf.Area= 0.145 ac Storage= 0.105 of Plug -Flow detention time= 11.2 min calculated for 0.816 of (100% of inflow) Center -of -Mass det. time= 11.2 min ( 867.3 - 856.1 ) Volume Invert Avail.Storage Storage Description #1 950.00' 2.710 of Custom Stage Data (Prismatic) -fisted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 950.00 0.010 0.000 0.000 952.00 0.210 0.220 0.220 954.00 0.360 0.570 0.790 956.00 0.480 0.840 1.630 958.00 0.600 1.080 2.710 Device Routing Invert Outlet Devices #1 Primary 950.00' 21.0" Round Culvert L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 950.00' / 949.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 2.41 sf #2 Discarded 950.00' 2.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.29 cfs @ 12.38 hrs HW=951.35' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.29 cfs) Primary OutFlow Max=6.29 cfs @ 12.38 hrs HW=951.35' TW=948.58' (Dynamic Tailwater) L1=Culvert (Barrel Controls 6.29 cfs @ 4.37 fps) REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCAD®10.10-4b s/n 03113 ©2020 HydroCAD Software Solutions LLC Page 31 Summary for Pond KF-04P: PROPOSED POND EXPANSION Inflow Area = 425.317 ac, 4.01% Impervious, Inflow Depth = 0.11" for 10-yr_Atlas14 event Inflow = 32.22 cfs @ 12.65 hrs, Volume= 3.919 of Outflow = 3.10 cfs @ 15.52 hrs, Volume= 3.920 af, Atten= 90%, Lag= 172.1 min Discarded = 2.26 cfs @ 15.16 hrs, Volume= 3.737 of Primary = 0.85 cfs @ 15.52 hrs, Volume= 0.183 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 950.48' @ 15.16 hrs Surf.Area= 1.121 ac Storage= 2.413 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 485.9 min ( 1,342.7 - 856.8 ) Volume Invert Avail.Storage Storage Description #1 948.00' 7.900 of Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 948.00 0.900 0.000 0.000 950.00 1.000 1.900 1.900 952.00 1.500 2.500 4.400 954.00 2.000 3.500 7.900 Device Routing Invert Outlet Devices #1 Primary 948.00' 18.0" Round Culvert L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 948.00' / 947.50' S= 0.0050'/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Discarded 948.00' 2.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=2.26 cfs @ 15.16 hrs HW=950.48' (Free Discharge) L2=Exfiltration (Exfiltration Controls 2.26 cfs) Primary OutFlow Max=0.82 cfs @ 15.52 hrs HW=950.48' TW=950.47' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.82 cfs @ 0.46 fps) Summary for Pond KF-05P: PROPOSED POND Inflow Area = 29.400 ac, 0.00% Impervious, Inflow Depth = 1.62" for 10-yr_Atlasl4 event Inflow = 41.53 cfs @ 12.44 hrs, Volume= 3.960 of Outflow = 2.07 cfs @ 15.51 hrs, Volume= 3.960 af, Atten= 95%, Lag= 184.5 min Discarded = 0.61 cfs @ 15.51 hrs, Volume= 2.861 of Primary = 1.46 cfs @ 15.51 hrs, Volume= 1.099 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 951.09' @ 15.51 hrs Surf.Area= 0.754 ac Storage= 2.790 of Plug -Flow detention time= 1,419.8 min calculated for 3.960 of (100% of inflow) Center -of -Mass det. time= 1,420.0 min ( 2,263.0 - 843.0 ) REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 32 Volume Invert Avail.Storage Storage Description #1 946.00' 7.100 of Custom Stage Data (Prismatic) -fisted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 946.00 0.300 0.000 0.000 948.00 0.500 0.800 0.800 950.00 0.700 1.200 2.000 954.00 0.900 3.200 5.200 956.00 1.000 1.900 7.100 Device Routing Invert Outlet Devices #1 Primary 950.00' 8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 946.00' 0.800 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.61 cfs @ 15.51 hrs HW=951.09' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.61 cfs) Primary OutFlow Max=1.46 cfs @ 15.51 hrs HW=951.09' TW=947.77' (Dynamic Tailwater) L1=Orifice/Grate (Orifice Controls 1.46 cfs @ 4.18 fps) Summary for Pond KF-06P: UPDATED: NORTH OF FAIRHILL LANE CUL-DE-SAC Inflow Area = 396.217 ac, 4.31 % Impervious, Inflow Depth > 0.62" for 10-yr_Atlas14 event Inflow = 49.90 cfs @ 12.33 hrs, Volume= 20.531 of Outflow = 1.41 cfs @ 49.70 hrs, Volume= 11.996 af, Atten= 97%, Lag= 2,242.4 min Discarded = 1.41 cfs @ 49.70 hrs, Volume= 11.996 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 950.88' @ 49.70 hrs Surf.Area= 1.748 ac Storage= 10.947 of Plug -Flow detention time= 2,960.4 min calculated for 11.996 of (58% of inflow) Center -of -Mass det. time= 1,681.3 min ( 3,963.4 - 2,282.2 ) Volume Invert Avail.Storage Storage Description #1 942.00' 12.970 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 942.00 0.140 0.000 0.000 944.00 1.070 1.210 1.210 946.00 1.280 2.350 3.560 948.00 1.470 2.750 6.310 950.00 1.660 3.130 9.440 951.00 1.760 1.710 11.150 952.00 1.880 1.820 12.970 Device Routing Invert Outlet Devices #1 Primary 951.00' 15.0' long x 5.0' 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 REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 33 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Discarded 942.00' 0.800 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.41 cfs @ 49.70 hrs HW=950.88' (Free Discharge) L2=Exfiltration (Exfiltration Controls 1.41 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=942.00' TW=948.00' (Dynamic Tailwater) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond KF-07P: POND NORTH OF 87TH STREET AND EAST OF FAIRHILL LANE Inflow Area = 243.112 ac, 5.60% Impervious, Inflow Depth > 0.72" for 10-yr_Atlas14 event Inflow = 46.51 cfs @ 12.34 hrs, Volume= 14.511 of Outflow = 11.74 cfs @ 13.27 hrs, Volume= 12.975 af, Atten= 75%, Lag= 56.3 min Primary = 11.74 cfs @ 13.27 hrs, Volume= 12.975 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 950.89' @ 49.45 hrs Surf.Area= 1.542 ac Storage= 3.579 of Flood Elev= 954.00' Surf.Area= 2.290 ac Storage= 9.427 of Plug -Flow detention time= 911.9 min calculated for 12.975 of (89% of inflow) Center -of -Mass det. time= 640.9 min ( 2,376.4 - 1,735.5 ) Volume Invert Avail.Storage Storage Description #1 948.02' 9.427 of Custom Stage Data (Prismatic) -fisted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 948.02 0.950 0.000 0.000 950.00 1.360 2.287 2.287 952.00 1.770 3.130 5.417 953.00 1.980 1.875 7.292 954.00 2.290 2.135 9.427 Device Routing Invert Outlet Devices #1 Primary 947.25' 24.0" Round Culvert L= 110.0' Ke= 0.500 Inlet / Outlet Invert= 947.25' / 946.99' S= 0.0024 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 3.14 sf #2 Device 1 948.02' 24.0" Round Culvert L= 36.0' Ke= 0.500 Inlet / Outlet Invert= 948.02' / 947.25' S= 0.0214 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #3 Device 1 951.75' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 953.00' 20.0' long x 5.0' 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 34 Primary OutFlow Max=11.74 cfs @ 13.27 hrs HW=949.63' TW=945.60' (Dynamic Tailwater) L1=Culvert (Passes 11.74 cfs of 13.69 cfs potential flow) �2=Culvert (Inlet Controls 11.74 cfs @ 4.32 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=948.02' TW=942.00' (Dynamic Tailwater) 1-4=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond KF-08P: POND NORTH OF 87TH STREET Inflow Area = 221.712 ac, 6.14% Impervious, Inflow Depth = 0.65" for 10-yr_Atlas14 event Inflow = 24.26 cfs @ 12.31 hrs, Volume= 12.078 of Outflow = 11.11 cfs @ 12.42 hrs, Volume= 11.628 af, Atten= 54%, Lag= 6.9 min Primary = 11.11 cfs @ 12.42 hrs, Volume= 11.628 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 950.90' @ 48.94 hrs Surf.Area= 0.384 ac Storage= 0.951 of Flood Elev= 954.00' Surf.Area= 0.610 ac Storage= 2.470 of Plug -Flow detention time= 268.3 min calculated for 11.628 of (96% of inflow) Center -of -Mass det. time= 185.0 min ( 1,959.0 - 1,774.0 ) Volume Invert Avail.Storage Storage Description #1 947.50' 3.970 of Custom Stage Data (Prismatic) -fisted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 947.50 0.200 0.000 0.000 948.00 0.200 0.100 0.100 950.00 0.330 0.530 0.630 952.00 0.450 0.780 1.410 954.00 0.610 1.060 2.470 955.00 0.740 0.675 3.145 956.00 0.910 0.825 3.970 Device Routing Invert Outlet Devices #1 Primary 947.50' 24.0" Round RCP -Round 24" L= 41.0' Ke= 0.500 Inlet / Outlet Invert= 947.50' / 947.44' S= 0.0015'/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 944.63' 24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 950.39' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 955.00' 10.0' long x 5.0' 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 35 Primary OutFlow Max=10.82 cfs @ 12.42 hrs HW=949.56' TW=949.05' (Dynamic Tailwater) L1=RCP_Round 24" ( Controls 10.82 cfs) �__2=Orifice/Grate (Orifice Controls 10.82 cfs @ 3.44 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=947.50' TW=948.02' (Dynamic Tailwater) 1-4=113road-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond KF-09P: EXISTING BASIN-SW1/4,NW1/4,SEC 24 Inflow Area = 208.012 ac, 4.57% Impervious, Inflow Depth = 1.23" for 10-yr_Atlas14 event Inflow = 113.06 cfs @ 12.75 hrs, Volume= 21.383 of Outflow = 6.29 cfs @ 20.62 hrs, Volume= 21.383 af, Atten= 94%, Lag= 472.3 min Discarded = 2.43 cfs @ 20.62 hrs, Volume= 11.150 of Primary = 3.86 cfs @ 20.62 hrs, Volume= 10.233 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 953.54' @ 20.62 hrs Surf.Area= 9.655 ac Storage= 12.470 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 1,189.3 min ( 2,321.2 - 1,131.9 ) Volume Invert Avail.Storage Storage Description #1 952.00' 48.660 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 952.00 5.200 0.000 0.000 954.00 10.980 16.180 16.180 956.00 21.500 32.480 48.660 Device Routing Invert Outlet Devices #1 Primary 952.00' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 952.00' 0.250 in/hr Exfiltration over Surface area Discarded OutFlow Max=2.43 cfs @ 20.62 hrs HW=953.54' (Free Discharge) L2=Exfiltration (Exfiltration Controls 2.43 cfs) Primary OutFlow Max=3.86 cfs @ 20.62 hrs HW=953.54' TW=949.76' (Dynamic Tailwater) L1=Orifice/Grate (Orifice Controls 3.86 cfs @ 4.91 fps) Summary for Pond KF-10P: EXISTING BASIN -SO 1116 COR.,NW1/4,SEC 24 Inflow Area = 108.277 ac, 2.40% Impervious, Inflow Depth = 1.24" for 10-yr_Atlasl4 event Inflow = 75.57 cfs @ 12.37 hrs, Volume= 11.204 of Outflow = 6.10 cfs @ 15.21 hrs, Volume= 11.204 af, Atten= 92%, Lag= 170.7 min Discarded = 1.05 cfs @ 15.21 hrs, Volume= 4.446 of Primary = 2.25 cfs @ 15.21 hrs, Volume= 5.570 of Secondary = 2.80 cfs @ 15.21 hrs, Volume= 1.188 of REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 36 Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 955.15' @ 15.21 hrs Surf.Area= 4.158 ac Storage= 4.451 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 784.1 min ( 2,064.9 - 1,280.8 ) Volume Invert Avail.Storage Storage Description #1 954.00' 7.720 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 954.00 1.910 0.000 0.000 956.00 5.810 7.720 7.720 Device Routing Invert Outlet Devices #1 Primary 954.00' 10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 954.00' 0.250 in/hr Exfiltration over Surface area #3 Secondary 955.00' 20.0' long x 5.0' 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=1.05 cfs @ 15.21 hrs HW=955.15' (Free Discharge) L2=Exfiltration (Exfiltration Controls 1.05 cfs) Primary OutFlow Max=2.25 cfs @ 15.21 hrs HW=955.15' TW=953.37' (Dynamic Tailwater) L1=0rifice/Grate (Orifice Controls 2.25 cfs @ 4.13 fps) Secondary OutFlow Max=2.80 cfs @ 15.21 hrs HW=955.15' TW=953.37' (Dynamic Tailwater) L3= Broad -Crested Rectangular Weir(Weir Controls 2.80 cfs @ 0.92 fps) Summary for Pond KF-11 P: DEPRESSION/WT SW1/4,NE1/4,SEC 24 Inflow Area = 62.900 ac, 0.48% Impervious, Inflow Depth = 1.62" for 10-yr_Atlas14 event Inflow = 98.60 cfs @ 12.37 hrs, Volume= 8.472 of Outflow = 3.31 cfs @ 16.60 hrs, Volume= 8.472 af, Atten= 97%, Lag= 254.1 min Discarded = 1.40 cfs @ 16.60 hrs, Volume= 3.648 of Primary = 1.91 cfs @ 16.60 hrs, Volume= 4.824 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 965.43' @ 16.60 hrs Surf.Area= 5.557 ac Storage= 6.115 of Plug -Flow detention time= 1,095.1 min calculated for 8.471 of (100% of inflow) Center -of -Mass det. time= 1,095.3 min ( 1,933.6 - 838.3 ) Volume Invert Avail.Storage Storage Description #1 963.80' 27.510 of Custom Stage Data (Prismatic) -fisted below REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 37 Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 963.80 0.300 0.000 0.000 964.00 1.000 0.130 0.130 966.00 7.380 8.380 8.510 968.00 11.620 19.000 27.510 Device Routing Invert Outlet Devices #1 Primary 963.80' 8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 963.80' 0.250 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.40 cfs @ 16.60 hrs HW=965.43' (Free Discharge) L2=Exfiltration (Exfiltration Controls 1.40 cfs) Primary OutFlow Max=1.91 cfs @ 16.60 hrs HW=965.43' TW=955.12' (Dynamic Tailwater) L1=Orifice/Grate (Orifice Controls 1.91 cfs @ 5.48 fps) Summary for Pond KF-12P: POND & WETLAND SE COR. KLEIN FARMS 3RD Inflow Area = 97.205 ac, 3.55% Impervious, Inflow Depth = 1.02" for 10-yr_Atlas14 event Inflow = 65.56 cfs @ 12.52 hrs, Volume= 8.260 of Outflow = 2.20 cfs @ 17.79 hrs, Volume= 2.887 af, Atten= 97%, Lag= 316.5 min Primary = 2.20 cfs @ 17.79 hrs, Volume= 2.887 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 949.88' @ 90.85 hrs Surf.Area= 6.191 ac Storage= 7.027 of Flood Elev= 952.00' Surf.Area= 9.850 ac Storage= 23.895 of Plug -Flow detention time= 3,353.1 min calculated for 2.887 of (35% of inflow) Center -of -Mass det. time= 3,239.0 min ( 4,097.8 - 858.8 ) Volume Invert Avail.Storage Storage Description #1 948.30' 48.105 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area (feet) (acres) 948.30 2.420 950.00 6.480 952.00 9.850 954.00 14.360 Inc.Store Cum.Store acre-feet) (acre-feet) 0.000 0.000 7.565 7.565 16.330 23.895 24.210 48.105 Device Routing Invert Outlet Devices #1 Primary 948.30' 12.0" Round RCP -Round 12" L= 152.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 948.30' / 948.00' S= 0.0020 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 0.79 sf Primary OutFlow Max=2.19 cfs @ 17.79 hrs HW=949.76' TW=949.00' (Dynamic Tailwater) L1=RCP_Round 12" (Outlet Controls 2.19 cfs @ 2.79 fps) REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 38 Summary for Pond KF-13AP: PROPOSED POND Inflow Area = 37.761 ac, 0.00% Impervious, Inflow Depth = 1.62" for 10-yr_Atlasl4 event Inflow = 36.33 cfs @ 12.77 hrs, Volume= 5.086 of Outflow = 3.76 cfs @ 15.36 hrs, Volume= 5.086 af, Atten= 90%, Lag= 155.0 min Discarded = 3.76 cfs @ 15.36 hrs, Volume= 5.086 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 949.65' @ 15.36 hrs Surf.Area= 1.865 ac Storage= 2.934 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 352.1 min ( 1,218.1 - 866.0 ) Volume Invert Avail.Storage Storage Description #1 948.00' 23.100 of Custom Stage Data (Prismatic) -fisted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 948.00 1.700 0.000 0.000 950.00 1.900 3.600 3.600 952.00 2.000 3.900 7.500 954.00 2.500 4.500 12.000 956.00 2.800 5.300 17.300 958.00 3.000 5.800 23.100 Device Routing Invert Outlet Devices #1 Primary 952.00' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 948.00' 2.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=3.76 cfs @ 15.36 hrs HW=949.65' (Free Discharge) L2=Exfiltration (Exfiltration Controls 3.76 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=948.00' TW=950.18' (Dynamic Tailwater) L1=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond KF-13P: POND EAST OF FALLON AVE Inflow Area = 53.518 ac, 6.45% Impervious, Inflow Depth = 0.42" for 10-yr_Atlasl4 event Inflow = 24.19 cfs @ 12.31 hrs, Volume= 1.854 of Outflow = 3.97 cfs @ 13.19 hrs, Volume= 1.854 af, Atten= 84%, Lag= 53.0 min Primary = 3.97 cfs @ 13.19 hrs, Volume= 1.854 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 952.75' @ 13.19 hrs Surf.Area= 0.823 ac Storage= 0.736 of Flood Elev= 954.00' Surf.Area= 1.590 ac Storage= 1.953 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 72.0 min ( 911.4 - 839.5 ) REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 39 Volume Invert Avail.Storage Storage Description #1 950.18' 7.253 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 950.18 0.000 0.000 0.000 951.99 0.001 0.001 0.001 952.00 0.360 0.002 0.003 954.00 1.590 1.950 1.953 955.00 2.220 1.905 3.858 956.00 4.570 3.395 7.253 Device Routing Invert Outlet Devices #1 Primary 950.18' 12.0" Round Culvert L= 142.0' Ke= 0.500 Inlet / Outlet Invert= 950.18' / 949.65' S= 0.0037 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Secondary 955.00' 10.0' long x 5.0' 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=3.97 cfs @ 13.19 hrs HW=952.75' TW=949.23' (Dynamic Tailwater) L1=Culvert (Barrel Controls 3.97 cfs @ 5.05 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=950.18' TW=948.30' (Dynamic Tailwater) L2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment HB-11S: KLEIN FARMS 3RD-WEST AREA Runoff = 72.13 cfs @ 12.46 hrs, Volume= 7.101 af, Depth= 4.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlas14 Rainfall=6.87" Area (ac) CN Description 16.055 72 RESIDENTIAL 4.000 98 POND 20.055 77 Weighted Average 16.055 80.05% Pervious Area 4.000 19.95% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 33.0 Direct Entry, Segment ID: Summary for Subcatchment HB-12S: KLEIN FARMS 3RD-TRIB. TO POND 3 OF ADD. Runoff = 97.16 cfs @ 12.23 hrs, Volume= 6.221 af, Depth= 3.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlas14 Rainfall=6.87" Area (ac) CN Description 17.700 72 RESIDENTIAL 1.300 98 POND 19.000 74 Weighted Average 17.700 93.16% Pervious Area 1.300 6.84% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Segment ID: Summary for Subcatchment KF-01S: EAST OF EDMONSON AVE Runoff = 41.11 cfs @ 12.29 hrs, Volume= 3.053 af, Depth= 3.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlas14 Rainfall=6.87" Area (ac) CN Description 9.851 72 9.851 100.00% Pervious Area REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 41 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-02S: NE CORNER OF 85TH ST AND EMONSON AVE Runoff = 55.67 cfs @ 12.29 hrs, Volume= 4.133 af, Depth= 3.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlas14 Rainfall=6.87" Area (ac) CN Description 13.339 72 13.339 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-03S: FUTURE DEVELOPMENT (SINGLE FAMILY RESIDENTIAL) Runoff = 22.77 cfs @ 12.23 hrs, Volume= 1.456 af, Depth= 3.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlasl4 Rainfall=6.87" Area (ac) CN Description 4.700 72 4.700 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment KF-04S: FUTURE DEVELOPMENT (SINGLE FAMILY RESIDENTIAL) Runoff = 76.30 cfs @ 12.64 hrs, Volume= 9.017 af, Depth= 3.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlas14 Rainfall=6.87" Area (ac) CN Description 29.100 72 29.100 100.00% Pervious Area REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 42 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.0 Direct Entry, Summary for Subcatchment KF-05S: WEST OF EISELE AVE Runoff = 98.27 cfs @ 12.43 hrs, Volume= 9.110 af, Depth= 3.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlas14 Rainfall=6.87" Area (ac) CN Description 29.400 72 29.400 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Summary for Subcatchment KF-06S: FARMSTEAD AVE Runoff = 110.59 cfs @ 12.29 hrs, Volume= 8.212 af, Depth= 3.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlasl4 Rainfall=6.87" Area (ac) CN Description 26.500 72 26.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-07S: FAIRHILL LANE Runoff = 89.31 cfs @ 12.29 hrs, Volume= 6.631 af, Depth= 3.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlas14 Rainfall=6.87" Area (ac) CN Description 21.400 72 21.400 100.00% Pervious Area REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 43 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-08S: WEST OF FALLON AVENUE Runoff = 57.17 cfs @ 12.29 hrs, Volume= 4.245 af, Depth= 3.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlas14 Rainfall=6.87" Area (ac) CN Description 13.700 72 1/3 acre lots, 30% imp, HSG B 9.590 70.00% Pervious Area 4.110 30.00% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-09S: AREA SE FALLON & 85TH-SW1/4,NW1/4,SEC 24 Runoff = 253.64 cfs @ 12.70 hrs, Volume= 32.655 af, Depth= 3.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlasl4 Rainfall=6.87" Area (ac) CN Description 92.835 72 RESIDENTIAL 6.900 99 POND/WATER 99.735 74 Weighted Average 92.835 93.08% Pervious Area 6.900 6.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 51.0 Direct Entry, Segment ID: Summary for Subcatchment KF-10S: AREA WEST & SOUTH OF 85TH-UNDEVELOPED Runoff = 173.14 cfs @ 12.36 hrs, Volume= 14.458 af, Depth= 3.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlas14 Rainfall=6.87" REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 44 Area (ac) CN Description 43.077 72 RESIDENTIAL 2.300 98 BASIN/WATER 45.377 73 Weighted Average 43.077 94.93% Pervious Area 2.300 5.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Segment ID: Summary for Subcatchment KF-11S: AREA NW OF FENNING & 85TH Runoff = 233.35 cfs @ 12.36 hrs, Volume= 19.491 af, Depth= 3.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlas14 Rainfall=6.87" Area (ac) CN Description 62.600 72 RESIDENTIAL 0.300 98 BASIN 62.900 72 Weighted Average 62.600 99.52% Pervious Area 0.300 0.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Segment ID: Summary for Subcatchment KF-12S: KLEIN FARMS EAST TRIB. AREA TO POND/WETLAN Runoff = 140.91 cfs @ 12.49 hrs, Volume= 14.304 af, Depth= 3.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlasl4 Rainfall=6.87" Area (ac) CN Description 16.300 72 KLEIN FARMS 3RD-RESIDENTIAL 4.600 90 POND/WETLAND @ ELEV. 950 22.787 72 RES. 43.687 74 Weighted Average 43.687 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 35.0 Direct Entry, Segment ID: REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 45 Summary for Subcatchment KF-13AS: EAST OF FALLON AVE, NORTH OF 85TH STREET Runoff = 86.47 cfs @ 12.77 hrs, Volume= 11.701 af, Depth= 3.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlas14 Rainfall=6.87" Area (ac) CN Description 37.761 72 RESIDENTIAL 37.761 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 55.0 Direct Entry, Segment ID: Summary for Subcatchment KF-13S: FALLON DRIVE Runoff = 60.88 cfs @ 12.29 hrs, Volume= 4.475 af, Depth= 3.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlasl4 Rainfall=6.87" Area (ac) CN Description 11.515 72 1/3 acre lots, 30% imp, HSG B 4.242 61 >75% Grass cover, Good, HSG B 15.757 69 Weighted Average 12.303 78.08% Pervious Area 3.454 21.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 200 0.0300 0.21 Sheet Flow, Calculated GIS Grass: Short n= 0.150 P2= 2.70" 1.9 140 0.0070 1.25 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.8 465 0.0086 4.21 3.30 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete sewer w/manholes & inlets 19.5 805 Total Summary for Reach 1 R: TO TRUNK STORM Inflow Area = 453.207 ac, 3.77% Impervious, Inflow Depth = 0.68" for 100-yr_Atlas14 event Inflow = 13.83 cfs @ 12.92 hrs, Volume= 25.580 of Outflow = 13.83 cfs @ 12.92 hrs, Volume= 25.580 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 46 Summary for Pond HB-11 P: KLEIN FARMS 3RD-SW QUAD SCHOOL & CR. 117 Inflow Area = 39.055 ac, 13.57% Impervious, Inflow Depth = 2.21" for 100-yr_Atlas14 event Inflow = 72.13 cfs @ 12.46 hrs, Volume= 7.178 of Outflow = 1.87 cfs @ 18.62 hrs, Volume= 7.178 af, Atten= 97%, Lag= 370.0 min Discarded = 1.87 cfs @ 18.62 hrs, Volume= 7.178 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 947.70' @ 18.62 hrs Surf.Area= 2.323 ac Storage= 5.577 of Flood Elev= 954.00' Surf.Area= 5.080 ac Storage= 27.300 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 1,492.7 min ( 2,317.5 - 824.8 ) Volume Invert Avail.Storage Storage Description #1 944.00' 38.130 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 944.00 0.320 0.000 0.000 946.00 1.730 2.050 2.050 948.00 2.430 4.160 6.210 950.00 3.020 5.450 11.660 952.00 3.770 6.790 18.450 954.00 5.080 8.850 27.300 956.00 5.750 10.830 38.130 Device Routing Invert Outlet Devices #1 Primary 950.62' 12.0" Round Culvert L= 66.0' Ke= 0.500 Inlet / Outlet Invert= 950.62' / 950.27' S= 0.0053 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Discarded 944.00' 0.800 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.87 cfs @ 18.62 hrs HW=947.70' (Free Discharge) L2=Exfiltration (Exfiltration Controls 1.87 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=944.00' (Free Discharge) L1=Culvert ( Controls 0.00 cfs) Summary for Pond HB-12P: KLEIN FARMS 3RD-POND3 Inflow Area = 19.000 ac, 6.84% Impervious, Inflow Depth = 3.93" for 100-yr_Atlasl4 event Inflow = 97.16 cfs @ 12.23 hrs, Volume= 6.221 of Outflow = 1.15 cfs @ 20.40 hrs, Volume= 6.221 af, Atten= 99%, Lag= 490.1 min Discarded = 0.99 cfs @ 20.40 hrs, Volume= 6.144 of Primary = 0.16 cfs @ 20.40 hrs, Volume= 0.077 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 47 Peak Elev= 952.17' @ 20.40 hrs Surf.Area= 1.228 ac Storage= 5.228 of Flood Elev= 954.00' Surf.Area= 1.520 ac Storage= 7.705 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 2,462.6 min ( 3,271.1 - 808.5 ) Volume Invert Avail.Storage Storage Description #1 946.00' 11.262 of Custom Stage Data (Conic)Listed below Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (acres) (acre-feet) (acre-feet) (acres) 946.00 0.380 0.000 0.000 0.380 948.00 0.730 1.091 1.091 0.731 950.00 0.990 1.713 2.805 0.993 952.00 1.200 2.187 4.991 1.206 954.00 1.520 2.714 7.705 1.528 956.00 2.050 3.557 11.262 2.060 Device Routing Invert Outlet Devices #1 Primary 951.97' 12.0" Round Culvert L= 155.5' Ke= 0.500 Inlet / Outlet Invert= 951.97' / 950.88' S= 0.0070 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Discarded 946.00' 0.800 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.99 cfs @ 20.40 hrs HW=952.17' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.99 cfs) Primary OutFlow Max=0.16 cfs @ 20.40 hrs HW=952.17' TW=947.68' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.16 cfs @ 2.10 fps) Summary for Pond KF-01 P: EAST OF EDMONSON AVE, SOUTH OF COBBLESTONE CT Inflow Area = 453.207 ac, 3.77% Impervious, Inflow Depth = 0.71" for 100-yr_Atlas14 event Inflow = 54.14 cfs @ 12.30 hrs, Volume= 26.851 of Outflow = 15.25 cfs @ 12.92 hrs, Volume= 26.851 af, Atten= 72%, Lag= 37.1 min Discarded = 1.41 cfs @ 12.92 hrs, Volume= 1.271 of Primary = 13.83 cfs @ 12.92 hrs, Volume= 25.580 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 951.10' @ 12.92 hrs Surf.Area= 0.701 ac Storage= 1.591 of Flood Elev= 954.00' Surf.Area= 1.090 ac Storage= 4.155 of Plug -Flow detention time= 21.6 min calculated for 26.851 of (100% of inflow) Center -of -Mass det. time= 21.5 min ( 1,739.7 - 1,718.1 ) Volume Invert Avail.Storage Storage Description #1 943.00' 7.645 of Custom Stage Data (Prismatic) -fisted below (Recalc) REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 48 Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 943.00 0.000 0.000 0.000 945.62 0.001 0.001 0.001 946.00 0.020 0.004 0.005 948.00 0.140 0.160 0.165 950.00 0.580 0.720 0.885 952.00 0.800 1.380 2.265 954.00 1.090 1.890 4.155 955.00 1.770 1.430 5.585 956.00 2.350 2.060 7.645 Device Routing Invert Outlet Devices #1 Primary 945.62' 30.0" Round Culvert L= 117.0' Ke= 0.500 Inlet / Outlet Invert= 945.62' / 945.42' S= 0.0017 '/' Cc= 0.900 n= 0.013, Flow Area= 4.91 sf #2 Device 1 952.62' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 943.00' 15.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 955.00' 20.0' long x 5.0' 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #5 Discarded 943.00' 2.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.41 cfs @ 12.92 hrs HW=951.10' (Free Discharge) L5=Exfiltration (Exfiltration Controls 1.41 cfs) Primary OutFlow Max=13.83 cfs @ 12.92 hrs HW=951.10' TW=0.00' (Dynamic Tailwater) L1=Culvert (Passes 13.83 cfs of 43.72 cfs potential flow) �2=Orif i ce/G rate ( Controls 0.00 cfs) 3=Orifice/Grate (Orifice Controls 13.83 cfs @ 11.27 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=943.00' TW=944.00' (Dynamic Tailwater) 1-4=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond KF-02P: PROPOSED POND Inflow Area = 13.339 ac, 0.00% Impervious, Inflow Depth = 3.72" for 100-yr_Atlas14 event Inflow = 55.67 cfs @ 12.29 hrs, Volume= 4.133 of Outflow = 2.14 cfs @ 15.24 hrs, Volume= 4.129 af, Atten= 96%, Lag= 177.0 min Primary = 2.14 cfs @ 15.24 hrs, Volume= 4.129 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 965.36' @ 15.24 hrs Surf.Area= 0.752 ac Storage= 2.905 of Plug -Flow detention time= 718.0 min calculated for 4.129 of (100% of inflow) Center -of -Mass det. time= 717.7 min ( 1,534.1 - 816.3 ) REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 49 Volume Invert Avail.Storage Storage Description #1 960.00' 3.400 of Custom Stage Data (Prismatic) -fisted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 960.00 0.300 0.000 0.000 962.00 0.500 0.800 0.800 966.00 0.800 2.600 3.400 Device Routing Invert Outlet Devices #1 Primary 960.00' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.14 cfs @ 15.24 hrs HW=965.36' TW=950.58' (Dynamic Tailwater) L1=Orifice/Grate (Orifice Controls 2.14 cfs @ 10.89 fps) Summary for Pond KF-03P: MIDDLE CHAIN POND Inflow Area = 430.017 ac, 3.97% Impervious, Inflow Depth = 0.58" for 100-yr_Atlas14 event Inflow = 22.77 cfs @ 12.23 hrs, Volume= 20.808 of Outflow = 12.31 cfs @ 12.51 hrs, Volume= 20.808 af, Atten= 46%, Lag= 16.8 min Discarded = 0.48 cfs @ 12.43 hrs, Volume= 1.138 of Primary = 11.84 cfs @ 12.52 hrs, Volume= 19.670 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 952.34' @ 12.43 hrs Surf.Area= 0.236 ac Storage= 0.297 of Plug -Flow detention time= 11.6 min calculated for 20.806 of (100% of inflow) Center -of -Mass det. time= 11.6 min ( 1,914.0 - 1,902.4 ) Volume Invert Avail.Storage Storage Description #1 950.00' 2.710 of Custom Stage Data (Prismatic) -fisted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 950.00 0.010 0.000 0.000 952.00 0.210 0.220 0.220 954.00 0.360 0.570 0.790 956.00 0.480 0.840 1.630 958.00 0.600 1.080 2.710 Device Routing Invert Outlet Devices #1 Primary 950.00' 21.0" Round Culvert L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 950.00' / 949.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 2.41 sf #2 Discarded 950.00' 2.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.48 cfs @ 12.43 hrs HW=952.34' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.48 cfs) Primary OutFlow Max=11.84 cfs @ 12.52 hrs HW=952.28' TW=950.61' (Dynamic Tailwater) L1=Culvert (Barrel Controls 11.84 cfs @ 4.95 fps) REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCAD®10.10-4b s/n 03113 ©2020 HydroCAD Software Solutions LLC Page 50 Summary for Pond KF-04P: PROPOSED POND EXPANSION Inflow Area = 425.317 ac, 4.01% Impervious, Inflow Depth = 1.05" for 100-yr_Atlasl4 event Inflow = 76.30 cfs @ 12.64 hrs, Volume= 37.040 of Outflow = 10.85 cfs @ 14.27 hrs, Volume= 37.040 af, Atten= 86%, Lag= 97.3 min Discarded = 3.35 cfs @ 14.07 hrs, Volume= 17.689 of Primary = 7.50 cfs @ 14.31 hrs, Volume= 19.351 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 952.65' @ 14.07 hrs Surf.Area= 1.661 ac Storage= 5.420 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 396.4 min ( 2,481.4 - 2,085.1 ) Volume Invert Avail.Storage Storage Description #1 948.00' 7.900 of Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 948.00 0.900 0.000 0.000 950.00 1.000 1.900 1.900 952.00 1.500 2.500 4.400 954.00 2.000 3.500 7.900 Device Routing Invert Outlet Devices #1 Primary 948.00' 18.0" Round Culvert L= 100.0' Ke= 0.500 Inlet / Outlet Invert= 948.00' / 947.50' S= 0.0050'/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Discarded 948.00' 2.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=3.35 cfs @ 14.07 hrs HW=952.65' (Free Discharge) L2=Exfiltration (Exfiltration Controls 3.35 cfs) Primary OutFlow Max=7.51 cfs @ 14.31 hrs HW=952.63' TW=951.70' (Dynamic Tailwater) L1=Culvert (Outlet Controls 7.51 cfs @ 4.25 fps) Summary for Pond KF-05P: PROPOSED POND Inflow Area = 29.400 ac, 0.00% Impervious, Inflow Depth = 3.72" for 100-yr_Atlasl4 event Inflow = 98.27 cfs @ 12.43 hrs, Volume= 9.110 of Outflow = 4.50 cfs @ 14.05 hrs, Volume= 9.092 af, Atten= 95%, Lag= 97.3 min Discarded = 0.78 cfs @ 15.50 hrs, Volume= 4.681 of Primary = 3.72 cfs @ 14.05 hrs, Volume= 4.410 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 955.44' @ 15.50 hrs Surf.Area= 0.972 ac Storage= 6.545 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 1,559.9 min ( 2,385.5 - 825.6 ) REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 51 Volume Invert Avail.Storage Storage Description #1 946.00' 7.100 of Custom Stage Data (Prismatic) -fisted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 946.00 0.300 0.000 0.000 948.00 0.500 0.800 0.800 950.00 0.700 1.200 2.000 954.00 0.900 3.200 5.200 956.00 1.000 1.900 7.100 Device Routing Invert Outlet Devices #1 Primary 950.00' 8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 946.00' 0.800 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.78 cfs @ 15.50 hrs HW=955.44' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.78 cfs) Primary OutFlow Max=3.72 cfs @ 14.05 hrs HW=955.24' TW=950.34' (Dynamic Tailwater) L1=Orifice/Grate (Orifice Controls 3.72 cfs @ 10.66 fps) Summary for Pond KF-06P: UPDATED: NORTH OF FAIRHILL LANE CUL-DE-SAC Inflow Area = 396.217 ac, 4.31 % Impervious, Inflow Depth > 1.56" for 100-yr_Atlas14 event Inflow = 124.98 cfs @ 12.31 hrs, Volume= 51.642 of Outflow = 10.71 cfs @ 19.71 hrs, Volume= 40.917 af, Atten= 91 %, Lag= 444.1 min Discarded = 1.52 cfs @ 17.50 hrs, Volume= 12.895 of Primary = 9.20 cfs @ 19.71 hrs, Volume= 28.022 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 952.29' @ 22.09 hrs Surf.Area= 1.880 ac Storage= 12.970 of Plug -Flow detention time= 1,236.1 min calculated for 40.913 of (79% of inflow) Center -of -Mass det. time= 563.0 min ( 2,939.4 - 2,376.3 ) Volume Invert Avail.Storage Storage Description #1 942.00' 12.970 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 942.00 0.140 0.000 0.000 944.00 1.070 1.210 1.210 946.00 1.280 2.350 3.560 948.00 1.470 2.750 6.310 950.00 1.660 3.130 9.440 951.00 1.760 1.710 11.150 952.00 1.880 1.820 12.970 Device Routing Invert Outlet Devices #1 Primary 951.00' 15.0' long x 5.0' 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 REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 52 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Discarded 942.00' 0.800 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.52 cfs @ 17.50 hrs HW=952.01' (Free Discharge) L2=Exfiltration (Exfiltration Controls 1.52 cfs) Primary OutFlow Max=8.91 cfs @ 19.71 hrs HW=952.22' TW=952.21' (Dynamic Tailwater) L1=Broad-Crested Rectangular Weir(Weir Controls 8.91 cfs @ 0.49 fps) Summary for Pond KF-07P: POND NORTH OF 87TH STREET AND EAST OF FAIRHILL LANE Inflow Area = 243.112 ac, 5.60% Impervious, Inflow Depth > 1.90" for 100-yr_Atlas14 event Inflow = 104.65 cfs @ 12.30 hrs, Volume= 38.401 of Outflow = 23.17 cfs @ 13.27 hrs, Volume= 35.033 af, Atten= 78%, Lag= 57.8 min Primary = 23.17 cfs @ 13.27 hrs, Volume= 35.033 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 952.51' @ 22.84 hrs Surf.Area= 1.878 ac Storage= 6.351 of Flood Elev= 954.00' Surf.Area= 2.290 ac Storage= 9.427 of Plug -Flow detention time= 605.0 min calculated for 35.033 of (91 % of inflow) Center -of -Mass det. time= 332.8 min ( 2,600.1 - 2,267.3 ) Volume Invert Avail.Storage Storage Description #1 948.02' 9.427 of Custom Stage Data (Prismatic) -fisted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 948.02 0.950 0.000 0.000 950.00 1.360 2.287 2.287 952.00 1.770 3.130 5.417 953.00 1.980 1.875 7.292 954.00 2.290 2.135 9.427 Device Routing Invert Outlet Devices #1 Primary 947.25' 24.0" Round Culvert L= 110.0' Ke= 0.500 Inlet / Outlet Invert= 947.25' / 946.99' S= 0.0024 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 3.14 sf #2 Device 1 948.02' 24.0" Round Culvert L= 36.0' Ke= 0.500 Inlet / Outlet Invert= 948.02' / 947.25' S= 0.0214 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #3 Device 1 951.75' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 953.00' 20.0' long x 5.0' 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 53 Primary OutFlow Max=23.15 cfs @ 13.27 hrs HW=951.41' TW=948.99' (Dynamic Tailwater) L1=Culvert (Outlet Controls 23.15 cfs @ 7.37 fps) �2=Culvert (Passes 23.15 cfs of 23.40 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=948.02' TW=942.00' (Dynamic Tailwater) 1-4=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond KF-08P: POND NORTH OF 87TH STREET Inflow Area = 221.712 ac, 6.14% Impervious, Inflow Depth = 1.77" for 100-yr_Atlas14 event Inflow = 57.61 cfs @ 12.29 hrs, Volume= 32.665 of Outflow = 17.98 cfs @ 12.55 hrs, Volume= 31.770 af, Atten= 69%, Lag= 15.2 min Primary = 17.98 cfs @ 12.55 hrs, Volume= 31.770 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 952.69' @ 22.79 hrs Surf.Area= 0.505 ac Storage= 1.739 of Flood Elev= 954.00' Surf.Area= 0.610 ac Storage= 2.470 of Plug -Flow detention time= 199.6 min calculated for 31.767 of (97% of inflow) Center -of -Mass det. time= 108.2 min ( 2,570.1 - 2,461.9 ) Volume Invert Avail.Storage Storage Description #1 947.50' 3.970 of Custom Stage Data (Prismatic) -fisted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 947.50 0.200 0.000 0.000 948.00 0.200 0.100 0.100 950.00 0.330 0.530 0.630 952.00 0.450 0.780 1.410 954.00 0.610 1.060 2.470 955.00 0.740 0.675 3.145 956.00 0.910 0.825 3.970 Device Routing Invert Outlet Devices #1 Primary 947.50' 24.0" Round RCP -Round 24" L= 41.0' Ke= 0.500 Inlet / Outlet Invert= 947.50' / 947.44' S= 0.0015'/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 944.63' 24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 950.39' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 955.00' 10.0' long x 5.0' 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 54 Primary OutFlow Max=17.82 cfs @ 12.55 hrs HW=952.22' TW=950.84' (Dynamic Tailwater) L1=RCP_Round 24" (Inlet Controls 17.82 cfs @ 5.67 fps) �__2=Orifice/Grate (Passes < 17.82 cfs potential flow) 3=Orifice/Grate (Passes < 71.28 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=947.50' TW=948.02' (Dynamic Tailwater) 1-4=113road-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond KF-09P: EXISTING BASIN-SW1/4,NW1/4,SEC 24 Inflow Area = 208.012 ac, 4.57% Impervious, Inflow Depth = 2.96" for 100-yr_Atlas14 event Inflow = 299.62 cfs @ 12.75 hrs, Volume= 51.289 of Outflow = 10.37 cfs @ 19.01 hrs, Volume= 51.290 af, Atten= 97%, Lag= 375.8 min Discarded = 4.28 cfs @ 21.19 hrs, Volume= 22.870 of Primary = 6.12 cfs @ 19.01 hrs, Volume= 28.420 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 955.14' @ 21.19 hrs Surf.Area= 16.959 ac Storage= 34.641 of Plug -Flow detention time= 1,783.7 min calculated for 51.285 of (100% of inflow) Center -of -Mass det. time= 1,783.6 min ( 2,940.7 - 1,157.1 ) Volume Invert Avail.Storage Storage Description #1 952.00' 48.660 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 952.00 5.200 0.000 0.000 954.00 10.980 16.180 16.180 956.00 21.500 32.480 48.660 Device Routing Invert Outlet Devices #1 Primary 952.00' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 952.00' 0.250 in/hr Exfiltration over Surface area Discarded OutFlow Max=4.28 cfs @ 21.19 hrs HW=955.14' (Free Discharge) L2=Exfiltration (Exfiltration Controls 4.28 cfs) Primary OutFlow Max=6.12 cfs @ 19.01 hrs HW=955.12' TW=952.50' (Dynamic Tailwater) L1=Orifice/Grate (Orifice Controls 6.12 cfs @ 7.79 fps) Summary for Pond KF-10P: EXISTING BASIN -SO 1116 COR.,NW1/4,SEC 24 Inflow Area = 108.277 ac, 2.40% Impervious, Inflow Depth = 2.80" for 100-yr_Atlasl4 event Inflow = 174.93 cfs @ 12.36 hrs, Volume= 25.290 of Outflow = 50.84 cfs @ 12.89 hrs, Volume= 25.290 af, Atten= 71 %, Lag= 32.0 min Discarded = 1.42 cfs @ 12.89 hrs, Volume= 6.655 of Primary = 3.20 cfs @ 12.89 hrs, Volume= 7.635 of Secondary = 46.22 cfs @ 12.89 hrs, Volume= 11.000 of REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 55 Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 955.91' @ 12.89 hrs Surf.Area= 5.626 ac Storage= 7.357 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 597.1 min ( 2,103.2 - 1,506.2 ) Volume Invert Avail.Storage Storage Description #1 954.00' 7.720 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 954.00 1.910 0.000 0.000 956.00 5.810 7.720 7.720 Device Routing Invert Outlet Devices #1 Primary 954.00' 10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 954.00' 0.250 in/hr Exfiltration over Surface area #3 Secondary 955.00' 20.0' long x 5.0' 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=1.42 cfs @ 12.89 hrs HW=955.91' (Free Discharge) L2=Exfiltration (Exfiltration Controls 1.42 cfs) Primary OutFlow Max=3.20 cfs @ 12.89 hrs HW=955.91' TW=953.80' (Dynamic Tailwater) L1=0rifice/Grate (Orifice Controls 3.20 cfs @ 5.88 fps) Secondary OutFlow Max=46.21 cfs @ 12.89 hrs HW=955.91' TW=953.80' (Dynamic Tailwater) L3= Broad -Crested Rectangular Weir(Weir Controls 46.21 cfs @ 2.55 fps) Summary for Pond KF-11 P: DEPRESSION/WT SW1/4,NE1/4,SEC 24 Inflow Area = 62.900 ac, 0.48% Impervious, Inflow Depth = 3.72" for 100-yr_Atlas14 event Inflow = 233.35 cfs @ 12.36 hrs, Volume= 19.491 of Outflow = 4.96 cfs @ 18.82 hrs, Volume= 19.491 af, Atten= 98%, Lag= 387.2 min Discarded = 2.25 cfs @ 18.82 hrs, Volume= 8.660 of Primary = 2.71 cfs @ 18.82 hrs, Volume= 10.832 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 966.73' @ 18.82 hrs Surf.Area= 8.924 ac Storage= 15.428 of Plug -Flow detention time= 1,610.5 min calculated for 19.490 of (100% of inflow) Center -of -Mass det. time= 1,610.8 min ( 2,431.8 - 821.0 ) Volume Invert Avail.Storage Storage Description #1 963.80' 27.510 of Custom Stage Data (Prismatic) -fisted below REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 56 Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 963.80 0.300 0.000 0.000 964.00 1.000 0.130 0.130 966.00 7.380 8.380 8.510 968.00 11.620 19.000 27.510 Device Routing Invert Outlet Devices #1 Primary 963.80' 8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 963.80' 0.250 in/hr Exfiltration over Surface area Discarded OutFlow Max=2.25 cfs @ 18.82 hrs HW=966.73' (Free Discharge) L2=Exfiltration (Exfiltration Controls 2.25 cfs) Primary OutFlow Max=2.71 cfs @ 18.82 hrs HW=966.73' TW=955.24' (Dynamic Tailwater) L1=Orifice/Grate (Orifice Controls 2.71 cfs @ 7.76 fps) Summary for Pond KF-12P: POND & WETLAND SE COR. KLEIN FARMS 3RD Inflow Area = 97.205 ac, 3.55% Impervious, Inflow Depth = 2.32" for 100-yr_Atlas14 event Inflow = 145.71 cfs @ 12.49 hrs, Volume= 18.778 of Outflow = 2.87 cfs @ 13.28 hrs, Volume= 3.986 af, Atten= 98%, Lag= 47.4 min Primary = 2.87 cfs @ 13.28 hrs, Volume= 3.986 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 951.33' @ 25.99 hrs Surf.Area= 8.726 ac Storage= 18.449 of Flood Elev= 952.00' Surf.Area= 9.850 ac Storage= 23.895 of Plug -Flow detention time= 4,079.9 min calculated for 3.986 of (21 % of inflow) Center -of -Mass det. time= 3,926.0 min ( 4,803.5 - 877.5 ) Volume Invert Avail.Storage Storage Description #1 948.30' 48.105 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area (feet) (acres) 948.30 2.420 950.00 6.480 952.00 9.850 954.00 14.360 Inc.Store Cum.Store acre-feet) (acre-feet) 0.000 0.000 7.565 7.565 16.330 23.895 24.210 48.105 Device Routing Invert Outlet Devices #1 Primary 948.30' 12.0" Round RCP -Round 12" L= 152.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 948.30' / 948.00' S= 0.0020 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 0.79 sf Primary OutFlow Max=2.85 cfs @ 13.28 hrs HW=950.30' TW=949.02' (Dynamic Tailwater) L1=RCP_Round 12" (Outlet Controls 2.85 cfs @ 3.63 fps) REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 57 Summary for Pond KF-13AP: PROPOSED POND Inflow Area = 37.761 ac, 0.00% Impervious, Inflow Depth = 3.72" for 100-yr_Atlasl4 event Inflow = 86.47 cfs @ 12.77 hrs, Volume= 11.701 of Outflow = 4.23 cfs @ 16.60 hrs, Volume= 11.702 af, Atten= 95%, Lag= 229.9 min Discarded = 4.23 cfs @ 16.60 hrs, Volume= 11.702 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 952.39' @ 16.60 hrs Surf.Area= 2.097 ac Storage= 8.298 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 884.4 min ( 1,733.1 - 848.7 ) Volume Invert Avail.Storage Storage Description #1 948.00' 23.100 of Custom Stage Data (Prismatic) -fisted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 948.00 1.700 0.000 0.000 950.00 1.900 3.600 3.600 952.00 2.000 3.900 7.500 954.00 2.500 4.500 12.000 956.00 2.800 5.300 17.300 958.00 3.000 5.800 23.100 Device Routing Invert Outlet Devices #1 Primary 952.00' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 948.00' 2.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=4.23 cfs @ 16.60 hrs HW=952.39' (Free Discharge) L2=Exfiltration (Exfiltration Controls 4.23 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=948.00' TW=950.18' (Dynamic Tailwater) L1=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond KF-13P: POND EAST OF FALLON AVE Inflow Area = 53.518 ac, 6.45% Impervious, Inflow Depth = 1.00" for 100-yr_Atlasl4 event Inflow = 60.88 cfs @ 12.29 hrs, Volume= 4.475 of Outflow = 5.19 cfs @ 13.67 hrs, Volume= 4.474 af, Atten= 91 %, Lag= 82.8 min Primary = 5.19 cfs @ 13.67 hrs, Volume= 4.474 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 954.25' @ 13.67 hrs Surf.Area= 1.745 ac Storage= 2.420 of Flood Elev= 954.00' Surf.Area= 1.590 ac Storage= 1.953 of Plug -Flow detention time= 218.0 min calculated for 4.474 of (100% of inflow) Center -of -Mass det. time= 217.9 min ( 1,038.5 - 820.6 ) REVISED MONT CSWMP 2020 Updates MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 58 Volume Invert Avail.Storage Storage Description #1 950.18' 7.253 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 950.18 0.000 0.000 0.000 951.99 0.001 0.001 0.001 952.00 0.360 0.002 0.003 954.00 1.590 1.950 1.953 955.00 2.220 1.905 3.858 956.00 4.570 3.395 7.253 Device Routing Invert Outlet Devices #1 Primary 950.18' 12.0" Round Culvert L= 142.0' Ke= 0.500 Inlet / Outlet Invert= 950.18' / 949.65' S= 0.0037 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Secondary 955.00' 10.0' long x 5.0' 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=5.19 cfs @ 13.67 hrs HW=954.25' TW=950.42' (Dynamic Tailwater) L1=Culvert (Barrel Controls 5.19 cfs @ 6.61 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=950.18' TW=948.30' (Dynamic Tailwater) L2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) APPENDIX 6 KF-12S KLEIN FARMS EA T TRIB. AREA TO PONDIW TLAN KF-13S SS � �.N DRIVE 12P P4 SP PONDS ETLAND SECOR. K IN FARMS 3RD Ditch - Outlet to TruiQc Storm F-13P \ 45 POND EAST OF FALLON 4P R� P3 AVE Pond.. KF-02S \ �� PROPOSED POND NE CORNER OF 85TH ST 11 �2 KF-13AS AND EMONSON AVE Pontl #2 w/Infl Basin�KF-06S EAST OF FALLON AVE, 2.S F-0BP NORTH OF 85TH STREET FARMSTEAD AVE P2 UPDATED: NORTH OF 1-1 KF-OSS FAIRHILL LANE WCUL-DE-SAC 0]P KF-OBS EST OF EISELE AVE (Pi ) POND OF STREET OFA DEAST OF WEST OF FALCON AVENUE FAIRH LLANE _P POND NORTH OF BTTPI� STREET \ AREA SE FALCON 8 85TH-SW 1/4,NW 1/4,SEC 24 KF-70S F-09P AREA WEST 8 SOUTH OF KF-07S EXISTING 85TH-UNDEVELOPED BASIN-SW1/4,NW1/4,SEC 24 FAIRHILL LANE F-tOP F-i1P �- KF-11S EXISTING BASIN -SO 1116 COR.,NW1/4,SEC 24 DEPRESSION W AREA NW OF FENNING B SW1/4,NE1/4,SEC24 85TH Subcat Reach Pond Link MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 2S: P2 Runoff = 4.45 cfs @ 12.36 hrs, Volume= 0.563 af, Depth= 0.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_Atlas14 Rainfall=2.84" Area (ac) CN Descriotion 7.860 98 Impervious 0.250 98 Existing Impervious 15.830 39 >75% Grass cover, Good, HSG A 0.380 98 Water Surface, 0% imp, HSG A 24.320 60 Weighted Average 16.210 66.65% Pervious Area 8.110 33.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0200 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 2.70" 2.3 290 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 4.3 1,390 0.0070 5.39 9.52 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.012 Concrete pipe, finished 17.3 1,780 Total Summary for Subcatchment 4S: P3 Runoff = 4.52 cfs @ 12.24 hrs, Volume= 0.392 af, Depth= 0.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_Atlasl4 Rainfall=2.84" Area (ac) CN Description 3.700 98 Impervious 7.680 39 >75% Grass cover, Good, HSG A 1.080 98 Water Surface, 0% imp, HSG A 0.310 98 Existing Impervious 12.770 63 Weighted Average 8.760 68.60% Pervious Area 4.010 31.40% Impervious Area MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 3 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 100 0.0300 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.70" 1.1 156 0.0255 2.40 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.9 896 0.0150 7.89 13.94 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.012 Concrete pipe, finished 12.1 1,152 Total Summary for Subcatchment 5S: P4 Runoff = 0.01 cfs @ 18.58 hrs, Volume= 0.004 af, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_Atlas14 Rainfall=2.84" Area (ac) CN Description 0.190 98 Existing Impervious 0.250 98 Impervious 3.830 39 >75% Grass cover, Good, HSG A 4.270 45 Weighted Average 3.830 89.70% Pervious Area 0.440 10.30% Impervious Area Tc Length Slope Velocity min) (feet) (ft/ft) (ft/sec) 10.7 100 0.0200 0.16 1.1 240 0.0580 3.61 11.8 340 Total Capacity Description (cfs) Sheet Flow, Grass: Short n= 0.150 P2= 2.70" Shallow Concentrated Flow, Grassed Waterwav Kv= 15.0 fos Summary for Subcatchment KF-02S: NE CORNER OF 85TH ST AND EMONSON AVE Runoff = 0.02 cfs @ 19.58 hrs, Volume= 0.009 af, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_Atlasl4 Rainfall=2.84" Area (ac) CN Description 2.500 98 Existing Impervious 3.800 39 >75% Grass cover, Good, HSG A 10.000 32 Woods/grass comb., Good, HSG A 16.300 44 Weighted Average 13.800 84.66% Pervious Area 2.500 15.34% Impervious Area MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 4 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-05S: WEST OF EISELE AVE (P1) Runoff = 17.76 cfs @ 12.47 hrs, Volume= 1.848 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_At1as14 Rainfall=2.84" Area (ac) CN Description 31.030 72 31.030 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Summary for Subcatchment KF-06S: FARMSTEAD AVE Runoff = 19.12 cfs @ 12.33 hrs, Volume= 1.578 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_At1as14 Rainfall=2.84" Area (ac) CN Description 26.500 72 26.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-07S: FAIRHILL LANE Runoff = 15.44 cfs @ 12.33 hrs, Volume= 1.274 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_At1as14 Rainfall=2.84" Area (ac) CN Description 21.400 72 21.400 100.00% Pervious Area MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 5 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-08S: WEST OF FALLON AVENUE Runoff = 9.88 cfs @ 12.33 hrs, Volume= 0.816 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_At1as14 Rainfall=2.84" Area (ac) CN Description 13.700 72 1/3 acre lots, 30% imp, HSG B 9.590 70.00% Pervious Area 4.110 30.00% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-09S: AREA SE FALLON & 85TH-SW1/4,NW1/4,SEC 24 Runoff = 47.85 cfs @ 12.75 hrs, Volume= 6.719 af, Depth= 0.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_At1as14 Rainfall=2.84" Area (ac) CN Description 92.835 72 RESIDENTIAL 6.900 99 POND/WATER 99.735 74 Weighted Average 92.835 93.08% Pervious Area 6.900 6.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 51.0 Direct Entry, Segment ID: Summary for Subcatchment KF-10S: AREA WEST & SOUTH OF 85TH-UNDEVELOPED Runoff = 31.24 cfs @ 12.39 hrs, Volume= 2.876 af, Depth= 0.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_At1as14 Rainfall=2.84" MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 6 Area (ac) CN Description 43.077 72 RESIDENTIAL 2.300 98 BASIN/WATER 45.377 73 Weighted Average 43.077 94.93% Pervious Area 2.300 5.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Segment ID: Summary for Subcatchment KF-11S: AREA NW OF FENNING & 85TH Runoff = 40.02 cfs @ 12.41 hrs, Volume= 3.746 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_At1as14 Rainfall=2.84" Area (ac) CN Description 62.600 72 RESIDENTIAL 0.300 98 BASIN 62.900 72 Weighted Average 62.600 99.52% Pervious Area 0.300 0.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Segment ID: Summary for Subcatchment KF-12S: KLEIN FARMS EAST TRIB. AREA TO POND/WETLAN Runoff = 26.58 cfs @ 12.55 hrs, Volume= 2.943 af, Depth= 0.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_At1as14 Rainfall=2.84" Area (ac) CN Description 16.300 72 KLEIN FARMS 3RD-RESIDENTIAL 4.600 90 POND/WETLAND @ ELEV. 950 22.787 72 RES. 43.687 74 Weighted Average 43.687 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 35.0 Direct Entry, Segment ID: MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment KF-13AS: EAST OF FALLON AVE, NORTH OF 85TH STREET Runoff = 14.62 cfs @ 12.83 hrs, Volume= 2.249 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_Atlas14 Rainfall=2.84" Area (ac) CN Description 37.761 72 RESIDENTIAL 37.761 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 55.0 Direct Entry, Segment ID: Summary for Subcatchment KF-13S: FALLON DRIVE Runoff = 8.85 cfs @ 12.33 hrs, Volume= 0.769 af, Depth= 0.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_Atlasl4 Rainfall=2.84" Area (ac) CN Description 11.515 72 1/3 acre lots, 30% imp, HSG B 4.242 61 >75% Grass cover, Good, HSG B 15.757 69 Weighted Average 12.303 78.08% Pervious Area 3.454 21.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 200 0.0300 0.21 Sheet Flow, Calculated GIS Grass: Short n= 0.150 P2= 2.70" 1.9 140 0.0070 1.25 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.8 465 0.0086 4.21 3.30 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete sewer w/manholes & inlets 19.5 805 Total Summary for Pond 4P: Pond #1 Inflow Area = 451.237 ac, 7.02% Impervious, Inflow Depth = 0.01" for 2-yr_Atlas14 event Inflow = 4.52 cfs @ 12.24 hrs, Volume= 0.392 of Outflow = 0.21 cfs @ 17.66 hrs, Volume= 0.354 af, Atten= 95%, Lag= 325.1 min Primary = 0.21 cfs @ 17.66 hrs, Volume= 0.354 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 8 Peak Elev= 946.77' @ 17.66 hrs Surf.Area= 41,658 sf Storage= 10,934 cf Plug -Flow detention time= 1,088.1 min calculated for 0.354 of (91 % of inflow) Center -of -Mass det. time= 1,045.2 min ( 1,923.2 - 878.0 ) Volume Invert Avail.Storaae Storaae Description #1 946.50' 219,726 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 946.50 40,725 0 0 948.00 46,000 65,044 65,044 950.00 53,380 99,380 164,424 951.00 57,225 55,303 219,726 Device Routina Invert Outlet Devices #1 Primary 946.50' 18.0" Round Culvert L= 136.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 946.50' / 946.20' S= 0.0022 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Device 1 944.00' 18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 951.00' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.21 cfs @ 17.66 hrs HW=946.77' TW=946.22' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.21 cfs @ 1.48 fps) �2=Orif i ce/G rate (Passes 0.21 cfs of 4.38 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 5P: Ditch - Outlet to Trunk Storm Inflow Area = 455.507 ac, 7.05% Impervious, Inflow Depth > 0.01" for 2-yr_Atlas14 event Inflow = 0.21 cfs @ 17.79 hrs, Volume= 0.359 of Outflow = 0.21 cfs @ 18.44 hrs, Volume= 0.356 af, Atten= 0%, Lag= 38.9 min Primary = 0.21 cfs @ 18.44 hrs, Volume= 0.356 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 946.22' @ 18.44 hrs Surf.Area= 3,943 sf Storage= 823 cf Plug -Flow detention time= 117.2 min calculated for 0.356 of (99% of inflow) Center -of -Mass det. time= 81.4 min ( 1,994.9 - 1,913.5 ) Volume Invert Avail.Storage Storage Description #1 946.00' 64,775 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 946.00 3,420 0 0 948.00 8,100 11,520 11,520 950.00 13,190 21,290 32,810 952.00 18,775 31,965 64,775 MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCAD®10.10-4b s/n 03113 ©2020 HydroCAD Software Solutions LLC Page 9 Device Routing Invert Outlet Devices #1 Primary 946.00' 15.0" Round Culvert L= 30.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 946.00' / 945.76' S= 0.0080 T Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf Primary OutFlow Max=0.21 cfs @ 18.44 hrs HW=946.22' (Free Discharge) L1=Culvert (Barrel Controls 0.21 cfs @ 2.17 fps) Summary for Pond 12P: Pond #2 w/Infil Basin #2 Inflow Area = 438.467 ac, 6.31% Impervious, Inflow Depth = 0.02" for 2-yr_Atlas14 event Inflow = 4.45 cfs @ 12.36 hrs, Volume= 0.572 of Outflow = 0.86 cfs @ 13.77 hrs, Volume= 0.572 af, Atten= 81 %, Lag= 84.6 min Discarded = 0.86 cfs @ 13.77 hrs, Volume= 0.572 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 945.21' @ 13.77 hrs Surf.Area= 37,033 sf Storage= 7,798 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 80.6 min ( 983.7 - 903.0 ) Volume Invert Avail.Storage Storage Description #1 945.00' 520,787 cf Custom Stage Data (Prismatic)-isted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 945.00 36,170 0 0 946.00 40,220 38,195 38,195 946.70 66,250 37,265 75,460 948.00 74,870 91,728 167,187 950.00 88,300 163,170 330,357 952.00 102,130 190,430 520,787 Device Routing Invert Outlet Devices #1 Primary 946.70' 18.0" Round Culvert L= 165.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 946.70' / 946.50' S= 0.0012 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Discarded 945.00' 1.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.86 cfs @ 13.77 hrs HW=945.21' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.86 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=945.00' TW=946.50' (Dynamic Tailwater) L1=Culvert ( Controls 0.00 cfs) MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 10 Summary for Pond KF-06P: UPDATED: NORTH OF FAIRHILL LANE CUL-DE-SAC Inflow Area = 397.847 ac, Inflow = 35.04 cfs @ Outflow = 1.18 cfs @ Discarded = 1.18 cfs @ Primary = 0.00 cfs @ 4.29% Impervious, Inflow Depth > 0.32" 12.40 hrs, Volume= 10.615 of 37.18 hrs, Volume= 9.453 af, 37.18 hrs, Volume= 9.453 of 0.00 hrs, Volume= 0.000 of for 2-yr_Atlas14 event Atten= 97%, Lag= 1,487.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 947.94' @ 37.18 hrs Surf.Area= 1.465 ac Storage= 6.231 of Plug -Flow detention time= 2,545.3 min calculated for 9.452 of (89% of inflow) Center -of -Mass det. time= 2,199.2 min ( 3,836.2 - 1,637.0 ) Volume Invert Avail.Storage Storage Description #1 942.00' 14.920 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 942.00 0.140 0.000 0.000 944.00 1.070 1.210 1.210 946.00 1.280 2.350 3.560 948.00 1.470 2.750 6.310 950.00 1.660 3.130 9.440 951.00 1.760 1.710 11.150 952.00 1.880 1.820 12.970 953.00 2.020 1.950 14.920 Device Routing Invert Outlet Devices #1 Primary 951.00' 15.0' long x 5.0' 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Discarded 942.00' 0.800 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.18 cfs @ 37.18 hrs HW=947.94' (Free Discharge) L2=Exfiltration (Exfiltration Controls 1.18 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=942.00' TW=945.00' (Dynamic Tailwater) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond KF-07P: POND NORTH OF 87TH STREET AND EAST OF FAIRHILL LANE Inflow Area = 243.112 ac, Inflow = 16.22 cfs @ Outflow = 3.49 cfs @ Primary = 3.49 cfs @ Secondary = 0.00 cfs @ 5.60% Impervious, Inflow Depth = 0.22" 12.38 hrs, Volume= 4.376 of 13.78 hrs, Volume= 4.349 af, 13.78 hrs, Volume= 4.349 of 0.00 hrs, Volume= 0.000 of for 2-yr_Atlas14 event Atten= 78%, Lag= 84.2 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 11 Peak Elev= 948.81' @ 13.78 hrs Surf.Area= 1.114 ac Storage= 0.815 of Flood Elev= 954.00' Surf.Area= 2.290 ac Storage= 9.427 of Plug -Flow detention time= 279.5 min calculated for 4.349 of (99% of inflow) Center -of -Mass det. time= 261.2 min ( 1,577.2 - 1,316.0 ) Volume Invert Avail.Storage Storage Description #1 948.02' 9.427 of Custom Stage Data (Prismatic) -fisted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 948.02 0.950 0.000 0.000 950.00 1.360 2.287 2.287 952.00 1.770 3.130 5.417 953.00 1.980 1.875 7.292 954.00 2.290 2.135 9.427 Device Routing Invert Outlet Devices #1 Primary 947.25' 24.0" Round Culvert L= 110.0' Ke= 0.500 Inlet / Outlet Invert= 947.25' / 946.99' S= 0.0024 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 3.14 sf #2 Device 1 948.02' 24.0" Round Culvert L= 36.0' Ke= 0.500 Inlet / Outlet Invert= 948.02' / 947.25' S= 0.0214 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #3 Device 1 951.75' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 953.00' 20.0' long x 5.0' 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=3.49 cfs @ 13.78 hrs HW=948.81' TW=945.06' (Dynamic Tailwater) L1=Culvert (Passes 3.49 cfs of 7.50 cfs potential flow) �2=Culvert (Inlet Controls 3.49 cfs @ 3.03 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=948.02' TW=942.00' (Dynamic Tailwater) 1-4=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond KF-08P: POND NORTH OF 87TH STREET Inflow Area = 221.712 ac, 6.14% Impervious, Inflow Depth = 0.17" for 2-yr_Atlas14 event Inflow = 9.89 cfs @ 12.33 hrs, Volume= 3.211 of Outflow = 3.54 cfs @ 12.62 hrs, Volume= 3.101 af, Atten= 64%, Lag= 17.4 min Primary = 3.54 cfs @ 12.62 hrs, Volume= 3.101 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 12 Peak Elev= 948.85' @ 13.71 hrs Surf.Area= 0.256 ac Storage= 0.295 of Flood Elev= 954.00' Surf.Area= 0.610 ac Storage= 2.470 of Plug -Flow detention time= 160.4 min calculated for 3.101 of (97% of inflow) Center -of -Mass det. time= 106.7 min ( 1,506.3 - 1,399.6 ) Volume Invert Avail.Storage Storage Description #1 947.50' 3.970 of Custom Stage Data (Prismatic) -fisted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 947.50 0.200 0.000 0.000 948.00 0.200 0.100 0.100 950.00 0.330 0.530 0.630 952.00 0.450 0.780 1.410 954.00 0.610 1.060 2.470 955.00 0.740 0.675 3.145 956.00 0.910 0.825 3.970 Device Routing Invert Outlet Devices #1 Primary 947.50' 24.0" Round RCP -Round 24" L= 41.0' Ke= 0.500 Inlet / Outlet Invert= 947.50' / 947.44' S= 0.0015'/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 944.63' 24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 950.39' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 955.00' 10.0' long x 5.0' 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=3.46 cfs @ 12.62 hrs HW=948.75' TW=948.56' (Dynamic Tailwater) L1=RCP_Round 24" (Outlet Controls 3.46 cfs @ 2.40 fps) �__2=Orifice/Grate (Passes 3.46 cfs of 6.47 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=947.50' TW=948.02' (Dynamic Tailwater) 1-4=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond KF-09P: EXISTING BASIN-SW1/4,NW1/4,SEC 24 Inflow Area = 208.012 ac, 4.57% Impervious, Inflow Depth = 0.51" for 2-yr_Atlas14 event Inflow = 48.22 cfs @ 12.75 hrs, Volume= 8.782 of Outflow = 3.12 cfs @ 20.08 hrs, Volume= 8.782 af, Atten= 94%, Lag= 439.6 min Discarded = 1.76 cfs @ 20.08 hrs, Volume= 6.386 of Primary = 1.36 cfs @ 20.08 hrs, Volume= 2.395 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 13 Peak Elev= 952.62' @ 20.08 hrs Surf.Area= 6.981 ac Storage= 4.987 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 930.8 min ( 1,985.3 - 1,054.5 ) Volume Invert Avail.Storage Storage Description #1 952.00' 48.660 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 952.00 5.200 0.000 0.000 954.00 10.980 16.180 16.180 956.00 21.500 32.480 48.660 Device Routing Invert Outlet Devices #1 Primary 952.00' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 952.00' 0.250 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.76 cfs @ 20.08 hrs HW=952.62' (Free Discharge) L2=Exfiltration (Exfiltration Controls 1.76 cfs) Primary OutFlow Max=1.36 cfs @ 20.08 hrs HW=952.62' TW=948.69' (Dynamic Tailwater) L1=Orifice/Grate (Orifice Controls 1.36 cfs @ 2.67 fps) Summary for Pond KF-10P: EXISTING BASIN -SO 1/16 COR.,NW1/4,SEC 24 Inflow Area = 108.277 ac, 2.40% Impervious, Inflow Depth = 0.55" for 2-yr_Atlas14 event Inflow = 31.57 cfs @ 12.41 hrs, Volume= 4.936 of Outflow = 1.86 cfs @ 20.37 hrs, Volume= 4.936 af, Atten= 94%, Lag= 478.1 min Discarded = 0.77 cfs @ 20.37 hrs, Volume= 2.874 of Primary = 1.09 cfs @ 20.37 hrs, Volume= 2.063 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 954.59' @ 20.37 hrs Surf.Area= 3.066 ac Storage= 2.288 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 815.2 min ( 1,974.7 - 1,159.5 ) Volume Invert Avail.Storage Storage Description #1 954.00' 7.720 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 954.00 1.910 0.000 0.000 956.00 5.810 7.720 7.720 Device Routing Invert Outlet Devices #1 Primary 954.00' 10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 954.00' 0.250 in/hr Exfiltration over Surface area #3 Secondary 955.00' 20.0' long x 5.0' breadth Broad -Crested Rectangular Weir MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 14 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.77 cfs @ 20.37 hrs HW=954.59' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.77 cfs) Primary OutFlow Max=1.09 cfs @ 20.37 hrs HW=954.59' TW=952.62' (Dynamic Tailwater) L1=Orifice/Grate (Orifice Controls 1.09 cfs @ 2.62 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=954.00' TW=952.00' (Dynamic Tailwater) L3= Broad -Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond KF-11 P: DEPRESSION/WT SW1/4,NE1/4,SEC 24 Inflow Area = 62.900 ac, 0.48% Impervious, Inflow Depth = 0.71" for 2-yr_Atlas14 event Inflow = 40.02 cfs @ 12.41 hrs, Volume= 3.746 of Outflow = 1.81 cfs @ 16.18 hrs, Volume= 3.746 af, Atten= 95%, Lag= 226.6 min Discarded = 0.71 cfs @ 16.18 hrs, Volume= 1.686 of Primary = 1.10 cfs @ 16.18 hrs, Volume= 2.060 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 964.57' @ 16.18 hrs Surf.Area= 2.802 ac Storage= 2.497 of Plug -Flow detention time= 835.5 min calculated for 3.745 of (100% of inflow) Center -of -Mass det. time= 835.6 min ( 1,693.1 - 857.6 ) Volume Invert Avail.Storage Storage Description #1 963.80' 27.510 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 963.80 0.300 0.000 0.000 964.00 1.000 0.130 0.130 966.00 7.380 8.380 8.510 968.00 11.620 19.000 27.510 Device Routing Invert Outlet Devices #1 Primary 963.80' 8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 963.80' 0.250 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.71 cfs @ 16.18 hrs HW=964.57' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.71 cfs) Primary OutFlow Max=1.10 cfs @ 16.18 hrs HW=964.57' TW=954.56' (Dynamic Tailwater) L1=Orifice/Grate (Orifice Controls 1.10 cfs @ 3.16 fps) MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 15 Summary for Pond KF-12P: POND & WETLAND SE COR. KLEIN FARMS 3RD Inflow Area = 97.205 ac, Inflow = 29.92 cfs @ Outflow = 0.89 cfs @ Primary = 0.89 cfs @ 3.55% Impervious, Inflow Depth = 0.46" 12.55 hrs, Volume= 3.712 of 21.21 hrs, Volume= 2.840 af, 21.21 hrs, Volume= 2.840 of for 2-yr_Atlas14 event Atten= 97%, Lag= 519.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 948.98' @ 21.21 hrs Surf.Area= 4.045 ac Storage= 3.027 of Flood Elev= 952.00' Surf.Area= 9.850 ac Storage= 23.895 of Plug -Flow detention time= 1,883.0 min calculated for 2.840 of (77% of inflow) Center -of -Mass det. time= 1,804.3 min ( 2,668.2 - 863.9 ) Volume Invert Avail.Storage Storage Description #1 948.30' 48.105 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 948.30 2.420 0.000 0.000 950.00 6.480 7.565 7.565 952.00 9.850 16.330 23.895 954.00 14.360 24.210 48.105 Device Routing Invert Outlet Devices #1 Primary 948.30' 12.0" Round RCP -Round 12" L= 152.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 948.30' / 948.00' S= 0.0020 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 0.79 sf Primary OutFlow Max=0.89 cfs @ 21.21 hrs HW=948.98' TW=947.07' (Dynamic Tailwater) L1=RCP_Round 12" (Barrel Controls 0.89 cfs @ 2.21 fps) Summary for Pond KF-13AP: PROPOSED POND Inflow Area = 37.761 ac, Inflow = 14.62 cfs @ Outflow = 3.53 cfs @ Discarded = 3.53 cfs @ Primary = 0.00 cfs @ 0.00% Impervious, Inflow Depth = 0.71" 12.83 hrs, Volume= 2.249 of 14.25 hrs, Volume= 2.249 af, 14.25 hrs, Volume= 2.249 of 0.00 hrs, Volume= 0.000 of for 2-yr_Atlas14 event Atten= 76%, Lag= 85.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 948.49' @ 14.25 hrs Surf.Area= 1.749 ac Storage= 0.846 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 92.0 min ( 977.2 - 885.2 ) Volume Invert Avail.Storage Storage Description #1 948.00' 23.100 of Custom Stage Data (Prismatic) -fisted below (Recalc) MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 16 Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 948.00 1.700 0.000 0.000 950.00 1.900 3.600 3.600 952.00 2.000 3.900 7.500 954.00 2.500 4.500 12.000 956.00 2.800 5.300 17.300 958.00 3.000 5.800 23.100 Device Routing Invert Outlet Devices #1 Primary 952.00' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 948.00' 2.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=3.53 cfs @ 14.25 hrs HW=948.49' (Free Discharge) L2=Exfiltration (Exfiltration Controls 3.53 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=948.00' TW=950.18' (Dynamic Tailwater) L1=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond KF-13P: POND EAST OF FALLON AVE Inflow Area = 53.518 ac, 6.45% Impervious, Inflow Depth = 0.17" for 2-yr_Atlas14 event Inflow = 8.85 cfs @ 12.33 hrs, Volume= 0.769 of Outflow = 3.35 cfs @ 12.76 hrs, Volume= 0.769 af, Atten= 62%, Lag= 25.5 min Primary = 3.35 cfs @ 12.76 hrs, Volume= 0.769 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 952.15' @ 12.76 hrs Surf.Area= 0.452 ac Storage= 0.149 of Flood Elev= 954.00' Surf.Area= 1.590 ac Storage= 1.953 of Plug -Flow detention time= 12.8 min calculated for 0.769 of (100% of inflow) Center -of -Mass det. time= 12.6 min ( 874.2 - 861.7 ) Volume Invert Avail.Storage Storage Description #1 950.18' 7.253 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 950.18 0.000 0.000 0.000 951.99 0.001 0.001 0.001 952.00 0.360 0.002 0.003 954.00 1.590 1.950 1.953 955.00 2.220 1.905 3.858 956.00 4.570 3.395 7.253 Device Routing Invert Outlet Devices #1 Primary 950.18' 12.0" Round Culvert L= 142.0' Ke= 0.500 Inlet / Outlet Invert= 950.18' / 949.65' S= 0.0037 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Secondary 955.00' 10.0' long x 5.0' breadth Broad -Crested Rectangular Weir MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 17 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=3.35 cfs @ 12.76 hrs HW=952.15' TW=948.58' (Dynamic Tailwater) L1=Culvert (Barrel Controls 3.35 cfs @ 4.27 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=950.18' TW=948.30' (Dynamic Tailwater) L2=113road-Crested Rectangular Weir( Controls 0.00 cfs) MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 2S: P2 Runoff = 21.71 cfs @ 12.30 hrs, Volume= 1.768 af, Depth= 0.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 7.860 98 Impervious 0.250 98 Existing Impervious 15.830 39 >75% Grass cover, Good, HSG A 0.380 98 Water Surface, 0% imp, HSG A 24.320 60 Weighted Average 16.210 66.65% Pervious Area 8.110 33.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0200 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 2.70" 2.3 290 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 4.3 1,390 0.0070 5.39 9.52 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.012 Concrete pipe, finished 17.3 1,780 Total Summary for Subcatchment 4S: P3 Runoff = 17.44 cfs @ 12.22 hrs, Volume= 1.107 af, Depth= 1.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlasl4 Rainfall=4.22" Area (ac) CN Description 3.700 98 Impervious 7.680 39 >75% Grass cover, Good, HSG A 1.080 98 Water Surface, 0% imp, HSG A 0.310 98 Existing Impervious 12.770 63 Weighted Average 8.760 68.60% Pervious Area 4.010 31.40% Impervious Area MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 19 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 100 0.0300 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.70" 1.1 156 0.0255 2.40 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.9 896 0.0150 7.89 13.94 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.012 Concrete pipe, finished 12.1 1,152 Total Summary for Subcatchment 5S: P4 Runoff = 0.42 cfs @ 12.44 hrs, Volume= 0.080 af, Depth= 0.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 0.190 98 Existing Impervious 0.250 98 Impervious 3.830 39 >75% Grass cover, Good, HSG A 4.270 45 Weighted Average 3.830 89.70% Pervious Area 0.440 10.30% Impervious Area Tc Length Slope Velocity min) (feet) (ft/ft) (ft/sec) 10.7 100 0.0200 0.16 1.1 240 0.0580 3.61 11.8 340 Total Capacity Description (cfs) Sheet Flow, Grass: Short n= 0.150 P2= 2.70" Shallow Concentrated Flow, Grassed Waterwav Kv= 15.0 fos Summary for Subcatchment KF-02S: NE CORNER OF 85TH ST AND EMONSON AVE Runoff = 1.10 cfs @ 12.61 hrs, Volume= 0.264 af, Depth= 0.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlasl4 Rainfall=4.22" Area (ac) CN Description 2.500 98 Existing Impervious 3.800 39 >75% Grass cover, Good, HSG A 10.000 32 Woods/grass comb., Good, HSG A 16.300 44 Weighted Average 13.800 84.66% Pervious Area 2.500 15.34% Impervious Area MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 20 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-05S: WEST OF EISELE AVE (P1) Runoff = 43.83 cfs @ 12.44 hrs, Volume= 4.179 af, Depth= 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 31.030 72 31.030 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Summary for Subcatchment KF-06S: FARMSTEAD AVE Runoff = 46.88 cfs @ 12.31 hrs, Volume= 3.569 af, Depth= 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 26.500 72 26.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-07S: FAIRHILL LANE Runoff = 37.86 cfs @ 12.31 hrs, Volume= 2.882 af, Depth= 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 21.400 72 21.400 100.00% Pervious Area MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 21 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-08S: WEST OF FALLON AVENUE Runoff = 24.24 cfs @ 12.31 hrs, Volume= 1.845 af, Depth= 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 13.700 72 1/3 acre lots, 30% imp, HSG B 9.590 70.00% Pervious Area 4.110 30.00% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-09S: AREA SE FALLON & 85TH-SW1/4,NW1/4,SEC 24 Runoff = 111.39 cfs @ 12.75 hrs, Volume= 14.624 af, Depth= 1.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 92.835 72 RESIDENTIAL 6.900 99 POND/WATER 99.735 74 Weighted Average 92.835 93.08% Pervious Area 6.900 6.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 51.0 Direct Entry, Segment ID: Summary for Subcatchment KF-10S: AREA WEST & SOUTH OF 85TH-UNDEVELOPED Runoff = 74.68 cfs @ 12.37 hrs, Volume= 6.380 af, Depth= 1.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 22 Area (ac) CN Description 43.077 72 RESIDENTIAL 2.300 98 BASIN/WATER 45.377 73 Weighted Average 43.077 94.93% Pervious Area 2.300 5.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Segment ID: Summary for Subcatchment KF-11S: AREA NW OF FENNING & 85TH Runoff = 98.60 cfs @ 12.37 hrs, Volume= 8.472 af, Depth= 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 62.600 72 RESIDENTIAL 0.300 98 BASIN 62.900 72 Weighted Average 62.600 99.52% Pervious Area 0.300 0.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Segment ID: Summary for Subcatchment KF-12S: KLEIN FARMS EAST TRIB. AREA TO POND/WETLAN Runoff = 61.75 cfs @ 12.52 hrs, Volume= 6.406 af, Depth= 1.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 16.300 72 KLEIN FARMS 3RD-RESIDENTIAL 4.600 90 POND/WETLAND @ ELEV. 950 22.787 72 RES. 43.687 74 Weighted Average 43.687 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 35.0 Direct Entry, Segment ID: MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment KF-13AS: EAST OF FALLON AVE, NORTH OF 85TH STREET Runoff = 36.33 cfs @ 12.77 hrs, Volume= 5.086 af, Depth= 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 37.761 72 RESIDENTIAL 37.761 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 55.0 Direct Entry, Segment ID: Summary for Subcatchment KF-13S: FALLON DRIVE Runoff = 24.19 cfs @ 12.31 hrs, Volume= 1.854 af, Depth= 1.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlasl4 Rainfall=4.22" Area (ac) CN Description 11.515 72 1/3 acre lots, 30% imp, HSG B 4.242 61 >75% Grass cover, Good, HSG B 15.757 69 Weighted Average 12.303 78.08% Pervious Area 3.454 21.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 200 0.0300 0.21 Sheet Flow, Calculated GIS Grass: Short n= 0.150 P2= 2.70" 1.9 140 0.0070 1.25 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.8 465 0.0086 4.21 3.30 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete sewer w/manholes & inlets 19.5 805 Total Summary for Pond 4P: Pond #1 Inflow Area = 451.237 ac, 7.02% Impervious, Inflow Depth = 0.03" for 10-yr_Atlas14 event Inflow = 17.44 cfs @ 12.22 hrs, Volume= 1.107 of Outflow = 1.23 cfs @ 13.71 hrs, Volume= 1.068 af, Atten= 93%, Lag= 89.5 min Primary = 1.23 cfs @ 13.71 hrs, Volume= 1.068 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 24 Peak Elev= 947.14' @ 13.71 hrs Surf.Area= 42,991 sf Storage= 26,976 cf Plug -Flow detention time= 599.6 min calculated for 1.068 of (96% of inflow) Center -of -Mass det. time= 581.6 min ( 1,428.1 - 846.5 ) Volume Invert Avail.Storage Storage Description #1 946.50' 219,726 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 946.50 40,725 0 0 948.00 46,000 65,044 65,044 950.00 53,380 99,380 164,424 951.00 57,225 55,303 219,726 Device Routing Invert Outlet Devices #1 Primary 946.50' 18.0" Round Culvert L= 136.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 946.50' / 946.20' S= 0.0022 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Device 1 944.00' 18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 951.00' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.23 cfs @ 13.71 hrs HW=947.14' TW=946.60' (Dynamic Tailwater) L1=Culvert (Barrel Controls 1.23 cfs @ 2.50 fps) �2=Orif i ce/G rate (Passes 1.23 cfs of 6.28 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 5P: Ditch - Outlet to Trunk Storm Inflow Area = 455.507 ac, 7.05% Impervious, Inflow Depth > 0.03" for 10-yr_Atlas14 event Inflow = 1.40 cfs @ 13.52 hrs, Volume= 1.148 of Outflow = 1.33 cfs @ 14.06 hrs, Volume= 1.145 af, Atten= 5%, Lag= 32.8 min Primary = 1.33 cfs @ 14.06 hrs, Volume= 1.145 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 946.60' @ 14.06 hrs Surf.Area= 4,835 sf Storage= 2,495 cf Plug -Flow detention time= 58.5 min calculated for 1.145 of (100% of inflow) Center -of -Mass det. time= 45.6 min ( 1,439.0 - 1,393.4 ) Volume Invert Avail.Storage Storage Description #1 946.00' 64,775 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 946.00 3,420 0 0 948.00 8,100 11,520 11,520 950.00 13,190 21,290 32,810 952.00 18,775 31,965 64,775 MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 25 Device Routina Invert Outlet Devices #1 Primary 946.00' 15.0" Round Culvert L= 30.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 946.00' / 945.76' S= 0.0080 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf Primary OutFlow Max=1.33 cfs @ 14.06 hrs HW=946.60' (Free Discharge) L1=Culvert (Barrel Controls 1.33 cfs @ 3.30 fps) Summary for Pond 12P: Pond #2 w/Infil Basin #2 Inflow Area = 438.467 ac, 6.31 % Impervious, Inflow Depth = 0.10" for 10-yr_Atlas14 event Inflow = 21.97 cfs @ 12.30 hrs, Volume= 3.596 of Outflow = 1.19 cfs @ 15.67 hrs, Volume= 3.596 af, Atten= 95%, Lag= 202.4 min Discarded = 1.19 cfs @ 15.67 hrs, Volume= 3.596 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 946.31' @ 15.67 hrs Surf.Area= 51,610 sf Storage= 52,258 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 497.7 min ( 2,029.0 - 1,531.3 ) Volume Invert Avail.Storage Storage Description #1 945.00' 520,787 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 945.00 36,170 0 0 946.00 40,220 38,195 38,195 946.70 66,250 37,265 75,460 948.00 74,870 91,728 167,187 950.00 88,300 163,170 330,357 952.00 102,130 190,430 520,787 Device Routing Invert Outlet Devices #1 Primary 946.70' 18.0" Round Culvert L= 165.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 946.70' / 946.50' S= 0.0012 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Discarded 945.00' 1.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.19 cfs @ 15.67 hrs HW=946.31' (Free Discharge) L2=Exfiltration (Exfiltration Controls 1.19 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=945.00' TW=946.50' (Dynamic Tailwater) L1=Culvert ( Controls 0.00 cfs) MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 26 Summary for Pond KF-06P: UPDATED: NORTH OF FAIRHILL LANE CUL-DE-SAC Inflow Area = 397.847 ac, Inflow = 89.78 cfs @ Outflow = 2.74 cfs @ Discarded = 1.43 cfs @ Primary = 1.31 cfs @ 4.29% Impervious, Inflow Depth > 0.68" 12.37 hrs, Volume= 22.589 of 36.81 hrs, Volume= 13.796 af, 36.81 hrs, Volume= 12.233 of 36.81 hrs, Volume= 1.564 of for 10-yr_Atlas14 event Atten= 97%, Lag= 1,465.8 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 951.11' @ 36.81 hrs Surf.Area= 1.773 ac Storage= 11.353 of Plug -Flow detention time= 2,770.7 min calculated for 13.795 of (61 % of inflow) Center -of -Mass det. time= 1,563.4 min ( 3,761.1 - 2,197.8 ) Volume Invert Avail.Storage Storage Description #1 942.00' 14.920 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 942.00 0.140 0.000 0.000 944.00 1.070 1.210 1.210 946.00 1.280 2.350 3.560 948.00 1.470 2.750 6.310 950.00 1.660 3.130 9.440 951.00 1.760 1.710 11.150 952.00 1.880 1.820 12.970 953.00 2.020 1.950 14.920 Device Routing Invert Outlet Devices #1 Primary 951.00' 15.0' long x 5.0' 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Discarded 942.00' 0.800 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.43 cfs @ 36.81 hrs HW=951.11' (Free Discharge) L2=Exfiltration (Exfiltration Controls 1.43 cfs) Primary OutFlow Max=1.31 cfs @ 36.81 hrs HW=951.11' TW=945.59' (Dynamic Tailwater) L1=Broad-Crested Rectangular Weir(Weir Controls 1.31 cfs @ 0.78 fps) Summary for Pond KF-07P: POND NORTH OF 87TH STREET AND EAST OF FAIRHILL LANE Inflow Area = 243.112 ac, Inflow = 46.51 cfs @ Outflow = 11.74 cfs @ Primary = 11.74 cfs @ Secondary = 0.00 cfs @ 5.60% Impervious, Inflow Depth > 0.71" 12.34 hrs, Volume= 14.461 of 13.27 hrs, Volume= 12.719 af, 13.27 hrs, Volume= 12.719 of 0.00 hrs, Volume= 0.000 of for 10-yr_Atlasl4 event Atten= 75%, Lag= 56.3 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 27 Peak Elev= 951.15' @ 36.41 hrs Surf.Area= 1.595 ac Storage= 3.979 of Flood Elev= 954.00' Surf.Area= 2.290 ac Storage= 9.427 of Plug -Flow detention time= 1,051.6 min calculated for 12.719 of (88% of inflow) Center -of -Mass det. time= 755.6 min ( 2,513.1 - 1,757.5 ) Volume Invert Avail.Storage Storage Description #1 948.02' 9.427 of Custom Stage Data (Prismatic) -fisted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 948.02 0.950 0.000 0.000 950.00 1.360 2.287 2.287 952.00 1.770 3.130 5.417 953.00 1.980 1.875 7.292 954.00 2.290 2.135 9.427 Device Routing Invert Outlet Devices #1 Primary 947.25' 24.0" Round Culvert L= 110.0' Ke= 0.500 Inlet / Outlet Invert= 947.25' / 946.99' S= 0.0024 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 3.14 sf #2 Device 1 948.02' 24.0" Round Culvert L= 36.0' Ke= 0.500 Inlet / Outlet Invert= 948.02' / 947.25' S= 0.0214 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #3 Device 1 951.75' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 953.00' 20.0' long x 5.0' 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=11.74 cfs @ 13.27 hrs HW=949.63' TW=947.52' (Dynamic Tailwater) L1=Culvert (Passes 11.74 cfs of 13.69 cfs potential flow) �2=Culvert (Inlet Controls 11.74 cfs @ 4.32 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=948.02' TW=942.00' (Dynamic Tailwater) 1-4=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond KF-08P: POND NORTH OF 87TH STREET Inflow Area = 221.712 ac, 6.14% Impervious, Inflow Depth = 0.65" for 10-yr_Atlas14 event Inflow = 24.26 cfs @ 12.31 hrs, Volume= 12.078 of Outflow = 11.11 cfs @ 12.42 hrs, Volume= 11.579 af, Atten= 54%, Lag= 6.9 min Primary = 11.11 cfs @ 12.42 hrs, Volume= 11.579 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 28 Peak Elev= 951.18' @ 35.76 hrs Surf.Area= 0.401 ac Storage= 1.061 of Flood Elev= 954.00' Surf.Area= 0.610 ac Storage= 2.470 of Plug -Flow detention time= 304.2 min calculated for 11.578 of (96% of inflow) Center -of -Mass det. time= 213.4 min ( 1,987.4 - 1,774.0 ) Volume Invert Avail.Storage Storage Description #1 947.50' 3.970 of Custom Stage Data (Prismatic) -fisted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 947.50 0.200 0.000 0.000 948.00 0.200 0.100 0.100 950.00 0.330 0.530 0.630 952.00 0.450 0.780 1.410 954.00 0.610 1.060 2.470 955.00 0.740 0.675 3.145 956.00 0.910 0.825 3.970 Device Routing Invert Outlet Devices #1 Primary 947.50' 24.0" Round RCP -Round 24" L= 41.0' Ke= 0.500 Inlet / Outlet Invert= 947.50' / 947.44' S= 0.0015'/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 944.63' 24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 950.39' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 955.00' 10.0' long x 5.0' 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=10.82 cfs @ 12.42 hrs HW=949.56' TW=949.05' (Dynamic Tailwater) L1=RCP_Round 24" ( Controls 10.82 cfs) �__2=Orifice/Grate (Orifice Controls 10.82 cfs @ 3.44 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=947.50' TW=948.02' (Dynamic Tailwater) 1-4=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond KF-09P: EXISTING BASIN-SW1/4,NW1/4,SEC 24 Inflow Area = 208.012 ac, 4.57% Impervious, Inflow Depth = 1.23" for 10-yr_Atlas14 event Inflow = 113.06 cfs @ 12.75 hrs, Volume= 21.383 of Outflow = 6.29 cfs @ 20.62 hrs, Volume= 21.383 af, Atten= 94%, Lag= 472.3 min Discarded = 2.43 cfs @ 20.62 hrs, Volume= 11.150 of Primary = 3.86 cfs @ 20.62 hrs, Volume= 10.233 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 29 Peak Elev= 953.54' @ 20.62 hrs Surf.Area= 9.655 ac Storage= 12.470 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 1,189.3 min ( 2,321.2 - 1,131.9 ) Volume Invert Avail.Storage Storage Description #1 952.00' 48.660 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 952.00 5.200 0.000 0.000 954.00 10.980 16.180 16.180 956.00 21.500 32.480 48.660 Device Routing Invert Outlet Devices #1 Primary 952.00' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 952.00' 0.250 in/hr Exfiltration over Surface area Discarded OutFlow Max=2.43 cfs @ 20.62 hrs HW=953.54' (Free Discharge) L2=Exfiltration (Exfiltration Controls 2.43 cfs) Primary OutFlow Max=3.86 cfs @ 20.62 hrs HW=953.54' TW=950.46' (Dynamic Tailwater) L1=Orifice/Grate (Orifice Controls 3.86 cfs @ 4.91 fps) Summary for Pond KF-10P: EXISTING BASIN -SO 1/16 COR.,NW1/4,SEC 24 Inflow Area = 108.277 ac, 2.40% Impervious, Inflow Depth = 1.24" for 10-yr_Atlas14 event Inflow = 75.57 cfs @ 12.37 hrs, Volume= 11.204 of Outflow = 6.10 cfs @ 15.21 hrs, Volume= 11.204 af, Atten= 92%, Lag= 170.7 min Discarded = 1.05 cfs @ 15.21 hrs, Volume= 4.446 of Primary = 2.25 cfs @ 15.21 hrs, Volume= 5.570 of Secondary = 2.80 cfs @ 15.21 hrs, Volume= 1.188 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 955.15' @ 15.21 hrs Surf.Area= 4.158 ac Storage= 4.451 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 784.1 min ( 2,064.9 - 1,280.8 ) Volume Invert Avail.Storage Storage Description #1 954.00' 7.720 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 954.00 1.910 0.000 0.000 956.00 5.810 7.720 7.720 Device Routing Invert Outlet Devices #1 Primary 954.00' 10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 954.00' 0.250 in/hr Exfiltration over Surface area #3 Secondary 955.00' 20.0' long x 5.0' breadth Broad -Crested Rectangular Weir MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 30 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=1.05 cfs @ 15.21 hrs HW=955.15' (Free Discharge) L2=Exfiltration (Exfiltration Controls 1.05 cfs) Primary OutFlow Max=2.25 cfs @ 15.21 hrs HW=955.15' TW=953.37' (Dynamic Tailwater) L1=Orifice/Grate (Orifice Controls 2.25 cfs @ 4.13 fps) Secondary OutFlow Max=2.80 cfs @ 15.21 hrs HW=955.15' TW=953.37' (Dynamic Tailwater) L3= Broad -Crested Rectangular Weir(Weir Controls 2.80 cfs @ 0.92 fps) Summary for Pond KF-11 P: DEPRESSION/WT SW1/4,NE1/4,SEC 24 Inflow Area = 62.900 ac, 0.48% Impervious, Inflow Depth = 1.62" for 10-yr_Atlas14 event Inflow = 98.60 cfs @ 12.37 hrs, Volume= 8.472 of Outflow = 3.31 cfs @ 16.60 hrs, Volume= 8.472 af, Atten= 97%, Lag= 254.1 min Discarded = 1.40 cfs @ 16.60 hrs, Volume= 3.648 of Primary = 1.91 cfs @ 16.60 hrs, Volume= 4.824 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 965.43' @ 16.60 hrs Surf.Area= 5.557 ac Storage= 6.115 of Plug -Flow detention time= 1,095.1 min calculated for 8.471 of (100% of inflow) Center -of -Mass det. time= 1,095.3 min ( 1,933.6 - 838.3 ) Volume Invert Avail.Storage Storage Description #1 963.80' 27.510 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 963.80 0.300 0.000 0.000 964.00 1.000 0.130 0.130 966.00 7.380 8.380 8.510 968.00 11.620 19.000 27.510 Device Routing Invert Outlet Devices #1 Primary 963.80' 8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 963.80' 0.250 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.40 cfs @ 16.60 hrs HW=965.43' (Free Discharge) L2=Exfiltration (Exfiltration Controls 1.40 cfs) Primary OutFlow Max=1.91 cfs @ 16.60 hrs HW=965.43' TW=955.12' (Dynamic Tailwater) L1=Orifice/Grate (Orifice Controls 1.91 cfs @ 5.48 fps) MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 31 Summary for Pond KF-12P: POND & WETLAND SE COR. KLEIN FARMS 3RD Inflow Area = 97.205 ac, 3.55% Impervious, Inflow Depth = 1.02" for 10-yr_Atlas14 event Inflow = 65.56 cfs @ 12.52 hrs, Volume= 8.260 of Outflow = 2.03 cfs @ 14.48 hrs, Volume= 2.122 af, Atten= 97%, Lag= 117.9 min Primary = 2.03 cfs @ 14.48 hrs, Volume= 2.122 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 950.03' @ 90.34 hrs Surf.Area= 6.535 ac Storage= 7.830 of Flood Elev= 952.00' Surf.Area= 9.850 ac Storage= 23.895 of Plug -Flow detention time= 4,531.9 min calculated for 2.122 of (26% of inflow) Center -of -Mass det. time= 4,412.2 min ( 5,271.0 - 858.8 ) Volume Invert Avail.Storage Storage Description #1 948.30' 48.105 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 948.30 2.420 0.000 0.000 950.00 6.480 7.565 7.565 952.00 9.850 16.330 23.895 954.00 14.360 24.210 48.105 Device Routing Invert Outlet Devices #1 Primary 948.30' 12.0" Round RCP -Round 12" L= 152.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 948.30' / 948.00' S= 0.0020 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 0.79 sf Primary OutFlow Max=2.03 cfs @ 14.48 hrs HW=949.51' TW=948.91' (Dynamic Tailwater) L1=RCP_Round 12" (Outlet Controls 2.03 cfs @ 2.70 fps) Summary for Pond KF-13AP: PROPOSED POND Inflow Area = 37.761 ac, 0.00% Impervious, Inflow Depth = 1.62" for 10-yr_Atlasl4 event Inflow = 36.33 cfs @ 12.77 hrs, Volume= 5.086 of Outflow = 3.76 cfs @ 15.36 hrs, Volume= 5.086 af, Atten= 90%, Lag= 155.0 min Discarded = 3.76 cfs @ 15.36 hrs, Volume= 5.086 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 949.65' @ 15.36 hrs Surf.Area= 1.865 ac Storage= 2.934 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 352.1 min ( 1,218.1 - 866.0 ) Volume Invert Avail.Storage Storage Description #1 948.00' 23.100 of Custom Stage Data (Prismatic) -fisted below (Recalc) MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 32 Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 948.00 1.700 0.000 0.000 950.00 1.900 3.600 3.600 952.00 2.000 3.900 7.500 954.00 2.500 4.500 12.000 956.00 2.800 5.300 17.300 958.00 3.000 5.800 23.100 Device Routing Invert Outlet Devices #1 Primary 952.00' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 948.00' 2.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=3.76 cfs @ 15.36 hrs HW=949.65' (Free Discharge) L2=Exfiltration (Exfiltration Controls 3.76 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=948.00' TW=950.18' (Dynamic Tailwater) L1=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond KF-13P: POND EAST OF FALLON AVE Inflow Area = 53.518 ac, 6.45% Impervious, Inflow Depth = 0.42" for 10-yr_Atlas14 event Inflow = 24.19 cfs @ 12.31 hrs, Volume= 1.854 of Outflow = 3.97 cfs @ 13.19 hrs, Volume= 1.854 af, Atten= 84%, Lag= 53.0 min Primary = 3.97 cfs @ 13.19 hrs, Volume= 1.854 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 952.75' @ 13.19 hrs Surf.Area= 0.823 ac Storage= 0.736 of Flood Elev= 954.00' Surf.Area= 1.590 ac Storage= 1.953 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 72.0 min ( 911.4 - 839.5 ) Volume Invert Avail.Storage Storage Description #1 950.18' 7.253 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 950.18 0.000 0.000 0.000 951.99 0.001 0.001 0.001 952.00 0.360 0.002 0.003 954.00 1.590 1.950 1.953 955.00 2.220 1.905 3.858 956.00 4.570 3.395 7.253 Device Routing Invert Outlet Devices #1 Primary 950.18' 12.0" Round Culvert L= 142.0' Ke= 0.500 Inlet / Outlet Invert= 950.18' / 949.65' S= 0.0037 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Secondary 955.00' 10.0' long x 5.0' breadth Broad -Crested Rectangular Weir MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 33 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=3.97 cfs @ 13.19 hrs HW=952.75' TW=949.23' (Dynamic Tailwater) L1=Culvert (Barrel Controls 3.97 cfs @ 5.05 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=950.18' TW=948.30' (Dynamic Tailwater) L2=113road-Crested Rectangular Weir( Controls 0.00 cfs) MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment 2S: P2 Runoff = 71.95 cfs @ 12.28 hrs, Volume= 5.091 af, Depth= 2.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlas14 Rainfall=6.87" Area (ac) CN Descriotion 7.860 98 Impervious 0.250 98 Existing Impervious 15.830 39 >75% Grass cover, Good, HSG A 0.380 98 Water Surface, 0% imp, HSG A 24.320 60 Weighted Average 16.210 66.65% Pervious Area 8.110 33.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0200 0.16 Sheet Flow, Grass: Short n= 0.150 P2= 2.70" 2.3 290 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 4.3 1,390 0.0070 5.39 9.52 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.012 Concrete pipe, finished 17.3 1,780 Total Summary for Subcatchment 4S: P3 Runoff = 51.11 cfs @ 12.20 hrs, Volume= 2.984 af, Depth= 2.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlasl4 Rainfall=6.87" Area (ac) CN Description 3.700 98 Impervious 7.680 39 >75% Grass cover, Good, HSG A 1.080 98 Water Surface, 0% imp, HSG A 0.310 98 Existing Impervious 12.770 63 Weighted Average 8.760 68.60% Pervious Area 4.010 31.40% Impervious Area MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 35 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 100 0.0300 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.70" 1.1 156 0.0255 2.40 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.9 896 0.0150 7.89 13.94 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.012 Concrete pipe, finished 12.1 1,152 Total Summary for Subcatchment 5S: P4 Runoff = 5.80 cfs @ 12.23 hrs, Volume= 0.419 af, Depth= 1.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlas14 Rainfall=6.87" Area (ac) CN Description 0.190 98 Existing Impervious 0.250 98 Impervious 3.830 39 >75% Grass cover, Good, HSG A 4.270 45 Weighted Average 3.830 89.70% Pervious Area 0.440 10.30% Impervious Area Tc Length Slope Velocity min) (feet) (ft/ft) (ft/sec) 10.7 100 0.0200 0.16 1.1 240 0.0580 3.61 11.8 340 Total Capacity Description (cfs) Sheet Flow, Grass: Short n= 0.150 P2= 2.70" Shallow Concentrated Flow, Grassed Waterwav Kv= 15.0 fos Summary for Subcatchment KF-02S: NE CORNER OF 85TH ST AND EMONSON AVE Runoff = 15.08 cfs @ 12.36 hrs, Volume= 1.490 af, Depth= 1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlasl4 Rainfall=6.87" Area (ac) CN Description 2.500 98 Existing Impervious 3.800 39 >75% Grass cover, Good, HSG A 10.000 32 Woods/grass comb., Good, HSG A 16.300 44 Weighted Average 13.800 84.66% Pervious Area 2.500 15.34% Impervious Area MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 36 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-05S: WEST OF EISELE AVE (P1) Runoff = 103.72 cfs @ 12.43 hrs, Volume= 9.616 af, Depth= 3.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlas14 Rainfall=6.87" Area (ac) CN Description 31.030 72 31.030 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.0 Direct Entry, Summary for Subcatchment KF-06S: FARMSTEAD AVE Runoff = 110.59 cfs @ 12.29 hrs, Volume= 8.212 af, Depth= 3.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlasl4 Rainfall=6.87" Area (ac) CN Description 26.500 72 26.500 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-07S: FAIRHILL LANE Runoff = 89.31 cfs @ 12.29 hrs, Volume= 6.631 af, Depth= 3.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlas14 Rainfall=6.87" Area (ac) CN Description 21.400 72 21.400 100.00% Pervious Area MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 37 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-08S: WEST OF FALLON AVENUE Runoff = 57.17 cfs @ 12.29 hrs, Volume= 4.245 af, Depth= 3.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlas14 Rainfall=6.87" Area (ac) CN Description 13.700 72 1/3 acre lots, 30% imp, HSG B 9.590 70.00% Pervious Area 4.110 30.00% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, Summary for Subcatchment KF-09S: AREA SE FALLON & 85TH-SW1/4,NW1/4,SEC 24 Runoff = 253.64 cfs @ 12.70 hrs, Volume= 32.655 af, Depth= 3.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlasl4 Rainfall=6.87" Area (ac) CN Description 92.835 72 RESIDENTIAL 6.900 99 POND/WATER 99.735 74 Weighted Average 92.835 93.08% Pervious Area 6.900 6.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 51.0 Direct Entry, Segment ID: Summary for Subcatchment KF-10S: AREA WEST & SOUTH OF 85TH-UNDEVELOPED Runoff = 173.14 cfs @ 12.36 hrs, Volume= 14.458 af, Depth= 3.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlas14 Rainfall=6.87" MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 38 Area (ac) CN Description 43.077 72 RESIDENTIAL 2.300 98 BASIN/WATER 45.377 73 Weighted Average 43.077 94.93% Pervious Area 2.300 5.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Segment ID: Summary for Subcatchment KF-11S: AREA NW OF FENNING & 85TH Runoff = 233.35 cfs @ 12.36 hrs, Volume= 19.491 af, Depth= 3.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlas14 Rainfall=6.87" Area (ac) CN Description 62.600 72 RESIDENTIAL 0.300 98 BASIN 62.900 72 Weighted Average 62.600 99.52% Pervious Area 0.300 0.48% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.0 Direct Entry, Segment ID: Summary for Subcatchment KF-12S: KLEIN FARMS EAST TRIB. AREA TO POND/WETLAN Runoff = 140.91 cfs @ 12.49 hrs, Volume= 14.304 af, Depth= 3.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlasl4 Rainfall=6.87" Area (ac) CN Description 16.300 72 KLEIN FARMS 3RD-RESIDENTIAL 4.600 90 POND/WETLAND @ ELEV. 950 22.787 72 RES. 43.687 74 Weighted Average 43.687 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 35.0 Direct Entry, Segment ID: MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment KF-13AS: EAST OF FALLON AVE, NORTH OF 85TH STREET Runoff = 86.47 cfs @ 12.77 hrs, Volume= 11.701 af, Depth= 3.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlas14 Rainfall=6.87" Area (ac) CN Description 37.761 72 RESIDENTIAL 37.761 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 55.0 Direct Entry, Segment ID: Summary for Subcatchment KF-13S: FALLON DRIVE Runoff = 60.88 cfs @ 12.29 hrs, Volume= 4.475 af, Depth= 3.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlasl4 Rainfall=6.87" Area (ac) CN Description 11.515 72 1/3 acre lots, 30% imp, HSG B 4.242 61 >75% Grass cover, Good, HSG B 15.757 69 Weighted Average 12.303 78.08% Pervious Area 3.454 21.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.8 200 0.0300 0.21 Sheet Flow, Calculated GIS Grass: Short n= 0.150 P2= 2.70" 1.9 140 0.0070 1.25 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.8 465 0.0086 4.21 3.30 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete sewer w/manholes & inlets 19.5 805 Total Summary for Pond 4P: Pond #1 Inflow Area = 451.237 ac, 7.02% Impervious, Inflow Depth = 0.77" for 100-yr_Atlas14 event Inflow = 51.11 cfs @ 12.20 hrs, Volume= 28.967 of Outflow = 8.47 cfs @ 24.39 hrs, Volume= 28.880 af, Atten= 83%, Lag= 731.1 min Primary = 8.47 cfs @ 24.39 hrs, Volume= 28.880 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 40 Peak Elev= 949.98' @ 24.32 hrs Surf.Area= 53,297 sf Storage= 163,226 cf Plug -Flow detention time= 284.8 min calculated for 28.878 of (100% of inflow) Center -of -Mass det. time= 275.8 min ( 2,269.5 - 1,993.7 ) Volume Invert Avail.Storaae Storaae Description #1 946.50' 219,726 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 946.50 40,725 0 0 948.00 46,000 65,044 65,044 950.00 53,380 99,380 164,424 951.00 57,225 55,303 219,726 Device Routina Invert Outlet Devices #1 Primary 946.50' 18.0" Round Culvert L= 136.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 946.50' / 946.20' S= 0.0022 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Device 1 944.00' 18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 951.00' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=8.47 cfs @ 24.39 hrs HW=949.98' TW=948.68' (Dynamic Tailwater) L1=Culvert (Outlet Controls 8.47 cfs @ 4.80 fps) �2=Orif i ce/G rate (Passes 8.47 cfs of 9.67 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 5P: Ditch - Outlet to Trunk Storm Inflow Area = 455.507 ac, 7.05% Impervious, Inflow Depth > 0.77" for 100-yr_Atlas14 event Inflow = 8.52 cfs @ 23.56 hrs, Volume= 29.299 of Outflow = 8.48 cfs @ 24.25 hrs, Volume= 29.293 af, Atten= 0%, Lag= 41.5 min Primary = 8.48 cfs @ 24.25 hrs, Volume= 29.293 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 948.69' @ 24.25 hrs Surf.Area= 9,844 sf Storage= 17,667 cf Plug -Flow detention time= 30.6 min calculated for 29.293 of (100% of inflow) Center -of -Mass det. time= 29.5 min ( 2,278.9 - 2,249.4 ) Volume Invert Avail.Storage Storage Description #1 946.00' 64,775 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 946.00 3,420 0 0 948.00 8,100 11,520 11,520 950.00 13,190 21,290 32,810 952.00 18,775 31,965 64,775 MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCAD®10.10-4b s/n 03113 ©2020 HydroCAD Software Solutions LLC Page 41 Device Routing Invert Outlet Devices #1 Primary 946.00' 15.0" Round Culvert L= 30.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 946.00' / 945.76' S= 0.0080 T Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf Primary OutFlow Max=8.48 cfs @ 24.25 hrs HW=948.69' (Free Discharge) L1=Culvert (Inlet Controls 8.48 cfs @ 6.91 fps) Summary for Pond 12P: Pond #2 w/Infil Basin #2 Inflow Area = 438.467 ac, 6.31% Impervious, Inflow Depth = 1.09" for 100-yr_Atlasl4 event Inflow = 85.26 cfs @ 12.29 hrs, Volume= 39.931 of Outflow = 11.81 cfs @ 18.00 hrs, Volume= 39.931 af, Atten= 86%, Lag= 342.6 min Discarded = 2.29 cfs @ 21.77 hrs, Volume= 13.947 of Primary = 9.57 cfs @ 17.79 hrs, Volume= 25.983 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 951.51' @ 21.77 hrs Surf.Area= 98,724 sf Storage= 471,317 cf Plug -Flow detention time= 663.8 min calculated for 39.927 of (100% of inflow) Center -of -Mass det. time= 663.8 min ( 2,547.9 - 1,884.1 ) Volume Invert Avail.Storage Storage Description #1 945.00' 520,787 cf Custom Stage Data (Prismatic)-isted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 945.00 36,170 0 0 946.00 40,220 38,195 38,195 946.70 66,250 37,265 75,460 948.00 74,870 91,728 167,187 950.00 88,300 163,170 330,357 952.00 102,130 190,430 520,787 Device Routing Invert Outlet Devices #1 Primary 946.70' 18.0" Round Culvert L= 165.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 946.70' / 946.50' S= 0.0012 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Discarded 945.00' 1.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=2.29 cfs @ 21.77 hrs HW=951.51' (Free Discharge) L2=Exfiltration (Exfiltration Controls 2.29 cfs) Primary OutFlow Max=9.57 cfs @ 17.79 hrs HW=951.18' TW=949.33' (Dynamic Tailwater) L1=Culvert (Outlet Controls 9.57 cfs @ 5.41 fps) MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 42 Summary for Pond KF-06P: UPDATED: NORTH OF FAIRHILL LANE CUL-DE-SAC Inflow Area = 397.847 ac, 4.29% Impervious, Inflow Depth > 1.72" for 100-yr_Atlas14 event Inflow = 218.88 cfs @ 12.36 hrs, Volume= 56.922 of Outflow = 32.25 cfs @ 13.60 hrs, Volume= 46.203 af, Atten= 85%, Lag= 74.2 min Discarded = 1.50 cfs @ 13.60 hrs, Volume= 12.853 of Primary = 30.75 cfs @ 13.60 hrs, Volume= 33.350 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 951.84' @ 13.60 hrs Surf.Area= 1.860 ac Storage= 12.672 of Plug -Flow detention time= 1,076.2 min calculated for 46.203 of (81 % of inflow) Center -of -Mass det. time= 434.6 min ( 2,600.9 - 2,166.3 ) Volume Invert Avail.Storage Storage Description #1 942.00' 14.920 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 942.00 0.140 0.000 0.000 944.00 1.070 1.210 1.210 946.00 1.280 2.350 3.560 948.00 1.470 2.750 6.310 950.00 1.660 3.130 9.440 951.00 1.760 1.710 11.150 952.00 1.880 1.820 12.970 953.00 2.020 1.950 14.920 Device Routing Invert Outlet Devices #1 Primary 951.00' 15.0' long x 5.0' 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Discarded 942.00' 0.800 in/hr Exfiltration over Surface area Discarded OutFlow Max=1.50 cfs @ 13.60 hrs HW=951.84' (Free Discharge) L2=Exfiltration (Exfiltration Controls 1.50 cfs) Primary OutFlow Max=30.75 cfs @ 13.60 hrs HW=951.84' TW=948.85' (Dynamic Tailwater) L1=Broad-Crested Rectangular Weir(Weir Controls 30.75 cfs @ 2.45 fps) Summary for Pond KF-07P: POND NORTH OF 87TH STREET AND EAST OF FAIRHILL LANE Inflow Area = 243.112 ac, 5.60% Impervious, Inflow Depth > 1.90" for 100-yr_Atlasl4 event Inflow = 104.65 cfs @ 12.30 hrs, Volume= 38.437 of Outflow = 19.84 cfs @ 12.52 hrs, Volume= 35.075 af, Atten= 81 %, Lag= 12.9 min Primary = 19.84 cfs @ 12.52 hrs, Volume= 35.075 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 43 Peak Elev= 952.29' @ 15.21 hrs Surf.Area= 1.831 ac Storage= 5.936 of Flood Elev= 954.00' Surf.Area= 2.290 ac Storage= 9.427 of Plug -Flow detention time= 573.0 min calculated for 35.075 of (91 % of inflow) Center -of -Mass det. time= 300.9 min ( 2,557.0 - 2,256.1 ) Volume Invert Avail.Storage Storage Description #1 948.02' 9.427 of Custom Stage Data (Prismatic) -fisted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 948.02 0.950 0.000 0.000 950.00 1.360 2.287 2.287 952.00 1.770 3.130 5.417 953.00 1.980 1.875 7.292 954.00 2.290 2.135 9.427 Device Routing Invert Outlet Devices #1 Primary 947.25' 24.0" Round Culvert L= 110.0' Ke= 0.500 Inlet / Outlet Invert= 947.25' / 946.99' S= 0.0024 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 3.14 sf #2 Device 1 948.02' 24.0" Round Culvert L= 36.0' Ke= 0.500 Inlet / Outlet Invert= 948.02' / 947.25' S= 0.0214 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #3 Device 1 951.75' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 953.00' 20.0' long x 5.0' 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=19.37 cfs @ 12.52 hrs HW=950.76' TW=949.07' (Dynamic Tailwater) L1=Culvert (Outlet Controls 19.37 cfs @ 6.17 fps) �2=Culvert (Passes 19.37 cfs of 19.69 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=948.02' TW=942.00' (Dynamic Tailwater) 1-4=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond KF-08P: POND NORTH OF 87TH STREET Inflow Area = 221.712 ac, 6.14% Impervious, Inflow Depth = 1.77" for 100-yr_Atlas14 event Inflow = 57.61 cfs @ 12.29 hrs, Volume= 32.699 of Outflow = 17.98 cfs @ 12.54 hrs, Volume= 31.805 af, Atten= 69%, Lag= 14.9 min Primary = 17.98 cfs @ 12.54 hrs, Volume= 31.805 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 44 Peak Elev= 952.58' @ 15.18 hrs Surf.Area= 0.497 ac Storage= 1.685 of Flood Elev= 954.00' Surf.Area= 0.610 ac Storage= 2.470 of Plug -Flow detention time= 190.3 min calculated for 31.803 of (97% of inflow) Center -of -Mass det. time= 99.2 min ( 2,556.3 - 2,457.1 ) Volume Invert Avail.Storage Storage Description #1 947.50' 3.970 of Custom Stage Data (Prismatic) -fisted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 947.50 0.200 0.000 0.000 948.00 0.200 0.100 0.100 950.00 0.330 0.530 0.630 952.00 0.450 0.780 1.410 954.00 0.610 1.060 2.470 955.00 0.740 0.675 3.145 956.00 0.910 0.825 3.970 Device Routing Invert Outlet Devices #1 Primary 947.50' 24.0" Round RCP -Round 24" L= 41.0' Ke= 0.500 Inlet / Outlet Invert= 947.50' / 947.44' S= 0.0015'/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 944.63' 24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 950.39' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Secondary 955.00' 10.0' long x 5.0' 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=17.81 cfs @ 12.54 hrs HW=952.21' TW=950.82' (Dynamic Tailwater) L1=RCP_Round 24" (Inlet Controls 17.81 cfs @ 5.67 fps) �__2=Orifice/Grate (Passes < 17.81 cfs potential flow) 3=Orifice/Grate (Passes < 71.25 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=947.50' TW=948.02' (Dynamic Tailwater) 1-4=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond KF-09P: EXISTING BASIN-SW1/4,NW1/4,SEC 24 Inflow Area = 208.012 ac, 4.57% Impervious, Inflow Depth = 2.96" for 100-yr_Atlas14 event Inflow = 299.62 cfs @ 12.75 hrs, Volume= 51.291 of Outflow = 10.42 cfs @ 21.08 hrs, Volume= 51.291 af, Atten= 97%, Lag= 499.9 min Discarded = 4.27 cfs @ 21.08 hrs, Volume= 22.837 of Primary = 6.14 cfs @ 21.08 hrs, Volume= 28.454 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 45 Peak Elev= 955.14' @ 21.08 hrs Surf.Area= 16.958 ac Storage= 34.636 of Plug -Flow detention time= 1,779.6 min calculated for 51.287 of (100% of inflow) Center -of -Mass det. time= 1,779.5 min ( 2,936.5 - 1,157.0 ) Volume Invert Avail.Storage Storage Description #1 952.00' 48.660 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 952.00 5.200 0.000 0.000 954.00 10.980 16.180 16.180 956.00 21.500 32.480 48.660 Device Routing Invert Outlet Devices #1 Primary 952.00' 12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 952.00' 0.250 in/hr Exfiltration over Surface area Discarded OutFlow Max=4.27 cfs @ 21.08 hrs HW=955.14' (Free Discharge) L2=Exfiltration (Exfiltration Controls 4.27 cfs) Primary OutFlow Max=6.14 cfs @ 21.08 hrs HW=955.14' TW=952.18' (Dynamic Tailwater) L1=Orifice/Grate (Orifice Controls 6.14 cfs @ 7.82 fps) Summary for Pond KF-10P: EXISTING BASIN -SO 1/16 COR.,NW1/4,SEC 24 Inflow Area = 108.277 ac, 2.40% Impervious, Inflow Depth = 2.80" for 100-yr_Atlas14 event Inflow = 174.93 cfs @ 12.36 hrs, Volume= 25.290 of Outflow = 50.84 cfs @ 12.89 hrs, Volume= 25.290 af, Atten= 71 %, Lag= 32.0 min Discarded = 1.42 cfs @ 12.89 hrs, Volume= 6.654 of Primary = 3.20 cfs @ 12.89 hrs, Volume= 7.646 of Secondary = 46.22 cfs @ 12.89 hrs, Volume= 10.990 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 955.91' @ 12.89 hrs Surf.Area= 5.626 ac Storage= 7.357 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 596.8 min ( 2,102.9 - 1,506.2 ) Volume Invert Avail.Storage Storage Description #1 954.00' 7.720 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 954.00 1.910 0.000 0.000 956.00 5.810 7.720 7.720 Device Routing Invert Outlet Devices #1 Primary 954.00' 10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 954.00' 0.250 in/hr Exfiltration over Surface area #3 Secondary 955.00' 20.0' long x 5.0' breadth Broad -Crested Rectangular Weir MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 46 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=1.42 cfs @ 12.89 hrs HW=955.91' (Free Discharge) L2=Exfiltration (Exfiltration Controls 1.42 cfs) Primary OutFlow Max=3.20 cfs @ 12.89 hrs HW=955.91' TW=953.80' (Dynamic Tailwater) L1=Orifice/Grate (Orifice Controls 3.20 cfs @ 5.88 fps) Secondary OutFlow Max=46.21 cfs @ 12.89 hrs HW=955.91' TW=953.80' (Dynamic Tailwater) L3= Broad -Crested Rectangular Weir(Weir Controls 46.21 cfs @ 2.55 fps) Summary for Pond KF-11 P: DEPRESSION/WT SW1/4,NE1/4,SEC 24 Inflow Area = 62.900 ac, 0.48% Impervious, Inflow Depth = 3.72" for 100-yr_Atlas14 event Inflow = 233.35 cfs @ 12.36 hrs, Volume= 19.491 of Outflow = 4.96 cfs @ 18.82 hrs, Volume= 19.491 af, Atten= 98%, Lag= 387.2 min Discarded = 2.25 cfs @ 18.82 hrs, Volume= 8.660 of Primary = 2.71 cfs @ 18.82 hrs, Volume= 10.832 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 966.73' @ 18.82 hrs Surf.Area= 8.924 ac Storage= 15.428 of Plug -Flow detention time= 1,610.5 min calculated for 19.490 of (100% of inflow) Center -of -Mass det. time= 1,610.8 min ( 2,431.8 - 821.0 ) Volume Invert Avail.Storage Storage Description #1 963.80' 27.510 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 963.80 0.300 0.000 0.000 964.00 1.000 0.130 0.130 966.00 7.380 8.380 8.510 968.00 11.620 19.000 27.510 Device Routing Invert Outlet Devices #1 Primary 963.80' 8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 963.80' 0.250 in/hr Exfiltration over Surface area Discarded OutFlow Max=2.25 cfs @ 18.82 hrs HW=966.73' (Free Discharge) L2=Exfiltration (Exfiltration Controls 2.25 cfs) Primary OutFlow Max=2.71 cfs @ 18.82 hrs HW=966.73' TW=955.24' (Dynamic Tailwater) L1=Orifice/Grate (Orifice Controls 2.71 cfs @ 7.76 fps) MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 47 Summary for Pond KF-12P: POND & WETLAND SE COR. KLEIN FARMS 3RD Inflow Area = 97.205 ac, Inflow = 145.71 cfs @ Outflow = 1.76 cfs @ Primary = 1.76 cfs @ 3.55% Impervious, Inflow Depth = 2.32" 12.49 hrs, Volume= 18.778 of 12.50 hrs, Volume= 4.019 af, 12.50 hrs, Volume= 4.019 of for 100-yr_Atlas14 event Atten= 99%, Lag= 0.8 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 951.37' @ 25.99 hrs Surf.Area= 8.786 ac Storage= 18.740 of Flood Elev= 952.00' Surf.Area= 9.850 ac Storage= 23.895 of Plug -Flow detention time= 3,999.2 min calculated for 4.019 of (21 % of inflow) Center -of -Mass det. time= 3,845.3 min ( 4,723.0 - 877.8 ) Volume Invert Avail.Storage Storage Description #1 948.30' 48.105 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 948.30 2.420 0.000 0.000 950.00 6.480 7.565 7.565 952.00 9.850 16.330 23.895 954.00 14.360 24.210 48.105 Device Routing Invert Outlet Devices #1 Primary 948.30' 12.0" Round RCP -Round 12" L= 152.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 948.30' / 948.00' S= 0.0020 '/' Cc= 0.900 n= 0.013 Concrete sewer w/manholes & inlets, Flow Area= 0.79 sf Primary OutFlow Max=1.60 cfs @ 12.50 hrs HW=949.35' TW=948.88' (Dynamic Tailwater) L1=RCP_Round 12" (Outlet Controls 1.60 cfs @ 2.41 fps) Summary for Pond KF-13AP: PROPOSED POND Inflow Area = 37.761 ac, Inflow = 86.47 cfs @ Outflow = 4.23 cfs @ Discarded = 4.23 cfs @ Primary = 0.00 cfs @ 0.00% Impervious, Inflow Depth = 3.72" 12.77 hrs, Volume= 11.701 of 16.60 hrs, Volume= 11.702 af, 16.60 hrs, Volume= 11.702 of 0.00 hrs, Volume= 0.000 of for 100-yr_Atlasl4 event Atten= 95%, Lag= 229.9 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 952.39' @ 16.60 hrs Surf.Area= 2.097 ac Storage= 8.298 of Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 884.4 min ( 1,733.1 - 848.7 ) Volume Invert Avail.Storage Storage Description #1 948.00' 23.100 of Custom Stage Data (Prismatic) -fisted below (Recalc) MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 48 Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 948.00 1.700 0.000 0.000 950.00 1.900 3.600 3.600 952.00 2.000 3.900 7.500 954.00 2.500 4.500 12.000 956.00 2.800 5.300 17.300 958.00 3.000 5.800 23.100 Device Routing Invert Outlet Devices #1 Primary 952.00' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Discarded 948.00' 2.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=4.23 cfs @ 16.60 hrs HW=952.39' (Free Discharge) L2=Exfiltration (Exfiltration Controls 4.23 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=948.00' TW=950.18' (Dynamic Tailwater) L1=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond KF-13P: POND EAST OF FALLON AVE Inflow Area = 53.518 ac, 6.45% Impervious, Inflow Depth = 1.00" for 100-yr_Atlas14 event Inflow = 60.88 cfs @ 12.29 hrs, Volume= 4.475 of Outflow = 5.19 cfs @ 13.67 hrs, Volume= 4.474 af, Atten= 91 %, Lag= 82.8 min Primary = 5.19 cfs @ 13.67 hrs, Volume= 4.474 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 954.25' @ 13.67 hrs Surf.Area= 1.745 ac Storage= 2.420 of Flood Elev= 954.00' Surf.Area= 1.590 ac Storage= 1.953 of Plug -Flow detention time= 219.3 min calculated for 4.474 of (100% of inflow) Center -of -Mass det. time= 219.2 min ( 1,039.8 - 820.6 ) Volume Invert Avail.Storage Storage Description #1 950.18' 7.253 of Custom Stage Data (Prismatic) -fisted below Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 950.18 0.000 0.000 0.000 951.99 0.001 0.001 0.001 952.00 0.360 0.002 0.003 954.00 1.590 1.950 1.953 955.00 2.220 1.905 3.858 956.00 4.570 3.395 7.253 Device Routing Invert Outlet Devices #1 Primary 950.18' 12.0" Round Culvert L= 142.0' Ke= 0.500 Inlet / Outlet Invert= 950.18' / 949.65' S= 0.0037 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Secondary 955.00' 10.0' long x 5.0' breadth Broad -Crested Rectangular Weir MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 49 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 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=5.19 cfs @ 13.67 hrs HW=954.25' TW=950.45' (Dynamic Tailwater) L1=Culvert (Barrel Controls 5.19 cfs @ 6.61 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=950.18' TW=948.30' (Dynamic Tailwater) L2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) APPENDIX C 6S) 7S Existing P5 Proposed P5 (8S (9s Existing P6 Proposed P6 SubCat Reach Pon Link Routing Diagram for MEADOWBROOK OFFSITE Prepared by Otto Associates, Inc., Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC MEADOWBROOK OFFSITE MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 6S: Existing P5 Runoff = 0.62 cfs @ 12.32 hrs, Volume= 0.055 af, Depth= 0.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_Atlas14 Rainfall=2.84" Area (ac) CN Description 1.300 67 Row crops, straight row, Good, HSG A 1.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.0 170 0.0200 0.16 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.70" Summary for Subcatchment 7S: Proposed P5 Runoff = 0.03 cfs @ 12.47 hrs, Volume= 0.009 af, Depth= 0.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_Atlas14 Rainfall=2.84" Area (ac) CN Description 0.240 98 Impervious 0.840 39 >75% Grass cover, Good, HSG A 1.080 52 Weighted Average 0.840 77.78% Pervious Area 0.240 22.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.9 100 0.0600 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 2.70" Summary for Subcatchment 8S: Existing P6 Runoff = 0.57 cfs @ 12.27 hrs, Volume= 0.047 af, Depth= 0.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_Atlas14 Rainfall=2.84" Area (ac) CN Description 1.100 67 Row crops, straight row, Good, HSG A 1.100 100.00% Pervious Area MEADOWBROOK OFFSITE MSE 24-hr 3 2-yr Atlas14 Rainfall=2.84" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 3 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 140 0.0200 0.15 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.70" Summary for Subcatchment 9S: Proposed P6 Runoff = 0.02 cfs @ 12.53 hrs, Volume= 0.006 af, Depth= 0.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr_Atlas14 Rainfall=2.84" Area (ac) CN Description 0.150 98 Impervious 0.540 39 >75% Grass cover, Good, HSG A 0.690 52 Weighted Average 0.540 78.26% Pervious Area 0.150 21.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 100 0.0400 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.70" 0.7 80 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fos MEADOWBROOK OFFSITE MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 6S: Existing P5 Runoff = 1.87 cfs @ 12.30 hrs, Volume= 0.139 af, Depth= 1.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 1.300 67 Row crops, straight row, Good, HSG A 1.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.0 170 0.0200 0.16 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.70" Summary for Subcatchment 7S: Proposed P5 Runoff = 0.61 cfs @ 12.17 hrs, Volume= 0.044 af, Depth= 0.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlasl4 Rainfall=4.22" Area (ac) CN Descriotion 0.240 98 Impervious 0.840 39 >75% Grass cover, Good, HSG A 1.080 52 Weighted Average 0.840 77.78% Pervious Area 0.240 22.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.9 100 0.0600 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 2.70" Summary for Subcatchment 8S: Existing P6 Runoff = 1.71 cfs @ 12.25 hrs, Volume= 0.118 af, Depth= 1.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 1.100 67 Row crops, straight row, Good, HSG A 1.100 100.00% Pervious Area MEADOWBROOK OFFSITE MSE 24-hr 3 10-yr Atlas14 Rainfall=4.22" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 5 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 140 0.0200 0.15 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.70" Summary for Subcatchment 9S: Proposed P6 Runoff = 0.34 cfs @ 12.19 hrs, Volume= 0.028 af, Depth= 0.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr_Atlas14 Rainfall=4.22" Area (ac) CN Description 0.150 98 Impervious 0.540 39 >75% Grass cover, Good, HSG A 0.690 52 Weighted Average 0.540 78.26% Pervious Area 0.150 21.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 100 0.0400 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.70" 0.7 80 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fos MEADOWBROOK OFFSITE MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 6S: Existing P5 Runoff = 4.90 cfs @ 12.28 hrs, Volume= 0.347 af, Depth= 3.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlas14 Rainfall=6.87" Area (ac) CN Description 1.300 67 Row crops, straight row, Good, HSG A 1.300 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.0 170 0.0200 0.16 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.70" Summary for Subcatchment 7S: Proposed P5 Runoff = 3.26 cfs @ 12.15 hrs, Volume= 0.159 af, Depth= 1.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlasl4 Rainfall=6.87" Area (ac) CN Descriotion 0.240 98 Impervious 0.840 39 >75% Grass cover, Good, HSG A 1.080 52 Weighted Average 0.840 77.78% Pervious Area 0.240 22.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.9 100 0.0600 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 2.70" Summary for Subcatchment 8S: Existing P6 Runoff = 4.49 cfs @ 12.24 hrs, Volume= 0.294 af, Depth= 3.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlas14 Rainfall=6.87" Area (ac) CN Description 1.100 67 Row crops, straight row, Good, HSG A 1.100 100.00% Pervious Area MEADOWBROOK OFFSITE MSE 24-hr 3 100-yr Atlas14 Rainfall=6.87" Prepared by Otto Associates, Inc. Printed 12/13/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 7 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 140 0.0200 0.15 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.70" Summary for Subcatchment 9S: Proposed P6 Runoff = 1.88 cfs @ 12.17 hrs, Volume= 0.102 af, Depth= 1.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr_Atlas14 Rainfall=6.87" Area (ac) CN Description 0.150 98 Impervious 0.540 39 >75% Grass cover, Good, HSG A 0.690 52 Weighted Average 0.540 78.26% Pervious Area 0.150 21.74% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 100 0.0400 0.21 Sheet Flow, Grass: Short n= 0.150 P2= 2.70" 0.7 80 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fos APPENDIX D MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 100-yr Atlas14 Rainfall=7.22" Prepared by Otto Associates, Inc. Printed 12/2/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 1 Stage -Area -Storage for Pond 12P: Pond #2 w/Infil Basin #2 Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 945.00 36,170 0 945.02 36,251 724 945.04 36,332 1,450 945.06 36,413 2,177 945.08 36,494 2,907 945.10 36,575 3,637 945.12 36,656 4,370 945.14 36,737 5,103 945.16 36,818 5,839 945.18 36,899 6,576 945.20 36,980 7,315 945.22 37,061 8,055 945.24 37,142 8,797 945.26 37,223 9,541 945.28 37,304 10,286 945.30 37,385 11,033 945.32 37,466 11,782 945.34 37,547 12,532 945.36 37,628 13,284 945.38 37,709 14,037 945.40 37,790 14,792 945.42 37,871 15,549 945.44 37,952 16,307 945.46 38,033 17,067 945.48 38,114 17,828 945.50 38,195 18,591 945.52 38,276 19,356 945.54 38,357 20,122 945.56 38,438 20,890 945.58 38,519 21,660 945.60 38,600 22,431 945.62 38,681 23,204 945.64 38,762 23,978 945.66 38,843 24,754 945.68 38,924 25,532 945.70 39,005 26,311 945.72 39,086 27,092 945.74 39,167 27,875 945.76 39,248 28,659 945.78 39,329 29,445 945.80 39,410 30,232 945.82 39,491 31,021 945.84 39,572 31,812 945.86 39,653 32,604 945.88 39,734 33,398 945.90 39,815 34,193 945.92 39,896 34,990 945.94 39,977 35,789 945.96 40,058 36,589 945.98 40,139 37,391 946.00 40,220 38,195 946.02 40,964 39,007 Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 946.04 41,707 39,834 946.06 42,451 40,675 946.08 43,195 41,532 946.10 43,939 42,403 946.12 44,682 43,289 946.14 45,426 44,190 946.16 46,170 45,106 946.18 46,913 46,037 946.20 47,657 46,983 946.22 48,401 47,943 946.24 49,145 48,919 946.26 49,888 49,909 946.28 50,632 50,914 946.30 51,376 51,934 946.32 52,119 52,969 946.34 52,863 54,019 946.36 53,607 55,084 946.38 54,351 56,163 946.40 55,094 57,258 946.42 55,838 58,367 946.44 56,582 59,491 946.46 57,325 60,630 946.48 58,069 61,784 946.50 58,813 62,953 946.52 59,557 64,137 946.54 60,300 65,335 946.56 61,044 66,549 946.58 61,788 67,777 946.60 62,531 69,020 946.62 63,275 70,278 946.64 64,019 71,551 946.66 64,763 72,839 946.68 65,506 74,142 946.70 66,250 1 75,460 946.72 66,383 76,786 946.74 66,515 78,115 946.76 66,648 79,446 946.78 66,780 80,781 946.80 66,913 82,118 946.82 67,046 83,457 946.84 67,178 84,799 946.86 67,311 86,144 946.88 67,444 87,492 946.90 67,576 88,842 946.92 67,709 90,195 946.94 67,841 91,550 946.96 67,974 92,909 946.98 68,107 94,269 947.00 68,239 95,633 947.02 68,372 96,999 947.04 68,504 98,368 947.06 68,637 99,739 MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 100-yr Atlas14 Rainfall=7.22" Prepared by Otto Associates, Inc. Printed 12/2/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 2 Stage -Area -Storage for Pond 12P: Pond #2 w/Infil Basin #2 (continued) Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 947.08 68,770 101,113 947.10 68,902 102,490 947.12 69,035 103,869 947.14 69,168 105,251 947.16 69,300 106,636 947.18 69,433 108,023 947.20 69,565 109,413 947.22 69,698 110,806 947.24 69,831 112,201 947.26 69,963 113,599 947.28 70,096 115,000 947.30 70,228 116,403 947.32 70,361 117,809 947.34 70,494 119,217 947.36 70,626 120,629 947.38 70,759 122,043 947.40 70,892 123,459 947.42 71,024 124,878 947.44 71,157 126,300 947.46 71,289 127,724 947.48 71,422 129,152 947.50 71,555 130,581 947.52 71,687 132,014 947.54 71,820 133,449 947.56 71,952 134,887 947.58 72,085 136,327 947.60 72,218 137,770 947.62 72,350 139,216 947.64 72,483 140,664 947.66 72,616 142,115 947.68 72,748 143,569 947.70 72,881 145,025 947.72 73,013 146,484 947.74 73,146 147,945 947.76 73,279 149,410 947.78 73,411 150,877 947.80 73,544 152,346 947.82 73,676 153,818 947.84 73,809 155,293 947.86 73,942 156,771 947.88 74,074 158,251 947.90 74,207 159,734 947.92 74,340 161,219 947.94 74,472 162,707 947.96 74,605 164,198 947.98 74,737 165,691 948.00 74,870 167,187 948.02 75,004 168,686 948.04 75,139 170,188 948.06 75,273 171,692 948.08 75,407 173,199 948.10 75,542 174,708 Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 948.12 75,676 176,220 948.14 75,810 177,735 948.16 75,944 179,253 948.18 76,079 180,773 948.20 76,213 182,296 948.22 76,347 183,821 948.24 76,482 185,350 948.26 76,616 186,881 948.28 76,750 188,414 948.30 76,884 189,951 948.32 77,019 191,490 948.34 77,153 193,031 948.36 77,287 194,576 948.38 77,422 196,123 948.40 77,556 197,673 948.42 77,690 199,225 948.44 77,825 200,780 948.46 77,959 202,338 948.48 78,093 203,899 948.50 78,228 205,462 948.52 78,362 207,028 948.54 78,496 208,596 948.56 78,630 210,168 948.58 78,765 211,742 948.60 78,899 213,318 948.62 79,033 214,898 948.64 79,168 216,480 948.66 79,302 218,064 948.68 79,436 219,652 948.70 79,571 221,242 948.72 79,705 222,834 948.74 79,839 224,430 948.76 79,973 226,028 948.78 80,108 227,629 948.80 80,242 229,232 948.82 80,376 230,838 948.84 80,511 232,447 948.86 80,645 234,059 948.88 80,779 235,673 948.90 80,913 237,290 948.92 81,048 238,910 948.94 81,182 240,532 948.96 81,316 242,157 948.98 81,451 243,785 949.00 81,585 245,415 949.02 81,719 247,048 949.04 81,854 248,684 949.06 81,988 250,322 949.08 82,122 251,963 949.10 82,257 253,607 949.12 82,391 255,254 949.14 82,525 256,903 MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 100-yr Atlas14 Rainfall=7.22" Prepared by Otto Associates, Inc. Printed 12/2/2024 HydroCAD®10.10-4b s/n 03113 ©2020 HydroCAD Software Solutions LLC Page 3 Stage -Area -Storage for Pond 12P: Pond #2 w/Infil Basin #2 (continued) Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 949.16 82,659 258,555 949.18 82,794 260,209 949.20 82,928 261,866 949.22 83,062 263,526 949.24 83,197 265,189 949.26 83,331 266,854 949.28 83,465 268,522 949.30 83,599 270,193 949.32 83,734 271,866 949.34 83,868 273,542 949.36 84,002 275,221 949.38 84,137 276,902 949.40 84,271 278,586 949.42 84,405 280,273 949.44 84,540 281,962 949.46 84,674 283,655 949.48 84,808 285,349 949.50 84,943 287,047 949.52 85,077 288,747 949.54 85,211 290,450 949.56 85,345 292,156 949.58 85,480 293,864 949.60 85,614 295,575 949.62 85,748 297,288 949.64 85,883 299,005 949.66 86,017 300,724 949.68 86,151 302,445 949.70 86,286 304,170 949.72 86,420 305,897 949.74 86,554 307,626 949.76 86,688 309,359 949.78 86,823 311,094 949.80 86,957 312,832 949.82 87,091 314,572 949.84 87,226 316,315 949.86 87,360 318,061 949.88 87,494 319,810 949.90 87,628 321,561 949.92 87,763 323,315 949.94 87,897 325,072 949.96 88,031 326,831 949.98 88,166 328,593 950.00 88,300 330,357 950.02 88,438 332,125 950.04 88,577 333,895 950.06 88,715 335,668 950.08 88,853 337,444 950.10 88,992 339,222 950.12 89,130 341,003 950.14 89,268 342,787 950.16 89,406 344,574 950.18 89,545 346,364 Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 950.20 89,683 348,156 950.22 89,821 349,951 950.24 89,960 351,749 950.26 90,098 353,549 950.28 90,236 355,353 950.30 90,374 357,159 950.32 90,513 358,968 950.34 90,651 360,779 950.36 90,789 362,594 950.38 90,928 364,411 950.40 91,066 366,231 950.42 91,204 368,053 950.44 91,343 369,879 950.46 91,481 371,707 950.48 91,619 373,538 950.50 91,758 375,372 950.52 91,896 377,208 950.54 92,034 379,048 950.56 92,172 380,890 950.58 92,311 382,735 950.60 92,449 384,582 950.62 92,587 386,433 950.64 92,726 388,286 950.66 92,864 390,142 950.68 93,002 392,000 950.70 93,141 393,862 950.72 93,279 395,726 950.74 93,417 397,593 950.76 93,555 399,463 950.78 93,694 401,335 950.80 93,832 403,210 950.82 93,970 405,088 950.84 94,109 406,969 950.86 94,247 408,853 950.88 94,385 410,739 950.90 94,523 412,628 950.92 94,662 414,520 950.94 94,800 416,415 950.96 94,938 418,312 950.98 95,077 420,212 951.00 95,215 422,115 951.02 95,353 424,021 951.04 95,492 425,929 951.06 95,630 427,840 951.08 95,768 429,754 951.10 95,907 431,671 951.12 96,045 433,591 951.14 96,183 435,513 951.16 96,321 437,438 951.18 96,460 439,366 951.20 96,598 441,296 951.22 96,736 443,230 MEADOWBROOK MONT CSWMP UPDATES MSE 24-hr 3 100-yr Atlas14 Rainfall=7.22" Prepared by Otto Associates, Inc. Printed 12/2/2024 HydroCADO 10.10-4b s/n 03113 © 2020 HydroCAD Software Solutions LLC Page 4 Stage -Area -Storage for Pond 12P: Pond #2 w/Infil Basin #2 (continued) Elevation Surface Storage (feet) (sq-ft) (cubic -feet) 951.24 96,875 445,166 951.26 97,013 447,105 951.28 97,151 449,046 951.30 97,289 450,991 951.32 97,428 452,938 951.34 97,566 454,888 951.36 97,704 456,840 951.38 97,843 458,796 951.40 97,981 460,754 951.42 98,119 462,715 951.44 98,258 464,679 951.46 98,396 466,646 951.48 98,534 468,615 951.50 98,673 470,587 951.52 98,811 472,562 951.54 98,949 474,539 951.56 99,087 476,520 951.58 99,226 478,503 951.60 99,364 480,489 951.62 99,502 482,477 951.64 99,641 484,469 951.66 99,779 486,463 951.68 99,917 488,460 951.70 100,056 490,460 951.72 100,194 492,462 951.74 100,332 494,467 951.76 100,470 496,475 951.78 100,609 498,486 951.80 100,747 500,500 951.82 100,885 502,516 951.84 101,024 504,535 951.86 101,162 506,557 951.88 101,300 508,582 951.90 101,438 510,609 951.92 101,577 512,639 951.94 101,715 514,672 951.96 101,853 516,708 951.98 101,992 518,746 952.00 102,130 520,787 APPENDIX E 946.2 18" FES W/ GUARD & 3 CL III RIP R 18" RCP OUTLET 18" PVC INLET a POURED BOTTOM OUTLET CONTROL STRUCTURE NOTE: STRUCTURE REQUIRES TWO (2) PIECE GRATE www.ottoassociates.com 9 West Division Street Buffalo, OUTLET CONTROL TTO (763)682-4 27 STRUCTURE - POND # 1 Fax: (763)627)682-3522 Engineers & Land Surveyors, Inc. PROPOSED OCS MODIFICATIONS Ougw VH *"L TO PLAT %Q . 1' m"ll E SS "CHIOR BOLTS 1M/GlM'5 4 cu ski S -- RIPww ctms 3 HOT DIPPED Cal YNIVED GftW 14 2 SECTIC*6 STEPS 16' O.0 30'RCP •013% 60' ON -PRECAST RCP ELEV.94z.DO ur%wr 40.1 G ----- CONCRET[ 9AU Slag STRUCTURE # 1/4 - X 1 1/2 - FIAT BAR R LIo To R owOF "CR R"OG) T- 1 a SmOORH 0* • 4' O.C. EACH WAY [PRONDE 3-1/4' PLAN x 3-1/4' OPE► N0 ELEV.133 A0 CLEv.152 SO CORE DRILL NEW OUTLET W445.72 130 LF (INCL. FES) 15 RCP \ 15 RCP FES INV=946.00 INV=945.76 BULKHEAD EXIST PIPE 60'-t5'R[F • 001t SECTION AA 5000 - DESIGN SPECIAL 2 NO SCALE I a APPENDIX F Co ~ 200 Z - I ' PID NO.: 155-500-231200 0 0 EDMONDSON AVENUE NE — — � LEGEND — — � �n n n n �n � � � � � � � � � 69 — —denotes Building Setback Line Fron t = 25' LL I.I I I // /� / ide = 6' (20' ROW) \ \ Q / Rear25' F_ L- ❑ — -4L Lj p� / / / a I . cn / �� a O tog FF_ L_ . — 7 E] 6b 1b F_ — I N � �' � � / � � � �� Infiltration Test -- �-.-ram. — . o , / PARCEL CONCEPT DATA: Ln iv o �° 00 owo rn -�' �`' N °� O // GROSS SITE AREA: -56. 45 AC C I EDMONDSON A VE ROW 1.99 AC / O N I • NET DEVELOPABLE. -54.46 AC two O0 :� � oo n , i �� 1 PROPOSED SINGLE FA MIL Y.• 147 LOTS / z / ` 40' SINGLE FAMILY (30'x80.5' PAD): ❑ 27 LOTS // n 52' SINGLE FAMILY (40'x60' PAD): ❑ 52 L 0 TS w w N w _ 62' SINGLE FAMILY (50'x6O' PAD): ❑ 68 L 0 TS 60 / —1 OVERALL NET DENSITY.• 2. 7 UNI TSIA C L _j L / _ 147 UNITS 54.46 AC NET DEVELOPABLE AREA. ry .p TOTAL OPEN SPACE. 10.54 AC N Q0 N N /' N I — . OUTLOT A -0. 16 AC w J fi OUTLOT B -J.51 AC OUTLOT C -2.94 AC OUTLOT D -J.91 AC OUTLOT E -0.52 AC F EL rn / L PONDING AREA: ❑ -4. 16 AC 1 w —� in -COUNTRYAV E'. _j Q C-0 00 AL 00 44 69 /20 Ap c� �I :;� TT Av A@ 1 -� : - m Adh i REV. NO. DATE BY DESCRIPTION DESIGNED DRAWN I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT www.ottoassociates.com PROJECT NO: WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION CSO CSD AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER 9 West Division Street CHECKED JPB LAND L L C CONCEPT PLAN 24-0314 UNDER THE LAWS OF THE STATE 0 MINNESOTA(!;a j L&. TTO Buffalo, MN 55313 (763)682-4727 MONTICELLO, MN111 Coro M. Schwohn Otto SSOCIATES Fax: (763)682-3522 DATE.• Q DATE: 8-22-24 LICENSE # 40433 Engineers & Land Surveyors, Inc. SHEET NO. 1 OF 1 SHEETS V -22-24 Infiltrometer Recording Chart Depth of H A U CS 0 Liquid Liquid Container Project Identification: 2❑®❑❑❑ Constants Area cm2 (cm) Number Marriotte Tube Volume Soil Type: ® Inner Ring :20 L _ ❑ Crrr Test Location: ❑ ®❑❑ ❑O® Elevation: Annular Space 2CB❑ ❑❑7 2 C Tested By: ❑ ®Jm Li uid: I ❑ ❑IFT Liquid level maintained using: ❑X Flow Valve Float Valve Mariotte Tubes Depth to water table: ❑❑❑❑❑m❑n➢'Cd ®❑❑' Penetration Depth of Outer Ring: ❑ ®0 Trial # Start / End Date MM/DD/YY Time HR:MIN Elapsed Time Ch / Total Min Flow Readings Liquid Temp F Infiltration Rate Ground Tem erature Remarks Inner Ring Reading cm Inner Maroitte Tube Flow Annular Space Reading cm Annular Space Marriotte Tube Flow (ml) Inner Infiltration Rate (Inch/h) Annular Infiltration Rate (Inch/h) Ground Temp Depth (in) Temp at Depth (F) Weather conditions Etc... Hourly Inner Infiltration Rate (Inch/h) 1 ❑UtOO® ❑❑®❑2E2❑ ❑❑®❑ ❑®❑ ❑ ❑❑11 �20 ❑ m ❑Cd ❑❑m ❑❑®❑2E2❑ ❑❑[71❑ 0:15 ❑® m] 2 ❑2[10® ❑❑un2E2❑ ❑❑®❑ ❑®❑ ❑ ❑ 001] ❑®❑ ❑®0❑LSOOL07 11Cd ❑❑m 0001102@0 @®❑ 0:30 ® ❑❑®❑f2E2❑ ❑2®0 ❑®❑ ❑ ❑ ❑❑®3 ®❑ ❑®❑®'❑❑® []Ed[]Elm❑❑®❑f2E2❑ E2®❑ 0:45 d0ffl] m] ❑❑un2E2❑ E2®0 ❑®0 ❑ ❑❑®4 0110 ❑Cd []Elm ❑❑®Of2@❑ @®❑ 1:00 m] 5 ❑®❑❑® ❑❑no2❑2❑ ❑2®❑ ❑®❑ ❑❑U ®❑ ❑®❑ ❑Cd 0❑m ❑❑®❑[2E2❑ E2®❑ 1:15 ® 6 ❑❑ ❑®❑ ❑Dd ❑❑m ❑❑®❑2E2❑ ❑❑®❑ 1:30 ❑L❑ ® 7 ❑®'00® 00®O202❑ 00®0 0=1 L❑ ❑® ❑Cd ❑❑m ❑❑®❑2E2❑ ❑❑®❑ 1:45 8 ❑ET000m oono202❑ 00®0 ❑®0 - CJu ❑®❑ ❑ai ❑❑m ❑❑®❑2E2❑ ❑❑TE 2:00 ❑L❑ 9 ❑Q➢'00® 00®O202❑ 00®0 ❑®0 - Clu ❑® ❑Cd ❑❑m ❑11=12E2❑ ❑❑®❑ 2:15 10 1Ju ❑®❑ ❑ai ❑❑m ❑❑ 1 2C2❑R-IF110011 2:30 ❑L❑ 11 ❑®'00® 00®Of202❑ ❑®0 it❑f❑i ®❑ ❑® _.. ❑Cd ❑❑m ❑❑ 1 2E2❑ 2:45 ❑EJ]'❑❑❑m 00®Of2E2❑ 0®0 00®12 ❑®❑ ❑11110 ❑Cd OOm ❑❑®Of2E2❑ 3:00 0® 13 ❑Q➢'00® ❑®0 00® ®❑ ❑® ❑a] ❑❑m 0:00 ® ® 14 ❑Q➢'00® 01110 ❑0® ❑®❑ ❑® ❑❑i ❑❑m 0:00 ❑® ® 15 ®❑ ❑® ❑❑f ❑❑m 0:00 m] m 16 ❑EJ]'❑❑❑S' 01110 ❑❑® ❑®❑ ❑11110 ❑II1 ❑❑Q 0:00 ❑® ® 17 ®❑ ❑® ❑❑f ❑❑m 0:00 ❑® ® 18 ❑EIY❑❑Om 01110 ❑❑® ❑11110 ❑® 1 El Ed ❑❑m 0:00 On ® 19 1111100® 011110 ❑O® ®❑ ❑® - ❑oi ❑❑m 0:00 ❑® ® 20 ❑EIY❑❑® 011110 ❑O® ❑®❑ ❑® ❑❑1 ❑❑m 0:00 ❑® ® 21 ❑mr❑❑® ❑®❑ ❑❑® ®❑ ❑® ❑Ed ❑❑m 0:00 ❑® ® 22 ❑EI]'❑❑® 011110 00101 ❑®❑ ❑® ❑❑1 ❑❑m 0:00 ❑® ® 23 ❑mr❑❑® 0111101 ❑❑® ®❑ ❑® ❑oi ❑❑m 0:00 ® ® 24 ❑EI]'❑❑❑m 011110 ❑❑E11 d ❑❑m 1 0:00 ❑® Final Results Start Test End Test 11:30 14:30 0.00 0.00 Total Infiltration in Inches (3 Hour Test) 0.00 Infiltrometer Recording Chart #2 Depth of H A U CS 0 Liquid Liquid Container Project Identification: 2 Constants Area cm2 (cm) Number Marriotte Tube Volume Soil Type: ❑ Inner Ring :20 � _ ❑ Crrr Test Location: ❑®m❑ Elevation: I Annular Space 21B0 057 2 CSERVICES Tested By: ❑ ®J® Li uid: I ❑ ❑IFT Liquid level maintained using: ❑X Flow Valve Float Valve Mariotte Tubes Depth to water table: ❑000❑m❑=rCd ®oil' Penetration Depth of Outer Ring: ❑ ®0 Trial # Start / End Date MM/DD/YY Time HR:MIN Elapsed Time Ch / Total Min Flow Readings Liquid Temp F Infiltration Rate Ground Tern erature Remarks Inner Ring Reading cm Inner Maroitte Tube Flow Annular Space Reading cm Annular Space Marriotte Tube Flow (ml) Inner Infiltration Rate (Inch/h) Annular Infiltration Rate (Inch/h) Ground Temp Depth (in) Temp at Depth (F) Weather conditions Etc... Hourly Inner Infiltration Rate (Inch/h) 1 ElUtOO® ❑❑®❑2120 I2®0 0100 ❑❑11 LLB 288 ❑Cd ❑Om 110®OI2E211 00®0 0:15 ❑® ® 2 0®❑❑® ❑❑®❑2E20 001110 0®0 ❑❑u ❑❑❑❑ 00® CLCB 2 ❑Cd ❑❑m ❑❑®❑I2@0 OOI2❑ 0:30 ❑® ® 3 ❑Q➢'❑❑® 00®❑2120 ❑❑12❑ 01LU❑ ❑00 2710 0❑® CIZB ❑ IL, []Ed OOm 00®OI2E2 00®0 0:45 ❑® ® 4 0®'❑❑® ❑❑®❑2E20 00®0 0®0 E1001 2000 00® CLCB ❑®❑ ❑Cd ❑Om ❑❑®❑I2@0 ❑❑®❑ 1:00 ❑® 5 ❑Q➢'00® 00®O12❑2❑ LILLEL11 0®0 ❑❑❑ 2000 00® aEs ❑® ❑Cd OOm ❑❑®O[2E2❑ ❑❑®0 1:15 0® ® 6 ❑Q➢'OOOm ❑ono202❑ ❑0®0 0®0 ❑❑❑ 2000 ❑0® OmB ❑®0 __8 1141 ❑❑m ❑❑®OI2E2❑ ❑112❑ 1:30 ❑® ® 7 ❑®'00® ❑onLi202❑ ❑O12❑ 0®0 ❑❑❑ 2000 00® OMB 0® ❑Cd ❑ IM ❑❑®OI2E2❑ ❑❑®0 1:45 0® ® 8 ❑Q➢'00Om ❑ono202❑ ❑0®0 OLEO ❑❑❑ 2000 ❑0® OmB ❑®0 1141 ❑❑m ❑❑®OI2E2❑ ❑OLEO 2:00 ❑® =1 9 ❑Q➢'00® ❑onLi202❑ LILILIEL11 ❑®0 FIFIrT EILI 0® ❑Cd ❑ IM ❑❑ E112E2❑ ❑❑®0 2:15 0® ® 10 ❑Q➢'OOOm ❑ono2L2Lj ❑❑®0 ❑®0 Llu OLEO ❑ai ❑ IM ❑❑ E1 2C2❑ 11112❑ 2:30 OL❑ 11 ❑®'00® ❑ono202❑ ❑O12❑ ❑®0 ilOLOi =111 ❑® _.. ❑Cd ❑ IM ❑❑®O=11 ❑❑®0 2:45 12 ❑(II]'❑❑❑07 ❑❑IID02E20 -I❑100 OLEO ❑0111 ❑®❑ ❑®❑ El Ed ❑❑M 0❑111012E20 TMO 3:00 0® 13 ❑Q➢'00® ❑®0 00® ®❑ ❑® ❑❑f ❑❑m 0:00 ® ® 14 ❑Q➢'00® OLEO 00® ❑®❑ ❑® ❑❑i ❑❑m 0:00 ❑® ® 15 ®❑ ❑® ❑❑f ❑❑m 0:00 ® ® 16 ❑(II]'❑❑❑S' OLEO 0010 ❑®❑ ❑®❑ ❑II1 ❑❑Q 0:00 ❑® ® 17 ®❑ ❑® ❑❑f ❑❑m 0:00 ❑® ® 18 ❑UrE1E1007 ❑1110 Ll❑® ❑®❑ ❑® ❑❑i ❑❑m 0:00 ❑n ® 19 11111❑❑® ❑11110 ❑❑® ®❑ ❑® ❑oi o❑m 0:00 ❑® ® 20 ❑®❑ ❑® ❑Ed ❑❑m 0:00 ❑® ® 21 ❑mr❑❑® ❑11110 ❑❑® ®❑ ❑® ❑Ed o❑m 0:00 ❑® ® 22 ❑®❑ ❑® ❑01 ❑❑m 0:00 ❑® ® 23 ❑mr❑❑® ❑11110 ❑❑® FTTPEII ❑® ❑oi ❑❑m 0:00 ® ® 24 ❑(II]rE]El= E1111101 I ❑0101 d ❑❑EE 0:001 ❑® Final Results Start Test 1 12:55 1 M 19000 4 Total Infiltration in Inches (3 Hour Test) 2.16 End Test 1 15:55 Infiltrometer Recording Chart #3 Depth of H A U CS 0 Liquid Liquid Container Project Identification: 2 Constants Area cm2 (cm) Number Marriotte Tube Volume Soil Type: ❑ Inner Ring :20 L = ❑ Crrr Test Location: ❑ ❑®m22 Elevation: I Annular Space 2280 057 2 CSERVICES Tested By: ❑ ®E-® Li uid: I ❑ OIFT Liquid level maintained using: ❑X Flow Valve Float Valve Mariotte Tubes Depth to water table: 0❑❑❑❑m❑Q➢'❑d ®❑2]' Penetration Depth of Outer Ring: ❑ Trial # Start / End Date MM/DD/YY Time HR:MIN Elapsed Time Ch / Total Min Flow Readings Liquid Temp F Infiltration Rate Ground Tern erature Remarks Inner Ring Reading cm Inner Maroitte Tube Flow Annular Space Reading cm Annular Space Marriotte Tube Flow (ml) Inner Infiltration Rate (Inch/h) Annular Infiltration Rate (Inch/h) Ground Temp Depth (in) Temp at Depth (F) Weather conditions Etc... Hourly Inner Infiltration Rate (Inch/h) 1 ❑Q➢'❑❑® ❑❑2m❑22E72❑ ❑2m❑ ❑2m❑ ❑O❑0 C2CCC ❑❑11 _LI❑ 8 1 TCd []Elm TT®T2E2T [ITT] 0:15 ❑® ® 2 ❑Q➢'❑❑EID ❑❑®❑22E20 ❑®❑ ❑®❑ 0000 00000 ❑❑® L-LB _Z]❑ ❑Ctl ❑❑m ❑❑®❑2@0 ❑®❑ 0:30 ❑® ® 3 2❑00 BTTT EI2 ❑LOL, []Ed []Elm TT®T12E2T [ITT] 0:45 ❑® ® 4 0®'❑❑EID ❑❑®❑22E20 ❑®❑ ❑®❑ 20001 8000 0011 LLC2 ❑®❑ ❑Ctl []Elm ❑❑®❑2@0 0010 1:00 ❑® 5 OC[➢'OOLI➢ OO®O2L20 OO®O O®O 27]T STTT OO® OE2 T® 1 TCd OTm TT®TCBCQT TT®T 1:15 ❑® m 6 LIET000m OO®O2L20 OO®O O®O 2❑❑❑ 8T71 OO® TQC2 T®T __2 TT:] ❑❑m 011®O122211 ❑T®T 1:30 ❑n ® 7 O®'OOLLO OO®O2L20 OO®O 0®O 201111 STTT OO® ®2 T® TCd []Elm TT®Tf22QT TT®T 1:45 ❑® m7 8 OQ➢'OOOm OO®O2L20 OO®O 0®O 2❑❑❑ 8T71 OO® TQC2 T®T ❑CJ ❑❑m 011®O22211 ❑T®T 2:00 ❑LRI ® 9 OC[➢LILI= OO®O2L20 LILILIEL11 O®O ❑❑rT EILI T® TCd []Elm 1111®O22211 TT®T 2:15 ❑M] m7 10 OQ➢'OOOm OO®O2L20 OO®0 O®0 11I T®0 _ [Tli TTm 111®12C211 TT®T 2:30 LILRI _ 11 O®'OOLID OO®O2L20 OO®O O®O it❑ETi ®T T® _.. TCd []Elm []TIE]=11 TT®T 2:45 ❑® _ 12 ❑EJ]'❑❑❑07 001102E20 001110 0110 ❑011 ❑®❑ ❑®❑ O Cd ❑O07 ❑❑1102 E2 ❑ E2 1110 3:00 O® 13 OL[➢'OOLLO O®E OO® ®❑ ❑® OnJ ❑❑m 0:00 m] TM 14 OQ➢'OOEID 0110 ❑0® ❑®❑ ❑® DiA ❑❑m 0:00 ❑® ® 15 ®❑ ❑® OnJ ❑❑m 0:00 m] ® 16 ❑EJ]'❑❑❑S' 01110 ❑❑® ❑®❑ ❑®❑ ❑21J ❑❑Q 0:00 ❑® ® 17 OUTE]EI❑S. O®O ❑0111 ®❑ ❑® 0❑J ❑❑m 0:00 ❑® ® 18 ❑EJ]'❑❑007 01110 ❑❑® ❑®❑ ❑® ❑21J ❑❑m 0:00 On ® 19 11111❑❑E LE ❑11110 ❑❑® ®❑ ❑® ❑Ed Emm 0:00 ❑® ® 20 ❑EI]'❑❑EEL] ❑11110 ❑❑® ❑2m❑ ❑® ❑TJ ❑❑m 0:00 ❑® ® 21 1111 ❑❑Em ❑®❑ ❑❑Em ®❑ ❑® 0Ed Emm 0:00 ❑® ® 22 ❑EITEIDE EL] ❑11110 ❑❑® ❑2m❑ ❑® ❑TJ ❑❑m 0:00 ❑® ® 23 1111 ❑❑Em ❑®❑ ❑❑Em ®❑ ❑® ❑Ed Emm 0:00 ❑ET ® 24 ❑EI]rE]El= ❑®0 ❑❑® d ❑❑EE 0:00 Final Results Start Test 9:00 18500 70000 4.20 Total Infiltration in Inches (3 Hour Test) 9.99 End Test 1 12:00 Infiltrometer Recording Chart #4 Depth of H A U CS 0 Liquid Liquid Container Project Identification: 2 Constants Area cm2 (cm) Number Marriotte Tube Volume Soil Type: m Inner Ring :20 � _ ❑ Crrr Test Location: ❑ ❑®❑0 Elevation: I Annular Space 21BO 057 2 C Tested B ❑ ®J ® Li uid: ❑ ❑1FT Liquid level maintained using: ❑X Flow Valve Float Valve Mariotte Tubes Depth to water table: ❑000❑m❑iirEd ®❑1il' Penetration Depth of Outer Ring: ❑ ®0 Trial # Start / End Date MM/DD/YY Time HR:MIN Elapsed Time Ch / Total Min Flow Readings Liquid Temp F Infiltration Rate Ground Tern erature Remarks Inner Ring Reading cm Inner Maroitte Tube Flow Annular Space Reading cm Annular Space Marriotte Tube Flow (ml) Inner Infiltration Rate (Inch/h) Annular Infiltration Rate (Inch/h) Ground Temp Depth (in) Temp at Depth (F) Weather conditions Etc... Hourly Inner Infiltration Rate (Inch/h) 1 ❑Ut❑❑® ❑❑®❑12E2❑ 1]❑20 ❑®❑ 000❑ 0❑11 EI2 ❑Cd []Elm ❑0®012E2❑ ❑0®0 0:15 ❑® ® 2 ❑2[10® ❑❑un2E2ii 00®❑ 0®❑ 000❑ L2❑❑❑ 0❑® ❑m❑ 8 -12 11Cd ❑❑m 000T10I2@0 ❑❑®❑ 0:30 ❑® ® 3 OQ➢'OOLm 00®❑12E2o 00®0 ❑®❑ 20❑0 ❑❑❑00 ❑❑® ®❑ ❑ IL, []Ed []Elm ❑0®012E2❑ E2®0 0:45 ❑® ® 4 011T❑❑® ❑❑®❑12E2Ei 1E2®0 ❑®❑ 2000 00000 0❑® 0110 ❑®❑ ❑Cd []Elm 000TI❑I2@0 @I2❑ 1:00 ❑® ® 5 OQ➢'00® 00®O12L20 L2120 0®0 27]0 0❑❑❑❑ 00® D[T[2 0® ❑Cd []Elm 00TT12E2❑ E2=1 1:15 ❑® m7 6 OQ➢'000m 00®012L20 L2=11 0®0 2❑❑❑ 07171 00® OQC2 ❑®❑ __2 ❑IIJ ❑❑m 71®01212❑ C2®❑ 1:30 LJIIlI ® 7 0®'00® 00®O12L20 L2®0 0®0 2011111 ❑❑❑❑ 00® m_2 0® ❑Cd 0❑m 00®012E-2❑ 00®❑ 1:45 ❑® 8 OQ➢'OOOm 00®012L20 00®0 0®0 2❑❑❑ 1L0❑ 00® OQC2 ❑®❑ 1111J ❑❑m 00®0121211 ❑11I2❑ 2:00 LJIIlI F1F 9 OQ➢'00® 00®O12L20 OO120 0®0 ❑❑rT CJLI 0® ❑Cd 0❑m 00®0121211 00®❑ 2:15 ❑® I m 10 OQ➢'OOOm 00®012L20 00®0 0®0 11I 0®0 _ ❑410❑m 00®012C211 00®0 2:30 ❑n _ 11 0®'00® 00®O12L20 00®0 0®0 it❑LOi ®0 00m _.. ❑Cd 0❑m 00®0121211 00®❑ 2:45 ❑® _ 12 ❑EJ]'❑❑❑m 00111012E20 -I❑100 01110 ❑0111 ❑11110 ❑11110 OCd ❑❑m ❑❑111012 E20 1120 3:00 0® 13 OQ➢'00® 0®0 00® ®❑ ❑® ❑❑f ❑❑m 0:00 mJ m 14 OQ➢'00® 01110 ❑0® ❑11110 ❑® ❑❑i ❑❑m 0:00 ❑® ® 15 OQ➢'00® 0®0 00® ®❑ ❑® _ ❑❑f ❑❑m 0:00 m] m 16 ❑EJ]rE]EID 01110 ❑❑® ❑®❑ ❑11110 ❑IIJ ❑❑Q 0:00 ❑® ® 17 ®❑ ❑® ❑❑f ❑❑m 0:00 ❑® ® 18 ❑EJ]'❑❑Om 01110 Ll❑® ❑®❑ ❑® ❑❑i ❑❑m 0:00 ❑n ® 19 1101❑❑® ❑11110 ❑❑® ®❑ ❑® ❑oi o❑m 0:00 ❑® ® 20 ❑EI]'❑❑® ❑11110 ❑❑® ❑®❑ ❑® ❑Od ❑❑m 0:00 ❑® ® 21 1101❑❑® ❑®❑ ❑❑Im ®❑ ❑® ❑aJ o❑m 0:00 ❑® ® 22 ❑EI]'❑❑® E1111101 ❑0101 ❑®❑ ❑® ❑od ❑❑m 1 0:001 EIEEIII 23 1101❑❑® E1111101 ❑❑Im ®❑ ❑® ❑oi o❑m 0:00 ® ® 24 ❑EI]'❑❑❑m ❑11110 ❑011 d ❑❑m 0:00 ❑® Final Results Start Test 11:20 86000 3.78 5.16 Total Infiltration in Inches (3 Hour Test) 11.34 lEnd Test 1 14.20 ' � :.swsa. i �wui Iwul N�ux I--""i la/vsy � i, aw i �� t.�y �_•-___-- � ___ � ' � i I I I I I I 'I�L�J I IL� ' I • g I I I L V' I h M� i�c 3� VL 6 A I • 10 I _I 1 r, I — �•: L LW s.. aus 4./ :a,i . rr°10°°0sn .rrr Lo r i I >i�i.m o wwry f 'R PRELIMARY PLAT OF MEADOWBROOk [t. i- f X C f P T l 0 IV �•� —_—_i,oninw� a..�w r-1- • I 1a 2 3 4 u, aae •wse uvae I 1 _ $ ,�°ii.ma wm.a all R,I 12 I _ I I - I .4«I,�•.s.,.,w. P. J L._.J I I - Lw✓»r a✓' it L a i-, ! : .r• a A �j N O l 1 d 3 0 X 3 40 I . - . r � --- - • --- �,, r-________-____-_-________-_ r, it � itr N�11 d30X3 4 I f0 r .. i d i 12 __ ___ I _--------------------------78 I- vm.wrwr------ ------------ asnl srr:rr •s. ----------------------------- -� ________�,______l{_ I? ,11£1YIEOe I I .- I I - 211 71i a 28! gli 1yj, P&`I I I SFi •A9 9P;.I .I 91 IOp3i L �1 I _ I - I' - - - PRELIM_ INARYLPLAT OF AVE RIDGE. [EST_:- .=11,1, I �- R — — — R R EXHIBIT: POSSIBLE FUTURE ROAD EXTENTION Outlot A (in green) = 3.19 acres Outlot B (in green) = 0.23 acres Outlot C (in green) = 0.34 acres Total = 3.76 acres PARK DEDICATION EXHIBIT MEADOWBROOK Park ded. req'd = 5.99 acres - 3.76 acres provided =2.23 acres Fence T A Con c. Sidewalk—...—..._... 50 50 Existing CS_.. 60 C PAI Shed -y-y-y-V. —Fenc G14 PARK Cn 3 . . . . . . . . . . 5 6 ... .. .. .. .. .. .. .. . . 2 3 2 'Conc. Pod Exis tin g ..,'-House .—Co 1c. ..--Bit. Dr �-Fence 3 4 5 ...\,Existing [� Building —Fence ... ... 0, WIDE POND A CCES II �\ 11 - - ---- - - _ - OUTLOT / BMX PARKS Initial Research Cottage Grove Bike Park, MN 7050 Meadow Grass Ave S, Cottage Grove, MN 55016 • The 2.4-acre bike park includes a pump track, dirt jumps, a mountain bike skills area and a four - cross (mountain cross) track. A tot track and slope style course are in the master plan, but not currently built. Once complete it will be the largest park (to -date) in Minnesota Taft Park Bike Park, Richfield, MN 62"d Street and Bloomington Avenue Located on the west side of Taft Park • The park features off -road bike experiences like berms, rollers, jumps, rock features, sloped wood decking, and pump tracks (including a main track and one for younger riders and adaptive bikes). The park is a partnership between the City of Richfield and Three Rivers Park District. • Size of a baseball field? SKILLS FEATURES _ Q m L Q belml el (' II rtCI I Q i� "� — i Q LINEt EGWN NLEVEL �I, I,y © bcrn 1 Y al Q F J u y L Q I , o0 W O do r Ire Q berm FN:re Q Rhm 11 tl:l¢ r � j, �Q�! ThreeRivers ��THFINDGA PANE PIlTRIGT Eagan BMX Park, MN • .75-acres • Moved roughly 3,000 yards of dirt to add amenities to the pre-existing bike track Crow Rover BMX Park, St. Michael, MN • National Caliber technical BMX Race Track. 1 • 1300' long with a downhill dragstrip 1st Straight. Carver Lake Bike Park in Woodbury, MN • Approximately the size of football field • The bike park playground will be maintained by volunteers from the Minnesota Off -Road Cyclists organization • The bike park playground is located at Carver Lake Park in the open field area just off the main park entrance road. The bike park playground has four designated areas to provide a full progression of riding and learning including: Bicycle playground, Tot track, Pump track, and Advanced skills loop with technical trail features Perkins Hill Park, MN 300 34th Ave. N Minneapolis, MN 55411 • Asphalt Pump Track • This is the longest asphalt pump track in Minnesota • Pump TrackApprox 900' / Park itself 3.31 Acres https://www.minneapoLisparks.org/ asset/9pzrrt/phpi nsamp.pdf N�WSur/au T.W.g T,..: `= ' Fulun PMss - ;�� Keene Creek Bike Park, Duluth, MN • Roughly 1-acre near, and partially underneath, Interstate-35 • The conceptual design calls for a dirt jump plaza, pump track, and bicycle playground area with wooden features designed to increase rider handling skills and competency 2 F OUPAM Rotary Natural Play Hill & Bike Park, Moorhead, MN N Al IIO�MIMN! • 1.26-acre Rotary Play Hill is located at Moorhead's Riverfront Park - 600 1 Ave N • The Bike Park has been included, with features including a teeter totter, log roller, tabletop plank, bridge deck, mounds, rock patch and bike sidewinder ramp Minneapolis Bike Parks, MN • Perkins Hill Park (Asphalt Pump Track) - 300 34th Ave N, Minneapolis o This is the longest asphalt pump track in Minnesota o Park itself 3.31 Acres / Pump Track Approx 900' • Bryn Mawr Meadows (Bike Skills Course) - 601 Morgan Ave S, Minneapolis — • Hall Park (Bike Skills Park) - 1524 Aldrich Ave N, Minneapolis — Pineview Park BMX, St. Cloud, MN Pineview Park BMX is a non-profit, BMX racing facility. It is sanctioned by USA BMX and the property is leased from the City of St. Cloud Blue Lake Bike Park, California • Though the park is less than 5 acres, Blue Lake is a small community of just over 1200 residents • This park will bring together participants of all ages and abilities. There is a designated area for kids and small children riding small bikes and striders. There will be a paved pump track to serve youth and developing skateboarders, scooter riders, roller skaters, bike riders, and wheelchair users. Also, there is a moderately difficult bike park area for parents and advanced bicyclists. • The facilitywill include a USA -BMX -sanctioned racetrack, jump flow lines and a pump track. 3 BLUE LAKE BIKE PARK Resources: Bike Park Examples: Bike parks come in all different shapes and sizes. It is also likely that bike parks mean something a little different to each person. Below are some additional examples of existing bike parks in different cities. Bike Park and Pump Track Builders: These are a few professional trail builders and manufacturers who build bike parks, pump tracks, and park features. Click the names of the companies to see some of their work in action and let your imagination run wild. • Velosolutions • Progressive Bike Ramps • Pathfinder Trail Buildings • Rock Solid Trail Contractors • Pumptrax USA • Clark & Kent Contractors • Action Sports Construction • Aldine Bike Parks • Fast Racks 4 Other Resources: https://www.mpLsbikeparks.org/resources https://pages.qbp.com/rs/796-XAK-811/images/2023 QBP_ Impact_ Report. pdf?version=0 How many acres are needed for a BMX race facility? 2-3 acres will support a full-scale BMX track which is located in an existing park or complex which already includes parking. 3-5 acres will be required for a facility which will need to incorporate parking and additional amenities. https://www.usabmx.com/site/sections/349 What are the dimensions of the track area itself? A typical track will take up a space of 150' x 350'. To include spectators, you will need a total area of approximately 400' x 500'. https://www.usabmx.com/site/sections/349 The size of a BMX bike park can vary depending on its intended use: • Full-scale BMX track - A full-scale BMX track can be built in a park or complex that's 2-3 acres in size. • BMX freestyle park - A BMX freestyle park that can host local and national events should be at least 15 meters wide and 25 meters long. It should also have basic elements like quarter pipes, hips, a jump box, ledges, and walls. • BMX bike park for all ability levels - A BMX bike park that's designed for riders of all ability levels can be 25,000 sq ft, like the Chandler Bike Park in Arizona. Other considerations for BMX bike parks include: • Parking: A facility that can attract people from outside the city should have enough parking for daily use, plus overflow parking for large events. • Support infrastructure: A BMX bike park should have restrooms, shade structures, picnic areas, and a spectator area. 5 KjoLHAuGENVIRONMENTAL SERVICES COMPANY vow V0%=00w Providing Sound, Balanced, Comprehensive Natural Resource Solutions Memorandum Date: October 1st, 2024 To: Roxy Robertson (WSB), City of Monticello (LGU) CC: Art Plante, JP Brooks Builders From: Mark Kjolhaug, Kat Dickerson, Kjolhaug Environmental Services (KES) Re: Site Assessment for Wetlands and No Wetland Determination EDMONSON AVE, MONTICELLO KES# 2024-151 The 56.46-acre site Edmonson Ave in Monticello was inspected on September 6th, 2024, for the presence and extent of wetlands by Kjolhaug Environmental Services (KES). No wetlands were identified or delineated on the property. The site was located in Section 23, Township 121 North, Range 25 West, City of Monticello, Wright County, Minnesota. The site was located east of Minnesota State Highway 25 and south of Interstate 94. More specifically, the site is south of School Boulevard along Edmonson Avenue (Figure 1). The property corresponded to the Wright County PID: 155500231200 [56.46 acres]. The site contained cultivated fields, woodlands, and a powerline alley with ATV paths located underneath. The cultivated fields were planted with soybeans for the 2024 growing season. The woodlands consisted of boxelder and common buckthorn trees with an understory of staghom sumac, common buckthorn shrubs, Virginia creeper, riverbank grape, and Canada goldenrod. Vegetation beneath the powerlines consisted of Kentucky bluegrass, smooth brome, and giant ragweed with occasional patches of sandbar willow and red osier dogwood. Topography on the site peaked on the southern border (966 ft MSL) and was lowest in the northwest corner (948 ft MSL). The surrounding land uses consisted of single-family homes and cultivated fields. No standing water was observed throughout the site during the field review. Existing conditions are shown on Figure 2. An offsite aerial review was completed for areas currently and previously being farmed. No areas contained any potential wetland signatures during the review. No areas met wetland hydrology criteria (Attachment D). 2500 Shadywood Road, Suite 130, Minnesota 55331, Phone: 952-401-8757 Attachment A of this memo includes a Joint Application Form for Activities Affecting Water Resources in Minnesota, which is submitted to the City of Monticello to request concurrence with the no -wetland determination under the Minnesota Wetland Conservation Act (WCA). Wetland Delineation Methodology Wetlands were identified using the Routine Determination method described in the Corps of Engineers Wetlands Delineation Manual (Waterways Experiment Station, 1987) and the Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Midwest Region (Version 2.0) as required under Section 404 of the Clean Water Act and the Minnesota Wetland Conservation Act. Wetland boundaries were identified as the upper -most extent of wetland that met criteria for hydric soils, hydrophytic vegetation, and wetland hydrology. Wetland -upland boundaries were marked with pin flags that were located with a sub -meter accuracy GPS unit. Figure 2 does not constitute an official survey product. Soils, vegetation, and hydrology were documented at a representative location along the wetland - upland boundary. Plant species dominance was estimated based on the percent aerial or basal coverage visually estimated within a 30-foot radius for trees and vines, a 15-foot radius for the shrub layer, and a 5-foot radius for the herbaceous layer within the community type sampled. Soils were characterized to a minimum depth of 24 inches (unless otherwise noted) using a Munsell Soil Color Book and standard soil texturing methodology. Hydric soil indicators used are from Field Indicators of Hydric Soils in the United States (USDA Natural Resources Conservation Service (MRCS) in cooperation with the National Technical Committee for Hydric Soils, Version 8.2, 2010). Mapped soils are separated into five classes based on the composition of hydric components and the Hydric Rating by Map Unit color classes utilized on Web Soil Survey. The five classes include Hydric (100 percent hydric components), Predominantly Hydric (66 to 99 percent hydric components), Partially Hydric (33 to 65 percent hydric components), Predominantly Non-Hydric (1 to 32 percent hydric components), and Non-Hydric (less than one percent hydric components). Plants were identified using standard regional plant keys. Taxonomy and indicator status of plant species was taken from the 2020 National Wetland Plant List (U.S. Army Corps of Engineers 2020. National Wetland Plant List, version 3.3, Engineer Research and Development Center, Cold Regions Research and Engineering Laboratory, Hanover, NH). Aerial Review for Offsite Hydrology Determinations Methodology Areas in agricultural cropland that exhibited potential wetland signatures on aerial photography and with low or depressional topography were reviewed generally following methods described in Guidance for Offsite H. d�gy/Wetland Determinations (Minnesota Board of Water and Soil Resources (BWSR) 2016) and Guidance for Submittal of Delineation Reports to the St. Paul District Corps of Engineers and Wetland Conservation Act Local Governmental Units in Minnesota, Version 2.0 (USACE 2015). These methods use aerial photography and antecedent PI precipitation conditions to identify areas that have wetland hydrology signatures during periods of typical precipitation during the growing season (typically mid -April through mid -October). Available years of Farm Service Agency (FSA) aerial photography were reviewed for the site to determine long-term hydrology. In cases where additional aerial photography was relevant, available, and necessary to make hydrology determinations, we reviewed aerial photography from other sources such as the Minnesota Geospatial Information Office (MnGEO) and Goble Earth. Signatures at locations of potential wetlands on aerial photographs were interpreted and classified using six codes (Table 1). Wetland hydrology was assumed to be present within areas exhibiting wetland signatures in more than 50% of years with normal climatic conditions based on antecedent precipitation. Table 1. Aerial Photograph Interpretation Codes Code Classification Code Classification DO Drowned out AP Altered pattern NC Not cropped NV Normal vegetation SW Standing water NSS No soil wetness signature This analysis used only aerial photographs taken following periods of precipitation within the normal range as determined using the Wetland Delineation Precipitation Data Retrieval tool (Minnesota Climatology Office 2015). This tool classifies antecedent precipitation as Normal (N), Wet (W) or Dry (D) by comparing precipitation during the three months preceding the estimated date of aerial photography to the 30-year average from 1991-2020. All other photography utilized acquisition dates provided in the layers metadata. Review of NWI, Soils, DNR, and NHD Information The National Wetlands Inventory(NWI) (Minnesota Geospatial Commons 2009-2014 and U.S. Fish and Wildlife Service) did not show any wetlands within or near site boundaries (Figure 3). The Soil Survey (USDA NRCS 2015) did not show any predominantly hydric or hydric soil types within site boundaries. Forada sandy loam (predominately hydric) was located on the eastern site boundary. Soil types mapped on the property are listed in Table 2, and a map showing soil types is included in Figure 4. Table 2. Soil tunes manned on the Edmonson Avenue site. Symbol Soil Name Acres % of Area Hydric Hydric Category 375 Forada sandy loam, 0-2% 0.0 0.0% 85 Predominantly Hydric slopes 406 Dorset sandy loam, 0-2% 35.1 62.2% 5 Predominantly Non - slopes Hydric 1377B Dorset -Two Inlets 19.7 34.9% 0 Non-Hydric complex, 2-6 /o slopes 1975 Oylen sandy loam, 0-2% 0.3 0.5% 10 Predominantly Non - slopes Hydric Hubbard-Verndale, acid substratum complex, 1.4 o 2.4/0 1 Predominantly Non - Mississippi River Valley, Hydric 0-3% slopes The Minnesota DNR Public Waters Inventory (Minnesota Department of Natural Resources 2015) identified no Public Wetlands, Waters, or Watercourses within 1000 feet of the site boundaries (Figure 5). The National Hydrography Dataset (U.S. Geological Survey 2015) showed one Lake/Pond surface water feature within 1000 feet of the site boundaries (Figure 6). Farmed Signature Interpretation Recent, available Google Earth, MNGEO, and FSA photo years were assessed for wet/normal/dry climatic conditions using the Wetland Delineation Precipitation Data Retrieval tool. This assessment was used to determine if there were any wetland signatures in the annually farmed areas on site. No wetland signatures were found in wet years, and one wet year (2023) was used in Figure 7. Some trees were removed from the site in 2009, and these locations can be seen in aerial photographs from 2010 to 2016. These locations appeared to be potential wetland signatures (Altered Patterns) but were the result of plowing around stumps. No -Wetland Determination The site was examined on September 6th, 2024, for potential wetlands. At the time of the visit, climatic conditions were atypical (wet) according to the gridded database method, and within the normal range based on the 30-day rolling total. The 30-day rolling total showed precipitation levels to be 2-7 inches above the normal precipitation range for approximately 90 days before the site visit with 1.99 inches of precipitation in the two weeks prior (Attachment Q. Vegetation was actively growing at the time of the site visit. Three sample points were taken within depressions in the cultivated field and under the powerlines due to some visible hydrophytic vegetation and the potential for hydrology. None of the sample points contained hydric soil indicators or primary hydric indicators. Data sheets for sample points are provided in Attachment B. H There was a small, wooded area in the southeastern area of the cropland. During the site visit, this wooded area was determined to be on a slight hill and contained rocks, logs, and other field debris. This area was determined to be non -wetland during the site visit due to the lack of wetland hydrology, hydrophytic plants, and wetland soils. No hydric soils were mapped on -site, and no wetlands were identified on the NWI. No other depressional areas or hydrophytic vegetation was observed within the site boundaries. Requested Approvals No wetlands were identified or delineated on the Edmonson Avenue property. Attachment A of this memo includes a Joint Application Form for Activities Affecting Water Resources in Minnesota, which is submitted to the City of Monticello to request concurrence with the no -wetland determination under the Minnesota Wetland Conservation Act (WCA). Please contact Kat Dickerson at katkkiolhauizenv.com if you have any questions regarding this report. Thank you. 5. CERTIFICATION OF DELINEATION The procedures utilized in the described delineation are based on the U.S. Army Corps of Engineers 1987 Wetlands Delineation Manual as required under Section 404 of the Clean Water Act and the Minnesota Wetland Conservation Act. This wetland delineation and report were prepared in compliance with the regulatory standards in place at the time the work was performed. Site boundaries indicated on figures within this report are approximate and do not constitute an official survey product. Delineation completed by: Kat Dickerson, Wetland/Ecologist Minnesota Certified Wetland Professional In -Training No. 5439 Gregor Willms, Wetland Technician Report prepared by: Kat Dickerson, Wetland/Ecologist Minnesota Certified Wetland Professional In -Training No. 5439 Gregor Willms, Wetland Technician Report reviewed by: Date: October 1st , 2024 Mark Kjolhaug, Professional Wetland Scientist No. 000845 G'7 6430 20TH ST NE No Wetland Determination Figures: Figure 1 — Site Location Map Figure 2 — Existing Conditions Map Figure 3 — NWI Map Figure 4 — Soil Survey Map Figure 5 — DNR Public Waters Map Figure 6 — National Hydrography Dataset Map Figure 7 — Offsite Hydrology Assessment fIl Monticf-& d dy hip •. MN 25 71h Str"t the/Spe P �CR 75 %Ssipid% 0 193- N Ride/° ........ Chelsea Rd W.'- '� CR 39 1 Rive 194 ° Rocilk a 134, sf n 19a Monnceft o High Schoa1 ° School Blvd KlellbergsMobile 1 i Horne ParkLLI r > IP da 0 o � ca �c r; r, . , J. IL c z - 85th St NE LL > _ - ° Q , o ° r° c o 4 O -—75dt$;reet Mort Legend = Site Boundary Figure 1 - Site Location Map a a' o� e oJC - OpenStreetMap (and) contributors, CC -BY -SA N 0 4,000 JP Brooks - Edmonson Ave (KES 2024-151) I I Feet Monticello, Minnesota Note: Boundaries indicated I IL �(° T u A 7 T/1 on this figure are approximate 1 LJoL11tiVt1 F.NVIRQR h4F.NTAI. SERVI(.:F.R COD4PAhY and do not constitute an official survey product. �v Source: Open Street Map w�41% SPB n IV I Legend � • • Sample Point Wright County Lidar~ Site Boundary 0 * ' ' � 1 Figure 2 - Existing Conditions (TCM 2023) N 0 500 JP Brooks - Edmonson Ave (KES 2024-151) Feet Monticello, Minnesota Note: Boundaries indicated on this figure are approximate YJo�.HAUG F.NVIRON h4F.NTAI. SFR%71CFS COMPANY and do not constitute an official survey product. �✓ Source: MNGEO Spatial Commons wt is ip fPEM1A `t �' :• •'-~ ^ ice' �� PEM1C PABG Ooft,o *Pk 40 v , ,• �,-,r.. tP Vf -00 PEM1A�. low . Al 4P. 000 • PUBGx } '`• f F Legend a '+. la.;�.• �i ' Site Boundary .� .. s, • ' • '`y� P, ',l„s PABG �••:�'r' PEM1C • '� /'100A . PUBG PUBGx Figure 3 - National Wetlands Inventory N 0 750 Feet KJOLHAUG F.NVIRON MF.NTAI. SFR%71CFS COMPANY �✓ Source: MNGEO Spatial Commons, USFWS JP Brooks - Edmonson Ave (KES 2024-151) Monticello, Minnesota Note: Boundaries indicated on this figure are approximate and do not constitute an official survey product. 1379BiP *►•' 1015 1 1975 r V 1377B `l sP ' •i r1 375 1. s ti 1377B 406 • J .ti 40 1 A 1� Legend ' Q Site Boundary Hydric/Predominantly Hydric 0 Partially Hydric 0 Predominantly Non-Hydric/Non-Hydric Figure 4 - Soil Survey 406 D67B ► Z Now 0 4P.... •J 1 / Y ' ' �R Map Unit Map Unit Name Hydric Symbol Rating Forada sandy loam, 0-2% Predominantly 375 slopes Hydric 406 Dorset sandy loam, 0-2% Predominantly slopes Non-Hydric 1377B Dorset -Two Inlets complex Non-Hydric o 2-6/o slopes 1975 Oylen sandy loam, 0-2% Predominantly slopes Non-Hydric Hubbard-Verndale, acid D61A substratum, complex, Predominantly Mississippi River Valley, 0- Non-Hydric 3% slopes N 0 500 JP Brooks - Edmonson Ave (KES 2024-151) Feet Monticello, Minnesota Note: Boundaries indicated on this figure are approximate YJo�.HAUG F.NVIRON MF.NTAI. SF.RVICF..S COMPANY and do not constitute an official survey product. �`►�✓ Source: MNGEO Spatial Commons, USDA, NRCS (86-393 W) , �- �s`idti.;' �� • .� � � ram..; � r `s� y Legend CSite Boundary Public Waters 1 . I i p ..Fyit I its iq� 1 .1 I Figure 5 - DNR Public Waters Inventory N 0 2,000 JP Brooks - Edmonson Ave (KES 2024-151) I I Feet Monticello, Minnesota Note: Boundaries indicated on this figure are approximate YJoLHAUG F.NVIRON N4F.NTAI. SFR%71CFS COMPANY and do not constitute an official survey product. �`►�✓ Source: MNGEO Spatial Commons, MN DNR Legend CSite Boundary o HYDRO Junction Stream/River ® Lake/Pond I Figure 6 - National Hydrography Dataset N 0 2,000 JP Brooks - Edmonson Ave (KES 2024-151) 1 1 Feet Monticello, Minnesota Note: Boundaries indicated on this figure are approximate YJo�.HAUG F.NVIRON N4F.NTAI. SFR%71CFS COMPANY and do not constitute an official survey product. �`►�✓ Source: MNGEO Spatial Commons, MN DNR Figure 7 - Offsite Hydrology Assessment Areas (5/2/2023, Google Earth, Wet) A 0 500 JP Brooks - Edmonson Ave (KES 2024-151) Feet KJOLHAUG F.NVIRON MF.NTAI. SFR%71CFS COMPANY Source: MNGEO Spatial Commons Monticello, Minnesota Note: Boundaries indicated on this figure are approximate and do not constitute an official survey product. 6430 20TH ST NE No Wetland Determination Attachment A Joint Application Form for Activities Affecting Water Resources in Minnesota Project Name and/or Number: JP Brooks, Edmonson Ave NE, Monticello (KES 2024- PART ONE: Applicant Information If applicant is an entity (company, government entity, partnership, etc.), an authorized contact person must be identified. If the applicant is using an agent (consultant, lawyer, or other third party) and has authorized them to act on their behalf, the agent's contact information must also be provided. Applicant/Landowner Name: JP Brooks/JPB Land; c/o Art Plante Mailing Address: 13700 Reimer Drive N, Suite 100, Maple Grove, MN 55311 Phone: 763-285-4795 / 612-804-5742 E-mail Address: art@jpbrooks.com Authorized Contact (do not complete if same as above): Mailing Address: Phone: E-mail Address: Agent Name: Kjolhaug Environmental Services; c/o Kat Dickerson Mailing Address: 2500 Shadywood Road Excelsior, MN 55331 Phone: 701-261-0541 E-mail Address: kat@kjolhaugenv.com PART TWO: Site Location Information County: Wright City/Township: Monticello Parcel ID and/or Address: 155500231200 Legal Description (Section, Township, Range): 23, 121N, 25W Lat/Long (decimal degrees): 45.277851,-93.794026 Attach a map showing the location of the site in relation to local streets, roads, highways. Approximate size of site (acres) or if a linear project, length (feet): —56.5 acres If you know that your proposal will require an individual Permit from the U.S. Army Corps of Engineers, you must provide the names and addresses of all property owners adjacent to the project site. This information may be provided by attaching a list to your application or by using block 25 of the Application for Department of the Army permit which can be obtained at: http://www.mvp.usace.army.mil/Portals/57/docs/regulatory/RegulatoryDocs/engform 4345 2012oct.pdf PART THREE: General Project/Site Information If this application is related to a delineation approval, exemption determination, jurisdictional determination, or other correspondence submitted prior to this application then describe that here and provide the Corps of Engineers project number. Describe the project that is being proposed, the project purpose and need, and schedule for implementation and completion. The project description must fully describe the nature and scope of the proposed activity including a description of all project elements that effect aquatic resources (wetland, lake, tributary, etc.) and must also include plans and cross section or profile drawings showing the location, character, and dimensions of all proposed activities and aquatic resource impacts. Wetland Delineation concurrence/approval Minnesota Interagency Water Resource Application Form — Revised May 2021 Page 3 of 12 Project Name and/or Number: JP Brooks, Edmonson Ave NE, Monticello (KES 2024- PART FOUR: Aquatic Resource Impact' Summary If your proposed project involves a direct or indirect impact to an aquatic resource (wetland, lake, tributary, etc.) identify each impact in the table below. Include all anticipated impacts, including those expected to be temporary. Attach an overhead view map, aerial photo, and/or drawing showing all of the aquatic resources in the project area and the location(s) of the proposed impacts. Label each aquatic resource on the map with a reference number or letter and identify the impacts in the following table. Aquatic Resource ID (as noted on overhead view) Aquatic Resource Type (wetland, lake, tributary etc.) Type of Impact (fill, excavate, drain, or remove vegetation) Duration of Impact Permanent (P) or Temporary (T)l Size of Impact' Overall Size of Aquatic Resources Existing Plant Community Type(s) in Impact Area' County, Major Watershed #, and Bank Service Area # of Impact Areas 'If impacts are temporary; enter the duration of the impacts in days next to the "T". For example, a project with a temporary access fill that would be removed after 220 days would be entered "T (220)". 21mpacts less than 0.01 acre should be reported in square feet. Impacts 0.01 acre or greater should be reported as acres and rounded to the nearest 0.01 acre. Tributary impacts must be reported in linear feet of impact and an area of impact by indicating first the linear feet of impact along the flowline of the stream followed by the area impact in parentheses). For example, a project that impacts 50 feet of a stream that is 6 feet wide would be reported as SO ft (300 square feet). 3This is generally only applicable if you are applying for a de minimis exemption under MN Rules 8420.0420 Subp. 8, otherwise enter "N/A". 'Use Wetland Plants and Plant Community Types of Minnesota and Wisconsin 3'd Ed. as modified in MN Rules 8420.0405 Subp. 2. -'Refer to Major Watershed and Bank Service Area maps in MN Rules 8420.0522 Subp. 7. If any of the above identified impacts have already occurred, identify which impacts they are and the circumstances associated with each: PART FIVE: Applicant Signature ❑ Check here if you are requesting a pre -application consultation with the Corps and LGU based on the information you have provided. Regulatory entities will not initiate a formal application review if this box is checked. By signature below, I attest that the information in this application is complete and accurate. I further attest that I possess the authority to undertake the work described herein. Signature: Date: 9/9/2024 I hereby authorize to act on my behalf as my agent in the processing of this application and to furnish, upon request, supplemental information in support of this application. ' The term "impact" as used in this joint application form is a generic term used for disclosure purposes to identify activities that may require approval from one or more regulatory agencies. For purposes of this form it is not meant to indicate whether or not those activities may require mitigation/replacement. Minnesota Interagency Water Resource Application Form — Revised May 2021 Page 4 of 12 Project Name and/or Number: JP Brooks, Edmonson Ave NE, Monticello (KES 2024- Attachment A Request for Delineation Review, Wetland Type Determination, or Jurisdictional Determination By submission of the enclosed wetland delineation report, I am requesting that the U.S. Army Corps of Engineers, St. Paul District (Corps) and/or the Wetland Conservation Act Local Government Unit (LGU) provide me with the following (check all that apply): ® Wetland Type Confirmation ® Delineation Concurrence. Concurrence with a delineation is a written notification from the Corps and a decision from the LGU concurring, not concurring, or commenting on the boundaries of the aquatic resources delineated on the property. Delineation concurrences are generally valid for five years unless site conditions change. Under this request alone, the Corps will not address the jurisdictional status of the aquatic resources on the property, only the boundaries of the resources within the review area (including wetlands, tributaries, lakes, etc.). ❑ Preliminary Jurisdictional Determination. A preliminary jurisdictional determination (PJD) is a non -binding written indication from the Corps that waters, including wetlands, identified on a parcel may be waters of the United States. For purposes of computation of impacts and compensatory mitigation requirements, a permit decision made on the basis of a PJD will treat all waters and wetlands in the review area as if they are jurisdictional waters of the U.S. PJDs are advisory in nature and may not be appealed. ❑ Approved Jurisdictional Determination. An approved jurisdictional determination (AJD) is an official Corps determination that jurisdictional waters of the United States are either present or absent on the property. AJDs can generally be relied upon by the affected party for five years. An AJD may be appealed through the Corps administrative appeal process. In order for the Corps and LGU to process your request, the wetland delineation must be prepared in accordance with the 1987 Corps of Engineers Wetland Delineation Manual, any approved Regional Supplements to the 1987 Manual, and the Guidelines for Submitting Wetland Delineations in Minnesota (2013). http://www.mvp.usace.army.mil/Missions/Regulatory/DelineationJDGuidance.aspx Minnesota Interagency Water Resource Application Form — Revised May 2021 Page 5 of 12 6430 20TH ST NE No Wetland Determination Attachment B Data Sheets WETLAND DETERMINATION DATA FORM - Midwest Region Project/Site Edmonson Avenue City/County: Monticello/Wright Sampling Date: 9/6/24 Applicant/Owner: JPB Land LLC State: MN Sampling Point: SPA Investigator(s): K. Dickerson, G.Willms Section, Township, Range: S:23 T:121N R:25W Landform (hillslope, terrace, etc.): Depression Local relief (concave, convex, none): Concave Slope (%): 0-2% Lat: Long: Datum: Soil Map Unit Name Dorset sandy loam, 0-2% slopes JWI Classification: Are climatic/hydrologic conditions of the site typical for this time of the year? N (If no, explain in remarks) Are vegetation soil or hydrology significantly disturbed? Are "normal circumstances" Are vegetation soil or hydrology naturally problematic? present? Yes SUMMARY OF FINDINGS (If needed, explain any answers in remarks.) None Hydrophytic vegetation present? Y Hydric soil present? N Is the sampled area within a wetland? N Indicators of wetland hydrology present? N yes, optional wetland site ID: Remarks: (Explain alternative procedures here or in a separate report.) Precipitation is atypical (wet) per gridded database and normal per 30-day rolling total. The area had been 2-7 inches above the normal precip range in the 90 days prior to site visit. 1.99 inches of rain fell in the 2 weeks prior to the site visit. VEGETATION -- Use scientific names of plants. Absolute Dominan Indicator Dominance Test Worksheet Tree Stratum (Plot size: 30 ) % Cover t Species Status Number of Dominant Species 1 that are OBL, FACW, or FAC: 1 (A) 2 Total Number of Dominant 3 Species Across all Strata: 2 (B) 4 Percent of Dominant Species 5 that are OBL, FACW, or FAC: 50.00% (A/B) 0 = Total Cover Sapling/Shrub stratun (Plot size: 15 ) Prevalence Index Worksheet 1 Salix interior 60 Y FACW Total % Cover of: 2 Cornus sericea 10 N FACW OBL species 0 x 1= 0 3 FACW species 70 x 2 = 140 4 FAC species 0 x 3= 0 5 FACU species 70 x 4 = 280 70 = Total Cover UPL species 0 x 5 = 0 Herb stratum (Plot size: 5 ) Column totals 140 (A) 420 (B) 1 Bromus inermis 50 Y FACU Prevalence Index = B/A = 3.00 2 Solidago canadensis 10 N FACU 3 Trifolium pratense 5 N FACU Hydrophytic Vegetation Indicators: 4 Ambrosia artemisiifolia 5 N FACU Rapid test for hydrophytic vegetation 5 Dominance test is >50% 6 X Prevalence index is 53.0* 7 Morphological adaptations* (provide 8 supporting data in Remarks or on a 9 separate sheet) 10 Problematic hydrophytic vegetation* 70 = Total Cover (explain) Woody vine stratum (Plot size: 30 ) *Indicators of hydric soil and wetland hydrology must be 1 present, unless disturbed or problematic 2 Hydrophytic 0 = Total Cover vegetation present? Y Remarks: (Include photo numbers here or on a separate sheet) PI greater than 3. US Amy Corps of Engineers Midwest Region SOIL Sampling Point: SPA Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth (Inches) Matrix Color (moist) % Redox Features Color (moist) % Type* Loc** Texture Remarks 0-10 10YR 3/3 100 clay loam 10-24 10YR 5/3 95 10YR 4/6 5 C M sandy loam 24-28 Fill material *Type: C = Concentration, D = Depletion, RM = Reduced Matrix, MS = Masked Sand Grains. **Location: PL = Pore Lining, M = Matrix Hydric Soil Indicators: Histosol (Al) Histic Epipedon (A2) Black Histic (A3) Hydrogen Sulfide (A4) Stratified Layers (A5) 2 cm Muck (A10) Depleted Below Dark Surface (A11) Thick Dark Surface (Al2) Sandy Mucky Mineral (S1) 5 cm Mucky Peat or Peat (S3) Sandy Gleyed Matrix (S4) Sandy Redox (S5) Stripped Matrix (S6) Loamy Mucky Mineral (F1) Loamy Gleyed Matrix (F2) Depleted Matrix (F3) Redox Dark Surface (F6) Depleted Dark Surface (F7) Redox Depressions (F8) Indicators for Problematic Hydric Soils: Coast Prairie Redox (A16) (LRR K, L, R) Dark Surface (S7) (LRR K, L) Iron -Manganese Masses (F12) (LRR K, L, R) Very Shallow Dark Surface (TF12) Other (explain in remarks) *Indicators of hydrophytic vegetation and weltand hydrology must be present, unless disturbed or problematic Restrictive Layer (if observed): Type: Depth (inches): Hydric soil present? N Remarks: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one is required: check all that apply) Secondary Indicators (minimum of two required) Surface Water (Al) Aquatic Fauna (1313) Surface Soil Cracks (136) High Water Table (A2) True Aquatic Plants (1314) Drainage Patterns (1310) Saturation (A3) Hydrogen Sulfide Odor (Cl) Dry -Season Water Table (C2) Water Marks (131) Oxidized Rhizospheres on Living Roots Crayfish Burrows (C8) Sediment Deposits (132) (C3) Saturation Visible on Aerial Imagery (C9) Drift Deposits (133) Presence of Reduced Iron (C4) Stunted or Stressed Plants (D1) Algal Mat or Crust (134) Recent Iron Reduction in Tilled Soils Geomorphic Position (D2) Iron Deposits (135) (C6) FAC-Neutral Test (D5) Inundation Visible on Aerial Imagery (67) Thin Muck Surface (C7) Sparsely Vegetated Concave Surface (68) Gauge or Well Data (D9) Water -Stained Leaves (139) Other (Explain in Remarks) Field Observations: Surface water present? Yes No X Depth (inches): Water table present? Yes No X Depth (inches): Indicators of wetland Saturation present? Yes No X Depth (inches): hydrology present? N (includes capillary fringe) Describe recorded data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: No free water or saturation observed within inches of the soil surface. US Army Corps of Engineers Midwest Region WETLAND DETERMINATION DATA FORM - Midwest Region Project/Site Edmonson Avenue City/County: Monticello/Wright Sampling Date: 9/6/24 Applicant/Owner: JPB Land LLC State: MN Sampling Point: SPB Investigator(s): K. Dickerson, G. Willms Section, Township, Range: S:23 T:121 N R:25W Landform (hillslope, terrace, etc.): Depression Local relief (concave, convex, none): Concave Slope (%): 0-2% Lat: Long: Datum: Soil Map Unit Name Dorset -Two Inlets complex, 2-6% slopes JWI Classification: Are climatic/hydrologic conditions of the site typical for this time of the year? N (If no, explain in remarks) Are vegetation soil or hydrology significantly disturbed? Are "normal circumstances" Are vegetation soil or hydrology naturally problematic? present? Yes SUMMARY OF FINDINGS (If needed, explain any answers in remarks.) None Hydrophytic vegetation present? Y Hydric soil present? N Is the sampled area within a wetland? N Indicators of wetland hydrology present? Y yes, optional wetland site ID: Remarks: (Explain alternative procedures here or in a separate report.) Precipitation is atypical (wet) per gridded database and normal per 30-day rolling total. The area had been 2-7 inches above the normal precip range in the 90 days prior to site visit. 1.99 inches of rain fell in the 2 weeks prior to the site visit. VEGETATION -- Use scientific names of plants. Absolute Dominan Indicator Dominance Test Worksheet Tree Stratum (Plot size: 30 ) % Cover t Species Status Number of Dominant Species 1 that are OBL, FACW, or FAC: 1 (A) 2 Total Number of Dominant 3 Species Across all Strata: 1 (B) 4 Percent of Dominant Species 5 that are OBL, FACW, or FAC: 100.00% (A/B) 0 = Total Cover Sapling/Shrub stratun (Plot size: 15 ) Prevalence Index Worksheet 1 Total % Cover of: 2 OBL species 0 x 1= 0 3 FACW species 0 x 2= 0 4 FAC species 60 x 3 = 180 5 FACU species 0 x 4= 0 0 = Total Cover UPL species 0 x 5= 0 Herb stratum (Plot size: 5 ) Column totals 60 (A) 180 (B) 1 Ambrosia trifida 60 Y FAC Prevalence Index = B/A = 3.00 2 3 Hydrophytic Vegetation Indicators: 4 Rapid test for hydrophytic vegetation 5 X Dominance test is >50% 6 X Prevalence index is 53.0* 7 Morphological adaptations* (provide 8 supporting data in Remarks or on a 9 separate sheet) 10 Problematic hydrophytic vegetation* 60 = Total Cover (explain) Woody vine stratum (Plot size: 30 ) *Indicators of hydric soil and wetland hydrology must be 1 present, unless disturbed or problematic 2 Hydrophytic 0 = Total Cover vegetation present? Y Remarks: (Include photo numbers here or on a separate sheet) US Amy Corps of Engineers Midwest Region SOIL Sampling Point: SPB Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth (Inches) Matrix Color (moist) % Redox Features Color (moist) % Type* Loc** Texture Remarks 0-10 10YR 3/2 100 sandy clay loam fill material 10-20 10YR 5/2 100 sandy clay loam fill material 20-25 10YR 5/2 90 10YR 4/6 10 C M sandy clay loam fill material *Type: C = Concentration, D = Depletion, RM = Reduced Matrix, MS = Masked Sand Grains. **Location: PL = Pore Lining, M = Matrix Hydric Soil Indicators: Histosol (Al) Histic Epipedon (A2) Black Histic (A3) Hydrogen Sulfide (A4) Stratified Layers (A5) 2 cm Muck (A10) Depleted Below Dark Surface (A11) Thick Dark Surface (Al2) Sandy Mucky Mineral (S1) 5 cm Mucky Peat or Peat (S3) Sandy Gleyed Matrix (S4) Sandy Redox (S5) Stripped Matrix (S6) Loamy Mucky Mineral (F1) Loamy Gleyed Matrix (F2) Depleted Matrix (F3) Redox Dark Surface (F6) Depleted Dark Surface (F7) Redox Depressions (F8) Indicators for Problematic Hydric Soils: Coast Prairie Redox (A16) (LRR K, L, R) Dark Surface (S7) (LRR K, L) Iron -Manganese Masses (F12) (LRR K, L, R) Very Shallow Dark Surface (TF12) Other (explain in remarks) *Indicators of hydrophytic vegetation and weltand hydrology must be present, unless disturbed or problematic Restrictive Layer (if observed): Type: Depth (inches): Hydric soil present? N Remarks: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one is required: check all that apply) Secondary Indicators (minimum of two required) Surface Water (Al) Aquatic Fauna (1313) X Surface Soil Cracks (136) High Water Table (A2) True Aquatic Plants (1314) Drainage Patterns (1310) Saturation (A3) Hydrogen Sulfide Odor (Cl) Dry -Season Water Table (C2) Water Marks (131) Oxidized Rhizospheres on Living Roots Crayfish Burrows (C8) Sediment Deposits (132) (C3) Saturation Visible on Aerial Imagery (C9) Drift Deposits (133) Presence of Reduced Iron (C4) Stunted or Stressed Plants (D1) Algal Mat or Crust (134) Recent Iron Reduction in Tilled Soils X Geomorphic Position (D2) Iron Deposits (135) (C6) FAC-Neutral Test (D5) Inundation Visible on Aerial Imagery (67) Thin Muck Surface (C7) Sparsely Vegetated Concave Surface (68) Gauge or Well Data (D9) Water -Stained Leaves (139) Other (Explain in Remarks) Field Observations: Surface water present? Yes No X Depth (inches): Water table present? Yes No X Depth (inches): Indicators of wetland Saturation present? Yes No X Depth (inches): hydrology present? Y (includes capillary fringe) Describe recorded data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: No free water or saturation observed within 25 inches of the soil surface. US Army Corps of Engineers Midwest Region WETLAND DETERMINATION DATA FORM - Midwest Region Project/Site Edmonson Avenue City/County: Monticello/Wright Sampling Date: 9/6/24 Applicant/Owner: JPB Land LLC State: MN Sampling Point: SPC Investigator(s): K. Dickerson Section, Township, Range: S:23 T:121 N R:25W Landform (hillslope, terrace, etc.): Depression Local relief (concave, convex, none): linear Slope (%): 0-1% Lat: Long: Datum: Soil Map Unit Name Dorset -Two Inlets complex, 2-6% slopes JWI Classification: Are climatic/hydrologic conditions of the site typical for this time of the year? N (If no, explain in remarks) Are vegetation X soil or hydrology significantly disturbed? Are "normal circumstances" Are vegetation soil or hydrology naturally problematic? present? No SUMMARY OF FINDINGS (If needed, explain any answers in remarks.) None Hydrophytic vegetation present? N Hydric soil present? N Is the sampled area within a wetland? N Indicators of wetland hydrology present? N yes, optional wetland site ID: Remarks: (Explain alternative procedures here or in a separate report.) Cultivated crops = not normal circumstances. Precipitation is atypical (wet) per gridded database and normal per 30-day rolling total. The area had been 2-7 inches above the normal precip range in the 90 days prior to site visit. 1.99 inches of rain fell in the 2 weeks prior to the site visit. VEGETATION -- Use scientific names of plants. Absolute Dominan Indicator Dominance Test Worksheet Tree Stratum (Plot size: 30 ) % Cover t Species Status Number of Dominant Species 1 that are OBL, FACW, or FAC: 0 (A) 2 Total Number of Dominant 3 Species Across all Strata: 0 (B) 4 Percent of Dominant Species 5 that are OBL, FACW, or FAC: 0.00% (A/B) 0 = Total Cover Sapling/Shrub stratun (Plot size: 15 ) Prevalence Index Worksheet 1 Total % Cover of: 2 OBL species 0 x 1= 0 3 FACW species 0 x 2= 0 4 FAC species 0 x 3= 0 5 FACU species 0 x 4= 0 0 = Total Cover UPL species 0 x 5= 0 Herb stratum (Plot size: 5 ) Column totals 0 (A) 0 (B) 1 Prevalence Index = B/A = 2 3 Hydrophytic Vegetation Indicators: 4 Rapid test for hydrophytic vegetation 5 Dominance test is >50% 6 Prevalence index is 53.0* 7 Morphological adaptations* (provide 8 supporting data in Remarks or on a 9 separate sheet) 10 Problematic hydrophytic vegetation* 0 = Total Cover (explain) Woody vine stratum (Plot size: 30 ) *Indicators of hydric soil and wetland hydrology must be 1 present, unless disturbed or problematic 2 Hydrophytic 0 = Total Cover vegetation present? N Remarks: (Include photo numbers here or on a separate sheet) Stressed/absent soybeans. US Amy Corps of Engineers Midwest Region SOIL Sampling Point: SPC Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth (Inches) Matrix Color (moist) % Redox Features Color (moist) % Type* Loc** Texture Remarks 0-20 10YR 2/1 100 sandy loam 20-32 10YR 3/4 100 sandy loam *Type: C = Concentration, D = Depletion, RM = Reduced Matrix, MS = Masked Sand Grains. **Location: PL = Pore Lining, M = Matrix Hydric Soil Indicators: Histosol (Al) Histic Epipedon (A2) Black Histic (A3) Hydrogen Sulfide (A4) Stratified Layers (A5) 2 cm Muck (A10) Depleted Below Dark Surface (A11) Thick Dark Surface (Al2) Sandy Mucky Mineral (S1) 5 cm Mucky Peat or Peat (S3) Sandy Gleyed Matrix (S4) Sandy Redox (S5) Stripped Matrix (S6) Loamy Mucky Mineral (F1) Loamy Gleyed Matrix (F2) Depleted Matrix (F3) Redox Dark Surface (F6) Depleted Dark Surface (F7) Redox Depressions (F8) Indicators for Problematic Hydric Soils: Coast Prairie Redox (A16) (LRR K, L, R) Dark Surface (S7) (LRR K, L) Iron -Manganese Masses (F12) (LRR K, L, R) Very Shallow Dark Surface (TF12) Other (explain in remarks) *Indicators of hydrophytic vegetation and weltand hydrology must be present, unless disturbed or problematic Restrictive Layer (if observed): Type: Depth (inches): Hydric soil present? N Remarks: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one is required: check all that apply) Secondary Indicators (minimum of two required) Surface Water (Al) Aquatic Fauna (1313) Surface Soil Cracks (136) High Water Table (A2) True Aquatic Plants (1314) Drainage Patterns (1310) Saturation (A3) Hydrogen Sulfide Odor (Cl) Dry -Season Water Table (C2) Water Marks (131) Oxidized Rhizospheres on Living Roots Crayfish Burrows (C8) Sediment Deposits (132) (C3) Saturation Visible on Aerial Imagery (C9) Drift Deposits (133) Presence of Reduced Iron (C4) X Stunted or Stressed Plants (D1) Algal Mat or Crust (134) Recent Iron Reduction in Tilled Soils Geomorphic Position (D2) Iron Deposits (135) (C6) FAC-Neutral Test (D5) Inundation Visible on Aerial Imagery (67) Thin Muck Surface (C7) Sparsely Vegetated Concave Surface (68) Gauge or Well Data (D9) Water -Stained Leaves (139) Other (Explain in Remarks) Field Observations: Surface water present? Yes No X Depth (inches): Water table present? Yes No X Depth (inches): Indicators of wetland Saturation present? Yes No X Depth (inches): hydrology present? N (includes capillary fringe) Describe recorded data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: No free water or saturation observed within 32 inches of the soil surface. US Army Corps of Engineers Midwest Region 6430 20TH ST NE No Wetland Determination Attachment C Precipitation Data 10 9/10/24, 3:19 PM Precipitation Documentation Worksheet Using Gridded Database Minnesota State Climatology Office State Climatology Office - DNR Division of Ecological and Water Resources home I current conditions I journal I past data I summaries I agriculture I other sites I about us Q Precipitation Worksheet Using Gridded Database Precipitation data for target wetland location: county: Wright township number: 121 N township name: Monticello (west) range number: 25W nearest community: Monticello section number: 20 Aerial photograph or site visit date: Friday, September 6, 2024 Score using 1991-2020 normal period values are in inches A'R' following a monthly total indicates a provisional value derived from radar -based estimates. first prior month: August 2024 second prior month: July 2024 third prior month: June 2024 estimated precipitation total for this location: 3.80 6.92R there is a 30% chance this location will have less than: 3.16 2.81 3.36 there is a 30% chance this location will have more than: 4.85 4.62 4.37 type of month: dry normal wet normal wet monthly score 2* 2= 4 1* 3= 3 multi -month score: 6 to 9 (dry) 10 to 14 (normal) 15 to 18 (wet) Other Resources: ■ retrieve daily precipitation data ■ view radar -based precipitation estimates ■ view weekly precipitation maps ■ Evaluating Antecedent Precipitation Conditions (BWSR) https:Hcl imateapps.d nr.state. mn. us/gridded_data/precip/wetland/worksheet.asp?passXutm83=432646&passYutm83=5013743&passcounty=Wright&p... 1 /1 14 13 U) s 12 v 11 C 10 M �CL 9 as 8 L Q cv 7 O % 6 t 4-1 C 5 E M 4 c M �+ 3 2 1 M 6/15 6/29 7/13 7/27 8/10 8/24 9/7 — daily precip 30d rolling total 0 monthly precip Monticello, Minnesota: Precipitation Summary Source: Minnesota Climatology Working Group Site Visit: September 6th, 2024 Monthly Totals: 2024 Target: T 121N R 25w S 20, gat: 45.27396 Lon:-93.85868 mon year CC tttN rrw ss nnnn 00000000 pre Jan 2024 86 120N 26W 8 SWCD .16 Feb 2024 86 120N 26w 8 SWCD .85 Mar 2024 86 120N 26w 8 SWCD 1.94 Apr 2024 86 120N 25w 29 SWCD 5.18 May 2024 86 120N 25w 29 SWCD 5.12 Jun 2024 86 120N 25w 29 SWCD 7.66 Jul 2024 86 120N 26w 8 SWCD 7.23 Aug 2024 86 120N 25w 29 SWCD 7.79 June/July/August/September Daily Records Date Precip. Date Precip. Date Precip. Date Precip. Jun 1, 2024 0 Jul 1, 2024 0 Aug 1, 2024 .97 Sep 1, 2024 0 Jun 2, 2024 0 Jul 2, 2024 0 Aug 2, 2024 0 Sep 2, 2024 0 Jun 3, 2024 2.64 Jul 3, 2024 0 Aug 3, 2024 0 Sep 3, 2024 0 Jun 4, 2024 0 Jul 4, 2024 0 Aug 4, 2024 0 Sep 4, 2024 0 Jun 5, 2024 .70 Jul 5, 2024 .64 Aug 5, 2024 1.62 Sep 5, 2024 .04 Jun 6, 2024 .02 Jul 6, 2024 0 Aug 6, 2024 1.91 Sep 6, 2024 0 Jun 7, 2024 0 Jul 7, 2024 0 Aug 7, 2024 .02 Sep 7, 2024 .07 Jun 8, 2024 0 Jul 8, 2024 0 Aug 8, 2024 .02 Sep 8, 2024 0 Jun 9, 2024 0 Jul 9, 2024 .20 Aug 9, 2024 0 Sep 9, 2024 0 Jun 10, 2024 .06 Jul 10, 2024 .05 Aug 10, 2024 0 Jun 11, 2024 .12 Jul 11, 2024 .44 Aug 11, 2024 0 Site Visit: Jun 12, 2024 .06 Jul 12, 2024 0 Aug2, 2024 0 September 6th, 2024 Jun 13, 2024 .07 Jul 13, 2024 0 Aug 13, 2024 0 Jun 14, 2024 0 Jul 14, 2024 1.27 Aug 14, 2024 0 Jun 15, 2024 0 Jul 15, 2024 .07 Aug 15, 2024 .94 Jun 16, 2024 0 Jul 16, 2024 0 Aug 16, 2024 0 Jun 17, 2024 2.50 Jul 17, 2024 0 Aug 17, 2024 0 Jun 18, 2024 .22 Jul 18, 2024 0 Aug 18, 2024 0 Jun 19, 2024 0 Jul 19, 2024 0 Aug 19, 2024 .10 Jun 20, 2024 .26 Jul 20, 2024 0 Aug 20, 2024 0 Jun 21, 2024 .17 Jul 21, 2024 0 Aug 21, 2024 0 Jun 22, 2024 0 Jul 22, 2024 0 Aug 22, 2024 0 Jun 23, 2024 0 Jul 23, 2024 .13 Aug 23, 2024 .26 Jun 24, 2024 .38 Jul 24, 2024 0 Aug 24, 2024 0 Jun 25, 2024 0 Jul 25, 2024 0 Aug 25, 2024 0 Jun 26, 2024 0 Jul 26, 2024 0 Aug 26, 2024 0 Jun 27, 2024 0 Jul 27, 2024 0 Aug 27, 2024 1.62 Jun 28, 2024 .46 Jul 28, 2024 0 Aug 28, 2024 .01 Jun 29, 2024 0 Jul 29, 2024 3.16 Aug 29, 2024 0 Jun 30, 2024 0 Jul 30, 2024 0 Aug 30, 2024 .32 Jul 31, 2024 1.27 Aug 31, 2024 0 1991-2020 Summary Statistics Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec WARM ANN WA 30% 0.44 0.54 1.23 1.80 2.68 3.36 2.81 3.16 1.98 1.38 0.82 0.66 16.23 28.53 28.51 70% 0.95 1.34 1.98 3.49 5.18 4.37 4.62 4.85 4.98 3.90 1.78 1.68 23.86 34.21 34.29 mean 0.81 0.97 1.66 2.89 4.19 4.35 4.13 4.21 3.37 2.78 1.50 1.20 20.25 32.06 32.04 MBOARD OF WATER AND SOIL RESOURCES Minnesota Wetland Conservation Act Notice of Decision Local Government Unit: City of Monticello County: Wright Applicant Name: JP Brooks (Art Plante) Applicant Representative: Kjolhaug Env (Kat Dickerson) Project Name: Edmonson Ave LGU Project No. (if any): 024318-000 Date Complete Application Received by LGU: 10/21/2024 Date of LGU Decision: 11/18/2024 Date this Notice was Sent: 11/18/2024 WCA Decision Type - check all that apply ® Wetland Boundary/Type ❑ Sequencing ❑ Replacement Plan ❑ Bank Plan (not credit purchase) ❑ No -Loss (8420.0415) ❑ Exemption (8420.0420) Part:❑A❑B ❑C❑D❑E ❑F ❑G ❑H Subpart: ❑2❑3❑4❑5 ❑607 ❑8❑9 Replacement Plan Impacts (replacement plan decisions only) Total WCA Wetland Impact Area: NA Wetland Replacement Type: ❑ Project Specific Credits: ❑ Bank Credits: Bank Account Number(s): Technical Evaluation Panel Findings and Recommendations (attach if any) ❑X Approve ❑ Approve w/Conditions ❑ Deny ❑ No TEP Recommendation Comments from the TEP (BWSR, SWCD) were provided during the comment period regarding areas of the site with soils close to hydric indicators, and areas of the site with potential secondary hydrology indicators. LGU Decision ❑ Approved with Conditions (specify below)' ❑X Approved' ❑ Denied List Conditions: Decision -Maker for this Application: ❑X Staff ❑ Governing Board/Council ❑ Other: Decision is valid for: ❑X 5 years (default) ❑ Other (specify): ' Wetland Replacement Plan approval is not valid until BWSR confirms the withdrawal of any required wetland bank credits. For project - specific replacement a financial assurance per MN Rule 8420.0522, Subp. 9 and evidence that all required forms have been recorded on the title of the property on which the replacement wetland is located must be provided to the LGU for the approval to be valid. LGU Findings — Attach document(s) and/or insert narrative providing the basis for the LGU decision. ❑X Attachment(s) (specify): Joint Application ❑X Summary: The LGU reviewed the site with the applicant representative on 11/13/2024. The site is very disturbed and areas that appear as low points on aerial photography appear to have been excavated during the installation of the utility line. The low points along the utility line contained mostly upland vegetation and appear to not support hydrology. Soils were double checked at the field review and were as indicated on the submitted data sheets. The LGU agrees with the determination that the site has no wetlands. 1 Findings must consider any TEP recommendations. Attached Project Documents ❑X Site Location Map ❑X Project Plan(s)/Descriptions/Reports (specify): BWSR NOD Form — November 12, 2019 1 Appeals of LGU Decisions If you wish to appeal this decision, you must provide a written request within 30 calendar days of the date you received the notice. All appeals must be submitted to the Board of Water and Soil Resources Executive Director along with a check payable to BWSR for $500 unless the LGU has adopted a local appeal process as identified below. The check must be sent by mail and the written request to appeal can be submitted by mail or e-mail. The appeal should include a copy of this notice, name and contact information of appellant(s) and their representatives (if applicable), a statement clarifying the intent to appeal and supporting information as to why the decision is in error. Send to: Appeals & Regulatory Compliance Coordinator Minnesota Board of Water & Soils Resources 520 Lafayette Road North St. Paul, MN 55155 travis.germundson@state.mn.us Does the LGU have a local appeal process applicable to this decision? ❑X Yes' ❑ No 'If yes, all appeals must first be considered via the local appeals process. Local Appeals Submittal Requirements (LGU must describe how to appeal, submittal requirements, fees, etc. as applicable) Contact Rachel Leonard, City of Monticello, 505 Walnut Street, Monticello, MN 55362. Notice Distribution (include name) Required on all notices: ❑x SWCD TEP Member: Andrew.Grean, Andrew.grean@mn.nacdet.net ❑x BWSR TEP Member: Cade Steffenson, cade.steffenson@state.mn.us ❑x LGU TEP Member (if different than LGU contact): Angela.Schumann, angela.schumann@ci.monticello.mn.us ❑x DNR Representative: James Bedell, James.Bedell@state.mn.us ❑ Watershed District or Watershed Mgmt. Org.: ❑x Applicant: art@jpbrooks.com ❑x Agent/Consultant: Kat Dickerson, Kjolhaug Env; Kat@kjolhaugenv.com 1ptional or As Applies ❑ Corps of Engineers: ❑ BWSR Wetland Mitigation Coordinator (required for bank plan applications only): ❑ Members of the Public (notice only): ❑ Other: Signature: 4V�_ Date: 11/18/2024 This notice and acco nay be sent electronically or by mail. The LGU may opt to send a summary of the application to members of the public upon request per 8420.0255, Subp. 3. BWSR NOD Form — November 12, 2019 KjoLHAuGENVIRONMENTAL SERVICES COMPANY vow V0%=00w Providing Sound, Balanced, Comprehensive Natural Resource Solutions Memorandum Date: October 1 st, 2024 Amended October 21 st, 2024 To: Roxy Robertson (WSB), City of Monticello (LGU) CC: Art Plante, JP Brooks Builders From: Mark Kjolhaug, Kat Dickerson, Kjolhaug Environmental Services (KES) Re: Site Assessment for Wetlands and No Wetland Determination EDMONSON AVE, MONTICELLO KES# 2024-151 The 56.46-acre site Edmonson Ave in Monticello was inspected on September 6th, 2024, for the presence and extent of wetlands by Kjolhaug Environmental Services (KES). No wetlands were identified or delineated on the property. The site was located in Section 23, Township 121 North, Range 25 West, City of Monticello, Wright County, Minnesota. The site was located east of Minnesota State Highway 25 and south of Interstate 94. More specifically, the site is south of School Boulevard along Edmonson Avenue (Figure 1). The property corresponded to the Wright County PID: 155500231200 [56.46 acres]. The site contained cultivated fields, woodlands, and a powerline alley with ATV paths located underneath. The cultivated fields were planted with soybeans for the 2024 growing season. The woodlands consisted of boxelder and common buckthorn trees with an understory of staghom sumac, common buckthorn shrubs, Virginia creeper, riverbank grape, and Canada goldenrod. Vegetation beneath the powerlines consisted of Kentucky bluegrass, smooth brome, and giant ragweed with occasional patches of sandbar willow and red osier dogwood. Topography on the site peaked on the southern border (966 ft MSL) and was lowest in the northwest corner (948 ft MSL). The surrounding land uses consisted of single-family homes and cultivated fields. No standing water was observed throughout the site during the field review. Existing conditions are shown on Figure 2. An offsite aerial review was completed for areas currently and previously being farmed. No areas contained any potential wetland signatures during the review. No areas met wetland hydrology criteria (Attachment D). 2500 Shadywood Road, Suite 130, Minnesota 55331, Phone: 952-401-8757 Attachment A of this memo includes a Joint Application Form for Activities Affecting Water Resources in Minnesota, which is submitted to the City of Monticello to request concurrence with the no -wetland determination under the Minnesota Wetland Conservation Act (WCA). Wetland Delineation Methodology Wetlands were identified using the Routine Determination method described in the Corps of Engineers Wetlands Delineation Manual (Waterways Experiment Station, 1987) and the Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Midwest Region (Version 2.0) as required under Section 404 of the Clean Water Act and the Minnesota Wetland Conservation Act. Wetland boundaries were identified as the upper -most extent of wetland that met criteria for hydric soils, hydrophytic vegetation, and wetland hydrology. Wetland -upland boundaries were marked with pin flags that were located with a sub -meter accuracy GPS unit. Figure 2 does not constitute an official survey product. Soils, vegetation, and hydrology were documented at a representative location along the wetland - upland boundary. Plant species dominance was estimated based on the percent aerial or basal coverage visually estimated within a 30-foot radius for trees and vines, a 15-foot radius for the shrub layer, and a 5-foot radius for the herbaceous layer within the community type sampled. Soils were characterized to a minimum depth of 24 inches (unless otherwise noted) using a Munsell Soil Color Book and standard soil texturing methodology. Hydric soil indicators used are from Field Indicators of Hydric Soils in the United States (USDA Natural Resources Conservation Service (MRCS) in cooperation with the National Technical Committee for Hydric Soils, Version 8.2, 2010). Mapped soils are separated into five classes based on the composition of hydric components and the Hydric Rating by Map Unit color classes utilized on Web Soil Survey. The five classes include Hydric (100 percent hydric components), Predominantly Hydric (66 to 99 percent hydric components), Partially Hydric (33 to 65 percent hydric components), Predominantly Non-Hydric (1 to 32 percent hydric components), and Non-Hydric (less than one percent hydric components). Plants were identified using standard regional plant keys. Taxonomy and indicator status of plant species was taken from the 2020 National Wetland Plant List (U.S. Army Corps of Engineers 2020. National Wetland Plant List, version 3.3, Engineer Research and Development Center, Cold Regions Research and Engineering Laboratory, Hanover, NH). Aerial Review for Offsite Hydrology Determinations Methodology Areas in agricultural cropland that exhibited potential wetland signatures on aerial photography and with low or depressional topography were reviewed generally following methods described in Guidance for Offsite H. d�gy/Wetland Determinations (Minnesota Board of Water and Soil Resources (BWSR) 2016) and Guidance for Submittal of Delineation Reports to the St. Paul District Corps of Engineers and Wetland Conservation Act Local Governmental Units in Minnesota, Version 2.0 (USACE 2015). These methods use aerial photography and antecedent PI precipitation conditions to identify areas that have wetland hydrology signatures during periods of typical precipitation during the growing season (typically mid -April through mid -October). Available years of Farm Service Agency (FSA) aerial photography were reviewed for the site to determine long-term hydrology. In cases where additional aerial photography was relevant, available, and necessary to make hydrology determinations, we reviewed aerial photography from other sources such as the Minnesota Geospatial Information Office (MnGEO) and Goble Earth. Signatures at locations of potential wetlands on aerial photographs were interpreted and classified using six codes (Table 1). Wetland hydrology was assumed to be present within areas exhibiting wetland signatures in more than 50% of years with normal climatic conditions based on antecedent precipitation. Table 1. Aerial Photograph Interpretation Codes Code Classification Code Classification DO Drowned out AP Altered pattern NC Not cropped NV Normal vegetation SW Standing water NSS No soil wetness signature This analysis used only aerial photographs taken following periods of precipitation within the normal range as determined using the Wetland Delineation Precipitation Data Retrieval tool (Minnesota Climatology Office 2015). This tool classifies antecedent precipitation as Normal (N), Wet (W) or Dry (D) by comparing precipitation during the three months preceding the estimated date of aerial photography to the 30-year average from 1991-2020. All other photography utilized acquisition dates provided in the layers metadata. Review of NWI, Soils, DNR, and NHD Information The National Wetlands Inventory(NWI) (Minnesota Geospatial Commons 2009-2014 and U.S. Fish and Wildlife Service) did not show any wetlands within or near site boundaries (Figure 3). The Soil Survey (USDA NRCS 2015) did not show any predominantly hydric or hydric soil types within site boundaries. Forada sandy loam (predominately hydric) was located on the eastern site boundary. Soil types mapped on the property are listed in Table 2, and a map showing soil types is included in Figure 4. Table 2. Soil tunes manned on the Edmonson Avenue site. Symbol Soil Name Acres % of Area Hydric Hydric Category 375 Forada sandy loam, 0-2% 0.0 0.0% 85 Predominantly Hydric slopes 406 Dorset sandy loam, 0-2% 35.1 62.2% 5 Predominantly Non - slopes Hydric 1377B Dorset -Two Inlets 19.7 34.9% 0 Non-Hydric complex, 2-6 /o slopes 1975 Oylen sandy loam, 0-2% 0.3 0.5% 10 Predominantly Non - slopes Hydric Hubbard-Verndale, acid substratum complex, 1.4 o 2.4/0 1 Predominantly Non - Mississippi River Valley, Hydric 0-3% slopes The Minnesota DNR Public Waters Inventory (Minnesota Department of Natural Resources 2015) identified no Public Wetlands, Waters, or Watercourses within 1000 feet of the site boundaries (Figure 5). The National Hydrography Dataset (U.S. Geological Survey 2015) showed one Lake/Pond surface water feature within 1000 feet of the site boundaries (Figure 6). Farmed Signature Interpretation Recent, available Google Earth, MNGEO, and FSA photo years were assessed for wet/normal/dry climatic conditions using the Wetland Delineation Precipitation Data Retrieval tool. This assessment was used to determine if there were any wetland signatures in the annually farmed areas on site. No wetland signatures were found in wet years, and one wet year (2023) was used in Figure 7. Some trees were removed from the site in 2009, and these locations can be seen in aerial photographs from 2010 to 2016. These locations appeared to be potential wetland signatures (Altered Patterns) but were the result of plowing around stumps. No -Wetland Determination The site was examined on September 6th, 2024, for potential wetlands. At the time of the visit, climatic conditions were atypical (wet) according to the gridded database method, and within the normal range based on the 30-day rolling total. The 30-day rolling total showed precipitation levels to be 2-7 inches above the normal precipitation range for approximately 90 days before the site visit with 1.99 inches of precipitation in the two weeks prior (Attachment Q. Vegetation was actively growing at the time of the site visit. Three sample points were taken within depressions in the cultivated field and under the powerlines due to some visible hydrophytic vegetation and the potential for hydrology. None of the sample points contained hydric soil indicators or primary hydric indicators. Data sheets for sample points are provided in Attachment B. H There was a small, wooded area in the southeastern area of the cropland. During the site visit, this wooded area was determined to be on a slight hill and contained rocks, logs, and other field debris. This area was determined to be non -wetland during the site visit due to the lack of wetland hydrology, hydrophytic plants, and wetland soils. No hydric soils were mapped on -site, and no wetlands were identified on the NWI. No other depressional areas or hydrophytic vegetation was observed within the site boundaries. Requested Approvals No wetlands were identified or delineated on the Edmonson Avenue property. Attachment A of this memo includes a Joint Application Form for Activities Affecting Water Resources in Minnesota, which is submitted to the City of Monticello to request concurrence with the no -wetland determination under the Minnesota Wetland Conservation Act (WCA). Please contact Kat Dickerson at katkkiolhauizenv.com if you have any questions regarding this report. Thank you. 5. CERTIFICATION OF DELINEATION The procedures utilized in the described delineation are based on the U.S. Army Corps of Engineers 1987 Wetlands Delineation Manual as required under Section 404 of the Clean Water Act and the Minnesota Wetland Conservation Act. This wetland delineation and report were prepared in compliance with the regulatory standards in place at the time the work was performed. Site boundaries indicated on figures within this report are approximate and do not constitute an official survey product. Delineation completed by: Kat Dickerson, Wetland/Ecologist Minnesota Certified Wetland Professional In -Training No. 5439 Gregor Willms, Wetland Technician Report prepared by: Kat Dickerson, Wetland/Ecologist Minnesota Certified Wetland Professional In -Training No. 5439 Gregor Willms, Wetland Technician Report reviewed by: Date: October 1st , 2024 Mark Kjolhaug, Professional Wetland Scientist No. 000845 G'7 Edmonson Ave, Monticello No Wetland Determination Figures: Figure 1 — Site Location Map Figure 2 — Existing Conditions Map Figure 3 — NWI Map Figure 4 — Soil Survey Map Figure 5 — DNR Public Waters Map Figure 6 — National Hydrography Dataset Map Figure 7 — Offsite Hydrology Assessment fIl Monticf-& d dy hip •. MN 25 71h Str"t the/Spe P �CR 75 %Ssipid% 0 193- N Ride/° ........ Chelsea Rd W.'- '� CR 39 1 Rive 194 ° Rocilk a 134, sf n 19a Monnceft o High Schoa1 ° School Blvd KlellbergsMobile 1 i Horne ParkLLI r > IP da 0 o � ca �c r; r, . , J. IL c z - 85th St NE LL > _ - ° Q , o ° r° c o 4 O -—75dt$;reet Mort Legend = Site Boundary Figure 1 - Site Location Map a a' o� e oJC - OpenStreetMap (and) contributors, CC -BY -SA N 0 4,000 JP Brooks - Edmonson Ave (KES 2024-151) I I Feet Monticello, Minnesota Note: Boundaries indicated I IL �(° T u A 7 T/1 on this figure are approximate 1 LJoL11tiVt1 F.NVIRQR h4F.NTAI. SERVI(.:F.R COD4PAhY and do not constitute an official survey product. �v Source: Open Street Map A Figure 2 - Existing Conditions (TCM 2023) 0 500 JP Brooks - Edmonson Ave (KES 2024-151) Feet KJoLHAUG ENVIRONMENTAL SERVICES COMPANY Source: MNGEO Spatial Commons Monticello, Minnesota Note: Boundaries indicated on this figure are approximate and do not constitute an official survey product. wt is ip fPEM1A `t �' :• •'-~ ^ ice' �� PEM1C PABG Ooft,o *Pk 40 v , ,• �,-,r.. tP Vf -00 PEM1A�. low . Al 4P. 000 • PUBGx } '`• f F Legend a '+. la.;�.• �i ' Site Boundary .� .. s, • ' • '`y� P, ',l„s PABG �••:�'r' PEM1C • '� /'100A . PUBG PUBGx Figure 3 - National Wetlands Inventory N 0 750 Feet KJOLHAUG F.NVIRON MF.NTAI. SFR%71CFS COMPANY �✓ Source: MNGEO Spatial Commons, USFWS JP Brooks - Edmonson Ave (KES 2024-151) Monticello, Minnesota Note: Boundaries indicated on this figure are approximate and do not constitute an official survey product. 1379BiP *►•' 1015 1 1975 r V 1377B `l sP ' •i r1 375 1. s ti 1377B 406 • J .ti 40 1 A 1� Legend ' Q Site Boundary Hydric/Predominantly Hydric 0 Partially Hydric 0 Predominantly Non-Hydric/Non-Hydric Figure 4 - Soil Survey 406 D67B ► Z Now 0 4P.... •J 1 / Y ' ' �R Map Unit Map Unit Name Hydric Symbol Rating Forada sandy loam, 0-2% Predominantly 375 slopes Hydric 406 Dorset sandy loam, 0-2% Predominantly slopes Non-Hydric 1377B Dorset -Two Inlets complex Non-Hydric o 2-6/o slopes 1975 Oylen sandy loam, 0-2% Predominantly slopes Non-Hydric Hubbard-Verndale, acid D61A substratum, complex, Predominantly Mississippi River Valley, 0- Non-Hydric 3% slopes N 0 500 JP Brooks - Edmonson Ave (KES 2024-151) Feet Monticello, Minnesota Note: Boundaries indicated on this figure are approximate YJo�.HAUG F.NVIRON MF.NTAI. SF.RVICF..S COMPANY and do not constitute an official survey product. �`►�✓ Source: MNGEO Spatial Commons, USDA, NRCS (86-393 W) , �- �s`idti.;' �� • .� � � ram..; � r `s� y Legend CSite Boundary Public Waters 1 . I i p ..Fyit I its iq� 1 .1 I Figure 5 - DNR Public Waters Inventory N 0 2,000 JP Brooks - Edmonson Ave (KES 2024-151) I I Feet Monticello, Minnesota Note: Boundaries indicated on this figure are approximate YJoLHAUG F.NVIRON N4F.NTAI. SFR%71CFS COMPANY and do not constitute an official survey product. �`►�✓ Source: MNGEO Spatial Commons, MN DNR Legend CSite Boundary o HYDRO Junction Stream/River ® Lake/Pond I Figure 6 - National Hydrography Dataset N 0 2,000 JP Brooks - Edmonson Ave (KES 2024-151) 1 1 Feet Monticello, Minnesota Note: Boundaries indicated on this figure are approximate YJo�.HAUG F.NVIRON N4F.NTAI. SFR%71CFS COMPANY and do not constitute an official survey product. �`►�✓ Source: MNGEO Spatial Commons, MN DNR Figure 7 - Offsite Hydrology Assessment Areas (5/2/2023, Google Earth, Wet) A 0 500 JP Brooks - Edmonson Ave (KES 2024-151) Feet KJOLHAUG F.NVIRON MF.NTAI. SFR%71CFS COMPANY Source: MNGEO Spatial Commons Monticello, Minnesota Note: Boundaries indicated on this figure are approximate and do not constitute an official survey product. Edmonson Ave, Monticello No Wetland Determination Attachment A Joint Application Form for Activities Affecting Water Resources in Minnesota Project Name and/or Number: JP Brooks, Edmonson Ave NE, Monticello (KES 2024- PART ONE: Applicant Information If applicant is an entity (company, government entity, partnership, etc.), an authorized contact person must be identified. If the applicant is using an agent (consultant, lawyer, or other third party) and has authorized them to act on their behalf, the agent's contact information must also be provided. Applicant/Landowner Name: JP Brooks/JPB Land; c/o Art Plante Mailing Address: 13700 Reimer Drive N, Suite 100, Maple Grove, MN 55311 Phone: 763-285-4795 / 612-804-5742 E-mail Address: art@jpbrooks.com Authorized Contact (do not complete if same as above): Mailing Address: Phone: E-mail Address: Agent Name: Kjolhaug Environmental Services; c/o Kat Dickerson Mailing Address: 2500 Shadywood Road Excelsior, MN 55331 Phone: 701-261-0541 E-mail Address: kat@kjolhaugenv.com PART TWO: Site Location Information County: Wright City/Township: Monticello Parcel ID and/or Address: 155500231200 Legal Description (Section, Township, Range): 23, 121N, 25W Lat/Long (decimal degrees): 45.277851,-93.794026 Attach a map showing the location of the site in relation to local streets, roads, highways. Approximate size of site (acres) or if a linear project, length (feet): —56.5 acres If you know that your proposal will require an individual Permit from the U.S. Army Corps of Engineers, you must provide the names and addresses of all property owners adjacent to the project site. This information may be provided by attaching a list to your application or by using block 25 of the Application for Department of the Army permit which can be obtained at: http://www.mvp.usace.army.mil/Portals/57/docs/regulatory/RegulatoryDocs/engform 4345 2012oct.pdf PART THREE: General Project/Site Information If this application is related to a delineation approval, exemption determination, jurisdictional determination, or other correspondence submitted prior to this application then describe that here and provide the Corps of Engineers project number. Describe the project that is being proposed, the project purpose and need, and schedule for implementation and completion. The project description must fully describe the nature and scope of the proposed activity including a description of all project elements that effect aquatic resources (wetland, lake, tributary, etc.) and must also include plans and cross section or profile drawings showing the location, character, and dimensions of all proposed activities and aquatic resource impacts. Wetland Delineation concurrence/approval Minnesota Interagency Water Resource Application Form — Revised May 2021 Page 3 of 12 Project Name and/or Number: JP Brooks, Edmonson Ave NE, Monticello (KES 2024- PART FOUR: Aquatic Resource Impact' Summary If your proposed project involves a direct or indirect impact to an aquatic resource (wetland, lake, tributary, etc.) identify each impact in the table below. Include all anticipated impacts, including those expected to be temporary. Attach an overhead view map, aerial photo, and/or drawing showing all of the aquatic resources in the project area and the location(s) of the proposed impacts. Label each aquatic resource on the map with a reference number or letter and identify the impacts in the following table. Aquatic Resource ID (as noted on overhead view) Aquatic Resource Type (wetland, lake, tributary etc.) Type of Impact (fill, excavate, drain, or remove vegetation) Duration of Impact Permanent (P) or Temporary (T)l Size of Impact' Overall Size of Aquatic Resources Existing Plant Community Type(s) in Impact Area' County, Major Watershed #, and Bank Service Area # of Impact Areas 'If impacts are temporary; enter the duration of the impacts in days next to the "T". For example, a project with a temporary access fill that would be removed after 220 days would be entered "T (220)". 21mpacts less than 0.01 acre should be reported in square feet. Impacts 0.01 acre or greater should be reported as acres and rounded to the nearest 0.01 acre. Tributary impacts must be reported in linear feet of impact and an area of impact by indicating first the linear feet of impact along the flowline of the stream followed by the area impact in parentheses). For example, a project that impacts 50 feet of a stream that is 6 feet wide would be reported as SO ft (300 square feet). 3This is generally only applicable if you are applying for a de minimis exemption under MN Rules 8420.0420 Subp. 8, otherwise enter "N/A". 'Use Wetland Plants and Plant Community Types of Minnesota and Wisconsin 3'd Ed. as modified in MN Rules 8420.0405 Subp. 2. -'Refer to Major Watershed and Bank Service Area maps in MN Rules 8420.0522 Subp. 7. If any of the above identified impacts have already occurred, identify which impacts they are and the circumstances associated with each: PART FIVE: Applicant Signature ❑ Check here if you are requesting a pre -application consultation with the Corps and LGU based on the information you have provided. Regulatory entities will not initiate a formal application review if this box is checked. By signature below, I attest that the information in this application is complete and accurate. I further attest that I possess the authority to undertake the work described herein. Signature: Date: 9/9/2024 I hereby authorize to act on my behalf as my agent in the processing of this application and to furnish, upon request, supplemental information in support of this application. ' The term "impact" as used in this joint application form is a generic term used for disclosure purposes to identify activities that may require approval from one or more regulatory agencies. For purposes of this form it is not meant to indicate whether or not those activities may require mitigation/replacement. Minnesota Interagency Water Resource Application Form — Revised May 2021 Page 4 of 12 Project Name and/or Number: JP Brooks, Edmonson Ave NE, Monticello (KES 2024- Attachment A Request for Delineation Review, Wetland Type Determination, or Jurisdictional Determination By submission of the enclosed wetland delineation report, I am requesting that the U.S. Army Corps of Engineers, St. Paul District (Corps) and/or the Wetland Conservation Act Local Government Unit (LGU) provide me with the following (check all that apply): ® Wetland Type Confirmation ® Delineation Concurrence. Concurrence with a delineation is a written notification from the Corps and a decision from the LGU concurring, not concurring, or commenting on the boundaries of the aquatic resources delineated on the property. Delineation concurrences are generally valid for five years unless site conditions change. Under this request alone, the Corps will not address the jurisdictional status of the aquatic resources on the property, only the boundaries of the resources within the review area (including wetlands, tributaries, lakes, etc.). ❑ Preliminary Jurisdictional Determination. A preliminary jurisdictional determination (PJD) is a non -binding written indication from the Corps that waters, including wetlands, identified on a parcel may be waters of the United States. For purposes of computation of impacts and compensatory mitigation requirements, a permit decision made on the basis of a PJD will treat all waters and wetlands in the review area as if they are jurisdictional waters of the U.S. PJDs are advisory in nature and may not be appealed. ❑ Approved Jurisdictional Determination. An approved jurisdictional determination (AJD) is an official Corps determination that jurisdictional waters of the United States are either present or absent on the property. AJDs can generally be relied upon by the affected party for five years. An AJD may be appealed through the Corps administrative appeal process. In order for the Corps and LGU to process your request, the wetland delineation must be prepared in accordance with the 1987 Corps of Engineers Wetland Delineation Manual, any approved Regional Supplements to the 1987 Manual, and the Guidelines for Submitting Wetland Delineations in Minnesota (2013). http://www.mvp.usace.army.mil/Missions/Regulatory/DelineationJDGuidance.aspx Minnesota Interagency Water Resource Application Form — Revised May 2021 Page 5 of 12 Edmonson Ave, Monticello No Wetland Determination Attachment B Data Sheets WETLAND DETERMINATION DATA FORM - Midwest Region Project/Site Edmonson Avenue City/County: Monticello/Wright Sampling Date: 9/6/24 Applicant/Owner: JPB Land LLC State: MN Sampling Point: SPA Investigator(s): K. Dickerson, G.Willms Section, Township, Range: S:23 T:121N R:25W Landform (hillslope, terrace, etc.): Depression Local relief (concave, convex, none): Concave Slope (%): 0-2% Lat: Long: Datum: Soil Map Unit Name Dorset sandy loam, 0-2% slopes JWI Classification: Are climatic/hydrologic conditions of the site typical for this time of the year? N (If no, explain in remarks) Are vegetation soil or hydrology significantly disturbed? Are "normal circumstances" Are vegetation soil or hydrology naturally problematic? present? Yes SUMMARY OF FINDINGS (If needed, explain any answers in remarks.) None Hydrophytic vegetation present? Y Hydric soil present? N Is the sampled area within a wetland? N Indicators of wetland hydrology present? N yes, optional wetland site ID: Remarks: (Explain alternative procedures here or in a separate report.) Precipitation is atypical (wet) per gridded database and normal per 30-day rolling total. The area had been 2-7 inches above the normal precip range in the 90 days prior to site visit. 1.99 inches of rain fell in the 2 weeks prior to the site visit. VEGETATION -- Use scientific names of plants. Absolute Dominan Indicator Dominance Test Worksheet Tree Stratum (Plot size: 30 ) % Cover t Species Status Number of Dominant Species 1 that are OBL, FACW, or FAC: 1 (A) 2 Total Number of Dominant 3 Species Across all Strata: 2 (B) 4 Percent of Dominant Species 5 that are OBL, FACW, or FAC: 50.00% (A/B) 0 = Total Cover Sapling/Shrub stratun (Plot size: 15 ) Prevalence Index Worksheet 1 Salix interior 60 Y FACW Total % Cover of: 2 Cornus sericea 10 N FACW OBL species 0 x 1= 0 3 FACW species 70 x 2 = 140 4 FAC species 0 x 3= 0 5 FACU species 70 x 4 = 280 70 = Total Cover UPL species 0 x 5 = 0 Herb stratum (Plot size: 5 ) Column totals 140 (A) 420 (B) 1 Bromus inermis 50 Y FACU Prevalence Index = B/A = 3.00 2 Solidago canadensis 10 N FACU 3 Trifolium pratense 5 N FACU Hydrophytic Vegetation Indicators: 4 Ambrosia artemisiifolia 5 N FACU Rapid test for hydrophytic vegetation 5 Dominance test is >50% 6 X Prevalence index is 53.0* 7 Morphological adaptations* (provide 8 supporting data in Remarks or on a 9 separate sheet) 10 Problematic hydrophytic vegetation* 70 = Total Cover (explain) Woody vine stratum (Plot size: 30 ) *Indicators of hydric soil and wetland hydrology must be 1 present, unless disturbed or problematic 2 Hydrophytic 0 = Total Cover vegetation present? Y Remarks: (Include photo numbers here or on a separate sheet) PI greater than 3. US Amy Corps of Engineers Midwest Region SOIL Sampling Point: SPA Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth (Inches) Matrix Color (moist) % Redox Features Color (moist) % Type* Loc** Texture Remarks 0-10 10YR 3/3 100 clay loam 10-24 10YR 5/3 95 10YR 4/6 5 C M sandy loam 24-28 Fill material *Type: C = Concentration, D = Depletion, RM = Reduced Matrix, MS = Masked Sand Grains. **Location: PL = Pore Lining, M = Matrix Hydric Soil Indicators: Histosol (Al) Histic Epipedon (A2) Black Histic (A3) Hydrogen Sulfide (A4) Stratified Layers (A5) 2 cm Muck (A10) Depleted Below Dark Surface (A11) Thick Dark Surface (Al2) Sandy Mucky Mineral (S1) 5 cm Mucky Peat or Peat (S3) Sandy Gleyed Matrix (S4) Sandy Redox (S5) Stripped Matrix (S6) Loamy Mucky Mineral (F1) Loamy Gleyed Matrix (F2) Depleted Matrix (F3) Redox Dark Surface (F6) Depleted Dark Surface (F7) Redox Depressions (F8) Indicators for Problematic Hydric Soils: Coast Prairie Redox (A16) (LRR K, L, R) Dark Surface (S7) (LRR K, L) Iron -Manganese Masses (F12) (LRR K, L, R) Very Shallow Dark Surface (TF12) Other (explain in remarks) *Indicators of hydrophytic vegetation and weltand hydrology must be present, unless disturbed or problematic Restrictive Layer (if observed): Type: Depth (inches): Hydric soil present? N Remarks: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one is required: check all that apply) Secondary Indicators (minimum of two required) Surface Water (Al) Aquatic Fauna (1313) Surface Soil Cracks (136) High Water Table (A2) True Aquatic Plants (1314) Drainage Patterns (1310) Saturation (A3) Hydrogen Sulfide Odor (Cl) Dry -Season Water Table (C2) Water Marks (131) Oxidized Rhizospheres on Living Roots Crayfish Burrows (C8) Sediment Deposits (132) (C3) Saturation Visible on Aerial Imagery (C9) Drift Deposits (133) Presence of Reduced Iron (C4) Stunted or Stressed Plants (D1) Algal Mat or Crust (134) Recent Iron Reduction in Tilled Soils Geomorphic Position (D2) Iron Deposits (135) (C6) FAC-Neutral Test (D5) Inundation Visible on Aerial Imagery (67) Thin Muck Surface (C7) Sparsely Vegetated Concave Surface (68) Gauge or Well Data (D9) Water -Stained Leaves (139) Other (Explain in Remarks) Field Observations: Surface water present? Yes No X Depth (inches): Water table present? Yes No X Depth (inches): Indicators of wetland Saturation present? Yes No X Depth (inches): hydrology present? N (includes capillary fringe) Describe recorded data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: No free water or saturation observed within 28 inches of the soil surface. US Army Corps of Engineers Midwest Region WETLAND DETERMINATION DATA FORM - Midwest Region Project/Site Edmonson Avenue City/County: Monticello/Wright Sampling Date: 9/6/24 Applicant/Owner: JPB Land LLC State: MN Sampling Point: SPB Investigator(s): K. Dickerson, G. Willms Section, Township, Range: S:23 T:121 N R:25W Landform (hillslope, terrace, etc.): Depression Local relief (concave, convex, none): Concave Slope (%): 0-2% Lat: Long: Datum: Soil Map Unit Name Dorset -Two Inlets complex, 2-6% slopes JWI Classification: Are climatic/hydrologic conditions of the site typical for this time of the year? N (If no, explain in remarks) Are vegetation soil or hydrology significantly disturbed? Are "normal circumstances" Are vegetation soil or hydrology naturally problematic? present? Yes SUMMARY OF FINDINGS (If needed, explain any answers in remarks.) None Hydrophytic vegetation present? Y Hydric soil present? N Is the sampled area within a wetland? N Indicators of wetland hydrology present? Y yes, optional wetland site ID: Remarks: (Explain alternative procedures here or in a separate report.) Precipitation is atypical (wet) per gridded database and normal per 30-day rolling total. The area had been 2-7 inches above the normal precip range in the 90 days prior to site visit. 1.99 inches of rain fell in the 2 weeks prior to the site visit. VEGETATION -- Use scientific names of plants. Absolute Dominan Indicator Dominance Test Worksheet Tree Stratum (Plot size: 30 ) % Cover t Species Status Number of Dominant Species 1 that are OBL, FACW, or FAC: 1 (A) 2 Total Number of Dominant 3 Species Across all Strata: 1 (B) 4 Percent of Dominant Species 5 that are OBL, FACW, or FAC: 100.00% (A/B) 0 = Total Cover Sapling/Shrub stratun (Plot size: 15 ) Prevalence Index Worksheet 1 Total % Cover of: 2 OBL species 0 x 1= 0 3 FACW species 0 x 2= 0 4 FAC species 60 x 3 = 180 5 FACU species 0 x 4= 0 0 = Total Cover UPL species 0 x 5= 0 Herb stratum (Plot size: 5 ) Column totals 60 (A) 180 (B) 1 Ambrosia trifida 60 Y FAC Prevalence Index = B/A = 3.00 2 3 Hydrophytic Vegetation Indicators: 4 Rapid test for hydrophytic vegetation 5 X Dominance test is >50% 6 X Prevalence index is 53.0* 7 Morphological adaptations* (provide 8 supporting data in Remarks or on a 9 separate sheet) 10 Problematic hydrophytic vegetation* 60 = Total Cover (explain) Woody vine stratum (Plot size: 30 ) *Indicators of hydric soil and wetland hydrology must be 1 present, unless disturbed or problematic 2 Hydrophytic 0 = Total Cover vegetation present? Y Remarks: (Include photo numbers here or on a separate sheet) US Amy Corps of Engineers Midwest Region SOIL Sampling Point: SPB Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth (Inches) Matrix Color (moist) % Redox Features Color (moist) % Type* Loc** Texture Remarks 0-10 10YR 3/2 100 sandy clay loam fill material 10-20 10YR 5/2 100 sandy clay loam fill material 20-25 10YR 5/2 90 10YR 4/6 10 C M sandy clay loam fill material *Type: C = Concentration, D = Depletion, RM = Reduced Matrix, MS = Masked Sand Grains. **Location: PL = Pore Lining, M = Matrix Hydric Soil Indicators: Histosol (Al) Histic Epipedon (A2) Black Histic (A3) Hydrogen Sulfide (A4) Stratified Layers (A5) 2 cm Muck (A10) Depleted Below Dark Surface (A11) Thick Dark Surface (Al2) Sandy Mucky Mineral (S1) 5 cm Mucky Peat or Peat (S3) Sandy Gleyed Matrix (S4) Sandy Redox (S5) Stripped Matrix (S6) Loamy Mucky Mineral (F1) Loamy Gleyed Matrix (F2) Depleted Matrix (F3) Redox Dark Surface (F6) Depleted Dark Surface (F7) Redox Depressions (F8) Indicators for Problematic Hydric Soils: Coast Prairie Redox (A16) (LRR K, L, R) Dark Surface (S7) (LRR K, L) Iron -Manganese Masses (F12) (LRR K, L, R) Very Shallow Dark Surface (TF12) Other (explain in remarks) *Indicators of hydrophytic vegetation and weltand hydrology must be present, unless disturbed or problematic Restrictive Layer (if observed): Type: Depth (inches): Hydric soil present? N Remarks: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one is required: check all that apply) Secondary Indicators (minimum of two required) Surface Water (Al) Aquatic Fauna (1313) X Surface Soil Cracks (136) High Water Table (A2) True Aquatic Plants (1314) Drainage Patterns (1310) Saturation (A3) Hydrogen Sulfide Odor (Cl) Dry -Season Water Table (C2) Water Marks (131) Oxidized Rhizospheres on Living Roots Crayfish Burrows (C8) Sediment Deposits (132) (C3) Saturation Visible on Aerial Imagery (C9) Drift Deposits (133) Presence of Reduced Iron (C4) Stunted or Stressed Plants (D1) Algal Mat or Crust (134) Recent Iron Reduction in Tilled Soils X Geomorphic Position (D2) Iron Deposits (135) (C6) FAC-Neutral Test (D5) Inundation Visible on Aerial Imagery (67) Thin Muck Surface (C7) Sparsely Vegetated Concave Surface (68) Gauge or Well Data (D9) Water -Stained Leaves (139) Other (Explain in Remarks) Field Observations: Surface water present? Yes No X Depth (inches): Water table present? Yes No X Depth (inches): Indicators of wetland Saturation present? Yes No X Depth (inches): hydrology present? Y (includes capillary fringe) Describe recorded data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: No free water or saturation observed within 25 inches of the soil surface. US Army Corps of Engineers Midwest Region WETLAND DETERMINATION DATA FORM - Midwest Region Project/Site Edmonson Avenue City/County: Monticello/Wright Sampling Date: 9/6/24 Applicant/Owner: JPB Land LLC State: MN Sampling Point: SPC Investigator(s): K. Dickerson Section, Township, Range: S:23 T:121 N R:25W Landform (hillslope, terrace, etc.): Depression Local relief (concave, convex, none): linear Slope (%): 0-1% Lat: Long: Datum: Soil Map Unit Name Dorset -Two Inlets complex, 2-6% slopes JWI Classification: Are climatic/hydrologic conditions of the site typical for this time of the year? N (If no, explain in remarks) Are vegetation X soil or hydrology significantly disturbed? Are "normal circumstances" Are vegetation soil or hydrology naturally problematic? present? No SUMMARY OF FINDINGS (If needed, explain any answers in remarks.) None Hydrophytic vegetation present? N Hydric soil present? N Is the sampled area within a wetland? N Indicators of wetland hydrology present? N yes, optional wetland site ID: Remarks: (Explain alternative procedures here or in a separate report.) Cultivated crops = not normal circumstances. Precipitation is atypical (wet) per gridded database and normal per 30-day rolling total. The area had been 2-7 inches above the normal precip range in the 90 days prior to site visit. 1.99 inches of rain fell in the 2 weeks prior to the site visit. VEGETATION -- Use scientific names of plants. Absolute Dominan Indicator Dominance Test Worksheet Tree Stratum (Plot size: 30 ) % Cover t Species Status Number of Dominant Species 1 that are OBL, FACW, or FAC: 0 (A) 2 Total Number of Dominant 3 Species Across all Strata: 0 (B) 4 Percent of Dominant Species 5 that are OBL, FACW, or FAC: 0.00% (A/B) 0 = Total Cover Sapling/Shrub stratun (Plot size: 15 ) Prevalence Index Worksheet 1 Total % Cover of: 2 OBL species 0 x 1= 0 3 FACW species 0 x 2= 0 4 FAC species 0 x 3= 0 5 FACU species 0 x 4= 0 0 = Total Cover UPL species 0 x 5= 0 Herb stratum (Plot size: 5 ) Column totals 0 (A) 0 (B) 1 Prevalence Index = B/A = 2 3 Hydrophytic Vegetation Indicators: 4 Rapid test for hydrophytic vegetation 5 Dominance test is >50% 6 Prevalence index is 53.0* 7 Morphological adaptations* (provide 8 supporting data in Remarks or on a 9 separate sheet) 10 Problematic hydrophytic vegetation* 0 = Total Cover (explain) Woody vine stratum (Plot size: 30 ) *Indicators of hydric soil and wetland hydrology must be 1 present, unless disturbed or problematic 2 Hydrophytic 0 = Total Cover vegetation present? N Remarks: (Include photo numbers here or on a separate sheet) Stressed/absent soybeans. US Amy Corps of Engineers Midwest Region SOIL Sampling Point: SPC Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth (Inches) Matrix Color (moist) % Redox Features Color (moist) % Type* Loc** Texture Remarks 0-20 10YR 2/1 100 sandy loam 20-32 10YR 3/4 100 sandy loam *Type: C = Concentration, D = Depletion, RM = Reduced Matrix, MS = Masked Sand Grains. **Location: PL = Pore Lining, M = Matrix Hydric Soil Indicators: Histosol (Al) Histic Epipedon (A2) Black Histic (A3) Hydrogen Sulfide (A4) Stratified Layers (A5) 2 cm Muck (A10) Depleted Below Dark Surface (A11) Thick Dark Surface (Al2) Sandy Mucky Mineral (S1) 5 cm Mucky Peat or Peat (S3) Sandy Gleyed Matrix (S4) Sandy Redox (S5) Stripped Matrix (S6) Loamy Mucky Mineral (F1) Loamy Gleyed Matrix (F2) Depleted Matrix (F3) Redox Dark Surface (F6) Depleted Dark Surface (F7) Redox Depressions (F8) Indicators for Problematic Hydric Soils: Coast Prairie Redox (A16) (LRR K, L, R) Dark Surface (S7) (LRR K, L) Iron -Manganese Masses (F12) (LRR K, L, R) Very Shallow Dark Surface (TF12) Other (explain in remarks) *Indicators of hydrophytic vegetation and weltand hydrology must be present, unless disturbed or problematic Restrictive Layer (if observed): Type: Depth (inches): Hydric soil present? N Remarks: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one is required: check all that apply) Secondary Indicators (minimum of two required) Surface Water (Al) Aquatic Fauna (1313) Surface Soil Cracks (136) High Water Table (A2) True Aquatic Plants (1314) Drainage Patterns (1310) Saturation (A3) Hydrogen Sulfide Odor (Cl) Dry -Season Water Table (C2) Water Marks (131) Oxidized Rhizospheres on Living Roots Crayfish Burrows (C8) Sediment Deposits (132) (C3) Saturation Visible on Aerial Imagery (C9) Drift Deposits (133) Presence of Reduced Iron (C4) X Stunted or Stressed Plants (D1) Algal Mat or Crust (134) Recent Iron Reduction in Tilled Soils Geomorphic Position (D2) Iron Deposits (135) (C6) FAC-Neutral Test (D5) Inundation Visible on Aerial Imagery (67) Thin Muck Surface (C7) Sparsely Vegetated Concave Surface (68) Gauge or Well Data (D9) Water -Stained Leaves (139) Other (Explain in Remarks) Field Observations: Surface water present? Yes No X Depth (inches): Water table present? Yes No X Depth (inches): Indicators of wetland Saturation present? Yes No X Depth (inches): hydrology present? N (includes capillary fringe) Describe recorded data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: No free water or saturation observed within 32 inches of the soil surface. US Army Corps of Engineers Midwest Region Edmonson Ave, Monticello No Wetland Determination Attachment C Precipitation Data 10 9/10/24, 3:19 PM Precipitation Documentation Worksheet Using Gridded Database Minnesota State Climatology Office State Climatology Office - DNR Division of Ecological and Water Resources home I current conditions I journal I past data I summaries I agriculture I other sites I about us Q Precipitation Worksheet Using Gridded Database Precipitation data for target wetland location: county: Wright township number: 121 N township name: Monticello (west) range number: 25W nearest community: Monticello section number: 20 Aerial photograph or site visit date: Friday, September 6, 2024 Score using 1991-2020 normal period values are in inches A'R' following a monthly total indicates a provisional value derived from radar -based estimates. first prior month: August 2024 second prior month: July 2024 third prior month: June 2024 estimated precipitation total for this location: 3.80 6.92R there is a 30% chance this location will have less than: 3.16 2.81 3.36 there is a 30% chance this location will have more than: 4.85 4.62 4.37 type of month: dry normal wet normal wet monthly score 2* 2= 4 1* 3= 3 multi -month score: 6 to 9 (dry) 10 to 14 (normal) 15 to 18 (wet) Other Resources: ■ retrieve daily precipitation data ■ view radar -based precipitation estimates ■ view weekly precipitation maps ■ Evaluating Antecedent Precipitation Conditions (BWSR) https:Hcl imateapps.d nr.state. mn. us/gridded_data/precip/wetland/worksheet.asp?passXutm83=432646&passYutm83=5013743&passcounty=Wright&p... 1 /1 14 13 U) s 12 v 11 C 10 M �CL 9 as 8 L Q cv 7 O % 6 t 4-1 C 5 E M 4 c M �+ 3 2 1 M 6/15 6/29 7/13 7/27 8/10 8/24 9/7 — daily precip 30d rolling total 0 monthly precip Monticello, Minnesota: Precipitation Summary Source: Minnesota Climatology Working Group Site Visit: September 6th, 2024 Monthly Totals: 2024 Target: T 121N R 25w S 20, gat: 45.27396 Lon:-93.85868 mon year CC tttN rrw ss nnnn 00000000 pre Jan 2024 86 120N 26W 8 SWCD .16 Feb 2024 86 120N 26w 8 SWCD .85 Mar 2024 86 120N 26w 8 SWCD 1.94 Apr 2024 86 120N 25w 29 SWCD 5.18 May 2024 86 120N 25w 29 SWCD 5.12 Jun 2024 86 120N 25w 29 SWCD 7.66 Jul 2024 86 120N 26w 8 SWCD 7.23 Aug 2024 86 120N 25w 29 SWCD 7.79 June/July/August/September Daily Records Date Precip. Date Precip. Date Precip. Date Precip. Jun 1, 2024 0 Jul 1, 2024 0 Aug 1, 2024 .97 Sep 1, 2024 0 Jun 2, 2024 0 Jul 2, 2024 0 Aug 2, 2024 0 Sep 2, 2024 0 Jun 3, 2024 2.64 Jul 3, 2024 0 Aug 3, 2024 0 Sep 3, 2024 0 Jun 4, 2024 0 Jul 4, 2024 0 Aug 4, 2024 0 Sep 4, 2024 0 Jun 5, 2024 .70 Jul 5, 2024 .64 Aug 5, 2024 1.62 Sep 5, 2024 .04 Jun 6, 2024 .02 Jul 6, 2024 0 Aug 6, 2024 1.91 Sep 6, 2024 0 Jun 7, 2024 0 Jul 7, 2024 0 Aug 7, 2024 .02 Sep 7, 2024 .07 Jun 8, 2024 0 Jul 8, 2024 0 Aug 8, 2024 .02 Sep 8, 2024 0 Jun 9, 2024 0 Jul 9, 2024 .20 Aug 9, 2024 0 Sep 9, 2024 0 Jun 10, 2024 .06 Jul 10, 2024 .05 Aug 10, 2024 0 Jun 11, 2024 .12 Jul 11, 2024 .44 Aug 11, 2024 0 Site Visit: Jun 12, 2024 .06 Jul 12, 2024 0 Aug2, 2024 0 September 6th, 2024 Jun 13, 2024 .07 Jul 13, 2024 0 Aug 13, 2024 0 Jun 14, 2024 0 Jul 14, 2024 1.27 Aug 14, 2024 0 Jun 15, 2024 0 Jul 15, 2024 .07 Aug 15, 2024 .94 Jun 16, 2024 0 Jul 16, 2024 0 Aug 16, 2024 0 Jun 17, 2024 2.50 Jul 17, 2024 0 Aug 17, 2024 0 Jun 18, 2024 .22 Jul 18, 2024 0 Aug 18, 2024 0 Jun 19, 2024 0 Jul 19, 2024 0 Aug 19, 2024 .10 Jun 20, 2024 .26 Jul 20, 2024 0 Aug 20, 2024 0 Jun 21, 2024 .17 Jul 21, 2024 0 Aug 21, 2024 0 Jun 22, 2024 0 Jul 22, 2024 0 Aug 22, 2024 0 Jun 23, 2024 0 Jul 23, 2024 .13 Aug 23, 2024 .26 Jun 24, 2024 .38 Jul 24, 2024 0 Aug 24, 2024 0 Jun 25, 2024 0 Jul 25, 2024 0 Aug 25, 2024 0 Jun 26, 2024 0 Jul 26, 2024 0 Aug 26, 2024 0 Jun 27, 2024 0 Jul 27, 2024 0 Aug 27, 2024 1.62 Jun 28, 2024 .46 Jul 28, 2024 0 Aug 28, 2024 .01 Jun 29, 2024 0 Jul 29, 2024 3.16 Aug 29, 2024 0 Jun 30, 2024 0 Jul 30, 2024 0 Aug 30, 2024 .32 Jul 31, 2024 1.27 Aug 31, 2024 0 1991-2020 Summary Statistics Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec WARM ANN WA 30% 0.44 0.54 1.23 1.80 2.68 3.36 2.81 3.16 1.98 1.38 0.82 0.66 16.23 28.53 28.51 70% 0.95 1.34 1.98 3.49 5.18 4.37 4.62 4.85 4.98 3.90 1.78 1.68 23.86 34.21 34.29 mean 0.81 0.97 1.66 2.89 4.19 4.35 4.13 4.21 3.37 2.78 1.50 1.20 20.25 32.06 32.04 Edmonson Ave, Monticello No Wetland Determination Attachment D Offsite Hydrology Review Recording Form and Aerial Photos Exhibit 1 Field data sheet reference (if applicable Wetland Hydrology from Aerial Imagery — Recording Form Project Name: JP Brooks-Edmonson Ave Date: 9/15/2024 County: Wright Investigator: K. Dickerson Legal Description (S, T, R): S: 23, T: 121N, R: 25W Summary Table Date Image Taken Date Used Image Source Climate Condition (wet, d, normal) Image Interpretation(s) No Areas Identified 5/2/2023 5/1/2023 Google Earth Wet Not normal conditions. Used as Figure 7. 8/8/2022 8/l/2022 Google Earth Dry Not normal conditions. Image not used. 6/18/20211 7/1/2021 FSA Dry Not normal conditions. Image not used. 3/16/2020 4/l/2020 Google Earth Wet Prior to growing season, and not normal conditions. Image not used. 7/30/2019 8/1/2019 FSA Normal Normal Conditions. Used as 2019 Image. 5/14/2018 5/14/2018 Google Earth Normal Normal Conditions. Used as 2018 Image. 8/31/20172 9/1//2017 FSA Dry Not normal conditions. Image not used. 5/12/2017 5/12/2017 Google Earth Wet Not normal conditions. Image not used. 4/5/2017 4/1/2017 Google Earth Normal Prior to growing season. Image not used. 6/10/2016 6/10/2016 Google Earth Normal Normal Conditions. Used as 2016 Image. 9/19/2015' 10/1/2015 FSA Wet Not normal conditions. Image not used. 7/3/2013 7/3/2013 FSA Wet Not normal conditions. Image not used. 9/23/20124 10/1/2012 Google Earth Dry Not normal conditions. Image not used. 9/4/2010 9/1/2010 FSA Normal Normal Conditions. Used as 2010 Image. 6/23/2010 7/1/2010 Google Earth Wet Not normal conditions. Image not used. 6/2/2009 6/l/2009 FSA Dry Not normal conditions. Image not used. 5/21/2008 6/l/2008 Google Earth Normal Normal Conditions. Used as 2008 Image. Number of normal years 5 Number with wet signatures 0 Percent with wet signatures 0% 1 Hennepin County photo, no photo date listed in metadata. Assumed photo date of 4/1. 2 Twin Cities Metro photo metadata lists photo dates of April 4', 5`h, and 10'. Used April 5`h 'Hennepin County photo. Assumed photo date of 4/15. ° Twin Cities Metro photo metadata lists photo dates of April 9`h 12`h 13", 156, and 22°a. Used April 156'. IL KEY WS - wetland signature SS - soil wetness signature CS - crop stress NC - not cropped AP - altered pattern NV - normal vegetative cover DO - drowned out SW - standing water NSS — no soil wetness signature Other labels or comments: Washout — Apparent Erosion — Farming Practice Feature (FP) WO - washout Exhibit 1 Field data sheet reference (if applicable): Wetland Determination from Aerial Imagery — Recording Form Project Name: Montgomery -Watertown Date: 7/29/2024 County: Carver Investigator: K. Dickerson Legal Description (S, T, R): S: 3, T: 117N, R: 25W Use the Decision Matrix below to coin lete Table 1. Hydric Soils resent' Identified on NWI or other wetland ma 2 Percent with wet signatures Field verification re uired3 Wetland? Yes Yes >50% No Yes Yes Yes 30-50% No Yes Yes Yes <30% Yes Yes, if other hydrology indicators present Yes No >50% No Yes Yes No 30-50% Yes Yes, if other hydrology indicators present Yes No <30% No No No Yes >50% No Yes No Yes 30-50% No Yes No Yes <30% No No No No >50% Yes Yes, if other hydrology indicators present No No 30-50% Yes Yes, if other hydrology indicators present No No <30% No No 1 The presence of hydric soils can be determined from the "Hydric Rating by Map Unit Feature" under "Land Classifications" from the Web Soil Survey. "Not Hydric' is the only category considered to not have hydric soils. Field sampling for the presence/absence of hydric soil indicators can be used in lieu of the hydric rating if appropriately documented by providing completed field data sheets. z At minimum, the most updated NWI data available for the area must be reviewed for this step. Any and all other local or regional wetland maps that are publicly available should be reviewed. s Area should be reviewed in the field for the presence/absence of wetland hydrology indicators per the applicable 87 Manual Regional Supplement, including the D2 indicator (geomorphic position). Table 1. Hydric Soils Identified on NWI or Percent with Field Verification Area Present other wetland map wet signatures Required Wetland. No Areas Identified 1 Answer "N/A" if field verification is not required and was not conducted h 5/21/2008, Google Earth, Normal 0 500 JP Brooks - Edmonson Ave (KES 2024-151) Feet KJOLHAUG F.NVIRON MF.NTAI. SFR%71CFS COMPANY Source: MNGEO Spatial Commons Monticello, Minnesota Note: Boundaries indicated on this figure are approximate and do not constitute an official survey product. 10/21/24, 3:01 PM Precipitation Documentation Worksheet Using Gridded Database Minnesota State Climatology Office State Climatology Office - DNR Division of Ecological and Water Resources home I current conditions I journal I past data I summaries I agriculture I other sites I about us M Precipitation Worksheet Using Gridded Database Precipitation data for target wetland location: county: Wright township number: 121 N township name: Monticello (west) range number: 25W nearest community: Monticello section number: 23 Aerial photograph or site visit date: Sunday, June 1, 2008 Score using 1991-2020 normal period values are in inches A'R' following a monthly total indicates a provisional value derived from radar -based estimates. first prior month: May 2008 second prior month: April 2008 third priormonth: March arc 2008 estimated precipitation total for this location: 3.79 3.34 1.54 there is a 30% chance this location will have less than: 2.54 1.86 1.13 there is a 30% chance this location will have more than: 5.28 3.33 1.87 type of month: dry normal wet normal wet normal monthly score 3 * 2 = 6 2 * 3 = 6 1 *2=2 multi -month score: 6 to 9 (dry) 10 to 14 (normal) 15 to 18 (wet) 14 (Normal) Other Resources: ■ retrieve daily precipitation data ■ view radar -based precipitation estimates ■ view weekly precipitation maps ■ Evaluating Antecedent Precipitation Conditions (BWSR) https://climateapps.dnr.state.mn.us/gridded_data/precip/wetland/worksheet.asp?passXutm83=437495&passYutm83=5013691 &passcounty=Wright&p... 1/1 h 9/4/2010, FSA, Normal 0 500 JP Brooks - Edmonson Ave (KES 2024-151) Feet KJOLHAUG F.NVIRON MF.NTAI. SFR%71CFS COMPANY Source: MNGEO Spatial Commons Monticello, Minnesota Note: Boundaries indicated on this figure are approximate and do not constitute an official survey product. Minnesota State Climatology Office State Climatology Office - DNR Division of Ecological and Water Resources home I current conditions I journal I past data I summaries I agriculture I other sites I about us Precipitation Worksheet Using Gridded Database Precipitation data for target wetland location: county: Wright township number: 121 N township name: Monticello (west) range number: 25W nearest community: Monticello section number: 23 Aerial photograph or site visit date: Wednesday, September 1, 2010 Score using 1991-2020 normal period values are in inches A'R' following a monthly total indicates a provisional value derived from radar -based estimates. first prior month: August 2010 second prior month: July 2010 third prior month: June 2010 estimated precipitation total for this location: 4.17 3.31 7.72 there is a 30% chance this location will have less than: 3.31 2.62 3.33 there is a 30% chance this location will have more than: 4.99 4.62 4.58 type of month: dry normal wet normal normal wet monthly score 3*2=6 2*2=4 1 1 * 3 = 3 multi -month score: 6 to 9 (dry) 10 to 14 (normal) 15 to 18 (wet) 13 (Normal) Other Resources: ■ retrieve daily precipitation data ■ view radar -based precipitation estimates ■ view weekly precipitation maps ■ Evaluating Antecedent Precipitation Conditions (BWSR) h 6/10/2016, Google Earth, Normal 0 500 JP Brooks - Edmonson Ave (KES 2024-151) Feet KJOLHAUG F.NVIRON MF.NTAI. SFR%71CFS COMPANY Source: MNGEO Spatial Commons Monticello, Minnesota Note: Boundaries indicated on this figure are approximate and do not constitute an official survey product. Minnesota State Climatology Office State Climatology Office - DNR Division of Ecological and Water Resources home I current conditions I journal I past data I summaries I agriculture I other sites I about us Precipitation Worksheet Using Gridded Database Precipitation data for target wetland location: county: Wright township number: 121 N township name: Monticello (west) range number: 25W nearest community: Monticello section number: 23 Aerial photograph or site visit date: Wednesday, June 1, 2016 Score using 1991-2020 normal period values are in inches A'R' following a monthly total indicates a provisional value derived from radar -based estimates. first prior p month: May 2016 second prior p month: April 2016 third prior month: March arc 2016 estimated precipitation total for this location: 3.78 2.84 1.81 there is a 30% chance this location will have less than: 2.54 1.86 1.13 there is a 30% chance this location will have more than: 5.28 3.33 1.87 type of month: dry normal wet normal normal normal monthly score 3 * 2 = 6 2 * 2 = 4 1 * 2 = 2 multi -month score: 6 to 9 (dry) 10 to 14 (normal) 15 to 18 (wet) 12 (Normal) Other Resources: ■ retrieve daily precipitation data ■ view radar -based precipitation estimates ■ view weekly precipitation maps ■ Evaluating Antecedent Precipitation Conditions (BWSR) lie � r No Wetland Signatures Found 5/14/2018, Google Earth, Normal N 0 500 JP Brooks - Edmonson Ave (KES 2024-151) Feet Monticello, Minnesota Note: Boundaries indicated t �1 TT u T ��rr on this figure are approximate K� OLHAUG FNVIPONMENTAI SFRVJCFSCOMPAYY and do not constitute an official survey product. �� Source: MNGEO Spatial Commons Minnesota State Climatology Office State Climatology Office - DNR Division of Ecological and Water Resources home I current conditions I journal I past data I summaries I agriculture I other sites I about us Precipitation Worksheet Using Gridded Database Precipitation data for target wetland location: county: Wright township number: 121 N township name: Monticello (west) range number: 25W nearest community: Monticello section number: 23 Aerial photograph or site visit date: Monday, May 14, 2018 Score using 1991-2020 normal period values are in inches A'R' following a monthly total indicates a provisional value derived from radar -based estimates. first prior p month: April 2018 second prior p month: March 2018 third prior month: February 20 estimated precipitation total for this location: 1.88 1.52 1.24 there is a 30% chance this location will have less than: 1.86 1.13 0.54 there is a 30% chance this location will have more than: 3.33 1.87 1.25 type of month: dry normal wet normal normal normal monthly score 3 * 2 = 6 2 * 2 = 4 1 * 2 = 2 multi -month score: 6 to 9 (dry) 10 to 14 (normal) 15 to 18 (wet) 12 (Normal) Other Resources: ■ retrieve daily precipitation data ■ view radar -based precipitation estimates ■ view weekly precipitation maps ■ Evaluating Antecedent Precipitation Conditions (BWSR) A 7/30/2019, FSA, Normal 0 500 JP Brooks - Edmonson Ave (KES 2024-151) Feet KJOLHAUG F.NVIRON MF.NTAI. SFR%71CFS COMPANY Source: MNGEO Spatial Commons Monticello, Minnesota Note: Boundaries indicated on this figure are approximate and do not constitute an official survey product. Minnesota State Climatology Office State Climatology Office - DNR Division of Ecological and Water Resources home I current conditions I journal I past data I summaries I agriculture I other sites I about us Precipitation Worksheet Using Gridded Database Precipitation data for target wetland location: county: Wright township number: 121 N township name: Monticello (west) range number: 25W nearest community: Monticello section number: 23 Aerial photograph or site visit date: Thursday, August 1, 2019 Score using 1991-2020 normal period values are in inches A'R' following a monthly total indicates a provisional value derived from radar -based estimates. first prior month: July 2019 second prior month: June 2019 third prior month: May 2019 estimated precipitation total for this location: 4.61 3.85 6.58 there is a 30% chance this location will have less than: 2.62 3.33 2.54 there is a 30% chance this location will have more than: 4.62 4.58 5.28 type of month: dry normal wet normal normal wet monthly score 3*2=6 2 * 2 = 4 1 * 3 = 3 multi -month score: 6 to 9 (dry) 10 to 14 (normal) 15 to 18 (wet) 13 (Normal) Other Resources: ■ retrieve daily precipitation data ■ view radar -based precipitation estimates ■ view weekly precipitation maps ■ Evaluating Antecedent Precipitation Conditions (BWSR) 'SRF To: Lucinda Spanier, Entitlements Manager JPB Land LLC From: Brent Clark, PE, Project Manager Ashley Sherry, PE, Engineer III Date: November 26, 2024 Subject: Meadowbrook Residential Development T Introduction DRAFT Memorandum SRF No. 18533 Monticello, Minnesota SRF has completed a traffic study for the proposed Meadowbrook residentilclevelopment in the City of Monticello, Minnesota. The proposed development is generally located east of Edmonson Avenue NE, between 89th Street NE and 87t� Street NE (see Figure 1: Project Location). The main objectives of the study are to evaluate existing operations within the study area, identify any transportation impacts associated with the proposed development, and recommend improvements to address any issues, if necessary. The following information provide the assumptions, analysis, and study recommendations offered for consideration G G Previous Studies The Haven Ridge Development Traffic Study was developed by WSB in June 2024 (hereon referred to as the Haven Ridge Study) and evaluated the Haven -Ridge reof'dential development, which is located directly south of the proposed Meadowbrook developmen-f-"Originally completed in August 2018, the study was recently , dated to reflect the removal of approximately 60 single-family units, resulting in a decrease in umber of trips associated with the development. The current Haven Ridge development co of a total of 298 residential units, which includes 226-units of single-family housing and 72-unit ownhomes. The most recent Haven Ridge Study utilized traffic data from the previous study at six (6) study intevtections, evaluated year 2030 traffic operations, and recommended various infrastructure improvements. The Haven Ridge development is expected to be completed by 2030, therefore, information from the Haven Ridge Study was leveraged to aide in the development of this study. www.srfconsulting.com 3701 Wayzata Boulevard, Suite 100 1 Minneapolis, MN 55416-3791 1 763.475.0010 Fax: 1.866.440.6364 An Equal Opportunity EVloyer L O Z W Z Q O O I_ w School Boulevard Ea Project Location 87th Street NE Haven Ridge Second Addition Development .s 85th Street NE Haven Ridge Development Project Location SRFMeadowbrook Residential Development Traffic Study Figure 1 02418533 Monticello, MN November 2024 Meadowbrook Residential Development Traffic Study November 26, 2024 Page 3 Existing Conditions Existing conditions were reviewed to establish a baseline to identify any future impacts associated with the proposed development. The evaluation of existing conditions includes a review of traffic volumes, roadway characteristics, and an intersection capacity analysis, which are summarized in the following sections. Data Collection Weekday a.m. and p.m. peak period vehicular turning movement and pedestrian/bicyclist counts were collected at the following study intersections on Wednesday, October 9, 2024, while area schools were in session: • Edmonson Avenue NE and 89th Street NE • Edmonson Avenue NE and 87th Street NE • Edmonson Avenue NE and 85th Street NE Roadway Characteristics A field assessment was completed to identify various roadway characteristics within the transportation system study area, such as functional classification, general configuration, and posted speed limit. A summary of these roadway characteristics is shown in Table 1. Note that these are general characteristics and that there are some deviations within the area or segments of the roadways. Table 1. Existing Roadway Characteristics Roadway Functional Classification (1) General Configuration Posted Speed Limit (mph) Edmonson Avenue NE Major Collector 2-lane undivided 45 89th Street NE Local Roadway 2-lane undivided 30 87th Street NE Local Roadway 2-lane undivided 30 (z) 85th Street NE Local Roadway 2-lane undivided 45 (3) (1) Functional Classification based on the Monticello 2040 Comprehensive Plan. (2) Roadway has an unposted speed limit. Speed limit was assumed to be 30-mph. (3) Roadway has an unposted speed limit. Speed limit was assumed to be 45-mph. From a traffic control perspective, all study intersections are unsignalized with side -street stop control. Existing geometrics, traffic controls, and traffic volumes in the study area are shown in Figure 2. no Z Lu ® Z z Q 0 w C rStreetN:E ELYSchool Boulevard (30) 52 �I (3) 3 r rc � o d a' y �_ Project o W Location + 87th Street NE (27) 27 87th Street NE (1) 1 > Haven Ridge Second Addition MDevelopment 85th Street NE rStreetN�E� Haven Ridge 6 (7) Development 27 (38) 19 (21) (8) 12 ( 43 + (4) (4) 9 N 11 rn rn N r N LEGEND XX A.M. Peak Hour Volume (XX) P.M. Peak Hour Volume Q Side -Street Stop Control Existing Conditions SRF Meadowbrook Residential Development Traffic Study Figure 2 02418533 Monticello, MN November 2024 Meadowbrook Residential Development Traffic Study Intersection Capacity Analysis November 26, 2024 Page 5 An intersection capacity analysis was completed using Synchro/SimTraffic software to establish a baseline condition to which future traffic operations could be compared. Capacity analysis results identify a Level of Service (LOS) which indicates how well an intersection is operating. Intersections are graded from LOS A through LOS F. The LOS results are based on average delay per vehicle, which correspond to the delay threshold values shown in Table 2. LOS A indicates the best traffic operation, while LOS F indicates an intersection where demand exceeds capacity. Overall intersection LOS A though LOS D is generally considered acceptable based on MnDOT guidelines. Table 2. Level of Service Criteria for Signalized and Unsignalized Intersections LOS Designation Signalized Intersection Average Delay/Vehicle (seconds) Unsignalized Intersection Average Delay/Vehicle (seconds) A <_ 10 <_ 10 B >10-20 >10-15 C >20-35 >15-25 D > 35 - 55 > 25 - 35 E > 55 - 80 > 35 - 50 F >80 >50 For side -street stop -controlled intersections, special emphasis is given to providing an estimate for the level of service of the side -street approach. Traffic operations at an unsignalized intersection with side - street stop control can be described in two ways. First, consideration is given to the overall intersection level of service. This takes into account the total number of vehicles entering the intersection and the capability of the intersection to support these volumes. Second, it is important to consider the delay on the minor approach. Since the mainline does not have to stop, the majority of delay is attributed to the side -street approaches. It is typical of intersections with higher mainline traffic volumes to experience high -levels of delay (i.e., poor levels of service) on the side -street approaches, but an acceptable overall intersection level of service during peak hour conditions. Results of the existing capacity analysis, shown in Table 3, indicate that all study intersections currently operate at an acceptable overall LOS A during the weekday a.m. and p.m. peak hours with the existing traffic control and geometric layout. No significant side -street stop delay or queuing issues were observed. Table 3. Existing Intersection Capacity Analysis Intersection Edmonson Avenue NE and 89th Street NE (1) Edmonson Avenue NE and 87th Street NE (1) Edmonson Avenue NE and 85th Street NE (1) A.M. Peak Hour P.M. Peak Hour LOS Delay LOS Delay A/A 5 sec. A/A 5 sec. A/A 5 sec. A/A 5 sec. A/A 7 sec. A/A 7 sec. (1) Indicates an unsignalized intersection with side -street stop control, where the overall LOS is shown followed by the worst side -street approach LOS. The delay shown represents the worst side -street approach delay. Meadowbrook Residential Development Traffic Study November 26, 2024 Page 6 Proposed Development As mentioned previously, the proposed development is generally located east of Edmonson Avenue NE, between 89th Street NE and 87th Street NE. The proposed development consists of a total of 182 residential units, which include 109-units of single-family housing and 73-units of townhomes. A preliminary site plan for the proposed development is illustrated in Figure 3, which was used as the basis for the traffic analysis. The development is anticipated to be fully constructed and operational by the year 2030. Access to the development is proposed on the east legs of the 89th Street NE and 87th Street NE intersections along Edmonson Avenue NE. In addition, the proposed development is expected to include neighborhood connections to Country Avenue to the north and 87th Street NE to the east. Year 2030 Build Conditions To identify the impacts associated with the proposed development, traffic forecasts for year 2030 build conditions were developed. The year 2030 build conditions take into account the planned adjacent development (i.e. Haven Ridge development), general background growth, and traffic generated by the proposed development. The following sections provide detail on the proposed development trip generation, intersection capacity analysis, and potential improvement considerations. Background Traffic Growth To account for general background growth in the area, a growth rate of two (2) percent was applied to the existing peak hour traffic volumes to develop year 2030 background forecasts. This growth rate was developed using a combination of historical average daily traffic (ADT) volumes from surrounding roadways published by MnDOT, traffic forecasts from both the City of Monticello and Wright County Comprehensive Plans, and engineering judgment. It should be noted that this growth rate is generally consistent with the growth assumptions as part of the Haven Ridge Study. Adjacent Developments (Haven Ridge) As previously noted, the Haven Ridge development is located in the southeast quadrant of the Edmonson Avenue NE and 85th Street NE intersection, which is directly south of the proposed Meadowbrook development. The development impacts were evaluated as part of the Haven Ridge Study, which was originally completed in 2018 and updated in June 2024. Since completion of the study, construction has begun for the second addition which is located east of the proposed development. The current Haven Ridge development consists of a total of 298 residential units, which includes 226-units of single-family housing and 72-units of townhomes. Therefore, to account for the most updated land use plans, site trips were utilized from the latest Haven Ridge Study, and distributed to the adjacent roadway network. It should be noted that the development is expected to be completed by 2030, therefore, was included in the 2030 build analysis. The adjacent development is expected to account for approximately 112 a.m. and 146 p.m. peak hour trips along Edmonson Avenue NE, near the proposed access locations. Mel - er lui0p SNMr1 Lwe • H' PARM COACH/ DA FA ARfI [.DVO �S6f6 SO Alfr SLVe AK ROk IKi Of .Er [W.Rt1 -" AC C -St I6 AL PRAP!)— cxv ! roAN�.W5 1 l5 LAW IS 57' SRIOLE FAW r (f ',Z PAD) ' .1 'OFS 67' SINGLE EAw' (SO'16O' PAD)' 66 "I. I01£R.tt AIE) DEH41Y l 4 L M5 C 182 I W3 / .54 46 AC NEr DEKLOPA&E AREA Igj JF�- -IS ss ,A6 oVIIor A -316 AC w1lor a DUltor C -.. 61 IC - T AC Q/A Or o -5 w AC t I a.. JPB LAND, LLC I CONCEPT PLAN I 24-0314 .....o„ °"oary MONTICELLO. MN SHEETNO 1 OF 1 SHEETS 11-15-24 r,',, Site Plan L JKr Meadowbrook Residential Development Traffic Study 02418533 City of Monticello November 2024 Figure 3 Meadowbrook Residential Development Traffic Study Proposed Development Trip Generation November 26, 2024 Page 8 To account for traffic impacts associated with the proposed development, trip generation estimates for the proposed land uses were developed for the weekday a.m. and p.m. peak hours and a daily basis. The estimates, shown in Table 4, were developed using the ITE Trip Generation Manual, 9 I th Edition. Table 4. Proposed Development Trip Generation Estimate A.M. Peak Hour P.M. Peak Hour Land Use Type (ITE Code) Size Daily Trips In Out In Out Single -Family Attached 73 DU 9 26 25 17 526 Housing (215) Single -Family Detached 109 DU 19 57 65 37 1,028 Housing (210) Total Site Trips 28 83 90 54 1,554 Results of the trip generation estimate indicate that the proposed development is expected to generate approximately 111 a.m. peak hour, 144 p.m. peak hour, and 1,554 daily trips. The trips generated were distributed throughout the area based on the directional distribution shown in Figure 4, which was developed based on existing travel patterns and engineering judgement. The resultant year 2030 build traffic forecasts, which include general area background growth, adjacent development trips (i.e. Haven Ridge), and traffic generated by the proposed development are shown in Figure 5. Intersection Capacity Analysis To determine how the study intersections will accommodate the year 2030 build traffic forecasts, an intersection capacity analysis was completed using Synchro/SimTraffic. Results of the analysis, which is summarized in Table 5, indicate that all study intersections are expected to continue to operate at an overall LOS A during the weekday a.m. and p.m. peak hours. No side -street stop delay or queuing issues are expected. Table 5. 2030 Build Intersection Capacity Analysis Intersection Edmonson Avenue NE and 89th Street NE (1) Edmonson Avenue NE and 87th Street NE (1) Edmonson Avenue NE and 85th Street NE (1) A.M. Peak Hour P.M. Peak Hour LOS Delay LOS Delay A/A 7 sec. A/A 7 sec. A/A 6 sec. A/A 6 sec. A/A 7 sec. A/A 10 sec. (1) Indicates an unsignalized intersection with side -street stop control, where the overall LOS is shown followed by the worst side -street approach LOS. The delay shown represents the worst side -street approach delay. L Z To/From ® East/Northeast 35 0 School Boulevard d a 0 U lT _ La-io 00000loo❑ �p�o ;�❑ 87th Street NE 87th Street NE ,o „� Haven Ridge ❑00000 o �' 11 Second Addition o o oboo oDevelopment 0 0 • o1obo 85th Street NE 5% r Haven Ridge Development Z� JO O� T OZZI Cy O ISRF 02418533 November 2024 Directional Distribution Meadowbrook Residential Development Traffic Study Monticello, MN Figure 4 no Z ® Z z 0 N 0 CC40 rStreet.�E� (30)W+0 (0)5 (0) School Boulevard (35) 60 (0) 0 n n (5) 5 N 0 0 0 h--o�IItoo 0El o p❑ o a M c �� ....M o o �2 o E 25 (20)DODO� w 0 (0) o oa000 ;la 10 (5) i0 87th Street NE000 k El (30) 30 0 87th Street NE D01�000 i ��' �� a o - �O a �o Haven Ridge Second Addition (0) (5) 5 0 o n c� � 00000 0 - o rCOC `J Develo ment p o 0 0 r00�O 85th Street NE rStreetNE:i Haven Ridge * 70 (50)Development �} 40 (50) i30 (30) () 15 (5050) 55 + (10)15 L. N � N LEGEND XX A.M. Peak Hour Volume (XX) P.M. Peak Hour Volume Q Side -Street Stop Control I S'R F Year 2030 Build Conditions Meadowbrook Residential Development Traffic Study Figure 5 02418533 Monticello, MN November 2024 Meadowbrook Residential Development Traffic Study November 26, 2024 Page 11 Based on the year 2030 build conditions operations analysis, no geometric or traffic control changes are needed to accommodate the proposed development from an operations perspective. However, given Edmonson Avenue NE is a high-speed (45-mph) roadway, turn lanes could be considered at the access locations from a safety perspective. Therefore, the following two (2) improvement options are provided for consideration to improve safety at the study intersections: o Option 1: The City of Monticello's Capital Improvement Plan (CIP) includes the reconstruction of Edmonson Avenue NE, between Chelsea Avenue and School Boulevard, as part of the Pointes at Cedar project. The reconstruction project, scheduled for 2029, is expected to reconfigure this section of Edmonson Avenue NE from a two-lane undivided roadway to a three -lane urban configuration with a two-way left -turn lane. Given the surrounding land use (i.e. residential, schools, and parks) of the development area, consider extending the three -lane section from School Boulevard to 85th Street NE. This extension would help lower speeds along Edmonson Avenue NE, providing the ability to improve pedestrian safety, crossings, and connectivity, while complementing the surrounding developing area. o Option 2: Consider reconfiguring the existing bypass lanes at the 89th Street NE and 87th Street NE intersections to provide left -turn lanes for both northbound and southbound approaches (see Figure 6). Given that a large portion of development traffic is expected to travel to/from the north, southbound left -turn lanes would be beneficial from a safety perspective and would be considered warranted based on AASHTO guidance. While northbound right -turn lanes could also be considered at the access locations, in addition to the two options provided, traffic to/from the south is expected to be minimal. As a result, such lanes would not be warranted based on Minnesota Local Road Research Board (LRRB) guidelines. Neighborhood Connections As mentioned previously, the proposed development is expected to include roadway connections to Country Avenue to the north and 87th Street NE to the east. Depending on users' origins and destinations, some users of the proposed development are expected to utilize these neighborhood connections. As shown in the inset, approximately 85 and 90 new daily trips are expected to route to/from Country Avenue and 87th Street NE, respectively. Note these volumes are expected to be minimal, with between five (5) and 10 vehicles during peak hours (i.e. one (1) car every six (6) to 12 minutes), and no issues are expected. 87th Street NE LEGEND T - Existing Geometry T Proposed Geometry ■3 IMF,O ' Laij felling i91Q Yam.,■ ■■■■■■�cosi■■■■■■ EEC, 0 II 0 r--1 Improvement Considerations - Option 2 SRF Meadowbrook Residential Development Traffic Study Figure 6 02418533 Monticello, MN November 2024 Meadowbrook Residential Development Traffic Study November 26, 2024 Page 13 Site Plan Review A review of the proposed site plan was completed to identify any issues and recommend potential improvements with regard to internal roadways, access, traffic controls, sight distance, circulation, and multimodal facilities. The following information should be considered when designing internal traffic controls and access roadways: ■ Incorporate traffic controls, signing, and stripping based on guidelines establish in the Manual on Uniform Traffic Control Devices (MUTCD). ■ Special consideration should be made to limit any sight distance impacts from future structures, landscaping, and signing. In general, all roadways within the proposed development are expected to function adequately as two- lane facilities. Internal intersections are also expected to operate adequately with side -street stop control. As development occurs, internal intersections should be reviewed to determine if a higher level of traffic control (i.e. an all -way stop) should be considered. Summary and Conclusion SRF has completed a traffic study for the proposed residential development in the City of Monticello, Minnesota. The proposed development is generally located east of Edmonson Avenue NE, between 89th Street NE and 87th Street NE. Key findings of the traffic study are summarized below: 1) Existing Conditions: a. All study intersections currently operate at an acceptable overall LOS A during peak hours, and no operational or queuing issues were observed. 2) Traffic Forecasts: a. Proposed Development: The proposed development consists of a total of 182 residential units, which includes 109-units of single-family housing and 73-units of townhomes. Access to the development will be provided at the 89th Street NE and 87th Street NE intersections along Edmonson Avenue NE, as well as through neighborhood connections to Country Avenue to the north and 87th Street NE to the east. The development is expected to generate 111 a.m. peak hour trips, 144 p.m. peak hour trips, and 1,554 daily trips. b. Background Growth: A growth rate of two (2) percent was applied to existing peak hour traffic volumes to account for background traffic increases, based on historical data and traffic forecasts from the City and County comprehensive plans. c. Adjacent Development: The Haven Ridge development, located south of the proposed development, is expected to be completed by 2030. Therefore, the updated Haven Ridge site trips were included in the analysis, which forecasts 112 a.m. peak Meadowbrook Residential Development Traffic Study November 26, 2024 Page 14 hour trips and 146 p.m. peak hour trips along Edmonson Avenue NE, near the proposed access locations. 3) Future Operations: a. Year 2030 Build Conditions: The study area transportation network is expected to adequately support both the proposed and adjacent developments under 2030 conditions. No queueing or delay issues are expected at the study intersections. b. Improvement Considerations: Although no operational issues are expected, two (2) improvement considerations were provided from a safety perspective: i. Option 1: Extend the planned three -lane configuration of Edmonson Avenue NE, currently set to span from Chelsea Avenue to School Boulevard, further south to 85th Street NE. This extension could help reduce speeds and improve pedestrian safety, crossings, and connectivity. ii. Option 2: Reconfigure the existing bypass lanes at the 89th Street NE and 87th Street NE intersections to include left -turn lanes for both northbound and southbound approaches. This improvement would enhance safety, particularly for southbound traffic, given most users from the development are destined to/from the north. c. Neighborhood Connections: The proposed development will include roadway connections to Country Avenue and 87th Street NE, with an estimated 85 to 90 new daily trips using these routes. These volumes are expected to be minimal, with only 5 to 10 vehicles during peak hours (about one car every 6 to 12 minutes), and no issues are expected. 4) Site Plan Review: a. A review of the proposed site plan was completed to identify any issues and recommend potential improvements with regard to internal roadways, access, traffic controls, and circulation. DECLARATION OF COVENANTS, CONDITIONS, RESTRICTIONS AND EASEMENTS (MEADOWBROOK) This Declaration is made on , 202 , by JPB LAND LLC, a Minnesota limited liability company ("Declarant"). RECITALS WHEREAS, Declarant is the owner of certain real property located in Monticello, Minnesota, legally described in Exhibit A attached hereto and referred to herein as the "Property"; WHEREAS, Declarant has developed the Property (the "Development") with subdivision improvements for () single family residential home lots (each individually is a "Lot" and more than one are "Lots") shown on the Plat of Meadowbrook, Wright County, Minnesota, together with any amendments or supplements thereto recorded from time to time (the "Plat"); WHEREAS, Declarant has elected not to have the Development be treated as a common interest community under Minn. Stat. Chap. 51513, and the Development falls within the exemption set forth in Minn. Stat. Sec. 51513.1-102(e)(2); WHEREAS, Declarant desires to establish uniform and continuing covenants, conditions, restrictions, reservations and easements for the benefit and enjoyment of the present and future owners thereof; and WHEREAS, Declarant desires to subject all of the Property to this Declaration. DECLARATION NOW, THEREFORE, Declarant declares that the Property shall be subject to the following covenants, conditions, restrictions, reservations, positive easements, and negative easements, which are for the purpose of protecting the value and desirability of said land and which shall run with the land and be binding upon all parties having any right, title or interest in said land or any part thereof, and their respective heirs, successors and assigns, and shall inure to the benefit of each owner thereof. SECTION 1 DESCRIPTION OF LOTS, BOUNDARIES AND RELATED EASEMENTS 1.1 Lot Description. There are one hundred twenty (120) Lots. All Lots are restricted exclusively to single-family residential use. Each Lot constitutes a separate parcel of real estate. No additional Lots may be created by the subdivision or conversion of any Lot or Lots. The Lot identifiers and locations of the Lots are as shown on the Plat, which is 1 incorporated herein by reference. The Lot identifier for each Lot shall be its lot and block numbers and the subdivision name. 1.2 Recorded Plat. The Plat establishes certain restrictions applicable to the Property. All dedications, restrictions and reservations created herein or shown on the Plat shall be construed as being included in each contract, deed, or conveyance executed or to be executed by or on behalf of Declarant, conveying said Property or any part thereof whether specifically referred to therein or not. 1.3 Utility/Drainage Easements. Declarant has created public utility and drainage easements shown on the Plat for the purpose of constructing, maintaining and repairing a system or systems of electric lighting, electric power, fiber optic cable, telephone lines, gas lines, sewer lines, water lines, if any, storm drainage (surface or underground), cable television, or any other utility the Declarant sees fit to install in, across and/or under the Property. Owners of adjoining Lots shall have reciprocal easements for reasonable access over adjoining Lots for the maintenance and upkeep of retaining walls, fences, landscaping, grass and other improvements; provided that any damage to an adjoining Lot resulting from such access shall be promptly and fully repaired. Declarant and its assigns further expressly reserves the right to enter upon any Lot for the purpose of improving, constructing, maintaining or redirecting any natural drainage pattern, drainage swales, area or easement. All utility and drainage easements in the Property may be used for the construction of drainage swales in order to provide for improved surface drainage of the Lots. Declarant shall not be liable for any damages done by any utility company, water district, political subdivision or other authorized user of such easements or their assigns, agents, employees, or servants, to fences, shrubbery, trees and lawns or any other property of the Owner on the property covered by said easements. For purposes of this Declaration, the term "Owner" shall mean the record owner, whether one or more Person, of the fee simple title to any Lot except that, where a Lot is being sold on a contract for deed and the contract vendee is in possession of the Lot, then the vendee and not the vendor shall be deemed to be the Owner. For purposes of this Declaration, the term "Person" shall mean a natural individual, corporation, limited liability company partnership, trustee, or other legal entity capable of holding title to real property. 1.4 Title Subject to Easements. The Property shall be subject to such other easements as may be recorded against it or otherwise shown on the Plat. The owners of the respective Lots shall not be deemed to own pipes, wires, conduits or other service lines running through their Lots which are utilized for or service other Lots, but each owner shall have an easement in and to the aforesaid facilities as shall be necessary for the use, maintenance and enjoyment of the Owner's Lot. 1.5 Impairment Prohibited. No Person shall materially restrict or impair any easement benefiting or burdening the Property, subject to this Declaration. 2 SECTION 2 ADDITIONAL RIGHTS OF MORTGAGEES The holder of any mortgage of record against any Lot, upon written request given by the holder of such mortgage to the other Owners advising the other Owners of such mortgage interest and its mailing address, shall be given written notice by the other Owners of all defaults of the Owner of the Lot upon which such mortgage is a lien, then or thereafter existing, in fulfilling his/her obligations under this Declaration; but the defaults set out in such notice shall not be conclusive on the other Owners, and the other Owners shall have the right to enforce all claims against such Owner for all defaults of such Owner whether or not notice thereof is given to the holder of such mortgage. SECTION 3 RESTRICTIONS ON USE OF PROPERTY All Owners and Occupants (for purposes of this Declaration, the term "Occupant" shall mean any Person or Persons, other than an Owner, in possession of or residing in a Lot.), and all secured parties, by their acceptance or assertion of an interest in the Property, or by their occupancy of a Lot, covenant and agree that, in addition to any other restrictions which may be imposed by this Declaration, the occupancy, use, operation, alienation and conveyance of the Property shall be subject to the following restrictions: 3.1 Residential Use. No Lot shall be used for anything but Residential Purposes, except that Declarant and its successors and assigns shall be entitled to maintain model homes and other sales facilities upon the Lots. For purposes of this Declaration, the term "Residential Purpose" shall mean that the Lot is used exclusively for single-family residential occupancy only; provided, however, an Owner may maintain: (i) a home office within a Dwelling provided there is no advertising signs or regular visits by customers or clients; or (ii) an in -home daycare in compliance with all applicable laws, rules and regulations. For purposes of this Declaration, the term "Dwelling" shall mean a building consisting of one or more floors, designed and intended for occupancy as a single family residence, and located within the boundaries of a Lot, and the Dwelling includes any attached or detached garage structure within the Lot. 3.2 Use of Temporary Structures. No structure of a temporary character, whether trailer, basement, tent, shack, shed, garage, barn or other outbuilding of a temporary character shall be maintained or used on any Lot at any time as a residence, either temporarily or permanently. Notwithstanding the foregoing a motorhome, camper, trailer and/or tent may be used on a Lot for short-term, occasional use (no longer than five (5) consecutive days) and no more than fifteen (15) total days of using one or more of such items per calendar year on any Lot. 3.3 Prohibition of Offensive Activities. All Owners and Occupants and their guests shall have a right of quiet enjoyment of their respective Lots, and shall use the Property in such a manner as will not cause a nuisance, nor unduly restrict, interfere with or impede the use of the Property, or any other Lot, by other Owners and Occupants and their guests. 3 No obnoxious or offensive activity shall be carried on upon any Lot, nor shall anything be done thereon which is or may become a violation of applicable statutes, ordinances or regulations imposed by any applicable governmental authority or an annoyance or nuisance to any Owner or Occupant of any Lot. 3.4 Garbage, Trash Disposal and Recycling. All Owners must contract with a garbage and trash disposal company for the removal of trash and recycling. Garbage and trash or other refuse accumulated on the Property shall not be permitted to be dumped at any place upon adjoining land or any Lot where a nuisance to any residence of the Property is or may be created. No part of the Property may be used or maintained as a dumping ground for rubbish or landfill. Trash, garbage or other waste shall not be allowed to accumulate, shall be kept in sanitary containers and shall be disposed of regularly. No trash, garbage or other waste shall be burned on the Property. All equipment for the storage or disposal of such material shall be kept in a clean and sanitary condition, within the garage or other enclosed structure. Waste receptacles must be removed from the curbside within twenty-four (24) hours of having been placed out for collection. Notwithstanding the forgoing, Declarant and its subcontractors may maintain trash dumpsters on a Lot during construction of the initial Dwelling on a Lot. 3.5 Inoperable Motor Vehicles Prohibited. No inoperable vehicle shall be stored on any Lot, except within an enclosed garage or other approved structure on the Lot. No accessories, parts or objects used with cars, boats, buses, trucks, motor homes, trailers, house trailers, campers, or the like, shall be kept on any Lot other than in a garage or other enclosed structure. 3.6 Vehicles and Recreational Vehicles. Passenger automobiles, passenger vans, motorcycles and pick-up trucks that are in operating condition, have current license plates and inspection stickers, and are in regular legal use as motor vehicles on public streets and highways may be parked on a home's driveway. Trailers, boats, buses, motor homes, campers, snowmobiles, fish houses, ATV's, or other types of recreational vehicles may be parked on the home's driveway or on the side of the garage as long as they are in good, operating condition. 3.7 Sins. No signs, advertisement, billboard or advertising structure of any kind, except a "For Sale" sign not to exceed five (5) square feet in size, may be erected or maintained on any Lot. Notwithstanding the foregoing, Declarant shall have the right to erect and maintain such sign as it deems necessary to advertise the development during construction and sale periods. 3.8 Livestock and Animals. No animals, livestock or poultry of any kind shall be raised, bred or kept on any Lot if they are kept, bred or maintained for commercial purposes or they become a nuisance or threat to other Owners. All animals kept at a Lot must be kept in compliance with all applicable laws. No such animals shall be allowed to run loose on a Lot, unless contained within such Lot by an "invisible fence" type fence or other fence. No outdoor kennel(s), doghouse or other outdoor pet enclosure(s) may be located on any of the Lots. A maximum of two (2) dogs and two (2) cats may be kept at any Lot. 4 3.9 Drainage/Utilities. Any platted drainage and utility easements shown on the Plat or natural drainage patterns of streets, Lots or roadway ditches shall not be impaired by any Person or Persons. The easement and drainage areas on each Lot and all improvements thereon shall be maintained by the Owner, except to the extent maintained by the city or utility company. 3.10 Hazardous Substances. Except for common household cleaners and supplies, no Hazardous Substance shall be brought onto, installed, used, stored, treated, buried, disposed of or transported over the Lots. All activities on the Lots involving Hazardous Substances shall, at all times, comply with applicable law. 3.11 Holiday Decorations/Lighting. Seasonal/holiday lights and decorations shall be permitted on the Lots, provided that they are installed/placed and removed (i) for the winter holiday season (i.e. Christmas, Hanukah, etc.) no earlier than November 1 and no later than March 31, respectively, and (ii) for all other holiday seasons within 15 days of the relevant holiday/season. 3.12 Fences. No fences shall be allowed on the Lots, except for (i) a four (4) foot high white vinyl, black aluminum or black chain link fence or (ii) an "invisible fence". Any such fence must be installed in accordance with City of Monticello code. 3.13 Antennae. No exterior television, radio, satellite or microwave or broadcasting antenna of any sort shall be erected or maintained upon any Lot which is readily visible from ground level on the public roadway in front of the Lot on which it is located. The following are not permitted in Meadowbrook: exterior antennae used for amateur radio, CB radio, FM or AM radio, or satellite radio. The following are permitted: • Dish antenna one meter or less in diameter designed to receive direct broadcast satellite service or to receive and transmit fixed wireless signals via satellite. • Antenna/Dish one meter in diameter or less designed to receive wireless cable or to receive or transmit fixed wireless signals other than by satellite. • Commercially available analog and digital television antennae. A resident may install no more than one antenna or dish for each type of service. • Dishes shall be no more than one meter or 39 inches in size. • Dishes shall be installed only on the roof of the Dwelling. Dishes shall not be installed on the lawn or trees, or on the siding, trim, fascia, windows, patios or deck of any Dwelling. R • Dishes shall be placed below the ridge vent on the back side or rear of the Dwelling and shall not be visible from front street side of the Lot and must not be visible from the front of the building. • No excess cable wire shall be used or wound on the exterior of any Dwelling and must be securely fastened. No coax cable may be left on the ground. • Cable runs must be as short as possible with only one entry point into the Dwelling, ideally through an attic ridge vent. The cable must be colored to match the roof color. • Antennae or dishes no longer in service must be removed, together with all related wiring and hardware, within 30 days following discontinuation of service. • Owners must provide a copy of these guidelines to the installer and, if the satellite dish is not properly installed, other Owners shall have the right to request the removal of the satellite dish at any time. 3.14 Mailboxes. All mailboxes in the Development shall be CBU (cluster) mailboxes. Declarant shall be responsible for initial installation of all mailboxes in the Development. Any replacements or modifications of such mailboxes are at each Owner's expense. 3.15 Auxiliary Buildings. Except for a storage shed (not to exceed 160 square feet) placed in the back yard of a Lot, no shed/storage/accessory building, including but not limited to solar heat gathering systems and/or woodfired heating systems, may be located on any Lot. No auxiliary building shall be constructed on any Lot prior to construction of the Dwelling thereon. Any such permitted storage shed must be placed on the Lot so that it does not (i) block or hinder stormwater drainage or (ii) interfere with utility lines, and must (x) match colors with the Dwelling and (y) meet all applicable city code requirements. 3.16 Driveways. All driveways and sidewalks within a Lot shall be paved with hard surfaces (asphalt and/or concrete). 3.17 Exterior Materials/Colors. Exterior materials on Dwellings must be consistent with or better than original construction materials. Painted materials must be consistent with the original construction colors/concepts within the Development (e.g. no outlandish colors or paint schemes). No murals or paintings may be placed on garage doors or any other part of the Dwelling. No Person may modify or change the appearance of the exterior of any Dwelling, except in accordance with the requirements set forth in this Declaration. 3.18 Irrigation Systems. Each Lot shall have an inground irrigation system installed and properly operating, and such system shall be regularly operated during each year during the months of June through September. CI 3.19 Leasing. No Lot or Dwelling located thereon shall be rented or leased for occupancy for a period of less than thirty (30) consecutive days in duration. No short-term, including but not limited to VRBO and AirBNB style, rentals shall be allowed within the Development. Any permitted leasing shall be pursuant to a written Lease, that subjects the Lot and tenant(s)/occupant(s) under the Lease to the terms of this Declaration. SECTION 4 COMPLIANCE AND REMEDIES Each Owner and Occupant, and any other Person owning or acquiring any interest in the Property, shall be governed by and comply with the provisions of this Declaration, and such amendments thereto as may be made from time to time. A failure to comply shall entitle the other Owner(s) to the relief set forth in this Section, in addition to the rights and remedies authorized elsewhere by this Declaration. 4.1 Entitlement to Relief. Any Owner(s) may commence legal action against another Owner(s) to recover damages or injunctive relief, or any combination thereof, or an action for any other relief authorized by this Declaration or available at law or in equity to enforce compliance with this Declaration. 4.2 Cumulative Remedies. All remedies shall be cumulative, and the exercise of, or failure to exercise, any remedy shall not be deemed a waiver of the other Owners' right to pursue any others. 4.3 Costs of Proceeding and Attorneys' Fees. With respect to any action, legal, administrative, or otherwise, which any Owner(s) take to enforce the provisions of this Declaration, whether or not finally determined by a court or arbitrator, such Owner(s) shall be entitled to reimbursement from the violator for any expenses incurred in connection with such enforcement, including without limitation reasonable attorneys' fees, and interest (at the highest rate allowed by law) thereon until paid in full . 4.4 Effect of Nonpayment; Remedies of Other Owners. In addition, if any such amount is not paid within fifteen (15) days after its due date, the other Owner(s) enforcing this Declaration shall have a continuing lien against the violating Lot(s), and may foreclose such lien by action or advertisement in the same manner as a real estate mortgage may be foreclosed. The enforcing Owner(s) shall have the power of sale in connection with a foreclosure by advertisement. No Owner may waive or otherwise escape liability for such costs by rental, non-use or abandonment of the Owner's Lot. 4.5 Subordination of the Lien to Mortgages. The lien for such amounts provided for herein shall be subordinate to the lien of any first mortgage. While the transfer of any Lot generally does not affect such lien, the foreclosure of any such mortgage or any proceeding in lieu thereof or deed in lieu of foreclosure, shall extinguish the lien of such lien as to payments which became due prior to such foreclosure or proceeding in lieu thereof or which become due during any period of redemption and, if such liens were extinguished and cannot be collected in an action against the Person personally obligated 7 to pay them, the other Owner(s) bringing such action shall bear such amounts equally. No sale or transfer shall relieve such Lot from liability for any such amount thereafter becoming due or from the lien thereof. SECTION 5 TERM AND AMENDMENTS 5.1 Term. The provisions of this Declaration shall run with the Property and shall be binding upon all Owners and all persons claiming under them for a period of thirty (30) years from the date this Declaration is recorded, after which time said Declaration as amended pursuant to Section 5.2 below, shall be automatically extended for successive periods of ten (10) years each, unless the Owners elect to terminate the common interest community created by this Declaration pursuant to applicable law. Notwithstanding anything contained herein to the contrary, any easements created hereby shall continue in perpetuity in accordance with the respective terms thereof. 5.2 Amendments. This Declaration may be amended by the consent of. (i) Owners of Lots to which are allocated at least sixty-seven percent (67%) of the votes of the Owners; and (ii) the consent of Declarant to certain amendments as provided in Section 6.2 below. Consent of the Owners, and the Declarant shall each be in writing. Any amendments shall be subject to any greater requirements imposed by applicable law. SECTION 6 SPECIAL DECLARANT RIGHTS 6.1 Control of Development. Declarant shall have the right to control the operation and administration of the Development until the date the last Lot is sold by Declarant. 6.2 Consent to Certain Amendments. As long as Declarant owns any unsold Lot for sale, Declarant's written consent shall be required for any amendment to this Declaration which directly or indirectly affect or may affect Declarant's rights under this Declaration. SECTION 7 MISCELLANEOUS 7.1 Severability. If any term, covenant, or provision of this instrument or any exhibit attached hereto is held to be invalid or unenforceable for any reason whatsoever, such determination shall not be deemed to alter, affect or impair in any manner whatsoever any other portion of this Declaration or exhibits attached hereto. 7.2 Construction. Where applicable the masculine gender of any word used herein shall mean the feminine or neutral gender, or vice versa, and the singular of any word used herein shall mean the plural, or vice versa. N. 7.3 Notices. All notices required to be given by or to the Owners or Occupants shall be in writing and shall be effective upon hand delivery, or mailing if properly addressed with postage prepaid and deposited in the United States mail. 7.4 Enforcement. The Declarant or any Owner or any first mortgagee of record, shall have the right to enforce this Declaration by proceedings at law or in equity. Failure by any person or governmental authority to enforce any provision of this Declaration shall not be deemed a waiver of the right to do so thereafter. 7.5 No Trust. No trust is created by this Declaration. No charitable purpose is served by this Declaration. This Declaration is for the private use and benefit of the Owners and not for any public use, benefit or purpose. IN WITNESS WHEREOF, the Declarant has executed this Declaration as of the day and year first above written. DECLARANT: JPB LAND LLC By: (Print Name) Its: STATE OF MINNESOTA ) SS. COUNTY OF ) This instrument was acknowledged before me , as limited liability company, on behalf of the company. This instrument was drafted by: Larkin Hoffman Daly & Lindgren Ltd. 8300 Norman Center Drive, Suite 1000 Minneapolis, MN 55437-1060 (TFA) 7 202, by of JPB Land LLC, a Minnesota NOTARY PUBLIC EXHIBIT A The Property's legal description is as follows: Lots - , Block , all within Meadowbrook, Wright County, Minnesota. COMMISSION; MENNEN 10 0 0 0. Z w m U) 0 0 LO 00 CO r- ui J 0 IL a w Z Z 0 CO W D U) U) W D Z W Q a Z w x 0 wsb December 23, 2024 Matt Leonard City Engineer/Public Works Director City of Monticello 505 Walnut Street, Suite 1 Monticello, MN 55362 Re: Meadowview Residential Subdivision — PUD Prelim Plat & Plan Review City Project No. 2024-37 WSB Project No. 026477-000 Dear Mr. Leonard: We have reviewed the JP Brooks Residential Subdivision PUD preliminary plat and civil site plans dated December 9, 2024. The applicant proposes to construct a 182-unit (109 single-family; 73 Townhome) residential development on a 55-acre parcel. The documents were reviewed for general conformance with the City of Monticello's general engineering and stormwater treatment standards. We offer the following comments regarding these matters. Preliminary Plat (Sheets 4 — 6) & General Comments 1. City staff will provide additional comments under separate cover. 2. Edmonson Avenue right of way width shall be 55' wide. Complete. 3. Verify the project concept will work with the existing utility easements on the property. Show the locations of existing easements on future submittals. Complete. 4. The plat will require 12' perimeter drainage and utility easements and 6' easements in the side -yards. Complete. 5. The outlots around the townhome lots should all be drainage and utility easements. 6. Confirm with the holder of the powerline easement that BMX bike park will be allowable within their easement. 7. With future submittals provide soil borings and full geotechnical evaluation to verify soil conditions, groundwater elevations within the site, and the proposed pavement section meeting City design requirements. 8. Additional comments have been provided directly on the plan sheets. Not all comments on the plans have been summarized in this review letter. M:\026477-000\Admin\Docs\2024-12-09 Submittal (Preliminary Plat)\_2024-12-23 Meadowview Residential Subdvision PUD & Prelim Plat - WSB Engineering Review Letter.docx Meadowview Residential Subdivision PUD Prelim Plat & Civil Plans — WSB Engineering Plan Review December 23, 2024 Page 2 Existing Site & Demolition Plan (Sheets 2 — 3) 9. With final plat submittal, provide a removals/demolition plan (could add to the existing site plan) to show what trees are proposed to be removed, impacts to adjacent streets, removals of existing utility infrastructure, etc. Site Plan & Streets 10. Streets shall be designed in accordance with the applicable City Subdivision Ordinances and the City's General Specifications and Standard Details Plates for Street Construction. With final plat submittal provide a separate site/street plans including profile views. Signage and lighting locations can be included on these sheets as well. 11. City design standards require horizontal and vertical curve lengths to meet a 30 MPH design speed for local streets, at minimum. The minimum horizontal curve radius is 300' and the minimum vertical curve length is 90'. Exceptions can be reviewed on a case -by - case basis for low volume roadways. 12. The plan includes trails, sidewalks, and pedestrian facilities. See additional comments on pedestrian access and mobility requirements provided by City Staff under separate cover. A more detailed review will be provided with future submittals, but initial comments are as follows: a. A 10' bituminous trail will be required along Edmonson Avenue. Complete. b. Add a 6' wide concrete sidewalk to the cul-de-sac. c. Connect the 6' wide sidewalk on 87th to the existing sidewalk to the east. Complete. d. Country Avenue will require a temporary cul-de-sac to the south for the proposed stub street. e. Provide curb bump outs to a road width of 24' at future trail crossing on Country Avenue. 13. Review all locations where trails and/or sidewalks connect to roadways, all of these locations will require pedestrian curb ramps. 14. The developer will need to confirm the depth of the gasmain and crossing height across existing easement to verify that the proposed roadway elevation will work. 15. With final plat submittal provide the following: a. Profile view of streets that include stationing, curve length, percent grade, and other standard geometric/design information. Add stationing to plan view on all sheets and horizontal curve information on the street design sheets. Use a different set of stationing numbers for each street so that there are not overlapping numbers. b. Signage and lighting locations can be added to the plan/profile sheets. c. Applicable City standard detail plates, see specific notes in section below. Utility Plans (Sheets 9 — 10) 16. Utilities shall be designed in accordance with the applicable City Subdivision Ordinances and the City's General Specifications and Standard Details Plates for Utility Construction. 17. The Fire Marshall and/or building department will review required fire hydrant location(s) and emergency vehicle access/circulation. Fire truck circulation will need to Meadowview Residential Subdivision PUD Prelim Plat & Civil Plans — WSB Engineering Plan Review December 23, 2024 Page 3 accommodate the City's ladder truck. If the cul-de-sacs are designed to City standards, typically a turning movement detail is not required. Additional comments may be provided under separate cover. 18. Provide a utility plan showing the existing and proposed sanitary sewer, watermain and storm sewer serving the site: a. Watermain looping may be required through the site to provide adequate fire flow supply. Oversize watermain to 12" in connection from 87th to 8911 Complete. b. Additional utility stubs to adjacent properties may also be required to accommodate future looping connections. Add a watermain stub to the south. Complete. c. The City's minimum size watermain is 8-inches. d. The watermain to the south stud should be oversized to 12-inches. e. Verify on plans whether PVC or DIP will be used for watermain. f. See additional comments on plan markups. 19. Hydrant locations shall be reviewed and approved of by the City Fire Marshal; typically, a maximum of 250' overlapping influence radius (maximum 400' spacing) is required along roadway (hose length). 20. With final construction plans, provide confirmation of MDH (watermain) and MPCA (sanitary sewer) plan review and permitting. The City engineer will need to review and sign the sanitary sewer permit. 21. Any public sanitary sewer and watermain shall be encompassed by drainage and utility easements where located outside of public road right of way. Drainage and utility easements will need to allow for a 1:1 trench from the invert of the utility with a minimum of 20' centered on the utility. 22. All manholes shall be located along the centerline of the street. To the greatest extent possible, move curb stops to the adjacent green space if possible. If this option is not feasible, the curb stops will require curb stop casting covers. 23. The City is reviewing the sanitary sewer model to determine if the proposed sanitary sewer layout will work with planned capacities. In the current plans, only 17 lots are going to the north stub and 165 lots are going to the east stub. The review will determine if additional lots will need to be directed to the north stub. 24. Add general notes to the utility plans to the effect of: a. The City shall not be responsible for any additional costs incurred that are associated with variations in the utility as -built elevations. All utility connections shall be verified in the field. b. The City, or agents of the City, are not responsible for errors and omissions on the submitted plans. The Owner and Engineer of Record are fully responsible for changes or modifications required during construction to meet the City's standards. c. All watermain and sanitary sewer testing shall be conducted in accordance with the City standards and specifications. Copies of all test results shall be submitted to the City (Public Works Director, City Engineer), the Owner, and the Engineer of Record. d. Watermain shall have a minimum cover of 7.5'. e. Tracer wire installation shall be in accordance with the latest edition of the MN Rural Water Association Standards. See these standards for further details. f. The City will require televising for sanitary and storm sewer pipe installations prior to accepting a warranty for the utility system; provide report and video files to the City for review. Meadowview Residential Subdivision PUD Prelim Plat & Civil Plans — WSB Engineering Plan Review December 23, 2024 Page 4 25. With final plat submittal provide the following: a. Plan/profile sheets for watermain, sanitary sewer, and storm sewer. a. Provide dimension notes from watermain to parallel sewer mains (storm and sanitary sewer); the minimum horizontal separation between mains is 10 feet. Where watermain crosses storm or sanitary sewer, add a note at each location to the effect of "Maintain 18" Minimum Separation, 4" Rigid Insulation" on both the plan view and profile view locations (both utility and storm sewer sheets). b. Show water/sewer service location to each lot and include the curb stop location at utility easement location (10' beyond ROW). For each lot location add the low floor opening elevation, sewer service station from downstream manhole, sewer service invert elevation at utility easement (10' beyond ROW), riser height if applicable, and curb stop elevation. Gradinq & Drainage Plans (Sheets 11 — 12) 26. Storm sewer pipes should be in drainage and utility easements, please verify that pipes are all within easements. 27. With final plat submittal provide the following a. In general maintain all surface grades within the minimum of 2% and maximum 33% slopes. Vegetated swale grades shall also be a minimum of 2.0%. b. Drainage arrows on plans showing direction of runoff. Note specifically high points between each side -yard swale. c. Include percent slope In all other swale locations and verify that it meets the City requirement of 2% minimum. d. Provide proposed driveway grades at each location. e. Add rip -rap quantities and class notes at each flared end section and pond overflows (if applicable). f. Note the size of proposed storm sewer structures. Erosion & Sediment Control Plans (Sheets 13 — 14 28. The proposed project will disturb more than one acre. Develop and include a SWPPP consistent with the MPCA CSWGP with future plan submittals. 29. An NPDES/SDS Construction Storm Water General Permit (CSWGP) shall be provided with the grading permit or with the building permit application for review, prior to construction commencing. 30. A detailed review of erosion/sediment control and SWPPP will be conducted with the final plat submittal. Provide SWPPP documents with final plan submittal. Construction Notes & Standard Details Plans 31. With final plat submittal provide details sheets and utilize the City's Standard Details Plates for Street and Utility Construction. 32. The street section should follow the updated City standard detail with 1 '/2" wear course and 3" non -wear pavement (Monticello Only). 33. Provide details for the proposed stormwater treatment areas. Meadowview Residential Subdivision PUD Prelim Plat & Civil Plans — WSB Engineering Plan Review December 23, 2024 Page 5 34. Provide specific details for each of the control structures proposed. 35. A full review of standard details will be conducted with the final plat submittal. Stormwater Manaqement 36. Below are General Stormwater Requirements for the Site: d. The applicant will bC required to submit a stormwater management plan for the proposed development in accordance with the requirements in the City's Design Manual. Complete. b. Infiltration is required for new developments. If infiltration is not feasible provide documentation on the rational before moving to additional BMP's. It appears the plans show wet stormwater basins. Provide soils report or rational why infiltration is not feasible onsite. Soils report and infiltration test provided. Infiltration tests indicate that infiltration is not feasible in ponds 1 and 2. Infiltration does appear feasible in the proposed infiltration basin. However, the tests were taken at the existing ground. The tests should be taken once the basin is excavated to the proposed ground elevation. It is highly recommended that boring(s) be conducted in the proposed infiltration basin to confirm the soils at the basin bottom are conducive to infiltration. Complete. c. The new site will need to provide onsite volume control for runoff of 1.1" over the new impervious area, Pre-treatment measures are required prior to discharging to the volume control BMPs. Complete. d. Water quality requirements will be considered met if volume control is achieved for the site. If volume control cannot be met then the development will need to show a no net increase of TSS and TP. Complete. e. Rate control will be required for the new development. All rates must be equal or less than existing rates for each discharge location. Proposed drainage areas P5 and P6 drain offsite. Provide a rate control comparison for each discharge point offsite to confirm that the rate control requirement is met. Complete. f. An operation and maintenance plan for all stormwater BMPs is required and should be submitted with the stormwater report for review. g. The site is within the DWSMA and is subject to requirements of the City's Wellhead Protection Plan. Complete, the site is not within the DWSMA, no action needed. 37. Two feet of freeboard is required for the HWL of a basin to the low opening of a structure. Two feet of vertical separation is also required from an area's EOF elevation to the low opening. HWL freeboard requirement met. A minimum of 2-feet of freeboard is required between the low opening and EOF elevation. This requirement is not met for, Lot 3 Blocks 1, 2, and 3, Lot 4 Blocks 1, 2, and 3, all blocks in Lot 5, Lot 6 blocks 1, 2, 9, and 10, Lot 7 Blocks 2, 3, 30, 39 — 43, Lot 8 blocks 14 and 15, Lot 9 Blocks 7 and 8, Lot 10 Blocks 3, 4, 6, 7, 8, 9, and Lot 11 Blocks 6, 7, 8, and 9 There are conflicting requirements within the Design Guidelines document, in this case 1.5ft of freeboard between the EOF and low opening of adjacent structures is acceptable. The 1.5ft requirement is not met for Block 4 lots 1 through 3 and Block 6 lot 10. Please see note 44 below for additional EOF considerations. 38. Include storm sewer sizing calculations with future plans. Refer to the City design guidelines for Storm sewer requirements. Will be submitted with final design. a. All flared end sections 12 inches in diameter and greater shall include trash guards per City detail Meadowview Residential Subdivision PUD Prelim Plat & Civil Plans — WSB Engineering Plan Review December 23, 2024 Page 6 The minimum full flow velocity within the storm sewer should be three fps. The maximum velocity shall be 10 fps, except when entering a pond, where the maximum velocity shall be limited to six fps. Vaned grate (3067V) catch basin castings shall be used on all streets. The maximum design flow at a catch basin for the 10-year storm event shall be three cubic feet per second (cfs), unless high capacity grates are provided. Catch basins at low points will be evaluated for higher flow with the approval of the City Engineer. 39. The last structure prior to discharge to a stormwater BMP is required to be a 4' minimum sump structure. 40. The proposed project will disturb more than one acre. Develop and include a SWPPP consistent with the MPCA CSWGP with future plan submittals. Provide calculations showing disturbed area, proposed impervious, and future impervious for the site. 41. Please provide an electronic version of the HydroCAD model for existing and proposed conditions. Complete. 42. The proposed model indicates that there is an increase in 100-year HWL for the ponds upstream of Meadowbrook, varying from 0.3ft to 0.7ft. The proposed design should be modified to maintain the existing 100-year HWL upstream while maintaining the existing discharge rates for the 2, 10, and 100-year, 24-hour storm events downstream. Complete, see comment 44 for outstanding item. 43. The development is located within a significant regional drainage system. As shown on Figure 4, future development in subcatchments KF-02 and KF-05 will flow north through the proposed site. The proposed development will need to extend drainage infrastructure to maintain conveyance from these offsite areas for both existing conditions and full development. Additionally, the proposed model includes future ponding for KF-02. There currently is no pond in this subwatershed. As noted above, the development must provide conveyance for both existing and future conditions drainage for these offsite areas. Pipe will be added through the exception parcel to route drainage from KF-02 and KF-05. Show on plans. 44. The location of the inlets and outlet from Pond 2 will tend to lead to short circuiting. The location of the inlet from Park Drive to Pond 1 will tend to lead to short circuiting. In process. 45. Clearly indicate maintenance access routes and benches to all BMPs on the plans. Complete. 46. Clearly indicate the elevation of the overflow between Infiltration Basin 2 and pond 2. Runoff should discharge to the infiltration basin prior to discharging downstream for storm events 1.1" and less Complete. 47. The report indicates that no outlet was found from the pond 204 east of the site. Please confirm if this is accurate. Given the large upstream tributary area, a piped outlet is recommended between pond 204 and infiltration basin 2 or pond 2 to minimize erosion. Modify the outlet in the model as needed. In the 12/11 meeting, it was confirmed with Otto Associates and Ryan Melhouse that there is no outlet for pond 204, and it tends to act as an infiltration basin. The original City-wide model included an outlet from pond 204 at elevation 942.0. With only an overland outlet, the 100-yr HWL of this pond increases Meadowview Residential Subdivision PUD Prelim Plat & Civil Plans — WSB Engineering Plan Review December 23, 2024 Page 7 approximately 1-foot from previous assumptions. After reviewing plans for the neighboring housing developments, it has been determined that a 30" piped outlet must be provided from KF-06 to Meadowbrook Pond 12P to facilitate the final design of the regional system. The pipe should be constructed at an invert of 947.0' at the upstream pond KF-06. The regional conveyance system always included a piped outlet from this basin. Although it has functioned to date as an infiltration without a piped outlet, there is a large upstream watershed that will continue to develop and a piped outlet is required. Please incorporate the piped outlet into the HydroCAD model and evaluated freeboard requirements. Note that the low properties in Hunters Crossing are at 956.0'. The EOF at County Avenue must provide a minimum of 1.5' of separation. 48. Add riprap at the proposed aprons. 49. The proposed trail along Edmonson is located in the existing ditch that conveys the road runoff. How will drainage be maintained for the existing road? Complete, storm sewer stubs and a ditch have been added. 50. Recommend incorporating the depression in the rear yards of Lots 8 and 9, Block 11 into the model to confirm adequate freeboard is provided from the depression in Outlot D due to the offsite tributary area. Complete, EOF provided is sufficient, do not need to incorporate Block 11. 51. Where is drainage area P1 routed in the proposed conditions Hydrocad model? P-1 appears to be routed to the existing 36" pipe on the east side of the development. Provide calculations that the pipe has sufficient capacity for the proposed tributary area. IN -progress, will be provided when storm sewer is sized for final plans. 52. As currently shown, the upstream offsite area, approximately 420 acres, is all tributary to infiltration basin 2. It is not recommended to route this miirh offsitP drainage through an infiltration basin as it is likely that infiltration will fail. Complete, addressed in 12/11 meeting, it is acceptable to let upstream area drain to infiltration basin 2. Traffic & Access 53. The applicant is proposing five access points, one extending Country Avenue to the south, one extending 87th Street to the west, one extending Park Drive to the west, and two becoming the east legs of existing intersections along Edmonson Avenue (at 87th Street and 89th Street). Verify that offset intersections are not being proposed along Edmonson Avenue at 87th Street and 891h Street. Complete. 54. Street access spacing is based on existing 87th Avenue and 891h Avenue intersections on Edmonson Avenue. Verify lane configurations on Edmonson Avenue at these intersections based on traffic study resu' Complete. 55. Include sight distance exhibits for new access locations on Edmonson Avenue at 87th Street and 89th Street to ensure landscaping does not impact sightlines. 56. The site would generate approximately 1,424 daily trips, 106 AM peak hour trips and 143 PM peak hour trips. The existing Average Daily Traffic on Edmonson Avenue for 2023 is drafted to be near 3,400 and is 6,200 on School Boulevard west of Edmonson Avenue. The addition of tr ..._rr,_ '- - �pected to have an impact on roadway capacity and operations. Traffic study is complete. Meadowview Residential Subdivision PUD Prelim Plat & Civil Plans — WSB Engineering Plan Review December 23, 2024 Page 8 57. Provide a traffic study for this development including impacted intersections, turn lane recommendations, and traffic control mitigation measures if needed. A draft traffic study has been completed by SRF. See PDF for comments. 58. Incluuc ally JIIJIIIIIIJ cmu IJQVCIIICIIL IIIQIrVIIy IIIVUIIII.CIIIUHs required on Edmonsull rwclluC based on new access locations. Traffic study and plans indicate left -turn lanes on Edmonson Avenue will be provided, show modified signing and striping. Wetlands & Environmental 59. A complete application for wetland delineation was submitted to the LGU for review and approval on October 21, 2024. The comment period for the delineation ends on November 13, 2021. The TEP reviewed the delineation on site on October 28, 2024 and agreed that no wetlands were present on the site. A Notice of Decision will be issued after the comment period is complete. Please have the applicant provide a written response addressing the comments above. Feel free to contact me at 612-419-1549 if you have any questions or comments regarding the engineering review. Sincerely, WSB �;� L James L. Stremel, P.E. Senior Project Manager PUD DEVELOPMENT STAGE PLAN SET: MEADOWBROOK l MONTICELLO, MN L_/-I l f-7L_ l \ / l// \f L_ I I L I I L _ v l/ / V U \ L_LJ vlV /\/ n nn/T/nA r-r_ /-I L-/ LJ l / l L/ ; A T l A l r- :; L- r-nA4nA/^/1A/ AI /r-Al/ / / / / V/ l / / v ' l / / v /-I V L_ l V L/ —..—..—..—EDMO .. ....::..::::..:::::.:::::.:::::.::::..:.....:.....:.....:.....:............::..::.:..:.:..:.:.. — . Lh: 1 1 OUTLOT D <> 2 2 4 3 2 1 431 2 3 PRIVATE ROAD 1 3 ° 8 8 1 4 1 q ° 3 2 1 3 4 0 2° ° 7 2 Q 21 •� � LU 5 C) 6 ° 6 3 4 5 6 42 5 5 z .r o 3� � 6 1 9 4 "J 23 5 5 4 PRIVATE R 2 ,6 � 6 3 G LIJ LIJ 1 REV. NO. 1 DATE I BY I = ` � 7 — 12 11 10 9 8 7 00 8 1 2 3 4 J lei 10 1 w 8 1 w 3 2 1 Q ~ 6 1 Q 4 -2 > 7 2 51 2cj� OUTLOT D 5 3� 6 3 4 3 5 4 f 6 5 4 Fni iNTRY AVE • �� , �� 10 I 11 112 113 16115 114 113 112 116 2 5 EOO 0 8\� 3 12 /1 60V k7 v r '4/ -j / /--)I -T- nT n lJ / L_ L/ / /-1 -7 �A /n A nn/T//lA / �` / / `/ 7 LJ V L— \ l hereby certify that this survey, plan, or report was prepared .by my or under my direct supervision and that I am a duly Licensed Land Surveyor unde the laws oftheState of Minnesota. Paul E. Otto License #40062 Date: 12-9-24 DESCRIPTION DESIGNED DRAWN C.S.O. T.J.B. CHECKED C.S.O. I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER TH NLTHE STATE OF MINNESOTA. A AN� www.ottoassociates.com 9 West Division Street Buffalo, MN55313 TTO(763)682-4727 SSOCIATES Fax.' (763)682-3522 Engineers & Land Surveyors, Inc. Coro M. Schl- tto DATE: 12-9-24 LICENSE # 40433 , 80 .. --- I U U / L _ k / A / r- U / VL_ : o. w L w Q11. i.— .. <> OUTLOT A ^ BMX PARK o z: S TORYWA TER BASIN OUTLOT B �I 4 5 r / A / \L_L_ll V J 2 3 "\ ❑ x �r 1 4 ; 32 5 3 / LIJ L 6 L 4� y�v . /�/-\•i IA ITL)\/ A 1 Ii- O v V lL-/I V I I\ I /-1 V L- _ 2 Q l l 22 3 �I- C) IL- I C J �r C r � 1J Cj 7 \� `I� ��I ❑ 1� J /1 n n / -r/ /-1 A / 2 SCALE: 1 "=100' OWNER: 4 -D SISTERS INVESTMENTS, LL C A T TN: GREG OL SON 1645 10TH STREET SE BUFFALO, MN 55313 DEVEL OPER: JPB LAND, LLC A TTN: ART PLANTE 13700 REIMER DRIVE NORTH SUITE 100 MAPLE GROVE, MN 55311 763- 285 - 4 795 PARCEL DA TA: GROSS SI TE AREA: -56. 45 AC EDMONDSON AVE ROW.• 1.99 AC NET DEVELOPABLE: -54.46 AC PROPOSED SINGLE FAMILY- 182 L 0 TS 62' SINGLE FAMILY (50'x60' PAD): 68 L 0 TS 52' SINGLE FAMILY (40'x60' PAD): 35 LOTS 52' SINGLE FAMILY VILLA (40'x80.5' PAD): 6 LOTS TO WNHOMES: 73 LOTS 0 VERAL L NET DENSITY: 3. 34 UNITS/AC 182 UNITS / 54.46 AC NET DEVELOPABLE AREA. TOTAL OPEN SPACE: ^-15.54 AC OUTLOT A -3.46 AC OU TL 0 T B -2. 87 AC OUTLOT C -4.12 AC OUTLOT D ^ 5.09 AC SHEE T INDEX SHEET NO. DESCRIPTION 1 PUD DEVEL OPMEN T S TA GE PL AN 2 EXISTING CONDITIONS PLAN (NORTH) 3 EXISTING CONDITIONS PLAN (SOUTH) 4 PRELIMINARY PLAT (OVERVIEW) 5 PRELIMINARY PLAT (NORTH) 6 PRELIMINARY PLAT (SOUTH) 7 PRELIMINARY TREE PRESER VA TION PLAN (NORTH) 8 PRELIMINARY TREE PRESERVATION PLAN (SOUTH) 9 PRELIMINARY UTILITY PLAN (NORTH) 10 PRELIMINARY UTILITY PLAN (SOUTH) 11 PRELIMINARY GRADING (NORTH) 12 PRELIM/NARY GRADING (SOUTH) 13 PRELIMINARY EROSION CONTROL PLAN (NORTH) 14 PRELIMINARY EROSION CONTROL PLAN (SOUTH) 15 PRELIMINARY SIGNAGE, LIGHTING, & MAILBOX PLAN 16/L 101 PRELIMINARY NORTH LANDSCAPE PLAN 17/L 102 PRELIMINARY SOUTH LANDSCAPE PLAN 18/L 103 TYPICAL TOWNHOUSE FOUNDATION PLAN Vicinity Map Not to Scole SEC. 2J, T. 121, R. 25 _ . couNTRY A VE ::::::::::::::::::::::::::::::::::: PARK � Q EA TON \� 5� .... ClR NE a rC W / v v v J l /7TH ST NE................... 87TH ST NE .......... Q J Z J 86TH ST NE 85 TH ST NE , PROJEC T L OCA RON O IJ ❑❑D D❑❑❑❑❑ ❑WEIE PROJECT NO: ❑ 111111 ❑ ❑ ❑❑ ❑ 2 ❑❑❑❑❑ SHEET NO. ❑ OF ❑8 SHEETS DATE: ❑2 ❑12 ❑ p ST ST ST ST \ _ � , L I O �Si9 Existing MH \ 1 / \ -Rim=95788 I I I Existing CB /nv=951.71 L Rim = 956.92 / I r] i1 � _r o 8" DIP SurmountaLLJble-,,,�.::�_ r 12 - Curb & Gutter _ Existing MH a, rn I -DIP WM WM.:�j / - - Conc. o N° < � -Rim=959.50 Benchmark: L / / In v= 954. 76 9 JG d �� l{mil r - lA l l /^�l )IVl`: `t l %7 /-ILJLJI I llJl v FF-959.03- Houseg �... m C �`� -15" RCP j 1 _ Elevation=962.32 Feet W / I l V �� o If House l 958.67 �/ �. i (N.A.V.D. 1988) �.. -Fence X955.78 s In v= 955. 10 �w W j i; �' i �'o `r`� OyFI w �, SS SS, 12" PVC `. / X o `" X �' s6 961. 96o.46 �, T i' /" 9h6� �J 958 X958.81 k !j 1 A -21 " RCP %� 6� Conc. Sidewalk-...-... 9.51 '� X - cjer - \ /yF Q� ON 50 50 _16" D/P WM2X 9S>¢pX g57"03 Existing X Rim=959.80- 99p 6 m {' 9 0 X Shed \ 7 6 Lilacs C l r-lA/ r_-A �)A A^ ��)� A nn/nn / ,_� L)/� 7 \\( S9 /\L_L_llV / /-I/\lVl.. ail\LJ /-ILJLJIIIIJ/V /\ L \ o 953. 78 Inv= 953.95 Fence 9S6 n v= 45.34 d, y _..._..._...-...-...-Fence-�.-...-..._. 9 6 \ y h o...69 x 9 N S S U10� 9 6p ,r� A = ly # - 958.21 p g5 \ . ?-s Utility osem j / \ 1 2 Existing MH 9 o O Electric Transmission �: 958.22' 9 \ 8 0 3 6 Rim=956.26 y) D O Easement per Doc.-::' 9 � ��.� � �9Q .. � X958.52 C-°- Inv 945.58 0 yF o I No. 475446 3p 25 25 Xgs3>2 X953.52 - - Field Line - - a58- - N - - - - - - I SCALE: 1 "=60' X 953.39- OyF-0 € Oyu - - - - -`�° \ - 95743X X957.34 G 9p PlD NO.: 155500231200 1 958.00 qS \ EXISTING ZONING: R-1 SINGLE FAMILY RESIDENTIAL Ln / X 958.58 TOTAL PLAT AREA = 56.45 ACRES _...� ._ -� O C \ O�y \O/y3 )6 / h956 \ Q o F \ d 7 oo`- o l STc� 0 oy Xg o I F I 55.51 F F ,�'� 6� ) / Gf • ^co co Conc. O F X958.54 rn :'Pod \9 6 w O \. OC\ \ �S p8 O� I \ \ `yos o�coo Existing X oz �"F ..._Top=953. 16 9 oNF NF 96165 \ c9�t'ofs�,� 00-: "House O/y cn I 9 s� I W. Inv = 945.76 : �. s ��'oo -Co c. \ F 55 s 33��I 83 \ONE. lnv=943.01 "� �\\ ON X959.36 ��^��o0 -Bit. Driveway 0 Ln X. 56 6 F / yF F SB 95 X959.33 \ \ �•� �, o� "? -FF= 61.71 Surmountable O/y o yF X �� / �\ \ 958.18 8 0 \ i'7-Curb & Gutter F \ O`° 9R8 /� 958.59X g60 \ �� o OyF 949.33 X958.85 °� j 958" I 957.99 F Son. MH -� .o o X \ � vo .,_Edge im=956.52 al \�O p / Oy �\ O O X960.21 ° of Bit.1 �� A Cal.' o:� I rn h :�h F \ y, ��iF \ Sg ` S \ e �h8"PV( _ i-��1� v1\lvL_ SS SS oNF f I = oNF rn'F °' f \ 1 \ \ 959.76 \ \ S ass Bit. R ad W 958 W W ^Cgs/�6 \ O / 11 ONF X�47. �9 f`\NF ONF G \ \ \6" DIP WM s 55 W 958.07 ONF NF g / /// ' \_ 8S6 . - . . - . . - . . - . . - - z 94 / y0 . \ �s 956.43 I °j X96, ,\ /• O gh� ONF / X 964.0 OIyF ONF ` X 959.50 \ \ \ \ JS Son. MH LEGEND L \ ON oNF �" NF 95� J 8-Rim=959.33 \o s 8 \ cy \ 0 988 denotes Existing Contour 95� 95 O 0y S co \ Inv= 946.83 }N958.I4-9 \ ON- O, eNF 956 960. O/y �NF F rno ,_Bit. Driveway 9 P � o � 988.00X denotes Existing Sot Devotion II �\ 98 2 F \ \ \ \ \ :!0 w6 `Conc. FF=980.40 denotes Finished Floor Elevation Existing CB \ I \ �\ 96 �. \ 0 96 \ h �� 6 �l O i ONX963.23 g64 tiF \ F \ 95g \ dqS \-FF=961.22 denotes Telephone Pedestal Rim=955.01 Oy959�8 \ y�� F y 966 h-FF=961.22 Il denotes Sign In v= 950.81 j X9S \� �X963 9 F \ \y �. 0 g Iv I 6 h\ �\ '27 967 6s� 6�6, :. t�f,�,f NF \ -FF=96 .54 -4 denotes Guy Wire 0/yF 960 ONF S 96Q 0y 96 964 y Fo \ C 9s `' - to�� . \ F 2 9 __Exist g House denotes Power Pole Field ine 960 �" `� \ o g61. \ 960 ��X Oh / / �.� \ 958 > O denotes Light Pole 0 8 LLJI \ yF oNF / OtisA \, i yF \ �\ ,/ J� 86G9`So �..�...� _ .Fence Nt GV denotes Water Valve a0 0 \ ( E \o F \ � denotes Hydrant Conc. Walk-... ao cv6 1 oyF ` \� 9s2 �,yF �" \... \ / l Y Existing MH- \ O X ( \ O \ _ �� denotes Outlet Control Structure Rim = 961.56 �� N cn I I Q yF 6�?� 96� `�� / \ \ \ SB I F \ 956 956.12 I L i , / X Qs denotes Sanitary Manhole Inv= 955.11 -9, p \ ON- OyF �4� d \ 1 0 I F \ ON - CO F 951.24F \ denotes Storm Manhole g 96 \ \ Fie/d - �. � °� '� Iii denotes Catch Basin � �o, \ ONE \ \ ONF \ 9Sp 90 �C ON \ h� \oNF ©I denotes Catch Basin - Round °' \963 \ \\ �\ oNF ILI) c i r7 r Air- a w Bi� .7SS°p S1 zo /8 Oy� \ 9 9SA oNF 9S2 9srg\ 0 I \ \ X956.35 1 (D denotes Deciduous Tree S� 9X y \� C _ ` denotes Coniferous Tree Son. MH ��: 0. aIW-g61.97 / \ O 956\ O \ \ 9S2 9\ O o� \ F \ \ O denotes Soil Boring Rim = 961.83 66 yF \ sr NF \ 9S X 957 11 .Inv=�.30 ./96\./ WM I I NFj\ ONF �5�� \ \ 9s \ h� :.Existing w denotes Water Line l.• X963.37 CP 960 O �9� 0 X950.85\\\ 9 Building L / GAS denotes Gas Line Curb &Gutter 2 0 T \ \ `OA �fP ON y Su yF \ S6 9Stf y 96 �' owe, �PF \ F \ 9S8 �� \ Oy \ 6 6 ss denotes Sanitary Sewer Line Conc. Walk �� II coti oc Co of �9 F \ 9S Fiber Optic Box-.../ 96 4 ony0-,-6P^ 0/_/ `Q6pQ \ OyF \9 ONF \ \` \ 2 9S� \ \ 6 ST denotes Storm Sewer Line Existing CB °' -9 , `s. 7 sfo 6X F \ \ Sp \ \ p,�� OryF OHE denotes Overhead Electric Line \ P� f\ \ \ X9s\\ x ' > x denotes Fence Line Rim = 959.20 - I / I °j I I f (D ,oe^ O/y \y oNF \ o < \ In v= 955.68 w I 963.85 \ F F ON- S X 950.07 `\ N\ F O I _ ----- g y � = I X X963.03 y g \oy S x ,` -denotes Drainage and Utility l O \ oNF ON / \ 950 4j X,950.20 OyF 954 952 i�9 \ \ \ L I . J , Easement X960.24 OyF \ oNF ><6- -I-:- - denotes Building Setback Line ,ON956 Fron t = 25 h °' d cb yF \ F \ ON- Ch �� F X959.37 \ \ Oiy OIyF Side = 6' (20' ROW) ° h o o °�'\\\ o \ O F Rear = 25' L ° a ^ 0 �h I 95� yF \ p ON- yF 9h X� W I \ ON \ \\\ oNF \ M oNF hry / �Z O I J 42 =m 'N F \ �� ON X9 o O Oiy 1 0'� / \ \ F 6o co \ g96 `so X9sr �NF F 955.00 X r33" RCP \" I X 963.80 oNF 98p tiC 96<2.2, 0 I wz%�ON- 9 9soNF 954.86LI 0 0 yF54\v9 9"o 960.1 o/ OoNF 9Sp 0 F X 952.45SB 950.60o "X9446\ O 964 9�9.87 \ 961. 64 949. 92j< \ 1� ` 0NF � NF 9�� \ \ \ \\ ONF / o,o," \ \ oNF \ NF \\ �\ L i J _ l O 1 \ ON X 1 ON X 943.20 \ 9 SQ � w 96p \ � yF \ \ / �F � O N F � \ \ \ `` 0 0 I I / X 960. 19 �/a �: \ j \ % yF �� rn \ X 942. 06 ` Oy\ ON- -0 X 961.46 \ 9 R� 9 NF�X yF J L i I w \ X,960. 31 ONE �9 S4 42 /l i i T / n T oyF \ \ �`b o I / 9P \ S� ^h %" \ ONF / LJ / L _ �/ / /-I \ \ ON Ln� Q SB X966.76 959 81 X O \ 8 9S6 OIyF : / X9S389 \ O/y X9sr2s ONF 24 RCS \ 955.06 \ co •� F \ lnv-94713 962.49 I I / X960.70 \ \ ( 0 � / `/F \ � oNF NF \ j 0 96 X 953. 10 O z 966 a� / \ ON- oyF \ g�k oNF I3 G5 oNF �k8 \ X959.81 �/Inv=946.69 \ g�6 9� X95 . -A/MA�b(L INS /0h / NF 95�D ON 50 - - - - I -r t - . - . - . - . - . - . - . - . - . - . - . - . - . - . - . - . - . - . - . - .� - . - . - . - . - . - . - . - . - . - . - . - . - . - . - . - . - . - - - - - - - SEE SHEET 3 I 0 J i OyF X941.77 I � 25 25 IX 966.87 X 960.73 LiStru Structure \\L� 9�EJ/yF 944 �\ REV. NO. DATE BY DESCRIPTION DESIGNED DRAWN / hereby certify that this survey, plan, or report was prepared by my www.ottoassociates.com PROJECT NO: C. S. 0. T. J. B. or under my direct supervision and that l am a duly Licensed Land MITID11 ❑ ❑ R ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ D ❑ ❑ ❑ ❑ Surveyor unde the laws of the State of Minnesota. 9 West Division Street 2 ❑❑❑❑❑ CHECKED TTO Buffalo, MN 55313 ❑ ❑ ❑❑ ❑ D ❑❑❑❑ ❑ ❑❑ ❑ [E❑ R ❑ ❑ ❑ (763)682-4727 : P.E.O. Paul E. Otto ssocM ❑ ❑ ❑❑ El ❑❑❑Vl ElDATE: dSHEET NO. 2 OF ❑8 SHEETS 11211112 ❑ License #40062 Date: 12-9-24 Engineers &Land Surveyors, Fax763 682-3522 Inc. 962.49 0 I SEE SHEET 2 MA TCHL 0 lNE I � L � � _ w 1�0o 0 rn � 963.79 X _7 / Iw 0 X960.70 / \0 - ❑ 6 960 \ rn z ❑ \ /96 oyF I \ X959.81 I I \ Ohl TJ--------------------�� ---------------- I 25 25 I X966.87 1 X960.73 \ °h w \ Play- \ Structure Fence SB I \ 958.84 I 954.72 I I X 966.99 o \ 0� X 963.66 \ h� 1 1 � Gi X 963.48 1 I o I X962.18 w I X966.78 1 = X 962.61 I sss o X961.97 I ❑ 0o X952.20 965.22 I 958 �o I X 962.75 962 o I I X 967.45 62 X 958.85 X 958.47 I = X962.97 9 / i t '�- Inv=947.13--1 oyF 10�oyFlnv=946.69gk6 j g5X9o / 9�0 ��k •�� - Oiy X,941.77 yy /� 0 ❑ 4 / // X yF ❑ 6JyF 944 \ -Pent\ 9S ❑ X954.35 �O _42" RCP �� \ - Oyu AF\ \ _Existing MH \ - 958.38� Rim = 9 6. 26 Inv= 946.82 _ 7 ` pyF -42" RCP G: X960.16 cn (. \ Existing CB >/ ❑ Rim=952.30 < Inv-947 72 c j / p1P SB ti < > 0 \ I J �X9s ` SCALE: 1 "= 60' 966.81 �� I h� a X961.02 C -36" RCP PID NO.: 155500231200 I o SB 7 X954.69 EXISTING ZONING: R-1 SINGLE FAMILY RESIDENTIAL o� Ln 961.37 / o) I \-Fence X962.61 Existing CB X967.16 .962 I 0�..� -Rim 952.54 I I a I S 956.8 g5� 399 96 -21 " RCP X 56.93 36" RCP \ 4 Existing CB LEGEND g67.49• I ` o,`�° h°>-. -Rim=954.87 988 denotes Existing Contour I I 0 I X 967 91 `sue h0 °> Inv= 950. 92 `s �' °�' X i San. MH 988.00 X denotes Existing Spot Elevation 96 9575pX a 7' Rim =951.74 FF=980.40 denotes Finished Floor Elevation �, o w. L , X963.20 ¢ SB Edge-,-... ... 955.71 /: Inv=943.66 111 denotes Telephone Pedestal c E _ 963.32 ❑ / _ -Cant. �dewolk c, o Lv <> 0 96� I or Bit. 1 /. n denotes Sign L �O S /' 7` lSurm untoble a� \ 0 956 8.. \ , Curb & Gutter denotes Guy Wire �i8" RCP: L / /• _Son. MH -0- denotes Power Pole r^Y�1 p denotes Light Pole o / \ 7 /: /; R6i3=958.64 cv denotes Water Valve 6 San. 95 9 S / J J'-6DIP � / / Rim=955.81 5g _ I , I 000 X964.71 \ 6 /�7 \ lnv=943.92 j:� \ 7 9 denotes Hydrant C o X964.84 ❑ l �� \ \ \ Existing CB / �: T F 4�p � denotes Outlet Control Structure � Y 959.2 1 � 9�I \ \Rim=954.82- cn 1' 9 � Inv=950.4 j S ss -,T1 1 OS denotes Sanitary Manhole Existing MH _.. 0 2 X 7711 Rim=969.15 �.`fl 0 I > 18" RCP p Sr^/ l r1 _ 6 �Fiber I 959.24,,�7r- t(,C�)P Qo denotes Storm Manhole I �.\\ ❑ t Optic Box Existing MH j v' , vL �� denotes Catch Basin \ Rim 955.40 .. / r� w I X965.03 °j l \.._ - ®i denotes Catch Basin -Round �r- Bit. . ❑ 0 / Q denotes Deciduous Tree Y X 965.65 Inv= 948.73�_ 15" mps I 966 \. _Existing MHRim=958.40S = SBCurb & �� 966.15 � X959.17 � denotes Coniferous Tree Gutter g. -36" RCP`9 denotes oil ormg 8� X966.38 � Cont. Walk w denotes Water Line 969 26g 6 I I I �'", C I li J 9Fiber �� 1 `�./ S denotes Gas Line <> Optic Box I w I 966.34X X965.41 � SSdenotes Sanitary Sewer Line 15" RCP-: 0 I \ �6 ItX958.68 ST denotes Storm Sewer Line Existing CB i �� I °' C) oHE denotes Overhead Electric Line Rim=967.41 >:s 0 g66 rn X cV x denotes Fence Line C I °' - - - - - - denotes Drainage and Utility > < - - Easement X965.80 X966.31 Fce- denotes Building Setback Line ec > �55 I I °j ❑ % i 01 Fron t = 25' o �3 I ❑ // I Existing ce -< > Side = 6' (20' ROW) `IJ I 3 X966. 12 X961.03 -Rim=955.07 �'� � � Rear = 25' 967 2 I ° = ao X 964.61 X 964.64 /n v= 951.05 \ 9 Field Line-. SB i , Qj �� 66 �� 961.27 LJ 9 I 25 966 88 �6 965.05 966 61 6g 25 SB 966.72X �966,8 966.62 X966.47 965.24 ❑ �r u I Existing_..,l ( House I \ / cl�o i ••-FF=966.95 / / X966.86 X958.41 961.86X X962.03 ` > ( LL_ i / / �/ IV CtD C �� .... 55 ... 33 rn �� SB °j < < > % 950.33 -Fence j X965.05 0 95��6 7 7 X95728 X 964.98 � 9 X966.78 Field Line- .� 6r, 11 / ' Il i J 962.49X c Ih� co 6 -Fence `J 0<0 96 964 rn 0 I 966.52X I SX 964.80X X965.20 X6 X� I 965 9 "cp 966.N � . I I 38X REV. NO. DATE BY DESCRIPTION DESIGNED DRAWN / hereby certify that this survey, plan, or report was prepared by my www.ottoassociates.com PROJECT NO: C. S. 0. T. J. B. or under my direct supervision and that l am a duly Licensed Land MEED11 ❑ ❑ R ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ D ❑ ❑ ❑ ❑ Surveyor unde the laws of the State of Minnesota. 9 West Division Street 2111111111111 CHECKED TTO Buffalo, MN 55313 ❑ ❑ ❑❑ ❑ D ❑❑❑❑ 11111111 ❑ ❑ ❑ ❑ ❑ ❑ (763)682-4727 : DATE: P. E. 0. Paul E. Otto ssoc111111 ❑ ❑❑❑ dVl ❑ M❑ SHEET NO. ❑ OF ❑8 SHEETS 72❑12❑ License #40062 Date: 12-9-24 Engineers &Land Surveyors, Fax763 682-3522 Inc. re ► m► n a rPlatof OWNER: DEVEL OPER: ❑ 4-D SISTERS INVESTMENTS, LLC JPB LAND, LLC DRAINAGE AND UTILITY EASEMENTS ARE SHOWN THUS: ATTN: GREG OLSON ATTN: ART PLANTE I I 1645 10 TH S TREE T SE 13700 REIMER DRIVE NORTH BUFFALO, MN 55313 SUITE 100 6- - MAPLE GROVE, MN 55311 I I 2 763-285-4795 LEGEND - Imo- - 6 - - - - - - denotes Drainage and Utility Easement N I I N SCALE: 1 "=1 00' - - denotes Building Setback Line - - - - i - _ - _ _ _ TOTAL PLAT AREA = 56.45 ACRES I l �_/-, l r7L_l ��`• Tv nV/�_ I Front = 25' Side = 6' (20' ROW) ( / Rear = 25' I ; BEING 12 FEET IN WIDTH, UNLESS OTHERWISE INDICA TED, AND ADJOINING RIGH T- OF- WA Y LINES, AND �-. r /`/•1 / rl _ � �%) � � E-nnenn/^nn/ _ _ �-L_�.UIvL/ BEING 6 FEET IN WIDTH, UNLESS OTHERWISE INDICATED, ZONING: PUD � AND ADJOINING LOT LINES, AS SHOWN ON THE PLAT. L _ LJ V l �/ l V � lJ / V � /- � / r1 / � r I I- ' Cen terlin o f Utility / l \ l \ 7 L-_ A r1 r1 I TI / 1 A / \ �� / Easeme t ZONING: R-1 SINGLE l I /-IL-1L/l l l Ul V _ per NSP r-r A T/ /r- Ir- FAMILY RESIDENTIAL /-) 7 (;�� W. line of the NE 1/4 of Doc. No. 477484 �.. l- - . - �3� �, , Set pk nail j / Sec. 23, T. 121, R, 5 -' \ l %L- l \ / �// V L_ (,.� l ll, �. 60 L L / l / �� I I Lit '� �l ZONING: PUD � 50136'S0"W 896.69 ;�„ \ J- I 80 / l 46 ^. - 22 6n �" I PROPOSED I / / 1 / / T I / 1 T A 6.72 - 9.97 meos. (230.00 deed) �• - �+ WIDENING & RESTR/P/NG FOR V �...- _ i / L _ lJ l /-I �r /, , r_ 1- - - - - - / N13650'E 1731.29 r-�A'lA 1�� l _ _ 696.69 ° ° 1 C.a \ L_ LJ l Vl L/ l V t✓ / V /-1 V L_ / V L_ n / r ti j I �200.00 G' l cn , �" U, - - - - _ I V L_ -cn a P: _ I SW corner of I 1&8 _ - _ N °- Wright County Monument of the N 1 4 of ..._... [- - - - � � 12� - - - - - - �' . /. - cn '•. ---- � 1 0 :1•�the NW corner of the NE 1/4 L / I / I- � I- - - - - - - _ _ - - - _ _ -� Sec. 3, T N �v�L I I 60 J----891-I I- ------ __ - of Sec. 23, T. 121, R. 25 121, 25 I 3 N O I 1 �1 s1"p� I I I OUTLOT D \ I o 10.250 S.FI' I I � 33. 4 \ oa�� I 17,928S.F• I LI---JJ 1 / tp < > I -� ^ c N - - - - _ - 1 EO �s : ti I / l l avi °^ f85 - j--I rl- - - -r �' I 4 3 2 1 12 1110 9 �8 7 6 5 4 3 2 1 I �50 1 �J o c� °' �; °�� o----- 212D , �, � / a) \ W) I 2 - - - - - - 4 1 I �n 6, 264 S. F. L- - o � °� ., ° N i _ �' � `� 10.415 S. F. II' L I- - - � J - - - - - - - - - - - - - - _ _ _ 3 �...� 76, / 3>S r� V �" V L- - - - - - - LJ � �S 2 10 �� 1/ Existin z r I- - 120� - PRIVATE R D 2"^ / :3 N ^' Z �- •l- L 9 1$3 n �Nryf 3 u�j � I \ /�^-...t..•- 3 2 N House I 3 L 16,202 $.F1 J I - - - - - - - - O \ \ / OUTLOT A / Q s �/ ~ � cep \ : 466.27 aoi a� ti .` io _ 49 - - - -� \/ / 0 10,888 S F. - _ �yI 8 49 BMX PARK ° L_ r I 119� vy 1 v 1 I I 8 1 3 2 \ C� I v N L r - - - -- c��'1 4 ry� I I I 49 I 1 Q' ° N _ Area = 3.5 ACRES cn tp 4 .l 2 ep I 181 4 �jd '.' L 16, 162 S. I O 2 I I I I I 3 2 1 /Drainoge & Utility Q I O (�ii �In cp two ' I �o c aVi 9,756 S.F, I J 2 7 2 I Easement in its entirety/ O �n ,�, L--- - - --LJ w �I--11$7� �- I o I I o I I o I 4 �'?\ O) Line parallel 5 I I Q 4 5 6 O� i ' L 16 122 $ F, ti i < 2 \\ with �191$05 I z -- �� I o I o I I° I o------_ 6\'1 j of the NE 1/4� 4 I \ ", p of Sec. 23, T C L _1D,D$s S.F. _IJ ` �I 117 I 5 4 I I 5 4 I Ro �/ : 2, �. o� I PRIVATE AD \ s� �A O1 121, R. 25r � L - p ,/ , 3� cad,\ / L31V n h 3 I 5136 50"wG - 'o \ �o ❑ 8,323 S.F. C - - - - - - _ _ - �ja,178 3 !\\ �,c. Z 0 I ` l 9.957S.F. _ 13 2 1 �\ 3g / �a 200.00 - - 1�7 - L�Li - w �4, \ Ir � \/ I _ f I� - -% 142 �' 1 I I 8 1 I I 6 I I- I /rp�v, ( \ \� \ / y / / �'.-... 170 62 52 52 r r- $4 A �g / I ^ \ I I I I 1 I > \\S.c`C� ' / / 6� J j S0136 50. 0 "w - I -1-P Flb� I r-% I 1M` v] $, 678 S. F I �' 7 \ �� / h`� ) qj � Q �6,� 12 8 `c'I `'v L - - - - J N I Q I 7 2 I Q I 5 2 I I l \ \ S' \ \i/ �`� C OF Q / /� 466.72 meos. I Ff I I I �� I 1 0j - - 1 > O U TL O T D / \�� 5 \ .� / / < < G `ti /� 3? (466.69 deed I Line parallel with I\ �• Cj' Cj G� I G1 r 153 I I I I I a, �� \ ' �Q, C 2� % v "� N I LE 6 3 Leo = 5. 1 ACRES \ ,T �\ ti 0' the W. line of �`,`,' p I ��o I IN �'` I INFO I I� h�' _�' .�` 18 I 3 I I 3 6\ \/ h/ i z F S / 1/ 31� 1 I I 4 I 49 / \ \ (/ 0 Z /i. the NE 1/4 of I 1 I 1 I I I I I 1 '.�� ^ O / �/�' �\ S / \i �0 ° oy o' / / / i �• �o• I I I I °4 rn I I L \. \ Q I Sec. 23, T, 121, �� - - �12,561 S F I I 5 4 / \ �� \h� / �...-,. / �v�0 / 13,396 S. / I ? k R. 25 C C L J L J L -i L_ J 60 '. L- - - 4 I 49 I 49 ' \ STORM A TER ` 66 62 52 52 56 84- -1499 -� _ _ \ \ / : ` \\ s \, / , I �: _ 1� ASIN I - a / _ \ ./ 6'O �� \\ �'S \\ / ^ / / LSD / / I �/ V / / / i [\ I ^I IV L_ 0 0 0 o Y AVE / \ :. C\ 2 I r / Cp U N T R :1) / a� � \ \/ h) / O U TL O T B ry'� 16,515 S. F. ` l . ` / -126 - = L07 -8� 128- O ``�' `f',e. \ \/ / 1 Area = 2.9 ACRES R, // N - 59 I V _ SZ 54 6� f ?8 �/ 7 / 9 h Drainage &Utility / / �...J O - - ^, \ / 1 I I 60�� -� (- I I O` �/ `10,947 S.F.'�ry Easement in its /: -ij5F 1 I\ er \ \ J ^ > �.._ . _..._.. -. -... 9,523 S. 60 ;; 14 _� �C' \ Q �. I I - - - I I �. 1� O entiret / ,, 124 I U �' I I I I I 4 3 Y` "- ` y - < 7 I I 2 �' N \ / O I C9 Q I �3'3• LI----IJ 10.793$. ` ^ I I,� c� �� ' I Io III / �i /•' 3 0o Z� _. n m - _ - - I �� \ \ "� I I �,� I I'�.J�. I I cV fit' ,� .� �' og / '\ LI \ I 1 ,, I I h ,1 1 ,(D ,� °`� 10 $$2 s F I z I� s L -108 �.' I I ^ ry I I ^^� I I ^ h I I ^1p I ^ ^O �O q�` \'V , �� \ `� O LLJ 2 1 \> \ ,, O III, / -� L--- -� `r a, ,; w o 7, 704 S F. - � :. I - - - \ t i6 i ' �I ^'-I IO I �� I-� 1� I I �� I 1 / / / \ - - - - W y cp � 122 \ / 40 I 57 61 62 ` 61 58� �l 60 ^yY �C_ / /� ' / / 1 l 137 r� o N 2 m L I_ - _ _I J 13 J =J L - J L - L - J L - J L 54J L 66 / / 10,774 S.F., 60 00 O r----� "f 8,893S.F. \ g6 ��--21--�� --------- /. `v 52 �:' �//,rye/ / 129 4 �, /ryh . L - 14o r = 4 z u Q 5 126 / 'Y / /� �� 3--- fig. - \ 9 20 12D /30 / �� / /1��, � 11,4614. E I ti� A p Q �0 7, 25 S.F.' _ - - _ \ �h9 SF , 12,427 S.F. �I_ 14,636 S. F. L_ �o -� //2� / / 1 �'� `� / Q1h /O" LI- - _ - J �u \ -. do z ,� LI--- �J \ �� 9y - _-__ ?�a`: -� / �o �' / �. /l` V) O _ _ o ' 12 \ - - _ - - - _ % _ IBLOCK O r-- `:' i g' - 82 r�--___-_�_/ S2'J C �' //'`��\°' L L\10,295 S.F. b, �I---14- CO-e} I 4 I Q 8,308 S.F.13 i ^ �\ '� _ _ �/ hBLOCK o Uj 3 o^p $033 $F - - - - 10,90 SS.F �� 1! / of ��¢ S ?8 / `�� fs> - J \ I 11,354 SI °p o � rn ----�J �� C \ \ __-_ - LI- 13,965 S.F. �o f ^L1/0.312 S.F, of �`� / 3 LL 2 1 �> �� 11 \i ,� 6 s�4 -- I� ----IJ 12,583S.F,� -____ o°� ^� 5 I� Q .. `� 9.676 S.F• �\ 1o�k 1 /�\� 167 r----- r ------ / r I 14 n tb I 200 - - I 177 - O I 15 Z Lim L r. 9 062 S.F. LI - - - - 16g 11 16 \ b o k (j I _ - - _ i 1� 12$_$,F I J I 1 8 I 1i 1 I / / STORMWATER� J c'��! 6 I y ; J E 2 142 U `n \� F 1 ---__ �° W �1--- c �... J IL14,064 S.F. tL _ - - - v r 1 O S > L� _ 12, 647 S. F. 10, 653 S F, O BASIN p^j - - n cry 6$ 5 I - - 160 L �_ _ - - - - I - - - - - �� 1 ��C O` 0� / 60 L_ S ' CO I az 1 ' O �cS 9,690 S.F. I At r I _ n O O �: O 15 712 19D I 165 o� , �Q °, �6- �Q 01 `IJ 10,055 S. F. 'a. _ _ _ _� - -1'65- - - - �1 11,492 S. F. I I / �1�.�� / W r C I I 11,906 S.F. �o Co�/J L I_ - 9.833 F, / \> �1 o /,n I iA I=E)\i A ir- 152 - _ - 113 C 6-5 -,7� - U LI- _ 181 _ - - I T - - - - J / 2�0' / / / /� Q� 0 L/ V i V 1 I \ / i-� V �_ I- -� I� J - `y I I 152 - 7 / (� / \ \ 1 \ \ 9 0j� I I 80jF I I �.I I , :. 84 172J I 64 r 117 1� �j /a 7 / //�.�� / / - 7 h C,) f. I I I I 8 I �9 \. °zo 011,4 F. :.y0� ^ I I p� ^ I I 1 I I �,.�131114 �� I I �" F I `a / .1 1 0° / 1- � - Utilit Easement per 2 flo35 S I 0 O ., r 1�I 0i' L�_ 9,140 S.F. / / / \ / 260 �YJ ,�� I I I 4� I I ��j I ^,� I NJ 6 00 _ - -1 J A�, t� 0 �0 �1 Doc. No. 634336 L64I S I O I I ^ �� I ^I �\' I I ^. �� I I 138 - I IO -, \ 16,354 SF. I \ a �Oy �0 J - �/ $Zf \ L -/ L - - 156 �L \ J(C.�� ` e \� 8 �-� L_-_i / --- \ \/ ey �� pG �I :. �: ., , Y I �\ °�. ... ..,. ..,_,;..-.. •= /� \ � � •• ' ' • . • • • / \ 216 � \ \Q\�,Jec�a`C 11 � I U 1$ 332 S. F. / /\ O O \ / / ; CL \ ! Q \� p � 1�3' I 3 � 3�4 S. F. I I I � ^� 2� / / \ - 67 -I r_-7L -70 _ < / 1 0 ' 17, 649 S.F. r '; I : -� \- - r Z / f r \ ouTLorc L1____ _�� L-_, �`; -J r `/ / / / -I F - -z6 62 56 / \10,192 S. f j / - - - _ _ _ C C �� C62 -\ ` \ / \O /Area = 4.1 ACRES E. line of the W. C 25,179 S F. 1111 1112 1 1 / \ \ \� / Drainage & Utility / r 227 1 /\ /\ / I ►13 I I 61 I I I I I I I \ \ / S 9 y / I ,1� 2 2 of the NE_ F' F 15 Easement in its entirety, 4 0p \ o / I I I I I I 1114 1 113 \ \ \ " �� Y / / ^� I 18,530 S.F. i I 15,184 S.F. °0 <> 1/4 of Sec. 23, T. •.•\. \ \ � - / I I �� ai' I I I F INFIL TRA /ON / / i° t 121, R. 25 1 I \ < 1.� I I S� I I n10 I I �0 / �' I I �' I I G1� I I �� 1 112 M\ \ 6 , �...\ 7 BASIN / A L L 234 _ - - - �- - J L L _ - _ 189 I' ��'� r \ o ^I I `O I I °' ^°' �I I �ry�l I ° �`' �\ \ 11 �6s <, -I I� O' O' / oi a O a oil �I 10� �I I 15,991 SF.^/ ��------ - FF - - - -- ... -3 , -I I �` -i I �/ 6a / L ^ I I_oi, " 110' ^ I I g, I \ \� / ... 3�S '��S I� I 50 - ........... I �l L - L �� I L _70 -i L4, 99 / \ I 5 so 3 1 � � -/ . J L 62J L 62 J L 62 J _110 _ 72 J / I O 1$,830 $.F p�p ' 60 I 17,305 S.F. I 01 C J Line parallel with the W. 437 / - �I I I LI ` '1 line of the NE 1/4 of- . 6o S131'34"W 1934.98 / L - - - 237- _ `r Sec. 23, T• 121, R. 25 rn % 7 U 1 V l L_ l \ I A I / -, ' 1 r `� I\ �%�%l1 v \7 ZONING: R - 1 SINGLE I��I r-1 A I :'� I ` 1 `^ ; 7 / ? FAMILY RESIDENTIAL / n,/ I� TI !1 T A / f \ L _ L- l l V - ^ /-� '1 �° i NOI*650'E 696. 9 �� l /} ll V/ r I� /1 n n / T/ n / / / / , ,I j L� ` / v i i L l V V > _ / /-\ l 1 T / x 0 / ` / r- \ I I I c` \ \ A / /1 T/ 1/^ A / ^ / / 9 R1 Z k J �� ` N° L � - L �r / / �• �• L / O in cD 3' L r J / %a to ^/\/-r/ /= I - I �O L l _^ I� l T l /l A�l m / I L� LJ l l l �/ / I PARCEL AREAS PARCEL AREAS BLOCK - LOT LOT AREA (S. F.) BUILDABLE AREA (S. F.) BLOCK - LOT LOT AREA (S. F.) BUILDABLE AREA (S. F. ) BLOCK 1 - LOT 1 /3,396 7,533 BLOCK 10 - LOT 6 10,055 5,410 BLOCK 1 - LOT 2 16,515 6,288 BLOCK 10 - LOT 7 11,435 5,958 BLOCK 1 -Lor 3 10,882 4,149 BLOCK fo -Lor 8 /8,332 81908 BLOCK 1 -LOT 4 11,461 4,475 BLOCK 10 -LOT 9 25,179 /3,598 BLOCK 1 -LOT 5 11,354 4,632 BLOCK 10 -LOT 10 14,926 7,659 BLOCK 1 - LOT 6 14,064 5,014 BLOCK 10 - LOT 11 10,735 5,994 BLOCK 2 - LOT 1 32,374 9,348 BLOCK 10 - LOT 12 10,636 51913 BLOCK 2 - LOT 2 15,184 6,909 BLOCK 10 - LOT 13 10,994 4,947 BLOCK 2 - LOT 3 17.305 9,073 BLOCK 11 - LOT 1 2,435 2,391 BLOCK 3 - LOT 1 10,774 4,424 BLOCK 11 - LOT 2 1,857 1,857 BLOCK 3 -LOT 2 10,295 5,635 BLOCK it -LOT 3 1,859 1,859 BLOCK 3 -LOT 3 12,583 5,857 BLOCK 11 -Lor 4 2,434 2,434 BLOCK 4 - LOT f 13,386 7,783 BLOCK 12 -LOT 1 2,435 2,435 BLOCK 4 - LOT 2 16,354 8,049 BLOCK 12 - LOT 2 1,857 1,857 BLOCK 4 -LOT 3 17,649 11,579 BLOCK /2 -LOT 3 1,858 1,858 BLOCK 4 -LOT 4 18,530 11,033 BLOCK 12 -LOT 4 2,434 2,434 - BLOCK 4 LOT 5 1 S,a3o 47 8, 9 - BLOCK f2 LOT 5 4 2, 35 4 2, 35 BLOCK 5 - LOT 1 7,170 2,997 BLOCK 12 - LOT 6 1,857 1,857 - BLOCK 5 LOT 2 6,641 3,108 - BLOCK 12 LOT 7 1,858 1,858 BLOCK 5 LOT 3 6.641 3,108 BLOCK 12 LOT 8 2,434 1,854 BLOCK 5 LOT 4 6 641 3 108 _ BLOCK 12 LOT 9 2,435 1,855 _ BLOCK 5 LOT 5 6,64 f 3,108 _ BLOCK 12 LOT 10 1,857 1,857 BLOCK 5 -LOT 6 6,641 3,108 BLOCK 12 -LOT 11 1,858 1,858 BLOCK 5 - LOT 7 6,641 3,108 BLOCK 12 - LOT 12 2,434 2,430 BLOCK 5 - LOT 8 9,767 3, 903 BLOCK f3 - LOT 1 2, 435 2,425 BLOCK 5 -LOT 9 10,947 5.820 BLOCK 13 - LOT 2 1.857 1,857 BLOCK 6 - LOT 1 6,579 3,054 BLOCK 13 - LOT 3 1.858 1.858 BLOCK 5 - LOT 2 6,607 3,075 BLOCK 13 - LOT 4 2,434 2,434 BLOCK 6 - LOT 3 6,607 3,174 BLOCK /4 - LOT 1 2,726 2,708 BLOCK 6 -LOT 4 8,943 3,337 BLOCK /4 -LOT 2 1,856 1,856 BLOCK 6- LOT 5 10,312 6,038 BLOCK 14 - LOT 3 1,858 1,858 BLOCK 6 -LOT 6 10,653 6,066 BLOCK 14 -LOT 4 2,724 2,515 BLOCK 6 - LOT 7 9,833 5,401 BLOCK 15 - LOT 1 2,736 2,600 BLOCK 6 - LOT 8 9,140 4,819 BLOCK 15 - LOT 2 1,860 1.860 BLOCK 6 -LOT 9 9,535 4,886 BLOCK 15 -LOT 3 1,860 1,860 BLOCK 6 -LOT 10 10,192 4,856 BLOCK 15 -LOT 4 2,725 2,723 BLOCK 6 - LOT 11 15,991 8,726 BLOCK 16 - LOT 1 2,022 2,019 BLOCK 6 -LOT 12 11,975 6,266 BLOCK 16 -LOT 2 1,377 1,377 BLOCK 6 - LOT 13 8,917 4,712 BLOCK 16 - LOT 3 1,377 1,377 BLOCK 6 -LOT 14 8, 994 4, 781 BL OCK 16 - L O r 4 2,022 1,724 BLOCK 6 - LOT 15 9,072 4,850 BLOCK 16 - LOT 5 2,020 1.765 BLOCK 6 - LOT 16 11,939 5,180 BLOCK i6 -LOT 6 1,375 1,375 BLOCK 7 - LOT 1 9,984 4,097 BLOCK 16 -LOT 7 1,375 1,375 BLOCK 7- LOT 2 8,615 4,389 BLOCK 16 -LOT 8 2,020 2,018 BLOCK 7 LOT 3 - 7 701 3 801 BLOCK 17 LOT 1 - 2 021 1 806 BLOCK 7- LOT 4 7,706 3,717 BLOCK 17 -LOT 2 1,376 1,376 BLOCK 7 - LOT 5 7,345 3,414 BLOCK 17 - LOT 3 1,376 1,376 BLOCK 7- LOT 6 6,735 3,054 BLOCK 17 - LOT 4 2,021 1,870 BLOCK 7 - LOT 7 7,023 3,278 BLOCK 17 - LOT 5 2,021 2,021 BLOCK 7 - LOT 8 11,737 4,962 BLOCK 17 - LOT 6 1,376 1,376 - BLOCK 7 LOT 9 12,427 7,356 BLOCK 17 - LOT 7 1,376 1,376 BLOCK 7 - LOT 10 10,909 6,259 BLOCK 17 - LOT 8 2,021 1,764 BLOCK 7 -LOT 11 10,128 5,656 BLOCK 18 -LOT 1 2,021 1,745 BLOCK 7 -LOT 12 11,492 6,558 BLOCK /8 -LOT 2 1,376 1,376 BLOCK 7 - LOT 13 9,045 3,363 BLOCK 18 - LOT 3 1,376 1,376 BLOCK 7 -LOT 14 8,034 3,447 BLOCK 18 -LOT 4 2,021 2,013 BLOCK 7 -Lor 15 �716 3,293 BLOCK 18 -LOT 5 2,019 2,011 7 - LOT 16 12,627 5.658 BLOCK 18 - LOT 6 1.378 1.378 7 - LOT 17 11,906 7,055 BLOCK 18 - LOT 7 1,376 1,376 BLOCK 7 - LOr 18 /2,647 7,642 BLOCK 18 -LOT 8 2,021 1,745 BLOCK7-LOT19 13,965 8,666 BLOCKI9-LOT1 2,021 1,832 BLOCK 7 -COT 20 14,636 9,311 BLOCK /9 -LOT 2 1,376 1,376 BLOCK 8 -LOT 1 13,442 5,632 BLOCK 19 -LOT 3 2,021 2,021 BLOCK 8 -LOT 2 9, 556 4, 979 BLOCK 19 4 2, 021 2, 021 BLOCK 8 -LOT 3 9,995 5,5/2 =LOT BLOCK 19 LOT 5 1,376 1,376 BLOCK 8 -LOT 4 f0,461 5,920 BLOCK 19 - LOT 6 2,021 1,832 BLOCK 8 -LOT 5 12,681 6,995 BLOCK 20 - LOT 6 2,021 2,021 BLOCK 8 - LOT 6 9,233 3,560 BLOCK 20 - LOT 1 2,021 2,021 BLOCK 8 - LOT 7 7,507 3,466 BLOCK 20 -LOT 2 1,376 1,376 BLOCK 8 - LOT 8 7,606 3,520 BLOCK 20 - LOT 3 2,021 1,788 BLOCK 8 -LOT 9 11,306 4,772 BLOCK 20 -LOT 4 2,021 1,772 BLOCK 8 LOT 10 9 690 4 247 BLOCK 20 LOT 5 1 376 1,376 BLOCK 8 LOT 11 9 676 5 020 BLOCK -LOT 1 2,021 2,021 BLOCK 8 - LOT 12 8,308 4,132 BLOCK 21 - LOT 2 1,376 1,376 BLOCK 8 -LOT 13 8,893 4,257 BLOCK 21 -LOT 3 2.021 2,008 BLOCK8-LOT14 10,793 4,716 BLOCK21-LOT4 2,021 2,021 BLOCK 9 - LOT f 17,928 8,872 BLOCK 21 -LOT 5 1,376 1,376 BLOCK 9 - LOT 2 10,415 5,976 BLOCK 21 - LOT 6 2,021 1,863 BLOCK 9 - LOT 3 10,888 6,314 BLOCK 22 - LOT 1 2,146 2,146 BLOCK 9 - LOT 4 91756 5,488 BLOCK 22 - LOT 2 1,856 1,856 - BLOCK 9 LOT 5 - BLOCK 22 LOT 3 2.146 2,146 BLOCK 9 -LOT 6 9,957 4.789 BLOCK 23 -LOT 1 10,250 3, 806 BLOCK 9 - LOT 7 10,148 4,111 BLOCK 23 -LOT 2 6,264 2,814 BLOCK 9 -LOT 8 6,759 3,122 BLOCK 23 -LOT 3 6,202 2,771 BLOCK 9 -LOT 9 6,368 2,896 BLOCK 23 -LOT 4 6,162 2,740 BLOCK 9 -LOT 10 6,421 2,938 BLOCK 23 - LOT 5 6,122 2,709 BLOCK 9 -LOT 11 7,786 3,766 BLOCK 23 - LOT 6 8,323 4,069 BLOCK 9 - LOT 12 8.700 4,031 BLOCK 23 - LOT 7 8.678 4,460 BLOCK 10 - LOT 1 9,523 3,753 BLOCK 23 - LOT 8 12,561 5,611 BLOCK 10 - LOT 2 7.704 3,696 OUTLOT A 150,626 0 BLOCK 10 - LOT 3 7,687 3.672 OUTLOT B 125,056 0 BLOCK 10 -LOT 4 8,069 3,972 OUTLOT C 179,600 0 BLOCK 10 - LOT 5 9,062 4,705 OUTLOT D 221,914 0 REV. NO. DATE BY DESCRIPTION DESIGNED DRAWN C. S. 0. T. J. B. CHECKED P.E.O. l hereby certify that this survey, plan, or report was prepared by my or under my direct supervision and that I am a duly Licensed Land unde the laws of the State of Minnesota. �-q L/ www.ottoassociates.com 9 West Division Street Buffalo, MN 55313 TTO(763)682-4727 SSOCIATES Fax: - Engineers & Land Surveyors, Inc. ❑ R ❑ 1] 11 MLILIDLILISurveyor ❑ ❑ ❑❑ ❑ D ❑❑❑❑ M 1111 ❑❑ ❑ ❑❑❑ dVl ❑ ❑ R ❑ ❑I ❑ ❑I R ❑ ❑ 11 Ill Ell 11 El ❑❑ ❑ R PROJECT NO: 2 ❑❑❑❑❑ Paul E. Otto License #40062 Date: 12-9-24 SHEET NO. ❑ OF C8 SHEETS DATE.' E2 �[2 ❑ Preliminary Plat of MEADOWBROOK 155- f05-003010 155-105-003020 155- 105-003030 155-105-003040 155-105-003050 ROGER D GAU STEPHEN & IRA CY EDGAR ✓ ARIZA ALEX M & AMBER M ALAN A & EILEEN ❑ "� 4696 DIAMOND DR KARVONEN 4728 DIAMOND DR BYMAAt M JIMENEZ :MONTICELLO MN 55362 4714 DIAMOND DR MONTICELLO MN 4744 DIAMOND DR 4758 DIAMOND DR 155-f05-001070 155-105-001060 155-105-001050 155-f05-001040 ❑ �r MONTICELLO MN 55362 MONTICELLO MN MONTICELLO MN ❑ I HMARCUS EATHERNN�LANOLANTRE & I GEORGE E Ol 'N 14602TYN L NELSON BIEGLER HEATH P & KELLY R / _ 55362 55362 55362 - - I ✓R ZONING: PUD 105 001090 155-105-001080 4572 4586 COBBLESTONE COBBLESTONE CT 4614 COBBLESTONE CT 155-105-001010 Surmountable _ �� ti �A r p` IELZABETH DECHENE & COBBLESTONE C T MONTICELLO O MN MON TICELL O MN 55362 - DANIEL BONK DAVID &ELIZABETH CT ✓EFFREY B ABBOTT Curb &Gutter Wright County Monument MONTICELLO MN 55362 , 4544 COBBLESTONE CT ERICSONMONTICELLO MN 9011 COUNTRY AVE Conc. ° - 4556 COBBLESTONE 55362 MONTICELLO MN 55362 at the NW corner of the MONTICELLO MN 55362 ^ T1 A n r� I -r/ n A I NE 114 of Sec. 23, T.-'-•� /{' I r- I A/ CT r- A J A A t I% 7 i-i LJ LJ I I I lJ I v Existing 1. �❑ � � � MON TICEL L O MN I i-� l\ l V l .� � House 121, R. 25 \ , l J f \ L • L-- I I v 55362 \ ❑ SCALE: 1 "=60' Conc. Sidewalk- - PID NO.: 155500 31200 \ 50 50 - I Existing � 'q'� 2 :,Shed _ /{, I r- l A I r- A :-)A e ti r� A rn n I T I n n/ ,r� A E) l�' '� EXISTING ZONING: R-1 SINGLE FAMILY RESIDENTIAL 155-500-143401� 33.04 FAMILY RESIDENTIAL 60 CITY OF MONTICELLO \'� 13 .83 -�l \ lVl ��l \ LJ /-iLJLJI l I lJ/ V i-�l \ f \ N88 58 03 E _ ADDRESS UNASSIGNED \ • % 80 92 1 DRAINAGE AND UTILITY EASEMENTS ARE SHOWN THUS MONTICELLO MN 55362 - - - - - - - - - - - - - - - - - - 80 84 167 Drainage ,r� A • r- - 156 -I F 80 83 � o �.. i-i I \ f tT- 155 386/I I I I I I 1 \ Doc. No. 634336 Eosement�Electric Tronsm,ssion �. Utilit Easement er r Y p I &Utilit N. line of the NE 114 of_.. Easement per Doc.-::' I 0 I . ••. Sec. 23, T. 121, R. 25 No. 475446 \ � 1 \ I I I �- -124-002010 25 25 - - S TEPHEN G &' 60 1 I o'�il / / I I I 4759CATHEPARK DR EVER I\I y: I A 32,374 S. % MONTICELLO MN 55 2----1---J L---�---- 88 , \ \'� 2 I I 3 I I 4 I I 5Ll 2 �........ .�� \ 11 6 1\; o I / r I I 17,305 S.F ............. / \ \ 16,515 S. F. I 10, 882 S. F. I I 11,461 S F. I 1 11, 354 S. F. I^ .. °' 1 \ / A 15,184 S. F. ^ L \ I 14, 064 S.F. I 17 DRA/NAc l� \ \ A I A I I A I I A 1I / I I < Z \ n'\' /•. / \ \ J I ,q I �' . ^ o / I I I I Conc. BEING 12 FEET IN WIDTH, UNLESS OTHERWISE INDICATED, AND ADJOINING RIGHT- OF -WAY LINES, AND BEING 6 FEET IN m S5 \ I I �� s �� Pod \ \ J 1 ; os F I A Existin WIDTH, UNLESS OTHERWISE INDICATED, AND ADJOINING LOT / \ J-----� L-----J \ ......\.... A � \ \ i � 80 83 - - _ ❑ � � I I 000s�o��,l / / I I I I 1 �_:!Houseg LINES, AS SHOWN ON THE PLAT. �l I I s�°��''o / I I I I I -Co c. :. \ 55 33 :::;:: "� l 13,396 S.F. - : ? \ o o0 0�� I -Bit. Driveway CONNECT TO EXIST. \ _•" ". -► :::: :/ \ \ l\ / A / 8S J i \'�• �J ..yT o� _ - I- J / CURB & GUTTER ,..•Surmountable ,( ' L - - - 1 Curb & Gutter I I __---� _ -.. I i� \ • , //h � i � •"' � • P � L _ -� - ❑_�� \ 81 s1 �I!_ �- . 1. - / R, / ARK - 169 i S°71 of Bit. A ,_)Irl \ 1 - - - - - 69 - - \ / _ •... ::.•: � - \ _ o j •�. Bit. Rood OUTLOT A ° \ DRIVE - .. - . BMX PARK / :•: ¢"'''` 80 80 \ EXISTING COS TO BE Areo = 3.5 ACRES A o l / / / :t _ _ 111 81 _ - - - - --� - - - - - R.. _ - :yREMOVEO &DRIVEWAYS _ ... \ �i I Drainage & Utility �' \ ❑ f0,774 SF, l '4 / l -_- - - - I 1 - -1 CONNECTED TO NEW STREET d J Easement in its entirety \ / / A / / 60 / r I / ❑ ❑ I r- I 1 1 1 ,% I ` Bit. Driveway > Conc. / < , I :�::� I � \ • \ / \ � / � / � / o"� / � I I I I \ • �: h� I LEGEND 2 /'` /o / �/ I I I I I \ 1 - - - - - - denotes Drainage and Utility 10,295 S.F. l h ^ I 9 Y / 3 155-155-001010 i `4 \ \ �f,,,f \13l l 1S.F./ / �o I I I I Easement 2 583 S _ MICHAEL R SEL/NSKY & I /^ p Foss J \l / r* .�`3� // A ^�I I I I 1 1 I \' -•••-Exist g House -denotes Building Setback Line JELINS R K FEAL Y > Fron t = 25' 447NSK TH T \ \ �886 P. N \ 16,354 S.F. 9 89 S NE s / I I \ !) Side = 6' 20' ROW STORMWATER \ 89 ,o �8 I A 1 1 A MONTICELLO MN 55362 I I BASIN \ ,S'S\ / _� I I ? Rear = 25 Conc. Walk-... OUTLOT 8 \ / \\ J 14 ❑� o \ Areo = 2.9 ACRES \ �C r 110 1 1 I N N I 1 1 3 5 I , a 1 ?jam Drainage &Utility �\�� 13,386 SF. I I 17,649 S.F. 1 1 rl A /r_ Easement in its entirety I 10 I 18,530 S.F. r _ �O _ I I 18, 830 S. F. ❑� I r - . - . - _I I _ _ 1 L 0 T & HOUSE PAD SIZE: ' vL I ' / s \ \ I I A = 62 SINGLE FAMILY LOT 50 X60 PAD Bit. Road: o S \ ,06/ />^ i ` �s2LJ L--sue--J L_ 90 1 - - - 80 - B = 52; SINGLE FAMILY LOT (40'X60' PAD) :;•:;:: / / I 301 C - 42 SINGLE FAMILY 1/ILLA LOT (40 x80.5 PAD) \ \BuildingL / Curb & Gutter)" 7,170 S. F. �Ae.�fP .• tij 'o �� ❑ /\ orye"/�:�P' ' ' �� ; PROPERTY DESCRIPTION: Conc. Walk I j� F \ B / \ oc C, < ❑j7 - - \ \ \ 6,s4t S.F. \ ��9�>Fs� sfof / V �gti ^� a The West Half of the Northeast Quarter of Section 23, Township 121, Range 25, Wright 155-155-004010 I I ':: / ❑ /\ r'p \ P~'f es \ : 3 o O o 2 > ✓ULIE HAL VORSON I ( / \ \ 1� B / s per \ : p < , County, Minnesota. 4456 EAKERN CIR NE 'l <� I I I / 1 ,s \ 3 / ❑ ?\ 1 A oo C- z Y O `� i MONTICELLO MN 55362 , l y 2, 4 5 S. F� �� \ �� 6, 641 S.F. / 1-1 \ ic^j �' `� Q W I' EXCEP T. s8 \ ❑ /\ STORM WATER BASIN � The South 466.27 feet of the West 466.69 I + ) feet of the Northeast Quarter of said Section 4 / o o / SB 6, 641 23 S.F. \ \ 155-155-004020 �� h p ou L ,i $ ❑ /\ � .• h HEATHER & JAMES W ^ I ? Y' \� B / \ \ B '\' CL NON �O \ sr, lNFIL IRA TfQN AL SO EXCEP T.- 4454 EAKERN CIR NE �' •�'Z `� I I I ( 1,85� S.F. / / \ \� sc,\ / ❑ \ \ 10,947 S.F. / BASIN c •; 9 '� \ \/ 6,641 S.F. \ \ / MONTICELLO MN 55362 j 4Z' S5 I �ry 4 \ y �� ❑ / ^ \ems /Q\ \ I \ A tract described as commencing at the :.. I579 2,434 SF. l N 43 �\ \�� B h •= %� Southwest corner of the Northeast Quarter, �. I I s / /� 43F \ ❑ sue\ 6 / ❑ sue\ \ \ //moo hry / :\ / thence Easterly, along the Southerly line, a - 8 ��, 1 ►� ^ \ 6,641 S.F. \ / / \\ distance of 467.11 feet to the point of '' "I�.• I I 49 ,421 S.F. a ��'\ \ f' ❑ ❑ / B beginning,thence continue Easterly, along the > ::: I I 3 ti. / \ ❑ 1 OUTLOT Cu y� 9 ••. I �� _ _.• 58 �• 6 ❑ \ '\ 7 B ❑ s :• 6,579 SF South line, a distance of 940.00 feet; (hence 155-155-00403064.5 2 •0 2 4`; ,s\ / `�\ / /� Areo = 4.1 ACRES Northerly, parallel with the West line, a 4452WANDE K PARRiSH �� 1 y� 376 S.F. N 5 r' \/ 6,641 S.F. ory/ �6 ,�"�/ Drainage & Utility '`o/ \ distance of 696.69 feet; thence Westerly, 4452 EAKERN CIR NE � � � 1 I I "� \ Easement in its entirety � � � MONTICELLO MN 55362 �� I �,. 1 �4.3 1, J75 S.F 9 \ < ,�0 / B �` / ;\ y / parallel with the South line, a distance of ^� I•; I 58 ��` c� 6,` : s Q B / < 6,607 S.F \ / 1407. 11 feet to the West line; thence -,� I I 1 2.6 3� 4� / \\� �.\� 8 / / �S ❑� / \ Southerly, along the West line, o distance of J . 2 ,� N / / 9.767 SF / ry /� / 230.00 feet; thence Easterly, parallel with the - - , 857 S.F. v \ / h/ �1 r �8° .. I •r � L � \ /� South line, a distance of 467. 11 feet; thence 155 155 004040 0 1 58 I O / / / I I s3 DUST/N H & EL/ZABETHL.� _ I �° I ;` I� cV I �43 a 1 20 \\ \ /,``�/ B \ / 1 ❑ \ \ \ \ Southerly, parallel With the West line, a ✓ KRUCH TEN r i 3 1 "� 3 20 I \ \ / / 6 807 S.F. 1� _ /� ❑ 6� \ distance of 466.69 feet to the point of 4450 EAKERN CIR NE �, J m m I ,858 S. 43 43 I 25 ^ ��`� \ ' ��\ \ v / ` �`�j�0 /•�O 1 I (� 1� 1 ❑ beginning. MONTICELLO MN 55362 `i I 58 1 I V 1 I Est /l TI /1 T A I I \ s o, / \ ` /h`� / 5 ► 110.653 S. F. I I 7 L s� \ ^, v I L _ I .-I A L SO EXCEP T- d 6 1 1 \ \ :. `� �p �.\0 to / \ ❑� 10,312 S.F.1 I I 1 9,833 S.F. 1 1 1 ° \ \ 155-177-000010 I 2,146 S. . / I 1 ,� / . CITY OF MONTICELLO 155-155-004050 ^ :>:: 58 er I 1 N43 43 I / B 4 I I sr A tract described as commencing at the J&L REAL ESTATE I =�u I :::::::: I I I 58 \ / 1 I 1 1 9,140 S.F. 1 % ADDRESS UNASSIGNED Southwest corner of the Northeast Quarter, INVESTMENT LLC o :::::;:: •••-�••-••• F• N I 2 N 5 \ '�::• � ` 8,943 S.F. I � I 1 1 I � / � •' • • • • • •' MONTICELLO MN 55362 4448 EAKERN CIR NE I I I h 1 2 \ / / / i thence North along the West line, a distance e I 64.8 N b� `� I ,376 S.F. j 376 S. 1 1,856 S. `� \ o I I ^ c"o I / /\ °s ? \ point of beginning; MONTICELLO MN 55362 i :� 5 I 43 43 1 "� \ ^ ^ �8 of 696.69 feet to the ZON/NG. R-1 SINGLE -Z I 1 � N 1 58� o \ \ A.3 \❑ / / A I I I 9 / /ry \ \ thence East, parallel with the South line, a I I 49 c,i4 �49 3 F OUTLOT D A 9.535 S.F. o \ distance of 435.60 feet; thence North FAM/L Y RESIDENTIAL 1 ;:::::::: 58a N 5 0 > A I ' 1 I I N ko 1S F 6 N ►� �' ::.: / J I A / l \ A,� T�-►��A,c Area = 5.1 ACRES ^ ,q / / o parallel with the West line, a distance of -MAJj ,�7LINE-- I ,857 S.F. 25.5 24.0 I 24.0 �Oj �1 1 l l 10,192 S.F. o' ` a� 200.00 feet; thence West, parallel with the .-•-.-.- - I - - 3- `•�-•j•- -------_-...- - ;J - .- - / �- �� .-.-.-.-.- .• South line, a distance of 435.60 feet to the SEE SHEET 6 I I ' 58 1 I / '9 s2 - -' ❑ L _ o • West line; thence South, aloe the West line, 60 � A2: •...:: 62 63 _ � � 1 0 / / � I � ZONING: R-1 SINGLE 9 - 54 / / 1 FAMILY RESIDENTIAL o distance of 200.00 feet to the point of 858 S "m PRI ATE R AD - r /� ..:...::... \ - - - < _ / �� ti� beginning. REV. NO. DATE BY DESCRIPTION DESIGNED DRAWN / hereby certify that this survey, plan, or report was prepared by my www.ottoassociates.com PROJECT NO: C. S. 0. T. J. B. or under my direct supervision and that l am a duly Licensed Land MLIED11Surveyor unde the laws of the State of Minnesota. 9 West Division Street ❑ R ❑ ❑LJ�/ I❑ ❑ R ❑ ❑ ❑❑ ❑ ❑ ❑ R ❑ El ❑ 2 ❑❑❑❑❑ CHECKED TO ❑ ❑ R ❑ 1111 Buffalo, MN 55313 ❑ ❑ ❑❑ ❑ D ❑❑❑❑ (763)682-4727 : P.E.O. Paul E. Otto ssocM ❑ ❑ ❑❑ El ❑❑❑ dVl ElLicense #40062 Date: 12-9-24 Engineers &Land Surveyors, Fax763 682-3522 Inc. SHEET NO. ❑ OF ❑8 SHEETS DATE: E2 ❑12 ❑ .... ..... -L- reliminary Plat of MEADOWBROOK JII ZONING: R- 1 SINGLE PI 1 49 1 0-49 1 IFAMIL Y RESIDENTIAL 3 A :� 58 021 S. F. JGG SHEET 5- v 25.5 N 85 7 S. F. .0 1 4. 0 10,192 S.F. A --_j in -7 - - - - - - - - - - - - - - - - - - - - IVA TCHLINE-1 5 -19 62 01 IZONING.- R- 1 SINGLE c 60 62 1 7 FAMILY RESIDFAI TIA I T AD 155-155-004060 858S. 58 GERALD K BRANDT & L YNN M S TEN VICK 8 LE ti / \ \ :.: \ / o �I \ \ 4446 EAKERN CIR NE r4 -ET A 47 --j 4P20--F. 47 58 24.. FA 15,991 S.F. MONTICELLO MN 55362 434 'qZ N f / I SF CD\ \ 55.0 A- 4 4,1 2,021 F 62 '32 - [4 25 -7 155-155-004070_ y . \ 47 r4"7 155-177-002070 A DOSE & MA YRA VARGAS -7 B-B I Q I MICHAEL JEROME LENZEN & 4444 EAKERN CIR NE A DENNIS LEE MEHRER Tt e N A J U zu. 0 �9F, I �10 fx 4 1 8785 FAIRHILL LN I � 6�� ") 5 4 c, --, I - MONTICELLO MN 55J62 Ln 2 0 A MONTICELLO MN 55362 857 S.F. -j 47 11� 47 8,615 S. F. IF\ A 12 . . . . . . . . . . L 155-177-002060�- 58 L J C14 11,975 S.F. I LESLIE FUENTES ❑ F L RODRIGUEZ I - --1 00 12,627 j q) 878J FAIRHILL E. line of the W. 858 S. B 0) LN 112 of the NE - - -------- 155-155-004080 58 00 - I �t MONTICELLO of Sec. 23, T. DWAYNE A & TRACY L N10 kr 3 L f4 411[_ 7,701 S. F. 13 55J62 mm 121, R. 25 JONES 20 17 "z f 0 111 19 'I, Z L11 I 4442 EAKERN CIR NE 41 L -1 47 S.F. .0 20. 14,636 S.F. 13,965 S.F. 12,6 IN 11,906 S. F. F 8,917 S. F. -No P 41 MONTICELLO MN 55J62 58 1� z to E211 b 22 F 7 L to o�j B 4) 1 15 10000 7 32,A 7 7,7 S.F. 58 �4 7 2,02 F. I 1� r 0� t-- SCALE: 1"=60' 65.3 J2 o4 -732 47 CN c, 1,44 __j 7,706 S.F 6 5 8 112 > 87 < 7 t�l - r In - to i I �28 t 1 1 4 L -1 1 1 5XI 8,� 71 r 6 L 70 C7 A 14 PID NO.: 1555002J1200 58 EXISTING ZONING. R-1 SINGLE FAMILY RESIDENTIAL 'N' r I 471 147 �o F -T 62 L 155-177-002050 47 I '4 8 - F- D - -j GERARDO G OCAMPO & O L ARL ENE GUISINGA OCAMP L85 7 ?Fj I F B 1 14 8781 FAIRHILL LN 0 LEGEND A N I I -146 00 5 1 J- 1 034 S.F. NN MONTICELLO MN 55362 - - - - - - denotes Drainage and Utility N 7345' S. F. 11 o -12 INN 58 0 A Easem en t -1 U ��10,128 S.P., 11,492 S.F. L Ai 3 - 717- - - L 10 858 S.F. 32 I N1 denotes Building Setback Line cj� 00 10, 909 S.F. N I L 9,0 72 S. F. I 47 - - z F F 5 r 12,427 Sq. FF. Front 25' 47� 4-7 84 A B I LO 47 6 A 1;V7 side 6' (20' ROW) �A CIO Rear 25' 155-155-004090 ckl' U)S.F.13 1 4 b Cb 2,724 WI / 505 00 6'7j5 S9,045 S. F. ILLIAM A FREDERICKSON SR F� (01) 00 A 16 MONTICELLO MN 55362 A 155-175-00 LOT & HOUSE PAD SIZE: 6 S. A 47 32 4 32 X121 I 11,9J9 S.F. TEMP. DANIEL 4440 EAKERN CIR NE 26 2 A 0 - &I- - 725 I 0) Drainage B 5 110 CUL-DE-SAC SIR/PHONE TRAN A = 62 SINGLE FAMILY L 0 T (50'X60' PAD) L ..':-Utility OUTLOT D 20__ 7 NJ A 62 TO BE 4761 87TH ST Nf B = 52' SINGLE FAMILY LOT (40'X60' PAD) tn MONTICELLO M7 REMOVED Easement �,20 Areo = 5.1 ACRES 27 7023 SF 55.362 C 42' SINGLE FAMILY VILLA LOT (40'x8O.5' PAD) 90 01 33 8 7 TH _j t J L - - - - - - - - - - - - - - - j I -S 69 -a rolnog 52- k PROPERTY DESCRIPTION: 291 - --I F o -5-2- D e of Bit. ,�-Utility B (�J 8 00- Surm4untoble (0 VN F -1 Ydewol Easement 115 a -1 F- IN 11,737 S.F. Curb/& Cutter The West Half of the Northeast Quarter of 1161 Section 23, Township 121, Range 25, Wright D ge County, Minnesota. B B B Bo B I I 10) C,4 Utility L osem n t I Ibl) 4 60 155-180-002220 1 1 3 7 1 1 8 60 110 A ONO I EXCEPT. RA YNE COUGHLIN 2 5 8,32J S. F. A 6.6 78 S. F. 12,561 S.F 448J 87TH ST NE- 0,250 S. F 6,264 S. F. 6,202 S.F. 6162 S F 6,122 S. F I I I 55 �, -�\ 5 9,23J S. F. A A40NTICELLO MN 'A L The South 466.27 feet of the West 466.69 2 56 131 j- _j _j A 12,681 S. F. 10, 9.94 -7-7-1 1 feet of the Northeast Quarter of said Section L - - - - - - j L L L I L-- -J L - - - i L 4 r 7 23 -7 A ir 86 52 52 52 1 10,461 S.F. 52 64 58 81 A 151 1 VL- 3 :t\ \ - 7 A "k ALSO EXCE r 7 Bit. RoodX Ped. Q) 9,995 S.F. 10 7,507 S.F. CONNEC T TO EXIST. IN / 7- A ir- ko >Romps 87TH ST. NF A 12 ,j CURB & GU T TER A tract described as commencing at the I vc- 1� A L -T 10636 S.F.I Southwest corner of the Northeast Quarter,- A04 �- 'I-, \ 11 155-175-005010 Curb & 2 8 / VICTORIA SYBILLA thence Easterly, along the Southerly line, a Gutter F -T 9,556 S. F. L --j HADLEY distance of 467.11 feet to the point of 94 57 60 54 Conc. Walk-" -- - - - - 57 56 121 870J EISELE A VE NE beginning; thence continue Easterly, along the I F I F F- MONTICELLO MN 55362 South line, a distance of 940.00 feet; thence t153 - �j 60 70 A F -43 A 8 Northerly, parallel with the West line, a > Drainage & . I - z < 10 -60 Utility 7,606 S.F. A Easement en t 00 13,442 S. F distance of 696.69 feet; thence Westerly, parallel with the South line, a distance of C 1 11 155-175-005020 1407 11 feet to the West line; thence C C B 7 5 - �7-- ;� F- - - - --� I LO C C L 10, 735 S.F. JEREMY C JOHANSON -7C 10, 148 S.F. N I - -i ,-) 8685 EISELE AVE NE z 48 Southerly, along the West line, a distance of 0 .52 78� MONTICELLO MN 55J62 2JO.00 feet; thence Easterly, parallel with the L F-F V A r\ 101 South line, a distance of 467 11 feet; thence ? -d __-j -1 1 1 11, 306 S.F.Drainage & Southerly, parallel with the West line, a CQ(j 19 A -Utility Easement < > 00 , L, 10 B I to I to '. I 1 1-- 1 1 distance of 466.69 feet to the point of lw- 1 8 oc J - - - - 12 11 1 9,690 S. F. 10 -j 1 8? 5 1 1 0 1 26 S. F. > beginning. 12 1 1 C)10 6,75.9 S. F. 13 8,308 S.F. 9,676 S.F. A < - 2 3 4 --7- 'L7!i 10 1 - Q) 14 8,893 S. F. I V, 1 10,088 S F. �22t - - 17,928 S.F. 10,888 S.F. 9,756 S. j A A ALSOEXCEPT, 10,415 S. F. 10, 793 S.F. A _j A tract described as commencing at the J L - - - I L 155-264-OOJ100 L _j 1 25 9 L S W IN VES TMEN TS N 54� 5 56 )j 99 1 57 1 60 1 r\55 Southwest comer of the Northeast Quarter,- LLC 6 1 6,368 S. F. 'n L - - - - - - 69 155-175-005030 thence North along the West line, a distance Q, 63 ADDRESS Lj 100 1 ha REECE D & CAROL M SCHLENZ L 12X 75 A UNASSIGNED C t k N89*06'39"E 435.60 of 696.69 feet to the point of beginning; )Se p 86 7J EISELE AVE NE Nz thence East, parallel with the South line, a MONTICELLO MN nail Line parallel with the S. Drainage & Utility_,1 T MONTICELLO MN 55J6Z---' 55362 F ou - 25 1 line of the NE 114 of---' Easement ... B 10 R distance of 435.60 feet; thence North, Sec. 23, T 121, R. 25 20 1� 6,421 S. F. 65 IZONING. PUD I A 9 200.00 feet; thence West, parallel with the ct -PRO 63 parallel with the West line, a distance of Oj I- - _--I F 194 _j b Z South line, a distance of 4J5.60 feet to the Existin L 25,179 S.F.155-175-005040 Qi ROLLIE & JESSICA LEMKE House 64 A 8 8661 EISELE A VE NE West line; thence South, along the West line, \ \ a distance of 200.00 feet to the point of > 77 18,332 S. F. MONTICELLO MN 55362 63 63 A B F- beginning. A 7 > < 4b A 0 - L- L- /V 7,786 S.F. A A A A W Z� z 02 55 jj 25 11, 4.35 S.F > 6 0 I-D q) -11-115 -j -i .".. I N 4 NI DRAINAGE AND UTILITY EASEMENTS ARE SHOWN THUS. C3 hi 5 ioo -5 s. F. Q) 213-100-2JlJO2 NJ 9,062 S. F. Q5 1 1 2 3 DAVID D & DIANE M KERN N 9,523 S. F. 8,069 SF Nz Ci 8664 EDMONSON AVE NE CL 7,704 S.F. 7,687 S.F. 0 \\ 155-175-005050 B MONTICELLO MN 55362 CIO WILLIAM J & LISA L LYNCH L - - - 12 to 8647 EISELE AVE NE 700 S.F.MONTICELLO MN 55362 L, _j 81_j L - N J 6 N -7 -1 L -52k i -j L : 92.73 L -J L- 150 k L - - - 127- 76 63 63 1 63 71 73 83 -T 878.78 435.60 *7- S89*06'39"W 1407 11 \-\..:_Drainage & Q) -1 L - - - 60 \ t - Line parallel with the S. 21J- 100-2J1J01 Utility Easement -line of the NE 114 of CIVIL ENGINEERING SITE Sec. 23, T. 121, R. 25 DESIGN BEING 12 FEET IN WIDTH, UNLESS OTHERWISE 3 261999 EDMONSON AVE NE INDICATED, AND ADJOINING RIGHT- OF -WAY LINES, AND MONTICELLO MN 55362 BEING 6 FEET IN WIDTH, UNLESS OTHERWISE INDICATED, (TA) TRANSITION AREA AND ADJOINING LOT LINES, AS SHOWN ON THE PLAT. IZONING. REV NO. DATE BY DESCRIPTION DESIGNED DRAWN /hereby certify that this survey, plan, or report was prepared by my www.ottoassociates.com PROJECT NO: or under my direct supervision and that I am a duly Licensed Land 4 1 F ' tF11 -j 24. O� C. S. 0. T. J. B. Surveyor unde the laws of the State of Minnesota. 9 West Division Street MLILIDLI I] 11R11 III] [IRE]EIMEDERE] []E][][] [H][IEI[1[1[1 2EEI1111111 CHECKED Buffalo, MN 55313 EEI [ID E1000 7L,1�1 �� TTO Ell 11 (763)682-4727 P.E.O. Paul E. Otto SSOCIATES Fax: (763)682-3522 M E 1111 [E] 11111111 EM 11 DATE: License #40062 Date.- 12-9-24 Engineers & Land Surveyors, Inc. SHEET NO. :1 OF -18 SHEETS 112 11112 11 i / - 'w 7 I0 L p ST h L I q w Surmountableh. Curb & Gutter Conc.-\ 0 �o� �,.. Benchmark: cA• T.N.H. V FF=959.03- Existing �. _: �.: Elevation=962.32 Feet / O cfl co � G I r� 5� ,� House �... y m % (N.A. V.D. 1988 ;, Q' co eo / l _' `sue N '_0 `t l 958.67 11 /...-Fence l / T A ^ od c6 ') rn �l o �� p j: ^ �• W� W• W \ v v l L • v l otiF �, SS "' SS' �. / - - %< �' `So6 g61 g60 `}6 N i' g56 �h - 958- X958.81 �k \ �... 0 .. 9S5{9 3 Existing X Con Side alk- I :. 51 "'� X A ^� / oN a �Iss:ON 50 5� � a, 9S � g o :Shed 9 �` � 9 P E � � \ s: 53.78 9 \ _ � L;Fenc'e-�, r5'PINE \ / 9'.:�' �y l � •�' 7'P/NE,r-7"P/NE956-o"6"PINE G'� ❑❑❑❑ O \ /S 6 "P/N 1 D "CEDA rj$ e s �o 96 A e> > g o O o ' Electric Transmission 10'P/N g58•Z 5 21Y�9 E \ 6' ... ` �8 SCALE: =60 Cn N : W Easement per Doc. s �'"�s=� 40 ■m, �'\ S \ h j \ 9R w X 958.52 - p \ NF ` ` No. 475446 '• Field Line _ - \ \ 25 , "�'�3>� _ -0 X 953. 52 ° �S� �. .oNFco 25' O - - - -c _ � \ X957.34 C p "a.,._Utility Easement per- 957.43X 88 \��'rn�,958.OX / Doc. No. 634336 X958.58 I O � \ \ I 7 �:rn I l \ tiF F : ^• 0 %` / �.f; .^s co Conc. O " 1 55. 5 \ 'h 1�9 1 \ \ s X 958.54 rn co ; IZ F / ��r / \ I �� s �� rn Pad \s off, I w p/� \ ( \\ SD \ I (Xq \ os Fo �o Existing I House 'tiF Q o I \ �. 1 1 / \ \ cf s ��'�o �- -co1c. \ c� cs age Oy '�`\ d� / \ X959.36 ��^��s° °s9� �...-Bit. Driveway \ \ 3 ss::::: = O 56 F \ N h'F i �95 X959.33 \ J �� \ "� -FF= 61.71 Surmountable o'`/F NF rn ?/9 \�\� j\ - 8 \ 0 \ Tv% �......7Curb & Gutter �... -� oNF 958.59X \, \ /g6 I �..._►\ o k�- /- . /. _ . . _ . . 9419.33X ��\ I I �� \ \, \\ \ \ X958.85 k�� I -Edge 5a 957.99 ho : h NF b o i X960.21/ �! 1,� �� of elt.. PARK DRIVE - SS o !.`� C \ S °' ss ss ss ss �958.07 ss NF `� NF9 / X47. 9 \ \ _ i / \ \ \r Bit. R�ad W 958 W W I I - W _..-. \ S •:;: � rn 6�� /o / / oNF / \ O� � Off\ \ •••_•..-:••-••.-.••-CONSTRUCTION LlM/TS-•••-•..•••c \ / 956.4 iQ964.0 \ Yp ON F \ NF\ \ �......�.. X959.50 �•..\ \ S 0 0 0 q / L- / \ �. X i% 58.149 \t \ g y6"/ / 960. NF F \ \ otiF �0� Nam/ j /i oNF �\ \ / ,/ 60 `'Bit. Driveway •� ` 96 - N \ \ .�•••�• / \ :/ � ( •d'6, � ��'\ Conc. } \ \ �� \ O �56 ' "NF 963123 �.�964 \ h�/ �...� \.. g5$ \ \ ��S \ �..._ ...=FF=961.22 ss �0 1 \/� �3 \ 9 F \ 9 966� ; 0 C rn \ - FF-961.22 I \9 6 \\ ==./ �� '21 \ 96,3 sssr�•. �\C < tiF-FF 96 .54 5� 62� s 9 �o -Exist g House 960 F \\sr- - v�isi0 \ g o o S 961.4 \ 960• Oy / �` la ?rem 960 .. oNF o \ �EjSB _ 0 Fence Conc. Walk ...� 'cp6 c 1. ��.. 3': cn otiF`so\ X956. oNF ' �F \ \ \ -956- 9 96 T °� %eid 9,60 \� oNF �\ otiF \ \ Cz �' h� \ 6� 6 �� i� \ \ �`'' oy� \\ \��oy \ 950 Field \ \ / L ;.: p \ l '� J rn 0� \ F X 956.35 '\96 \ �\ \ �� oNF I 6 ON ` LEGEND 89TH ST. W X W Big : / S 0 i \ / �.: \ h' ��\F 952 O I (/- j W W i\ \ 1 `S� \956 `' \� �_9S \� h� \ \Ei \ denotes Deciduous Tree Saved / 24 i••'� / oy�/ � j � ` \ 2� 9sR otiF \ \ -9S / 6'PINE... �� X957.11 denotes Coniferous Tree Saved Oy ors`\\ \ `\ �9 \¢ \ h.,Existing 9633 \ \ C -960 F \ rn ` \ \ I \ �2� \ r Buildin/ denotes Deciduous Tree Removed Curb & Gutter 20 T X 7 �,�' / �,oPofP, oNF \ oNF \ 9SQ\ oy X950.85 956 9s6 denotes Coniferous Tree Removed �o ti oolp'o R F� \ SF denotes Pre -construction Silt Fence Conc. Walk-' o, >:::: III 0 i'' \ c Co t\ \ \9 \ \ s I �. 6 \ No '�i do 9 \ ,9 ' s 9 po �f oti� so oN _ Oy \ -5L52 s� \ •,9 denotes Post- radin Silt Fence W \ �- �� her \ F \ 1950 F \ \ \ - 9 9 I / �.�' / 9�¢)Foss?i nfof\ o \ \ 0 F \�� \ o \ \ 0 gy \S \ \ 7 PINE- _' _ denotes Construction Limits es N \\ N �( \ 0 1o""�IRGITW/N-...-... X Oar tiF \ F F \� w I 9 85 / \ \ (,F X950.07 \lilye- otiF S X \ 10 -� , \ otiF \ N / X950.20 o�F �-954_ 952�s X960.24 \ otiF ON otiF 9 Pl -I < oNF_Fence X�5�• 7I oNF N , 1 a� c oNF oNF oNF \ \\�h6 \// g5 j�I o \ ^� OyF� X� \ ry L \ ` o \ \\ ON \ \ \ j a z° :>>: = N i \ \ \ l F \ _ > oNF I I ( ��. J\� oNF I -° �� log? ✓ X 963.80 o \ 0 O / I� IN \8? osr9S\,5 09 = 962.2G \ \ \ 0 954 N� \\\ \ 2 \ Imo•. I �-- ' oNF 960.1 ( NF -JO�--�NF-- �\9,8�9SU� �X954.86 �. o otiF \�1� I / �\\ \ 94J. X952.45 949. j \ �-1 h \ oNF \ oNF r61.64 9� \\ \ tI� \ NF \ F LLI= rn O I l \ / / O ` \ 0� ' \\ �X943.20 \ \ \ \\\ 960 NF F / ' N 1 F \ `� \ O I >T I X960.19 / ,Fe` r \.../ ON- hen X942.06 Oy` �NF�\ 1 ,� I I LU \otiF X961.46 ' \i9S\ g / ) \ \ oNF _ <� X960.31 \ \ 0 \9S S� r / / 1 i i Tl / 1 T A o'S'F I rn I X966.76 J 959,181X 6� \ \ 962.49 °� J \ X960.70 O,yF ,( ONF / \ `-' o I Z51 .10 ON- . 66 I \ �g \ 13 Ogl I \ ONF z I .. I �. \ X9581 I �/ \ 5 IF \ / �9k6 g5� <95 I �1 \ 9h / \ � �F � , MA TCHL l�VE o ._._._._ I._-r;-.-.-._._.-.-.-.-.-.-.-.-.-.-.-.-.-._._._..� -.-.-._._. �.-.-.-.-.-.�.-.-.-.-. -. .-._.��-g�- - / / 9� I SEE SHEET 8 I I 25 25 I X966.87 I I X96� \ I °� Play_ � \ �\9s�6\ _ 44 - / // NF I ` \ I l Structure \�� \_� REV. NO. DATE BY DESCRIPTION DESIGNED DRAWN / hereby certify that this survey, plan, or report was prepared by my www.ottoassociates.com PROJECT NO: C. S. 0. T. J. B. or under my direct supervision and that l am a duly Licensed Land M1111D11 R ❑ R ❑ ❑LLV I ❑ ❑ R ❑ OR 1111 Surveyor unde the laws of the State of Minnesota. 9 West Division Street 2 ❑�❑❑❑ 11 IIE CHECKED TTO Buffalo, MN55313 m❑ ❑❑❑D❑❑❑❑ ❑R❑❑❑R❑❑❑� ❑ ❑❑❑❑ � ❑ R❑❑ ❑ (763)682-4727 : P.E.O. Paul E. Otto ssocM 111111111111111111 dVl ❑ DATE: SHEET NO. ❑ OF L8 SHEETS F2 �12 El #40062 Date: 12-9-24 Engineers &Land Surveyors, Fax763 682-3522 Inc. 7 ST ST ST \ ti lI Issssss I ✓ / \ �1I / X 95X8,1 �T,, 95 .SHE 11 • - - - - -------- •- - --� -- - -- e � 1 X960.73 12 5 X966.87 Play9 Structure � _944XFence 954.35 L .-Fence - 0 \ Igo o > I I \ �- 1 >c ` \ 958.38- \ co o �\ LU rn I z , I / \ \ 954.72 963.79 195'819 I• . Icy O s>ss 1 1 Oco� rn X 963.48 \ \ 6» M � <: I I \ / X96�2.j8 1 I 10'ELM g�0 i \ > j X966.78 / . � < X962.61 \ 10"EL M I I `I, ) X961.97 \ 8'ELM�... 960.16 965.22 . s j ' / / \ X962.20 I \ O I X962.75 \ -962 -� ` 9S8 1�ELM \ 0 I I I I X967.45 ` / X958.85 / gg2 / X95�47 � I I \ � / ❑ X962.97 / ~ > z / r N \ lit oLLJf 966.81 `ss xoo Q I I / �� r ❑❑❑❑ 12'ELM" X954.69 SCALE: 1 = 60' Fence \ . X96261 \ I r \ \ •.\ / 962` \ I 8 ELMS... l °j I \ \•. / / --mac-- 956.8 ,954 s`399 9 ELM -... X .93 49 I \ 7'E �6 g67 l N / �•. / 0010 v) g /h 1 X967.91 \ •.\ I - \ / � \ � � r, g g�j0 Xo' I \ "\. 16'ELM 575p%� \ T❑ Jw ' I rn I •\ / / X963.20e 55 \ 7 = I \� / - I 6»ELM of Bi. �.. -Conc dewalk L L s / 6 "EL M I p -�(S� / Surm unfable Curb &Gutter o c / CONSTRUCTION 'qsq w n I o_.._..._..._..._..._..._..._..._..._..:�: _ _..._..._..._..._..._..._..._ ` M \ 955 �� D S20 'E9LIMITS M 0 3 \ \ g X964.71 •_... _ _ _ _ 6 7 '.. 9• i - \ T 959.2� 019. 9�......_....._.. S 87T ST. NE Li I ' \ \ D �O I o o r/ .._..._... \ \ �, coo I, 959.24 968 8 I I N / / 7» O AR o� LEGEND Bit. Rad. ed. W Y a' 2 /' X965. 03 87TH ST NE� X965.65 �\ » / denotes Deciduous Tree Saved j 0 ompF I I n`, /' -966 \ I J 9 ELM denotes Coniferous Tree Saved o ST. `D 6g. o = �. � � / j' � � � � \ / X959.17 Curb & , / o L,TIMN denotes Deciduous Tree Removed Gutters ' i / , i X966.38 8 ELM / 1 denotes Coniferous Tree Removed - Conc. walk (369.7"ELM / \ SF denotes Pre -construction Silt Fence I / .,I _..._10ELM 0 8ELM rn 966.34X X965.41 % � denotes Post -grading Silt Fence \ / 10 LM� N ( 12'ELM ( X958.68 = denotes Construction Limits 10'P0 LARD. rn co9_�ELMj -8'ELM 1 ICIA \\ 70 X965.80 -9'BOXELDER FVI Frn ce-I \ (J°% X966.31 7'BOXELDER�. 10 MC)88 T ' L 7'BOXELDER �... �8'BOXELDER 7\ 1 1 oz I I i II I %/ 7'BOXELDER -... .-6'BOXELDER �- 0 81ELM "ELM I 9 32 (� Ali ao 964.61 f/. \ X966J12-6'BOXELDER (b .1 0 cfl = 3 \ F X / / X964.64 7ELM- � I geld Line -, Line ' / I00'(/ °' I 1 'D �26�D ER 0�O�• /\ , \966;\7BOXELDER� X965. 59 crn \-9'BOXELDER l/ 7"BOXELDER� sue\ �. U I 8'BOXELDER / ssssss I o I I C / �66' \'\ \`\ L9'ELMTRIPLET / 'IQI / \ 9 965.05 O I I 25 25 966 88 ss �6 \ ig66 10 ELMT / \ > \ �7'BOXELDER 616$ / ' �7'ELM g58.56 966.72X �� 8 / 966 62 X966.47 \ l / 7"BOXELDER � 10"ASH � - u I ' II Existing) -12ELM r House \ \ N -10 ELMTWIN I o I \ / / X966.86 � � oi0 _ 61.86X <_X� X958.41 / 2.03 X965.05 o S' S X957.28 • I I � / I / X 964.98 I � ' X966.78 Field Line / \ 96� 00\ _ 14 6249 00' 00 / I \-owl \ I >,0 g66 --Fence \ 12'BOXELDERJ Z `J rn �O X II 966.52 I 964.80X X965.20 (n 1 G: I X 965 96 ON �+ w 966.38X r, REV. NO. DATE BY DESCRIPTION DESIGNED DRAWN C. S. 0. T. J. B. CHECKED P. E. 0. / hereby certify that this survey, plan, or report was prepared by my or under my direct supervision and that I am a duly Licensed Land Surveyor unde the laws of the State of Minnesota. www.ottoassociates.com 9 West Division Street Buffalo, MN55313 TTO(763)682-4727 SSOCIATES Fax (763)682-3522 Engineers & Land Surveyors, Inc. ME]EIDE]EI ❑ R ❑ ❑ ❑ m❑ IT] ❑D❑❑❑❑ M 111111111111111111 u V l ❑ l� ❑ R Li ❑1 I ❑ ❑ R ❑ ❑R 1111 11R❑1111R1111111[[] ❑ ❑❑❑❑ 11111111 ❑❑ ❑ PROJECT NO: 2111111111111 Paul E. Otto License #40062 Date: 12-9-24 . SHEET NOO� SHEETS DATE: �� ❑ wo D ST ST ST ST \ I3 d I I TR ting MH " m=957.88 \ 7 -Existing CB Inv=951.71 I I I L d /' Rim=956.92 / = I Surmountable-.,.-.: - � 0 12» _8" DIP Curb &Gutter 4. �X Existing MH I ' WM �o -Rim=959.50 Benchmark: L / % DlP WM V. \. 1 y No Conc. :� I /:/ .�15 RCP 4.76 i Elevotion=962.32 Feet o d /� 5/ ,/ d House Existing \... m i' j ( ) �< ;<<. 1n - N.A. V.D. 1988 W : l l �/- i -: ,. --955.10 % -Fence / D CONNECT TO v I ❑ W till _ 7 G. A u SS SS' / EXIST. SAN, MHO• L/V / C.1/ l OyFi w 12 PVC �� RCP CAUT/ON: OVERHEAD Conc. Sidewalk- 1 - -, 0 Exis tin g o 0 ... .. ..._16" DIP WM ... ...-...-San. MH "-...�•: �"�.:..�� I 1 ti:s' ... \ '`/F Shed ELECTRIC LINES u,ucs ,r� i^�l�' '7 ::. � Rim=959.80-��/ � = � '>:; Inv-953.95 Fence nv=945.34 0+00-I ::;.:.; w • ..._..._..._. .._Fence-�-..._ _... - w Oy o \ x-------Ah - - UM--- - ---- --- �---- _� CONNECT TO -------I Draina e ,r �_)l �❑ Existing MH o Electric Transmission r r " l ::::: = Oy i l I I I I I I I a I LO EXIST. 8 DIP WM I `r I rEosemeLr) nt� o000 Rim=956.26 -�i�. Easement per Doc.:: I 0 I :_�:.�Utility Easement per I CB �l - - - - SCALE: =6� In v=945.58 < - D `:: 10* j \ -FES No. 475446 \: I I I I I I I I \ �. I Doc. No. 634336 I - - \ 30„ 25:. " - OyF oy� I \I y 8" DIP wM I I .,..,. G Q • ::'�• Oh' .:.... \ �....O,tyF .\_ . otiF ... •-FES / \ \ \ 2 I I 3 1 I 4 I I 5 1 10' /N 1 \ �� H .. �... y / 2 I I I 7 I 1- ... - I... / l _8" PVC I I I 6 \ ...,...,... / SAN SE w I ::•;:•: \ \\ I I I I: R I I sAN MH I I I 3 I / / CAU TION: UVAG OyF : N- l \ \ l R/M=961.61 I I I o % ..._I... j.. I P nc. �..... ^� O F 55 TES \ \\ I I I I s - - a • I .... / I 8" P C .•• •:: / y'� / UNDERGROUND \ 1 SAN SE R7 H \ I I % \ w :;;:;•; \ ......00S.......... ...... 0 .. \ / \ J � - - - - - - - - - - J I / : GAS LINE 1 Existing \ Qly \ lNV OUT (E)- 4P I G' \/ O �0 oz ;. F ..._Top=953.16 \ tiF h F \ -FES l \ I - - J I 9S -.. House tiF Q I :: ?: I \ W. In v. = 945.76 : 1 \ \ / I I `. ; I / .� / I 2 I I _ 8" PVC 1 -Co c. \ c� p lnv.=943.01 "� \ l MH- • •r \ / y / I j SAN SE R �...-Bit. Driveway : /y \ 0 ' \ AN MH i / CBMH- w ;;;: J / I I I I 1 j I Surmountable OR/M= 961.22 / \ \ o _CONNECT TO tiF O ::::.: / . • H I / 9 I J L : - J _ .Curb &Gutter \ \ l UT (E)=9 .2�f -• •- 1 P H / \ S I _ - - - EXIST. SAN. MH - '--�- Ss ass -r-1 Ss ARK L _ _ \ L. r - - - - - - i i. ...... SS tiF San. MH >i: `PJ. 6 DIP SS �, w ,. n ,� ir- im=956.52 Q l / Oy 0 •••-CBMH Oq of Bit. �, i�' I c� I F \ �S - -u r I� s s > 77 o' + ► i ✓l tZ+00: 10+46592 SS otiF TF tiF HYD. & . - -� - - - - N w i ss ss SS �- SS -� ss Bit. R d W w \ I< o I i oti \ . se \ Oy ce ..._s" cv / z r - - / w DRIVw w \ w I « W„ 1W \�'° w w OUTLOT A F \\ F o+oo- // / / / r _ \..ce-' - - .. - .. - .. 3 S BMX PARK Oy 0 O,y / SAN - \ 0 F y •' San. MH o o � F R.. P p.. tiF j , . •'' •' • �••� � INV /N ( 91 8.21 3 � i _ _--CB_ _ _ - I - - - �j � 6 DIP- CONNECT TO I -� ��-Rim=959.33 c'o S Drainage & Utility \' \ / / - -- 1 \ O INV /N 48.21 \. S EXIST, 6"- I Easement in its entirety y \ ) r I lnv=946.83 I y OCS- F l lNV OU /( 948.11 / p �. l _HYD• & 6" GV I I I I DIP WM I '-Bit. Driveway iI o otiF NF 0,5� \ \ \ / / y •� 6 GV I I `Conc. / Existing CB I \ \ \ i3 ` otiF \ \ l / l AN E R , ' 8 GV I I �. SA AN \ I I % h° I LEGEND Rim=955.01 w O 0 Oy \ l l ' I - R/M 0.73 \ = tiF ! tiF F tiF FES \ l / 1 T denotes Telephone Pedestal Inv=950.81 0 \ / l / INV 10 (E)=949.75 I \ ;1 ❑ P LU 3 8" DIP WM I I I 1 11 denotes Sign I I I I _ 1 -Exist g House denotes Guy Wire z y f �. W oti \\ o o \\ooc ose� 2 I I i I I \ \ , ► \ denotes Power Pole F tiF STORMWATER tiF \ •I•o P•,f \ MH-1. I I I I Fence denotes Light Pole CAUT/ON: OVERHEAD OHF BASIN \ ,tee&sP' N 0'S'F / °- / \ I I I I I �; / Presumed Droi age & GV denotes Water Valve Conc. Walk-. o �; I 1 ELECTRIC LINES Oy O FES O ,sy S,o / �/ / I I I I '.,� Utility Easement per Existing MH �, F F \ �� / 1 denotes H dran f Rim=961.56-...� N _ I I tiF 1 tiF X..._ I I I I \ � 1.. � N MHI I I 1 `�tle work not fisted in lM= 958.22 /nv=955.11 �; CONNECT TO \ \ I I I ) denotes Outlet Control Structure \ Im \ otiF otiF A �..._EX�ST. 12" DAP otiF OUTLOT B V OUT (N)=94 .99 14 I I 1 Q denotes Sanitary Manhole �..' o ' N� •\ 110 1 3 I I 1 1 1 4 L QQ denotes Storm Manhole GV tiF \ Drainage & Utility \ \ I I I 1 4 1 1 5 1 �� denotes Catch Basin �r_ D \ \ Easement in its entirety I I ,��_ I ....1 •: / � � P •�.• � I I I I 0 denotes Catch Basin - Round vs Bit d 7Ss� S = _ �: 1_ I / �jo otiF \ OhF '� I I I I I SS denotes Proposed Sanitary Sewer San. M iN',�, o o+w �°oI _HYD. & / I otiF FES-•.. : otiF - - J L - - - - I I I P Y FES 1 1 6" Gv / / /� \ \ \ �'� / \- L _ - - _ _ � � - _ - - j W denotes Proposed Watermain Rim=961.83-/�' 12" �� \ oyF•j 0/ \ W / / St :\ .... • , . •\ ST denotes Proposed Storm Sewer .ln v 30 / /' s . WM I :.'• :: ' ' :: + . ; ` w 10/yF BM ' �� V \ / V O�yF' :.,.Ex, ting O Ca f ch Basin / C H- \ Building L / III denotes Prop Proposed Curb & Gutter1'` -CBy < \AP�f O/y /\ T 'o / o,y�Pr�;�' F o . +�• \ o w denotes Water Line Conc. Walk j" '"' I� �i� -jH / / \ mac N co�af� \ �F -CBMH \ / \ tiF \ GAS - denotes Gas Line Fiber Optic Box w ST Si y \ A H 2 / \ 2g o,�y �figPr OyF ` Oh'F \ 'p CAUTION: OVERHEAD \ \ :::::•. ne Existing CB ��" � ::.:�: / � � - - �'. , i� � 962.40 % 9�¢�`�os�� sfo _ .._..._..._..._:. py� otiF ss denotes Sanitary Sewer L' ;< o i ?i tP _ : ELECTRIC LINES F X e ::::. i:t : I �•. / / (SW)= 95 / /\ \ ��f m F O FES - Rim=959.20-� I ST denotes Storm Sewer Line lnv=955.68 ,> I CB -' INV\Ou (SE) 25 / / / \ \ \ OPr y \�NF otiF X OHE - denotes Overhead Electric Line >>: < 1t \ \ \ \ X denotes Fence Line 0 8" GV / ^ / \ tiF 06y�- �STORMWATER BASIN otiF otiF �� \ - - - - - - denotes Drainage and Utility Easement osemen \ CBMH- .�� ,..._ -..._ otiF F \ otiF -Fence / 51 � FES \ MH SAN M y~ \ �( L1 " DIP WM 51 /\ NOTE: c o v R/M= 63. 7 Y. s ` ' ` SA MH \ SA MH 9 F F �' L i `� ^ I W _ 3 / �� °_ �' ss ,� \ RiM= / \ / otiF lNFILTRION "' otiF \ THE LOCATIONS OF EXISTING UNDERGROUND c:?� I I I IN OUT -95 902 / �� \ \� 5_INV W=951.38 \ENV 059 SW)=95 95 \ \ py \otiF \:otiF BASIN \ UTILITIES ARE SHOWN IN AN APPROXIMATE WAY j - a, o w :::::::: \ �" \ l 5=951.38 j -CBMH F \ ONLY THE CONTRACTOR SHALL FIELD VERIFY az = 55 I -CBMH \ T - �1.� /\ / oF oO / S/ U (S 95\ \ LOCATIONS AND ELEVATIONS OF EXISTING 6 otiF UTILITIES PRIOR TO ANY CONSTRUCTION. OyF :' 1 OyF•` tiF oy� OUTLOT C \ Oy \ \ _ 1 SAN MH L... 1 \/ y otiF. tiF Drainage & Utility '`�/ tiF: \ o RIM=964.96 �i� 8 PVC \ y y // \ / \ \�` Easement in its entirety otiF . I INV IN ( =9 3.95-•..i 1 Q9 \ SAN WER LH & 2 o O I INV OUT GV \ tiF y f tiF 3 4 / CB N MH /\ Ott o N MH �; l \ j tR=964.91 / :~ " %O•�� \ / 1 r \ \ Oy tiF r3 JI :: I I 10' M/N RIM= 96 .56 -... \ y ' s lNV (NW 950.20 / 'V / / I j F \ \ / ONF \ N S)=95 .74 I I 8" PVC \ S \ Ik OUTJ&E)=95Q'19 -!8" DIP WM �/ / I , 0 3 1 INV OU - 5 641 SAN SEWER �u. \ \ \ / / 3 / I I r \ \ O,yF F O tiF \ �. F I \ � � \ � 1 6 I � y •:.::. N .. 8" PVCLd ':.,S�' I r � � O' � \ , ,TI nT A 10 MIN 4 s I /� I I y' n ss>s># 8" DIP WM \ ^ •: h _ 4-8" GV 4 / IN-f 2 9.73 - lNV /N (S 9 9.73 I I I I 0 ..:•:: : ;_ I I SAN MH 1 \ � lNV /N (lyE J 49.73 I l tiF 0 1 \ _ -CB H 1 I l y zo _R/M 969.07- �09 N \ I// �..._6�\ INV OUT/(�=949.63 y ^ / // \ OON,F. II 3 4 3:^RI =9 9.46 OUTLOT D ,MH // / I 49 / IN /N (W)=956.33 i St \ N, j -Inv=946.69 _MA TCHL INE 6 I j 8" P C /N /N (E)= 956. 33 �/I ss ` ` 1 I / l j / Jh'F E • I I L I SAN . - ... - - O T�N)= 956_23 • f S� CBMH -rn • / J I / - SEE SHEET • 10 I o I • 70+00 -ceMH - - - - �s ; �� s - - -' - - L _ _ _ J - » ' /• / / ON- N� : rn III III •CBMH 6p �' �C&UH ` W I N SS SS rn: - ...�... ••• � � � \ " - �• � GV o, � 0 / / / 6 Pla I �. I « I / / CB \ ` .:...:;.. t \ c1Y 12 DIP WM \ `� _ / / \ Structure REV. NO. DATE BY DESCRIPTION DESIGNED DRAWN I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT www.ottoassociates.com PROJECT NO: C. S.0. T. J.B. WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION IVI ❑ ❑ D ❑ ❑ ❑ ❑ ❑ ❑ ❑ R ❑ ❑LI I ❑ ❑ R ❑ ❑ ❑ ❑❑❑ AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER 9 West Division Street 2 ❑❑❑❑❑ TTO UNDER TH LAWS OFT STATE OF MINNESOTA. Buffalo, MN 55313 ❑ ❑❑ ❑ EL ❑ R 111111 CHECKED Ell ❑ ❑❑ ❑ D ❑❑❑❑ (763)682-4727 C. S 0. Coro M. S-- 12- tto SSOCIATES Fax: (763)682-3522 M DATE: DATE: 12-9-24 LICENSE # 40433 Engineers & Land Surveyors, Inc. - " ❑ ❑ ❑ ❑ ❑❑❑ ❑ SHEET NO. ❑ OF E8 SHEETS E211112❑ IN V Vu I i IN V IN (W) = 956. 33 >► oyF 4 3---R1A1=9, i9.460UTLOT D M, sS -- -- 'i / / I ---Inv- 46.69� 4 C.1% P -SEE SHE, T 6 INV IN (E)=956.33 ...... .....1. L N =9 6.21 SAN INII t" MA TCHLINE 1 0+ ...-CBMH 60 0 lzv o 10 7 1+00 -CBMH SS SS SS -3+00. 16ti CB W 12" DIP W)W---. Structure 0/-/,-- H YV. &/ LLJ 0j Fence -- SA _MH 8 6" GV 1 SS -A- .-Fence 0 CB 42" RCP CBMH j + CB Rl =96746 8977-P"�rgr SS SS 0 LJ 'JNV VY =953.5 .- ..... ....... ..... S1- CT 1 1 12 3 4 V OUT W)=95 5 L LN V OU T (N) 46 E isting MH F-j 2 3 0/yz- P I I SAN I A / n v -- 9 4 6. 8 2 INV SEI A =9671 -7 0/-/'�- 0 -1 RIM I / ` HYD. 48.41 F-8" P 6- CONNECT G 4V 48.31 ........... . . . . . . . . . . 8 6 5 0 --1-8 GV INV OUT . . . . . . . . . . . . AN SEWER =962.56 TO EXIST. 2 1 IN (W)=94 06 0 STORM MH C) N MH VC 11 V OUT (SE) = 46-96 -42" RCP �-R/ =968.27 12 10 1 1 -",N I 78 v . I N MH CBMHti 0 -t-U0 - - - - - - U =960.55 . . . . . . . . . . . . . . . . . . . IT it 1kf ( 11 NW)=946. 5 0 u 1+00 J+ L32 SS \r -r P9 MATE SS SS 0 I i I I I I ; r ---- 1--8- GY 3 SA"� HYD. & 13 7,9 18 17 8' V r-14 12 1 20 INV - - - - - - - - Existing CB T, 8" GV Rim=952.J0 MH - - - - - - z A -947 H L In v- M =967.97❑ 15 =9 .46 1 1 2 3 4 1 INV OUT (S)=956.70 i i Q) tj I I Zn r-CB Aft -0 GV 4 L- A -j L 0 - 1 .0,Ls - -1 1 7 6 71 6 4N MH514 RiMr-965.85 . . . . . . .... L j Ld ..-HYD. & 6" GV . . . . . . . . . . . . . . . f P "T F 0 INV W (W)�-qa. CBMH---- INV OUT (S)=955. X 1 2 8 Ar- T t 14 c -.1 �p 5 DIP W _71 1+00 SQ 55 SS1-- SS ".-J6" RCP ....... ... -1-J+99.72 12 PVC SAN -2U LLI AtE-'� SS SS S�) Ld C ) 11 DIP 81 D11 WM L - - - - - - - - -- 9 10 15 '-Fence 0 L SCALE: 1"=60' &t 6V-7 -118" DIR WM La SAN Aofl-f __j 4 to I RIM=.962 Existing CB 7+67.99 PH- .-----R1m=952.54 LEGEND 3z -INV IN 46.72 13 4 4 2 3 4 1 RIM 958.6 7 Inv=947.96 L I,. INV OUT 1946. 16-1. (N)=944.791 El denotes Telephone Pedestal ST ----;j;'7 ST H YD. & CB -INV W (S)=944.791 1" RCP -EL denotes Sign . -- - I INV W (W)=944 79 6" GV J 8" DIP WWM -I-CB IJI J L MH7t..\ = INV OUT --)=944. 9 J6" RCP -4 denotes Guy Wire ❑:.GV Drain ge &I -j CBA4H---. 8 0 r-20., CONNEC T -0- -Utility I I Existing CB denotes Power Pole L Easement SAN MHOUTLOT D 7 12 GV -1g" DIP Will To EXIST -Rim=7 '00r, In v-- 0 CBMH-� 12 DIP WM GV Sr I INV OUT (N)=958.66 / 1 1 H YD. & Son. MH denotes Water Valve �.--20 R14f=969.57 denotes Light Pole j L - - - - - - - - - - - - - - - I'ST *96 W o Sr ST ST 6" GV-:�� SS Rim = 95 .74 F- SS SS .../ �Oy,'� denotes Hydrant ST ST ST F SS Inv=943.66 Drainage q) pL N 19 -- SS -...-Conc. Idewalk denotes Outlet Control Structure 0 MH / / 6 Ln "t CBMH - "�-Utility 8 SS -/17 - 0-/- tU re Easement SAA MH SS .,-Surm4untable -1 OO denotes Sanitary Manhole CBMH Curb P Gutter R/44. 965.06 f - - - - _CBMH-' - -denotes Storm Manhole ".--4NV W . ... ... S15 8 1 VG '01 San. MH F1❑51 denotes Catch Basin . . .... roinug S�N-5E`WER-;-;,,'- R' 958 64 . ....... INV OUT (S)=953.2-5 P nt ...... ..... SEWER 60 8 O� D @ denotes Catch Basin - Round 6 8 1 1 z 1 1 8 0 411 601 TLI E4ST-" 5. SS denotes Proposed Sanitary Sewer REMOVE EXIST. 2 3 4 5 ('BA4H 1141N 10 -92 1 10 S*N. MH W Aonntoc Proposed Wrytorrnry M rUIT.141V I CC tL/IV/Vr- (,I SAN HYD & I ..-CB -- I S U Existing CB . ' -1.1 CIS N W TO EXIST. 8" DIP WY TZ 6" GV GV-L-.. L ST denotes Proposed Storm Sewer lNV 1L J, In v-- 950. 4 95X RCP-"' jr7 denotes Proposed Catch Basin Existing MH L .948.164 H YD. & -J L/.-- u5 -J L INV 948.06 N L V I Rim=969.15 L4� 6" GV F denotes Water Line X ivL7- 777-, 7 -, i.: -. - I I & HYD. �Fp C B5')r-- --I I• - denotes Gas Line DIP N - 3 1 1 1 1 "' I : I GAS 7 6" GV Existing MH I I . \--'--Rm=955.40 ss - denotes Sanitary Sewer Line r7 W Go. W W W W W-- Vo I -'T�iFR . '1y W 8" PVC 12 1 In v--948.7J _Existing MH A SS SS SS SS 10 SS SS SS SS SS SS X SAN SEWER Rim=958.40 ST - denotes Storm Sewer Line \ 8 L 87TH ST N _j -8" DIP WY OHE denotes Overhead Electric Line Curb & �-00- R MPF I vL7 15 A 8" GV NE 2 x denotes Fence Line T '...-INV /A( =949.59 Gutter--'�- J6" RCP __j Gy INV OC�� =949.49 - - - - - - denotes Drainage and Utility Con c. Walk F- F- Cf) Easement Fiber SAN kH Optic Box A N SE 60 SAN MH 8 R, =960.04 LL� RIM= 46 1 1 RIM i 1 Drainage & IN IN (SW)=947. 3 10 0 Utility 15" RCP- INV IN =952.84 INV W (W)=950� \ CAUTION. OVERHEAD IN OUT (N)=947. 3 Easement Existing CB IIJ ELECTRIC LINES =952.74 1 -10 rN ((S))=950. 11 CONNECT /AW-*N ((N))=950.4•M/Af I... -TO EXIST. Rim=967741 7 INV 6 INV OUT 95 .3 (E)-- I S TORY C8 CB-..* NOTE: L 9 H LOCATIONS EXISTING UNDERGROUND Fence- 0 - - - - - - - - - :jig F Drainage & UTILITIES ARE SHOWN IN AN APPROXIMATE WAY ONLY, THE CONTRACTOR SHALL FIELD VERIFY 0 10 1..-�-C MH 1/'Utility Easement 10 12 CB-1.- Q� LOCATIONS AND ELEVATIONS OF EXISTING 8 0 5 610 -.-1 UTILITIES PRIOR TO ANY CONSTRUCTION. 3 \..L_HYD & 13 .1/ 2 t-7'- 10 0 /Existing CB 14 8" PVC - - - - - - - - - -Rim=955.07 rn 6" 6V SAN SEWER Inv=951.05 _j L - - 55 LO RIM =964.40CI L- - - - - - ...-CBMH (N)=9532.7 -8" GV SS . ......... _V OUT hVV IN (S)=95.3.,37-- CB--" 25 pAr MH ir L L. -7 -17W 5 - - <I`\. SAN 4H =77777, )pOSEI RIA4=960.08 ❑V F IN (SW)=94 .18 PR 25 Ecsem en t Drainage & Utility ROAI)\,- SS \IN U T (NE) 948.08 ko . ..... 10 SS SS SS 25 ow + 25+50 J01--.71 W W 9 ...-FES L t 8 Existing_- I - PW-... I House 8' GV -------------- -I r8 DIP HYD. &-...) F T10' HLYD- &- - ---SAN MH 6"GV SAN MHAWN -r-6" GV RIA4=962.4RIM=960.31---- ---')AIV MH INV IN (WI= 51.05 V IN 72 RlAd= 963 5! INV OUT ff" 950.95 T (NE) 948.62 17 9 7 8" PVC SAN SEWER -t- -'.;- - I 6,8 E 4,8" DIP WM INV OUT( 02.57 q) 1 1 6 i I \ \ \ �o / I L - - - - - - - -- i - I I 5 -Fence L2 4 \ \\ � �% /� i r - - - - - - 2 3 TEMP HYD 10 V& 6 GV 12 'Z3 SA i V AdH 0 l y; jj I I 1 1 I I I L _ J L_ - J j \\ I �� R& Im 96o3 n 7 -7 L -j I----J L - - -J L INV OUT (N)=� =504 1 F- -N-- - A - --- ...".\....-Drainage & --- 60 \ X Fence Utility Easement J� 20+J9. 11 r REV NO. DATE BY DESCRIPTION DESIGNED DRAWN I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT www.ottoassociates.com PROJECT NO: C.S.O. T.J.B. WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION METIDE]EI 11R11 III] LIRLIELME111ER11 11111111111111 AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER 9 West Division Street CHECKED UNDER T T STATE OF MINNESOTA. Buffalo, MN 55313 Ell 11 LIE 11 D 11111111 E EEI El [1] 1111111111 2111111111111 j TTO (763)682-4727 C.S. 0. Cora M. S - 12-9-24 SSOCIATES Fax: (763)682-3522 M 111111 ED 11111111 EIA 11 DATE: DATE: LICENSE # 40433 Engineers & Land Surveyors, Inc. SHEETNO. Ell] OF L18 SHEETS E2 1111 ❑ GARAGE SIDE G GARAGE ELEV G=929.0 L/OUT - FULL BASEMENT LOOKOUT TOP OF FOUNDATION ELEV I F= 929. 3 WO - FULL BASEMENT WAL KOU T GRADING NOTE LOW LEVEL ELEV LL=921.3 SELO - SPLIT ENTRY LOOKOUT _ D THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE I SEWO - SPLIT ENTRY WALKOUT 7 0 ST SHOWN IN AN APPROXIMATE WAY ONLY, THE CONTRACTOR \ �s ,bs I LOW OPENING ELEV LO=921,3 SOG - SLAB ON GRADE SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING o °j HOUSE TYPE WO 4 I I I Existing MH UTILITIES BEFORE COMMENCING WORK. HE AGREES TO BE ❑ / \ -Rim=957OUTSIDE GRADE ELEV x920.8 .88 FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT 7 \ Existing CB lnv=951.71 I BE OCCASIONED BY HIS FAILURE TO EXACTLY LOCATE AND L w /. Rim-956.92 PRESERVE ANY AND ALL UNDERGROUND UTILITIES. Surmountable r x 0 12" _8" DIP Curb & Gutter 6, w. Existing MH `J - WM q to -Rim=959.50 Benchmark: DIP WM \. I \ 1 CO Conc. 16 o,• / :1 I/:% lnv=954.76 1 Eevotion=962.32 Feet / 0 IG 4 Tl / �% FF= 959.03- Existing _:. �.: Q g ;:;, �15" RCP I (N.A. 1988 �° � ,/ House \... om j i ) \ W `° �W / l _ _ �� / _� s� �� / -"�` y:.; 7 _ / y Fence Inv= 955.1 C r 958.67 /-955.78 A ,�' oo cA W / < °' `J '� ` , No p /' 0 �> > VV l L. l OyFi o, SS SS' » �� / "XI, s \ 961' 960_46 ;; �' 9�b XOh 958- X958.8-�k SCALE: 1 =60 12 PVC X w >: :. 9 -21 " RCP %� 6 Con Side alk- ss � •51 -.• �\ �... Ssr 4\ /J Rl - 9 8 3 O <K. 0 50 5o �... _16" DIP WM 9Sj4oX Xg57 0�;] -Shed :• 5 hF a s:. • y : \hed cr San K_^:;:: rn •m-95 . 0-��gs � 60 c� 53.78 _ -= Inv--953. 95 -Fence 1 S- n v= 945. 34 9� a ...... � d' ..._..._..._. .._Fence-..-..._..._ 956 =.. o\ , - - _ 9S 171, 9 _ _ a 58. 1 0, I I cp -�- SF SF Existing MH g ;: 0 0 \ Rim=956.26 ate• ,. p y N Fy- n / F SF S 1 960 �q I 1 956.0 Im-945.58 0 F gg0• -� 4 958 - - - - X9s3� \ 52 �, \ sF - \ X953.39 I oyF c o y� - 954 - - - \ - - - - T o -I I I I 6 I co 9 • o <v "� g� /Z I I 960 � � x 4.2 G= 964, 0 � I v I I I I G= 964.5 Q?' Mi co � 962 88 _ ¢ g52 \ 7 rn 954 a / v g6q 0 TF= 964.3 TF= 964.3 TF= 964.8 I O1 a' 1 I / I 1 a 9 G' 64.3 I LL=956.3 =956.3 I G=963.0 \ :: u u �i Q co / \ \ (F 6• L0=959.3 L0=959.3 IF=963.3 I -' o 9 3 LL=956.8 I I o I C7 J J V1 Gj r g62' I I g62 I I .� 0 95 3 1 1 I I 1 1 LO=959.8 \ / 0 m :;;;:: 946 °' / O 959' L/OU T L OU T I LL = 963 3 I _o I / I I - I / Y) o- I I I I L/OUT s / I o 19 G I G- 962.2 0 Con, \ � `.::� � S� � / O ��00 G G I SELO I I\ \ / / =963.0 I I - � o - J 962 /}3 TF 962.5 rn o . F co 5 9 I G I I I y/ I I Pad HOME TYPE TABLE LOT WIDTH GRADE TYPE 42' LOTS 52' LOTS 62' LOTS TOWNHOME TOTAL SOG 5 3 0 73 82 SEL 0 0 14 22 0 36 SEWO 0 5 26 0 31 L/OUT 0 5 8 0 13 WO 0 8 12 0 20 TO TAL 6 35 68 73 182 \ \ s >>> rn I I w :...• - 948 `'/6' / 1 \ \ - - - - - L - - - - - -� \ \ / / I LL = 960.2 L L = 959.4 I Existing \/ I� I / / I L 0= 962.5 / o �O � F _ � 95� 2 / / � 964 _ � � I 61�5 I LO=963.3 I I House \ yF Q X �o ` W. Inv. = 945. 6 9 P b� D� C� L 962 I 00 \ / / / I I I SEL O I I GEL 0 I �- -Co c. lnv.=943.01\ / h �o �0 962 G . Oh, h � � huh -Rit. �7riveway rr r, o, o, B ��.�a J rO / / _ - -'�'� "� Surmountable Off/ = oyF rn ��\\\� 96 2+00 X I \ / / y I - - - - 0� '�' _ -FF= 61.71 �.....�Curb &Gutter F 6� I O `9sr� 9 / 961.10 0 2 / S \ J - 962 °) /' 1. _ . . _ . . v F 8 \ k0 .3+oa 1 L �- �-- - . I / \ oyF San. MH \ / \ I rn 9419.33X \ \ �� 956 \ J 1 962 �AR 0 ti 957.99 im=956.52 Q l 1 1 I h b 4 x q 9 0 8 �� t8+46.92 0 :� �/ rn 954 / Oo cV III 7+00 6p 8 o r-v 8 r-il r !J� r V1 0 SS SS oyF I ,o oyF rn `I +00 ----- r/ "� \ +oo - - o t. R d 8- W \ \ I o I ::�.: I 1\ X 47. �9 / 964 _ 5+ 00 g6 6 I \ co WN �'la W 95 W �rn s4 � \ O U TL O AoyF � ,gS O oh, 9 :.\ 60.60 � � /- _ g6, . � '� 5g g ---�� 6� • 958.07 01 \ S� 956.41 'FI I F 4$ DR ..... 0 9 � \� 6� •.. / � � ? �/ III I \ BMX PARK - - - -- San. MH � LiQN \\ 95 \ 9305 I -i_ ''� 9� O�\ / s / 0 SJ6/ Ol h // / o3 9.59`/S5 '.'./ :ti / 00g ,\o c��'�/ ,rh/,��V, ,��r6/; ,rynV•'g("•�5'J1J ^_'�L 9- 5 6-a I J I II I II G I ,I1 II I II I \ II1 II ; "7 SI 1 II 6- :•.\ .-L.X /\J Inv= 94� 6.83- Wo1s 0 9 --Bit. Drivewayh9I 962 Existing CB ;N -Conc./6 �23��)QN96FF=961.22 Rim=955.01 5/x 95 '..._FF=961.22 i LEGEND 964` -�0 KID Inv=950.81 j O A) rn FF=96 .54 988 - denotes Exist ing Contour �601 •�E ly !/VUJC 988.1 denotes Existing Spot Devoti on W ill 1. TRAIL � G=964,5 988 denotes Proposed Contourg61.4 9�J\ G=965.7 988.5 X denotes Proposed Spot DevotionN z I TF=964,8960 yF LL=956.8 TF=966.0 Fence o�-\LO-956.8 LL=958.0 -OUTLOTB O LO=9580 denotes Proposed Drainage Walk -. a C� WO C=9 2.0Existin6MH FF=980.40 denotes Finished Floor Devotion TF=962.3Rim=91.56-...��N XooyF \ �0 \ �denotes Telephone Pedestal -955.11 9 9.2 ln9.23 denotes Sign T 14 1 967661 STRMWATER POND -4 denotes Guy Wire BO T TOM= 942.0 950 NWL=946.5 l/ \ I I denotes Power Pole r ,; , s�� \ \ S� \�� 9 0.3 oyF '� J 1 �\ \ \ \ I I- �hr0 -I - I I 956 I _ ^„� - o p 0+0'0 62.. / / �8 \9 \� 9s` o� \ \' - - - _I I - I 958 0 denotes Light Pole S� GV denotes Water Valve Bit. Road./'.3 s°J� s = / 9 / 1 Sao\\\� 9R� 0 56 I) I I - _ - . w 0 1 0ssz. 91 �y56.o > sue,- s ` \ \ 2 6 0 o g p� _ - �� _ L J L - - 954 I 1 p4 San. MH w W SB ti / /\ \ \ \ 56 `? \� I I 4, h O 0 Otr� -I F gs =� - - - - - - - - - - - - - - - � denotes Hydrant /f .2f- h \ 9 J \ C / O - - - - - O X957.11 Rim=961.83 6 / 96 6R h / r 4� ` / h \ \ - -"'-� - II -II - - - 11- i = - - denotes Out/et Control Structure MW I - � In v=936.30 6 % � ;;:. :...;.. .. • ...:.: ��:� . �, . i 9 \ � oyF / � �`. � V - � �q 952 - - _ _ .Existin � ,fl6,o \goo �F o oh \ 1= - � g 950 Building / Qs denotes Sanitary Manhole Curb & Gutter 0 <<. �? ��. i 5 5 - 46 �944 / h�9 sr. ' / I'S ��h� �� - - 948��_ 9s 9 y 962' , T < vOp9si=946.7= - s denotes Storm Manhole Conc. Walk-- `a r>r III Dry 9. �i \ .fl `� 6tk y0 0 \ -11= i / / ` O / iQ \ - - - - -- 946. I I 9 o o I z \ G !°� 96 1 0 \ 9 948�O��by� \\ 1 _92 \`�su sul denotes Catch Basin Fiber Optic Box ? , G p h 1 51 I o " _ _ Si \� qF �,99h - 95 i o - / / / \ III p denotes Catch Basin - Round Existing CB 1 �O \ �, Oi 95 0 .9 �\' - O C I 01h 5` O / / \ ` Oy \ \ I N I- Rim=959.20- ;;:: I .. 1 v p by S I = =III = IIIh�Oh / Oy Aso I =III X denotes Deciduous Tree In v= 955.68 Z 1 60 .4 / \ / 9 - 0 O / D� F / / - - 0 I` s \ G ,9 6 1 h S2=•II / O ,g4\oy s I \ III X denotes Coniferous Tree -1 Li_ ' , I :,r I bi .8 uo n\ S xoo \ G �,,°� 90 h1. / \ �, I I = ` �O , i0 - / / SB / 6.\ F =1 V`� 5 o,�,�v F r , h / 9Sp 43 {950.2 -Y52� \ I Boring 1 v�U 95� oop'QAiI - 956 O I / T R AT R P F/ \9'SO \ O W�- denotes Watedenotes Soil Line 1 0� 00 e�q. 2 �g / - S 0 MW E POND f2 � N I BOTTOM=942.0 0 �956�\\ \ \ \F GAS - denotes Gas Line } NWC = 946.7 -Fence 9 WL=9�i ory /^ h 5 . 7 0 `n SS denotes Sanitary Sewer Line < h h N �, , l O a X� I I y 7n 0 WIDE P D ACCES 10' WIDE oicps y'� �'�,0 0 9 \ 56.8 ��1;�01' �.9 �� O / �� h� \ oyF '/ ST - denotes Storm Sewer Line I l BIT. TR lL V / O SJ „ G 6 h \ \ ii g� �i��h �O < -� / O °� \ I - 0 �� , �96hp0 \9� 9 EwI I I INLT Tiaiv @ASiN2 - NF h X� OHE - denotes Overhead Electric Line ERTTOM7945.4 I X - denotes Fence Line 1 > \ / / 9S .7 \ ` I 1 o I M= N 55 •'•. 96 \ �0 95 \ 0 8 \ h cp/ O o �s y _ _ - - - - - - denotes Drainage and Utility �. ^ / / 4 �p 666 \ / 9\ \ I \ \ O O F I l l /p-'82 �R9s I F 9�5 09- Eosemen t �•F oo p , �g6��•�6 \ �9S I / / `Y 60 \ co \ r yF o I I \ - - denotes Building Setback Line I :•+ \ \ \ j �F �r9h 7 95�p / Oro i p oyF O \ 9 I y \ � F / y �. ,�� ^� ^� • \ � bI I III oyF F- a Fron - ro0 hh � O � o I I \ IIII �4 � Side t= 62520' ROW of `° 960. N OUTLOT C - -o i ) I I 95 ti l0 1 ` (AI I '` o \ ��. �9h�o�• o`O oy \, Rear = 25' ST denotes Proposed Storm Sewer �• cn \ 6 0 O 9.8 p '� / - 961.64 949.9 denotes Proposed Catch Basin r }:= rnI mao°I w.: •`:':�:: II II crno 2 v ►� I r I 9684 I1 I o / \ \ \ », .i �v>�ov, oh �9O� • O /9%57 L�I I -_-IIIIII /\ \ SF denotes Pre -construction Silt3 � ooX943.20o111% Fence 958 n 4 X9oF\tK a IV) /O O3o / o °">oJ`V6 r ' T I T A 4 I I I I .��`3/ 5 I 6 I �, _\ �8 .�� ► �y I L ILO / 9 6' i•s�. � /��Xoo soio�=/O y '/ ��/��I ' 081 U�ro�C�ror�hv °\�r-i ��1.�J�xooo� 9\ 6\1 po) 1 WL O\ 68.$0J I IG= 9- 688 I I -- ---95 9� 5I1 __g5$• I II --- � _ \I � \ 1II �IXg IIy3 F103 ON 968 V �� G60• 962.4s 5 -� _96G=966.8 �9 4 � 9 U y�.6F=969.1 7j\.O_961LL=961.)49,1 TF= 968.0 TF=967,1 G=965.7 1 q 0yF 1* LO=961,1 .6 L IF= 966.0UTLOT D %0 LL =958, 0> Lp=900 CWO L 0= 959.1 8 WO L0=9580WO woTCuLA GL 9 4-/ 21.s---- -SEE SHEET 12 +7.1 5 L \X41.z� 70+00 9.2+00 966 964J Pla3+oo.1s/ 'u j F4=PR\sroan„OA- R� REV. NO. 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M 1111 ❑� 11111111 EIA 11 SHEET NO. 1111 OF E18 SHEETS 12 M12 11 io 1 o ii " 0 65.66 d lq OTF=969.1 U=Jb/ G=966.8 X 951. 968.p %WO=961hF=9 .1 TF=9671 °yF \ \Oy I I 196 3 c� :•: ro G I LO-961.1 L-960 0 LL=959,1 -966,0 \ \ 103 \ I ::• 0 4 UTLOT D > 6 O 9 -0 L0=9610 I LL=958.0 / 3 rn 4 t b' / 66 4 1 I WO WO I LO=959,1 LO=958.0 ``9 956,8� lnv=946 SEE S/-7 EE / 1 1 • :::::I I C� I II `..:'. / �I G G wo WO r - - - - - _ f ,moo - 968>_ J - - MA TCHL lNE I < �' r I I 2+ 7i.18 - - _ _ J L L / 9s �, 1 oy 941. �� 7 0 1 t 0 69 65 III I i / sp \ 966 - - - 1 I '` \\\\ ❑ 0+00 g� 2+00 / VATE +- rn O 3+00.16/ \ \ 964 \ / °Y I 46\ -944 - rn O ROAD 6> 10f p ture ` \\ I::; I cp I En III I / ^ O O :. _ r s9 I O / Fe ce- .. G' �• 8 _ 970 H STREET E - i co �o O - < < �� a, 9 Fence 9Sg� - III / Oi Oi O� 1 «�• 1t00 w 7 I of - - J I �i � -42" RCP \ 0 = j' - I v0 ��. w p o� _ 1 I I 2 3 Existing MH ....... ...... - O ❑ 2 :::.:.. ... 85 _ I _8 - A9 "...-Rim=954.26 o I r . 6 9' TF= 1.2 I ... es, 4. Inv=946.82 ,_ 96J 79 X /o� 1 I � � TF=969. I r - - _ _ 0�6 - J G_ ❑ - - - - � I I soc H I I I '► TF9695 I G c c ►- - . _ � ,, owl -' SCALE: 1 =60 L,4 1 7 6 I z 9 G = f �' 6 5 4 I o, to 2 66 LO_ 66 4 TF= 969G= 968.0 �rI LEGEND i/ co I I to otOi I 966, 4 I _ , O I I TF= g 67, 0 = 1 - O O q� 0 ni ^ `� I I I °� q I, II O I 'SEWO LL - 965 9 68. 3 TF_967, 3 I I G 965.5 � 1 - nl co Lo � I O r� rn I o O O9 I I I LO_965 9 I LL=965.2 LL-964,2 TF=965,8 O I I N er y1 P 988 denotes Existing Contour SEWO LO=965.2 L= I LL=962.7 2,. I `° rn o�, 9 I I �48.00 ` n Existing o :::.I -- - - -- ---J L-L - - -- -�-J I ss I I SEwo O s64,2 I Lo= I 9 �ph$ denotes Exst g Spot 2 1 0 9 70 IL,q SEWO 962.7 Q _ 9 I SEWO I / \ 988 denotes Proposed Contour X.o+oo - s 1 � I 2 } I 70.91 I Oo - ut� i00 - 3+00 rn o ��' o "' ^ - ��C 42 F I I s� I 6� I es3� I I 988.5 X denotes Proposed Spot Elevation 9 RSV o L) I o 0 o co co g66 I` I l I 964 o f - r i denotes Proposed Drainage o rnrno !! I o - - P 9 •::::: I 97Q : r � h I I rn n 3 I ctJ I I I � � 6 -'� U 1 1 I�C960.16 U0 „ 11 " X961 I I - 9' g60 a I o "� 1 u- FF=980.40 denotes Finished Floor Elevation I; --- - - 3+8218 3 17 I - N 12 - - - �� 1 0�� I , , 18 x6.►21 ____ I^ �� 9h. IJ 965.22 .;` O W III o I- o, rn rn o T❑ denotes Telephone Pedestal 2� I l.lo------L ❑ I I 1 I I I r Sg p 11 p n3 13 1 1\ Existing CB �: >> h to 2 I I I o 1 2 3 4 12 ---- - I 2 I 964 -962 -L rn l o I o h o I /...-Rim-952.30 denotes Sign >;> ,k o 1 1 2 3 4 I r �, N l- I I I I I "? o^ o I Inv=947.72 -4 denotes GuyWire m I G=9 9,8 1 I I 8 co�e15 \ I M / o I>:: ::: I TF= 1.3 I I o r. �0 6 I I I I- $ otOT rn °' O1 o f I 9. �- _ I p denotes Po wer Pole ,Z I 1 TF= 70.1 I r` rn rn rn O 9� • 11 11 11 1 v - 1-\ / „ 1 � of I soG N I rnW I I - 62 J $ J L-I o�� I ,�°� IcOo 10'� 9 �I $� Io I 4 I- 9 N 6 / �� denotes Light Pole a� 8 7 I UI-J-rV1 L---- .958 - J `� rn o�� h o 6 5 8 5 I _-- J ``� h I o �o 9 denotes Water Valve a t 1 1 966. 16 I o 9 - - - _ - I 1 n p l 3 I 6, n Hydrant w Ig rc'" - -I - - '��oWI_/ denotes of I €: x I I- 0+00 - - - $' e 1 ® denotes Outlet Control Structure - 6 rn I '< n Sanitary r Manhole l j ^ 9 ��o`°rno 65 -� I- I I o;o``e 14 c- �I \ QS denotes Sa toy Mo oe 10 DE ^ N I 1 orno, F- I I g,7 �e�o ,sR I 1+0o II 11 11 I I r� rn rn I d 'It -1 QD denotes Storm Manhole 966.81 i< I I BIT. ,1 - 2+00 3+00 °� I II o W 5 rt I I I r °' n II 1r I N 6 _ .. f n o + 70.�� - + -� - �- o v, I 1 o I III denotes Catch Basin �� cp I I 9 C�� C9 I I O cooEiEi 9h 36 RCP ' 1 �� 9ss - >- Ig62S I I 10 I I 11 I r 6° �L------ O II'' �1 I I 9 -� I O °' u n n 3 5 �b I X954.69 I denotes Catch Basin - Round 1 3 I I - - - - - - - 3+99.72 I g62 1 I 96 Z - - - - L o v`"i rn I '-Fence r# - `� O I- I 9 I g62' I 964• I I- I - -I - - L 4 ^ = I °p 6L I I I G=965.0 I TF= 4 5 denotes Deciduous Tree I o O1 I 1 TF=g65.3 LL=.g 4 I I ,� o ^ o I - \ Existing CB denotes Coniferous Tree O TOG 71 3 TF= 69.8 I I I °' II J o I_ 3. I G=966.0 g62.2 g61• 1 1 - 13 I rn �...� g ` / OG , U ti-i J (/1 F= 966.3 L �_ 962.2 WO I rn n n p O O I� o /n v=947.96 - _ 1 3 �' I L =963.2 L II o ^ ^ ^ 4 - -Rim-97.96 - denotes Water Line 4 1 1 1 3 4 I --- -L� G=96 96 . I LOB 3.2 WO h�\I O °' I A S,3 N I "� -I LL=964.2 S o o� X 9 -95 99 -� 21" RCP GAS denotes Gas Line I 7+67.99 I o 0 o I ti -J6j RCP SS denotes Sanitary Sewer Line \ I 970 Ri ro Lo 1 8 L 0= 964.2 G N F - - 968 I `O o`o, rn 9 I SEWO ❑ - .964 �>� 6� ^� Existing CB ST denotes Storm Sewer Line INI rn O U TL O T D vl 966 I U 11 O I J `` (n h O' -Rim= 954.87 _ % I o o G r I °� �h j OHE denotes Overhead Electric Line •• - I _ I 1 64 � � vt $ lnv=950.92 -_ 968 6 9 I L- 7 1 �� III. 5 X' I 0 1 St - - - 96- - 11+ 0 1 J 9 f , San. MH X denotes Fence Line U d �•••\ I I o I - - - - - - - - t _ \ - - I / _10-+F- + �- I �O g5 12+ ,. T Rim=95 .74 o o 9 Sr Sr r - -962 r - - _ - - �.! - - - - 6 -, S �O�' I X- I- 1� i �..,..._ - - - - - - - denotes DrainageY ::::... -•• •••••and Utility o ::'�. L.o, :::: _ ? - g6 ,� 6 _.x� .. - - 5. Inv-943.66 't I - -� - 968 cD w �? _ g� °� E lu °� 5 I -;f 5 �.•.� / Eosemen t OF g �- - - - - 964 O V) . r< 8 6`�`� gfi III ..40 9h of Bi . �� / .fl -Conc. Idewalk o L o I I E I I Ni0 4 I ° P< e g61 3 � � . xo y6 U. `s i " - - - denotes Building Setback Line to 2 I- I 964 I rn / o ,n 9 / O Surm un table I # O 96 ' 9 g65.5 g65• 65 0 I I O o % i 964 r- - - - 0 g 8., i i Curb & Gutter Fron t = 25 a G=970.5 1 G=969.7 I I 9 I �' i kc 9 k 962 -_San. MH Side = 6' (20' ROW) c6 G= 965.5 I 1 G= 965.3 o m I TF= 970.8 TF= 9 70. 0 G= 968.6 G= 967.5 G= 966.7 G= 965.7 TF= 965.8 - I I x 0° 64.8 I - / Rim = 958.64 = ' o LL=967.1 _ TF=968.9 _ `� I °P TF-965.5 I 60 66 $ er ^�� 5 D Rear 25 >'' w o LL = 966.9 TF= 967.8 TF= 967.0 - d 9 /� O I :. rn <, a� ::" - LO=970.0 - LL=964.7 LL=963.9 TF_966.0 ILL=962.7 LL=962.4 I -..-... I / 966 G Ico cN�� N 6 �_... t0� Ri =9 5. l 63 LO-970.8I LL-965.8 LL 962.9 LO-965.8 1 % : »>> o ' I .:. I I SEL0 LO=968.9 _ LO=965.5 / i 0 2 2 q o, 60 I O� 94 92 95g' ST denotes Proposed Storm Sewer `1 J I o SEL0 LO=967.8 LO=967.0 LO=966.0 1 I SELO I I SEGO I I X \ G_965• gP 11 II II II „ `V ��' 1 - '•'•'•'•> I I 1 G I G SELO SELO SELO SELO I OF 1 i ,(� i \ \ TF=965'3 V v �cij�j I N'n g : 959.2 III denotes Proposed Catch Basin I - 2 G 3� G 4 G I G 6 1 7c, A• 1 8 96St' ` G 610 \ L=962 2 , .� I denotes Pre -construction Silt I G 6 G I� Q� G�9 1.3 L 5.3 I 9 \`/ 1 cn SF �� I , � \ �g6 4.2 L0.96 o � °�_ Fence Existing MH_... sss 0 i:: L - - - 970. ❑ L_ - 968 L - L - - - L - - - _ o x00 / G \\ \ TL �g96 2 WO 0T�*r- R1m=969.15 \ �, 1� I - 966 �❑ 1 L 4, \ SE I g � 964 - _ � `+o /� 1 y LG� 96 .8 I ,f � - co ........ . . ,. 9 E (3 /c 68. 8 DIP `. rn^ 66 G 96 A l 6 5 I �; : ,:... . .... . -,-rT � 8 ...: , :..... .. ..�. - ..:,:.::.�� :. h b - � I Exist g MH j � - .- . 9 TF .96 h 1 ry 2.2 � 01% o, O o ►.� l 1 I - \1...- rm=955. 40 r r7 Bit. Road. o ed. W I 1+00 _ 2+00 o N 6- G \ ��.96 • 65.03 I \ \ OHO g� U II XI II .► N~ I co J 95g' /� \..._Existing MH _ 3 00 _ 4+00 5 �00 I 62 4 \ �0 �p \ 4 \ \\ I g0 0 O+ C� - I p _ _ 0 12 I Inv=948.73 Rim=958.40 g��°mps I o I ---H- r C I - 9 �i �g61.36 5� \ C� U N. I X959.17 T �v% 5" RCP./ I �o SB 7TH T. NC I 62 1• 4? \ \ Curb & 6$ 9 D g6 00 00 O�0' ^O ul 9 �� 6Q \ \ tF�966� 5 \ \ \ - - - ..._ ,� ' 1 i0 \� - I I -36" RCP Gutter _� 9�1 a' 9 �'X966..b8 \ 1.•9 6�'S \ 9' L %9 Conc. Walk-"9? 96 :;: >I I :` _970_ 68 - 966 _ _4 _ F \ 1.0�p I - 96I- - F- - -- 968 - - -1 - - - - - \ SE 64.0 \ \ I or O to h e N Op ticFBox / op M N "� 1 \ 2 \ , I I O/o I G G �G11 c c G I 964 0 ��o�o� \ �\ �,��oW 0 91 ' I I cO Z + rn °� O 965.1 .+ vt o ' co co 5 ( X 958.68 15 RCP-: i::>: I I I 1 I r ^ I on 11 11 II - \ rp ' o occi / q vs n ( n u �► I Existing CB ,; I �.� I I �v I to •tool I �� 6.8 °rn�o`O,tO1„-� f `� �•, w I F- Rim=967,41 o ao co I 7 ,` r. I o, o� 1 � ocOi 01 o1 11 rn °' 64 o 9 11 o►O1 11 11 I °' 11 I I p n I I 1I "o I I 11 n o wNc„ c� � ,�oo,o I •. - � \ 11�Q I I "moo I If�o I I 11 I I o�� I I �� ----- 62.�� 1-2 I I g6�lal _ I I ',°je 9 I / I '� 9 _ 964 - eF. G- 963. �1 v, of I 6 5 i 4.a I G= 964.0 % I TF= 963 I 11 4 I U O I f \ N C9 T o F c I I I I O r i1 11 - - 96 G= 964, 3 TF= 964, 3 / 1 LL = 960, I I V h co N ►vi 4�9 1 GARAGE SIDE G I._.. I 1 1 11 11 o, o co h En 9 '�55 I 10- I I 9h I $ $ $ $ 4, o to co co o, 8 \ I G=965.0 TF=964.6 1 LL=961,2 L0=963,8 0, 010, o> GARAGE ELEV G=929.0 L OUT - FULL BASEMENT LOOKOUT I I I 96 6$ I 161 ' 6' I �' IT/,k rn v+ G= 965.5 1 L 0= 964, 3/ I $EL O 962 I II ►I p II /{S7 fI1 TOP OF FOUNDATION ELEV TF= 929.3 WO -FULL BASEMENT WALKOUT 0 33 I 9 9 964 l �' N' o I TF=965.8 I I TF=9622 LL=964. I Existing CB _ SELO - SPLIT ENTRY LOOKOUT I 0 _ 1 _ 1 I LL-962.2 L0=964.6 I I G ll// � � � g5�. - 9 LOW LEVEL ELEV LL-92t.3 _ / 1 1 I 2 I I 1 5 1 P' `" o AlA �o I LL=962.7 n9... F -Rim-955.07 SEWO SPLIT ENTRY WALKOUT g61 32 (O I Q0 I I I 968 I I 964 I LO=965.8 I I S Lp6X964 SELO I G I - \ - �Q lnv=951.05 LOW OPENING ELEV L0=921.3 SOG - SLAB ON GRADE •'�; eId Line- r r -, SELO J HOUSE TYPE WO . -- -- --- �-- -- moo; -I i 14 I I 13 G - - \9 D1 L / 5 966 962 O co co 00, 96 5: G -1 I--- G ' 964 J L - �/ ®96 27 \ \ ✓ S8\ OUTSIDE GRADE ELEV x920.8 I - - 962 �'��'� •� �i scorn II 964 �ti�� L------ - -- L `ti 5, \\ \ .......... ......... . 0 - S_E�A 2 � � I 22+00 � ,4, , y J`>r"s 00 rn l 966 66 Il 11 11 1 O o g 62 • \ v 0 0 -• I 965.05 I B8 g I o e co cO rn O I I- 1 �B -, +0 \ �' 1 tb 958.56� € o I 6 •� 1� p) �� 2 23 - - �l N 9 I ` I. �.: :4' 30'. 32' OR 36' ACE TO F 1MRES 966.72X sit c0 o �,, 01 • 25 .130 0 4725+00 I 96.. 24+00 962 \ Q of Ocr I t w o - - - -� I G ° uOpFED DESIGN D v I Existing.: rn - - - -� \ I ,961 j , r -I n 964 - G I =963 4 (F' 60• \ / I CURB O GUTTER House � - -� r G I Gg63. 2 \ / I �,. 2.DDS f^ 2•DDz s.Do�[ ..oD: w. h FF=965.95 o li n 11 r- - 966 r- - - - _ 964 1' G 963 LL�g 60.2 b / I I I O 11 e co I 1 �� G 1 1 G=g6 I I TF= \ 0�90 j I 4, .• To�ol� moo. 14 4, 0 h X 958.41 11 I I TF=96061.8 LL= 6,�9 E� 6• rHict WRN 12• SAND T / �i n , X966 I $ a •ri v � 1 960. 6` \ \ CONCRETE MMIIE. AIO WILH OR 30D m . G G G G= 964, 2 _ I O= 960: \ / \ oR a cuss 3 BASE r 1 1/2 • TYPE ax0 BRUMIgUS REARM COURSE L/ I v o = W (TYPICAL) 55 33 9 w I G= 966.5TF= 964, 5 1 1 1 I SE WO rn \ \ h .. x G- 965.7 G- 965.3 L64.7 � I bih Q � 6 � T D I i � TAB CO" wDDT �� V 43aD BITUMINOUS NON -WEARING COURSE - ❑ 1 TF= 966.8 TLCO = 965.0 LL = 961.4 1 I SEWO � CLASS v ORAYEL (MODIFIED) / - - - TF= 966.0 TF= 965.6 / " 1 LL=963.7 LL=962.9 LL=962.5 =961,9 I �0 64,5 1 I I 6°. 7 g5g 9� , l ..-Fence �sELE� GRANULAR (2•_ 6 BEHIND, CURB) L 0= 966.8 = 965.0 0 \ / �. JEL0 I I %6' a• MINIMUM SCARIFY MO COMPACT SUBCRAI I V r I L 0= 966.0 L 0= 965.6 I 60' I 6 I S� X 957.28 I O 11 a co I o 1 SEL0 SEL0 SELO 6 I 111_ 95 ` / 0 o I bk� J 5$ TYPICAL SECTION Thickness determined rn 1 ++ h h 5 �r - - - - 958 9 \ \� URBAN RESIDENTIAL b developers a v" I o I I h - r}r�° J I 1 I g w N w o o I 60 1 $. -I �6 _ I g �' --3 L 962 -- 960 - 960 _ �- I w ' I _ Geotech and - - - - - • O L - f - - J 964 962 \ (D 2 ROLLS OF SOD TO BE PLACED BEHIND CURB AND SIDEMRLI/tPAL approved by Glj/ / Weer I - - ^ II ® THE USE ANO THICKNESS OF SELECT GRANULAR ®❑❑®m r❑m❑ ❑ ❑�I ❑ IBORROW IS BIASED ON EXISTING SOIL CONDITIONS AS DEFERMNED BY THE CITY ENGINEER. 7 \ CV o iq � � STREET WIDI}i TO BE DETERMINED BY THE CGIY r 66 Fence n A P(p Q 0' PERFORATED PVC PPE 01TH FABRIC. INSEALL h `0 Q \J 4, � 0) WHERE CLAY OR AILSDIRECTEDAENCOUNTERED IN THE SAY rn C u� Ij- 6 GRADING NOTE I -> / 20+39.11 \ I rtle: I I 966.52 ` 964.80 X965.20 �� I THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN X gg � , G, � ;I J ,� � �� I.1•bl'A1'y �� S� I APPROXIMATE WAY ONLY, THE CONTRACTOR SHALL DETERMINE THE 966.38X 965.`11�j' - �' 6' ReD (�(') EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK. R T F P F R A A A �I, \3 City Of Monficao Date: Plate No HE AG EES 0 BE ULL I RES ONSIBLE 0 NY AND ALL D M GES WHICH MIGHT BE OCCASIONED BY HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES. 03-05 5002 REV. NO. DATE BY DESCRIPTION DESIGNED DRAWN C. S. O. T. J.B. CHECKED C.S.O. I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER TH , LAWS OFT STATE OF MINNESOTA. www.ottoassociates.com 9 West Division Street Buffalo, MN 55313 TTO❑ (763)682-4727 SSO Fax: (763)682-3522 Engineers & Land Surveyors, Inc. 1'1 MEED11 ❑ ❑ 1 \ ❑ ❑ ❑ ❑ ❑❑ ❑ D ❑❑❑❑ �n M 111111 � 11111111 EIA 11 ❑❑ ❑ R EM [H] ❑ R ❑ ❑ R ❑D ❑ ❑ ❑ ❑❑ ❑ 1111111111111 PROJECT NO: 2 ❑❑❑❑❑ Coro M. Schwohn tto DATE: 12-9-24 LICENSE # 40433 SHEET NO. :12 OF L18 SHEETS DATE: 12T 12❑ UJI ;,_ tin g MH i i I =9 ;7 Existing CB Inv=951.71 I G: w Rim-956.92I Surmountable-•„_.:. -•. r� � �i `t � ,� �/ » _8" DIP Curb & Gutter 6, w. Existing MH 12 rn I - WM / I \ - o �o -Rim=959.50 Benchmork: DIP WM \. Conc.--, cno c,• / / :1 I/:% Inv=954.76 I Eevation=962.32 Feet / O c FF- 959.03 - Existing qx- . �.: W °j I i l G' _ �� / s� �s �� House \... : `<, m \ i •: i : 5:. RCP ( �) Fence N.A. V.D. 1988 - -"may:' _Inv=955.10 " ❑ �, r 958.67 ,:. • pc / --X955.78 SS SS 12" PVC `• X o ''> - :sss> >s :. 7 X w s6, 6 46 ...::::: '': g6 • Og i X 958.81 k 9 -21 " RCP X 6 Con Side alk-...-... 51 X 961 ' 9 0' � ..:::::�; �• � °� � 958 - �... 4 \:. �\ S 3 _. O cn ::<; 0 50 5� �... _16" DIP Wm' 9S�4oX X957 0 Existing o hF a .:. • h� : Shed cT San. H_ �•.. ::: ��j5 / rn /J Rim=959.80-� gs6o 6 + i-► l c� 53.78 956 --Irrv--953 95 -Fence 9S n v= 945.34 d- _..._...-..._Fence-..-..._..._ ..._... o\ _ - NI-E - --------OR -- - ----- ---- $ rST ---- -� 60 ir� A E)l{� 2 - �. 1 0 g5 sF . ► I f ExistingMH o .9 9 0 BIOROLL INLET l l 958 2 I I F 1 \ I s Rim=956.26Cl)�. ;` h i _...�. 952 / S I g60 c I cr I -1 656.0 Inv=945.58 Q D i` PROTECTION 0.0 _ qS �r 958 - - - o F s g5Ga ie I I N 9 I _ I SCALE: 1= 60 r7� 3 .52 - �1^ / \ Sc 958 �� I I g_�- `� �2 X95339 - -05 1 Oy >> �o :fit ° I ti 954 - _ F - - - - - r 957 34 I I 6 I a N "� �� / 2 I I 960 F 3 is € - x 954.2 -� _ \ 95 G= 964.0 G= 964.0 I 9 I "� O `� 8 X 952 3 I / I I I I G= 964.5 Q? ` Mi co g62 4. 954 / l q .0 TF= 964.3 TF= 96 .3 'o rn rn rn o N 88� - 952: °' °' / \ 96 L L = 956.8 I / g6 g TF=964.8 1 \ °� .� •� 9 � G 4. I I LL=956.3 56.3 I I G=9630 li Q \ o J \ TF �g56.3 I I LO-959.3 1 LO=959.3 I I _ I TF=963 J \ CoCOD 946 a h 0' G=963.0 G=962.2 0 �L 'g59.3 I I L%OUT I I L%OUT I 1 L0=959.8 I LL=960.2 1 -� S I o i t1 G G I L 0= 963.3 I / // L L=9 9 `SO l/ / I.�O G I GELO I i I 962 / `� / I X# 3 I I - � 1 rn 'Pad -I � - � � J \ � I TF= 962 5 0, co ; - ---J L-----J \ / / I LL=960.2 LL=959.4 Existing \ O X I so • F I _ = 3. �950_ l �. \ 964 J I I G'qs, / / / 61� I I LO=963.3 I I SOLD 62.5 I �-•. House Oy I `��, W. Inv. = 945. 6 952 �?'a o L p I / I I SEL O 1 Co c. \ F 55 �cs 33 `1, 0 Inv.=943.01� / gg9 %010-'c�. g62 962 I o \ / ` I G I I G 1 I ..._Bit. Driveway ° l� y o o h B 9.36 959.33� J O / \ I 1 _ - �i _ i, ,, �i o� %� / ^� Surmountable CL. 111 .. � g g � �•••-FF= 61.71 QiyF = QyF rn 6 •'I RIPRAP \ C��C �, �i / 9 .1 58 962- 2+,00_ X II 0� /\ cqS I - L - - - - 0• - i'...?Curb & Gutter r I ON 9 961.10 k00 : o '- 3 .00 � �g6 _/ 5� _ \J �- �- % . 1. \ ON' San. MH \ / I I I 9419.33X F \ \ I L. , 95 / 1 962 P/`1' `K�� 11� o \ p� ' I 5a I 957.99 im=956.52 Q l I 4 .21 q 9 0 I \ �- .s.. I rn. co 954 0 ,r O / 6 g of Bit. 88 r �^ 'i Vi v1Q+Q0 t6+46. S 0 O O `)- O \ �111 - 7+00 - p 8 8" PV SS SS yF I _ - _ _ _ _ - _ - 4 N 0 \ +u t. R d - W 16 0 X 47. 9 / 964 1 - ll v,^ ^ �- 5+00 g6 6 1 A \ W 1N �la W 958 W OU TL O A HF r - 96 ::: O 59 $ �- 9 1 S 9+00 958.07 s�FI °ti - - - - - -- --- - -- - -_ - - = -_-_ 6o F g4$ Y. \ - 56.4 "' _ g BMX�PARIC s 9 -_ _ - - -- _ - - _ - - _ - --_ - - 642 -96 l - - - - - - S Son. \ ,... , ...... \ 0/y i sQ• f L- -- -- - - - - - - -- - -- <<, •5 41 / 9633 � � r _ �8 L ..... -- - _ -- - - - - - -... � ��_.. �� . n MH o �� Qy 956 /9 $ --_ - - --_ - _ - -_- - - � _- - _ _-_ _ / LOc9565 / C[,g56� l F'96.3 / � - - - - - - - - -1 �T G' �_ ...� -Rim=959.33 .4 o S i ` \ 952' / /. g5 = _ - __ __ -_ - _ _ _ _ _ - -_ - --_ - - - - --- -- -- �'O 9S6 5 WO \ 956 9 S 6 / 6 / _ r _ qS I I \ �00 ; Inv=946.83 149 \ 1 O / 956 / / 960. _ - _- -_ _ -- = - - =-- _ _ _-- - CO,gs .\O I I Bit. Driveway LEGEND �l > \ HF 0� - _ _ _ --- - - - - ---- ---_ 1 WO / g6 I 962 0 \\� g5 �� / 62i =-_ -_ - -_ _ / \ - - - _--_---_--__ ` Oo I 1 \ Conc. SF denotes Pre -construction Silt / Existing CB :': I i , I 9 g63,23 -_ _ - __ _ - - _ _ / _ rc _ - - - - s6 / 9 x / S / I I \ c \ Rim=955.01 : '' h } . y. O %5�6 958 r _ _ - - _ 9Q -_- _ - _ -__ _ __ \ ss l / 0 g5 I I g58 \ I qS I \.-FF=961.22 Fence Inv=950.81 ""' °j� 1 �� / 3 \ F _ - __ \ _� `9�6 _ _ __ i --- -__ ,� W/D A�CCESSOg 6l l 9s� / / / I I I I 1 h _�-FF=961.22 denotes Post -construction Silt I Ill- 3 / / 'h 5 1 I 964 1 rn I �• \ -FF-96 .54 Fence �, 1 DE � 960 °yF = -_ _ �3- - 1 R 96 S 9sts - - -- - -- - - -- - - l / % ' 1 I I / c �. _ _ _ _ � i of h 8' G I I -1 s ..-Exist House r BIT. TRAIL �� _ _ __ _ � \ -� .S- _ _ _ � � �i ,� o, � 56• I s I o 9 - - denotes In -street Inlet 961. ' \ 6 = b _ �� _ 96� _ tiF / C� �t� �, J 9 G= 964.5 I I G '�cp % i 9 _ _ �b � A' Oy Q _ y� � -�j58 � �� _ h J a, ,� �' � �0 G��• I TF=964.8 1 I 1 I \ �\ Protection rn ` 96O F yFsS \' ' -� �) - -- -- \ 0 ` 8 / ` v 2 I I L L = 956.8 TF= 966.0 I I I .Fen ce '"'�► denotes Green Area Inlet _ o = - -OUTt0TB � \ � \ _ _- -_ - /� � NF g5 0 I L0=956.8 LL=958.0 � � Conc. Walk I w 1 0 - __ - __ - _-_ - / �, I _ - _ - -_ _ / I L O= 958.0 / _ Wo Protection 2.0 Existing MH r I \� tiF I __ ___ _ _ /..:_ s� �yF I I _ _ �A._ - - /�h Q O� ,� \ ` I I WO 1 TF 9 2 3 1 I Rim=961.56-...�� ... N3' :.r: v> 1 ::;: 1 �' _ - _ CL. lllhF s F :; ro ro -) � S I I - - - - Inv=955.11 '� - -_ -- \ - _ - -- -- -- I _ 6 0�� I I - _ - -- F J moo, h ro' 9S LL=9 9.2 denotes Cot. 25 Erosion / �9 _ - _ - - \ RIPRAP o \ B - - - - - h� Oii q �h 6 55 $ J 956.12 Control Blonket - -_ - \ STO TER POND 1 �� \ - _ _` - - F 9 �� v,, r I 1 / �./ \ = O,c,_ 9 4 - - - _ _`_� - - �• O �O \ I • 4 I I aaSEWO 1 �4� R"N�N ./ 1 I y6�696�Q BOTTOM=9 # 9g0 \ \ I 1 I S I O \5 !7 „'- r- o D 0+00 W \ 6 {,� \ _ -- _- _ --- S\ \ NWL=950.3 01* l '� �� -_ --_ -_ - -_ - 0�6 ` - - - 6- \\ I\ 1 I Xg 16 315 956 I I `958 8� S� SS°0 w 1 �10 l 8 \ _� - - -- \ 9sr �� g� I \ - -- - --_ - �- _ - - - - - I> W d:7 ,� 51 oz / j o X�62.91 \ �56.0 i ---_ -_\F 2-'6 0 �I --- - o g56 = _____ _ =1 - L L 954- Bit - -__- \ I = _ - - -I - -----j San. MH MH W /\ - - 956- - x - - - - - - - - - L - - - Rim=961.83-:� 6 �:. / __-_ - � CL.�!ll � - _ '� X957.11 Inv-936.30 61. Existln l\Xo-_-- _- _ _-- ------------------------ - ----_- _-__III h .,Existing Curb & Gutterl•• 0 ssssss T �? ' o �v0 °� 56�5 � \ . _ _ __ __ _ 946 944 ��€ \ � - - - - - -- - - - - - - - - -=8 = - --= I Building L / g62 j '� 7 �►, < 0 p,1 0 `� - i�i - _ _ _ _ __ _ _ - - _ ��+= I = = = �j�` I s�2 - • - - - - - _ - - -- - -_ - = _-- -- -= I I o ::::.: �• 9. `� _ \ 6 g 0 = _ _ / _ - _ -- �� Conc. Walk-'/ o ssss III cio I % :: ST Fiber Optic Box ---- ------ _-_--- _ -_- y� -RIPRAP -�2 `Ssr -_ -_ sz Existing CB = f� \ 0' 95 0 9 _ - _ __ _ -- - - _- - _�J�3- / O,c,� _ -- = Rim=959.20- :i<;;;>. y /' I 1 - �� 0 ti S� = I -- -_ _- - _ - _- - _ __ _ _ _ = I I - �} /D� O _ T _ __ =+a�- I X 955.68 I z I - rOh hh h / \ 1 - - -_ _ - -- -_ 0 _ _- _ / D� yE / _ -- -_ _ /_ \ So`� - = -�A- '_ 0 INSTAL & I i I w - s \ G ,°� 61 g -- ___ -- _ _ °� --____ -- - oy s _-_-_IIf x .... w N , I 8 ' • �: �,.: ,O / � \ '''� � I I = - - - - -- -------------- -= rO _ / SB / - � � F '�I -_ -I MAINTAIN OCK- o 1 1 7 ----- -- _ _ _ -_ -- -- - _---_ CONSTRUCTION s (� - �vv0�°� 4g5�5 O'S'�ip �T�qv� _ Oy / -- - - / 95043 X950.2 - -- -- -- , \ \ 0 TRANCE - l 0 00 ` �• 0 (�. 2 \/ .9 / -I _ _- _ / F S TORMWA TER POND }/2 F = - _ - -- -- _ \ON tiF I - -- -- -_ EN < \ 6 0 / S6, /� - _ - / TTOM= 942.0 F \- �> / / / (] 958 = QtiF ::..+ �! --_- -_ = NWL- 46.7 Fence WL = 9 9qi �� / - _ - _ - _- -_ - X 5�. 7I -- -- - I 0/y -� -- 00 WIDE P D ACCES 10'oirO�,rO_CL. 111 r0 Bl T. TR IL G / r ^ s� X \ \ G `� 66 h \ \ ii i°� of �h �O O - _ - _ -- -____ \\9 /PRAP / _ -- _ = a' -- = I /NjL TRkI TlCi1V ASl\ - _ - - 0 h 3 / +. \ j�o \ % .°� h / \ �� OJ / y O =� - -- -_ _ __ __ SZR / 9 - -_ _ - _- _ _ - -- _ -= -- - -TTOM- 45.E # - _ - -I NF h XO 1 ss 1 rn I _ OO t ! o J6, Og \ x 1 - � = 95�7 I - I s>> t= N 55 96 ;. \ �� 0° 95g,1 \ O / / 9S� - - =Q -_ -_ \ - _ _ - - _ _ - _ - _- - \ - _ -_ _ oh, \ I h o �. - 638 4 / l / 4 ST v�0 .66 6 j /� \ \ / 9\ \ I _ - ___ _ _-_- - - _- _ - _- - _ _ _- _ __ _ / 8? R9� I _ -- -_ _- � F 0� O I - 962.27 964 -III �9954_ 49OUTLOT C966 6 • - \� i o 950.60 - - - - f -_ - I I I = 4� O \ \ �• 0 1 x / D� 1 C / I - _- _ _ - - _ 949.9 �� 9 8 oa O. - _ _ _- _- = 961.64 - °� 0* ^ � �X94320 g5SX942.0601 a I ), OCIX 0 cb o O I \ I// # �C',� J� 96 •09S -- \ 0 = I I I 968 I� 9� \ Oo / 5 1 I I I 8 r _ - j - -_ III y / n�� Ti . v / ^ tiF 6 1 --- -_-_ - - -__ -- 81 1 rn - + \ /. oo +� _ 1 960' I g51 I I % _----=------ ---- / Qh'F 15 0i o; 0) 961/8 T - �0 959. 5 I / 962.49 I _ o� \\O (.� L� 1 G= 968.8 0 I .. I 5 I � ., 6g i = I �Oo�i I o II �� o \ 65.66 M' N 961.1 TF=969.1 G=967.7 G= /� 'n X95 .10 tiF o rn + I c� / \ \ �� p L O_ 961 TF_ / 966.8 G= 965.7 °' I I O) ryo 1 LL=961.1-968.17 TF=967.1 966 g I 1 0 cn N \ :...:. 0 8 M I LO=961.1 LL=960 0 LL= TF=966.0 I 5 0 3 4 UTL T D o 9 G L0= 959.1 LL= 0 \ y 9 9 F 6 M W =959.1 c'.y 956. 3{ In -946 � > / 966 6St 1 I Q 6t� 0 I L O 58 0 MA TCHL lNE _ I I 1... lI OM �r�s �� 0� � G �° G° WO=958.0 / / <<g��ssso i' ' \9��. F .I �S if ��r► O 8 ----� /c 9s� � u 1 0 41.77- SEE SHEET 4 Lcn X2 0+00 X� 6 .f+00 � PR ATF ROAD 3+00.16/ \� \ s.. "�� 10,cn., 964 < �.I / St ctu e 1 Play \6 y944_ REV. NO. DATE BY DESCRIPTION DESIGNED DRAWN I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT www.ottoassociates.com ME] ❑ D El El ❑ 1 \ ❑ El El El � ❑ R p ❑ ❑ R p PROJECT NO: C. S. 0. T.J. B. WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION ❑❑ ❑ R LIYI ❑ ❑ 111] ❑ AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER 9 West Division Street TTO 2 ❑❑❑❑❑UNDER TH , LAWS OFT STATE OF MINNESOTAI AL&. Buffalo, MN 55313 El❑ ❑ FIR❑❑❑ ❑❑ ❑ �❑ R ❑❑ ❑CHECKED m ❑ ❑❑ ❑ D ❑❑❑❑ (763)682-4727 C.S.O. Coro M. Schwohn Otfo SSOCIATES Fax: (763)682-3522 �n DATE: DATE: 12-9-24 LICENSE # 40433 Engineers & Land Surveyors, Inc. M [I [I ❑� [1❑❑❑ EIA ❑ SHEET NO. 1111 OF 118 SHEETS 12 FE12 11 -w NZ) 6 Tr 69. 1 G=966..3 X951. 10 OtiF L 0, L:9 Wo 961. 1 961.1 T =9 TF=9671 G=965.7 LL=960 0 1 O/YC- -3 0* L 0=961, 0 LL=958.0 rn 3 A I L/ C LO=961.19 9-96, WO L O= 95_9. 1 WO L O= 958. 0 .6 -In v--946 C41 G wo SEE SHEET G WO TF 966. 0 fI L 7 7 71,1 MA TCHLINE L A- >Q941.77 966-- 70+00 C1% -X9,66.87 0 69- F 00 9b4 -------------- J+00. 161 PR TIR T I -4V- - 944 HUAD �Ac) FeXce-.-. \Sp Cy) 8 0), VO\\ -Fence 5 00 qd> RCP 9 L 1 968: Existing MH Rim=954.26 G=969. 96J. 79 699 9 2 TF=96- F G-- 969 In v-- 9 4 6. 82 i / . G -7 'Cl- G -7 1 7� - 96� G Q) 4 -- 966� Gzr 96� G r �Y6 XJ96 G= L U-- ..:: P - 1.! 0 i rn -0) TF= 968. 3 G=965.5 6 5 6 5 14 ,.6 2 G-967 0 Oco TF=967, LL=965.2 TF= 965.8 �0 42" IPICP 01 e LL = 964.2 a mm. sic- L Q�-:�,5�,2 LO=964.2 I LL=962, .... . ........ L 2 . .................... 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W 5 5 0 11 w U) 18 w 6 O 6 10 5Iml 6 O Y• 16 MAILBOXES 1 1 '� ��° ��° s° , .• _ r.::: 15 MAILBOXES 16 MAILBOXES 1= �o 9 MAILBOXES O AI /r- 0 7 61315 16 O �s 2 �o �� COON TRY AVENUE Y / E:J g PARK DRIVE Q 8 i — ` . /% _ � 4 3 9 87TH STR ET NE f 10 -COOT 11 12 10 16 15 14 13 4 �o - X 60 L O 1i REV. NO. DATE BY DESCRIPTION DESIGNED DRAWN C.S. 0. T• J.B. CHECKED cS 0. I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER TH LAWS OFT STATE OF MINNESOTA. A& L& www.ottoassociates.com Buffalo, MN 55313 9 West Division Street TTO (763)682-4727 SSOCIATES Fax (763)682-3522 Engineers & Land Surveyors, Inc. ME]EIDE]EI❑R❑ ❑ ❑ Ell ❑ ❑❑ ❑ D ❑❑❑❑ M - " ❑ ❑ ❑ ❑ ❑❑❑ ❑ pPROJECTNO: ❑ R ❑ ❑1I [Ell ❑R ❑ ❑ 111] 11111111 ❑ A ❑❑ ❑ ❑❑ ❑ ❑❑ IVI ❑ ❑❑ 1111 ❑ ❑❑ ❑ 2 ❑❑❑❑❑ -j Coro M. Schwohn tto DATE: 12-9-24 LICENSE # 40433 SHEET NO. ❑❑ OF ❑8 SHEETS DATE: E211112 ❑ 'SRF To: Lucinda Spanier, Entitlements Manager JPB Land LLC From: Brent Clark, PE, Project Manager Ashley Sherry, PE, Engineer III Date: November 26, 2024 Subject: Meadowbrook Residential Development T Introduction DRAFT Memorandum SRF No. 18533 Monticello, Minnesota SRF has completed a traffic study for the proposed Meadowbrook residentilclevelopment in the City of Monticello, Minnesota. The proposed development is generally located east of Edmonson Avenue NE, between 89th Street NE and 87t� Street NE (see Figure 1: Project Location). The main objectives of the study are to evaluate existing operations within the study area, identify any transportation impacts associated with the proposed development, and recommend improvements to address any issues, if necessary. The following information provide the assumptions, analysis, and study recommendations offered for consideration G G Previous Studies The Haven Ridge Development Traffic Study was developed by WSB in June 2024 (hereon referred to as the Haven Ridge Study) and evaluated the Haven -Ridge reof'dential development, which is located directly south of the proposed Meadowbrook developmen-f-"Originally completed in August 2018, the study was recently , dated to reflect the removal of approximately 60 single-family units, resulting in a decrease in umber of trips associated with the development. The current Haven Ridge development co of a total of 298 residential units, which includes 226-units of single-family housing and 72-unit ownhomes. The most recent Haven Ridge Study utilized traffic data from the previous study at six (6) study intevtections, evaluated year 2030 traffic operations, and recommended various infrastructure improvements. The Haven Ridge development is expected to be completed by 2030, therefore, information from the Haven Ridge Study was leveraged to aide in the development of this study. www.srfconsulting.com 3701 Wayzata Boulevard, Suite 100 1 Minneapolis, MN 55416-3791 1 763.475.0010 Fax: 1.866.440.6364 An Equal Opportunity EVloyer L O Z W Z Q O O I_ w School Boulevard Ea Project Location 87th Street NE Haven Ridge Second Addition Development .s 85th Street NE Haven Ridge Development Project Location SRFMeadowbrook Residential Development Traffic Study Figure 1 02418533 Monticello, MN November 2024 Meadowbrook Residential Development Traffic Study November 26, 2024 Page 3 Existing Conditions Existing conditions were reviewed to establish a baseline to identify any future impacts associated with the proposed development. The evaluation of existing conditions includes a review of traffic volumes, roadway characteristics, and an intersection capacity analysis, which are summarized in the following sections. Data Collection Weekday a.m. and p.m. peak period vehicular turning movement and pedestrian/bicyclist counts were collected at the following study intersections on Wednesday, October 9, 2024, while area schools were in session: • Edmonson Avenue NE and 89th Street NE • Edmonson Avenue NE and 87th Street NE • Edmonson Avenue NE and 85th Street NE Roadway Characteristics A field assessment was completed to identify various roadway characteristics within the transportation system study area, such as functional classification, general configuration, and posted speed limit. A summary of these roadway characteristics is shown in Table 1. Note that these are general characteristics and that there are some deviations within the area or segments of the roadways. Table 1. Existing Roadway Characteristics Roadway Functional Classification (1) General Configuration Posted Speed Limit (mph) Edmonson Avenue NE Major Collector 2-lane undivided 45 89th Street NE Local Roadway 2-lane undivided 30 87th Street NE Local Roadway 2-lane undivided 30 (z) 85th Street NE Local Roadway 2-lane undivided 45 (3) (1) Functional Classification based on the Monticello 2040 Comprehensive Plan. (2) Roadway has an unposted speed limit. Speed limit was assumed to be 30-mph. (3) Roadway has an unposted speed limit. Speed limit was assumed to be 45-mph. From a traffic control perspective, all study intersections are unsignalized with side -street stop control. Existing geometrics, traffic controls, and traffic volumes in the study area are shown in Figure 2. no Z Lu ® Z z Q 0 w C rStreetN:E ELYSchool Boulevard (30) 52 �I (3) 3 r rc � o d a' y �_ Project o W Location + 87th Street NE (27) 27 87th Street NE (1) 1 > Haven Ridge Second Addition MDevelopment 85th Street NE rStreetN�E� Haven Ridge 6 (7) Development 27 (38) 19 (21) (8) 12 ( 43 + (4) (4) 9 N 11 rn rn N r N LEGEND XX A.M. Peak Hour Volume (XX) P.M. Peak Hour Volume Q Side -Street Stop Control Existing Conditions SRF Meadowbrook Residential Development Traffic Study Figure 2 02418533 Monticello, MN November 2024 Meadowbrook Residential Development Traffic Study Intersection Capacity Analysis November 26, 2024 Page 5 An intersection capacity analysis was completed using Synchro/SimTraffic software to establish a baseline condition to which future traffic operations could be compared. Capacity analysis results identify a Level of Service (LOS) which indicates how well an intersection is operating. Intersections are graded from LOS A through LOS F. The LOS results are based on average delay per vehicle, which correspond to the delay threshold values shown in Table 2. LOS A indicates the best traffic operation, while LOS F indicates an intersection where demand exceeds capacity. Overall intersection LOS A though LOS D is generally considered acceptable based on MnDOT guidelines. Table 2. Level of Service Criteria for Signalized and Unsignalized Intersections LOS Designation Signalized Intersection Average Delay/Vehicle (seconds) Unsignalized Intersection Average Delay/Vehicle (seconds) A <_ 10 <_ 10 B >10-20 >10-15 C >20-35 >15-25 D > 35 - 55 > 25 - 35 E > 55 - 80 > 35 - 50 F >80 >50 For side -street stop -controlled intersections, special emphasis is given to providing an estimate for the level of service of the side -street approach. Traffic operations at an unsignalized intersection with side - street stop control can be described in two ways. First, consideration is given to the overall intersection level of service. This takes into account the total number of vehicles entering the intersection and the capability of the intersection to support these volumes. Second, it is important to consider the delay on the minor approach. Since the mainline does not have to stop, the majority of delay is attributed to the side -street approaches. It is typical of intersections with higher mainline traffic volumes to experience high -levels of delay (i.e., poor levels of service) on the side -street approaches, but an acceptable overall intersection level of service during peak hour conditions. Results of the existing capacity analysis, shown in Table 3, indicate that all study intersections currently operate at an acceptable overall LOS A during the weekday a.m. and p.m. peak hours with the existing traffic control and geometric layout. No significant side -street stop delay or queuing issues were observed. Table 3. Existing Intersection Capacity Analysis Intersection Edmonson Avenue NE and 89th Street NE (1) Edmonson Avenue NE and 87th Street NE (1) Edmonson Avenue NE and 85th Street NE (1) A.M. Peak Hour P.M. Peak Hour LOS Delay LOS Delay A/A 5 sec. A/A 5 sec. A/A 5 sec. A/A 5 sec. A/A 7 sec. A/A 7 sec. (1) Indicates an unsignalized intersection with side -street stop control, where the overall LOS is shown followed by the worst side -street approach LOS. The delay shown represents the worst side -street approach delay. Meadowbrook Residential Development Traffic Study November 26, 2024 Page 6 Proposed Development As mentioned previously, the proposed development is generally located east of Edmonson Avenue NE, between 89th Street NE and 87th Street NE. The proposed development consists of a total of 182 residential units, which include 109-units of single-family housing and 73-units of townhomes. A preliminary site plan for the proposed development is illustrated in Figure 3, which was used as the basis for the traffic analysis. The development is anticipated to be fully constructed and operational by the year 2030. Access to the development is proposed on the east legs of the 89th Street NE and 87th Street NE intersections along Edmonson Avenue NE. In addition, the proposed development is expected to include neighborhood connections to Country Avenue to the north and 87th Street NE to the east. Year 2030 Build Conditions To identify the impacts associated with the proposed development, traffic forecasts for year 2030 build conditions were developed. The year 2030 build conditions take into account the planned adjacent development (i.e. Haven Ridge development), general background growth, and traffic generated by the proposed development. The following sections provide detail on the proposed development trip generation, intersection capacity analysis, and potential improvement considerations. Background Traffic Growth To account for general background growth in the area, a growth rate of two (2) percent was applied to the existing peak hour traffic volumes to develop year 2030 background forecasts. This growth rate was developed using a combination of historical average daily traffic (ADT) volumes from surrounding roadways published by MnDOT, traffic forecasts from both the City of Monticello and Wright County Comprehensive Plans, and engineering judgment. It should be noted that this growth rate is generally consistent with the growth assumptions as part of the Haven Ridge Study. Adjacent Developments (Haven Ridge) As previously noted, the Haven Ridge development is located in the southeast quadrant of the Edmonson Avenue NE and 85th Street NE intersection, which is directly south of the proposed Meadowbrook development. The development impacts were evaluated as part of the Haven Ridge Study, which was originally completed in 2018 and updated in June 2024. Since completion of the study, construction has begun for the second addition which is located east of the proposed development. The current Haven Ridge development consists of a total of 298 residential units, which includes 226-units of single-family housing and 72-units of townhomes. Therefore, to account for the most updated land use plans, site trips were utilized from the latest Haven Ridge Study, and distributed to the adjacent roadway network. It should be noted that the development is expected to be completed by 2030, therefore, was included in the 2030 build analysis. The adjacent development is expected to account for approximately 112 a.m. and 146 p.m. peak hour trips along Edmonson Avenue NE, near the proposed access locations. Mel - er lui0p SNMr1 Lwe • H' PARM COACH/ DA FA ARfI [.DVO �S6f6 SO Alfr SLVe AK ROk IKi Of .Er [W.Rt1 -" AC C -St I6 AL PRAP!)— cxv ! roAN�.W5 1 l5 LAW IS 57' SRIOLE FAW r (f ',Z PAD) ' .1 'OFS 67' SINGLE EAw' (SO'16O' PAD)' 66 "I. I01£R.tt AIE) DEH41Y l 4 L M5 C 182 I W3 / .54 46 AC NEr DEKLOPA&E AREA Igj JF�- -IS ss ,A6 oVIIor A -316 AC w1lor a DUltor C -.. 61 IC - T AC Q/A Or o -5 w AC t I a.. JPB LAND, LLC I CONCEPT PLAN I 24-0314 .....o„ °"oary MONTICELLO. MN SHEETNO 1 OF 1 SHEETS 11-15-24 r,',, Site Plan L JKr Meadowbrook Residential Development Traffic Study 02418533 City of Monticello November 2024 Figure 3 Meadowbrook Residential Development Traffic Study Proposed Development Trip Generation November 26, 2024 Page 8 To account for traffic impacts associated with the proposed development, trip generation estimates for the proposed land uses were developed for the weekday a.m. and p.m. peak hours and a daily basis. The estimates, shown in Table 4, were developed using the ITE Trip Generation Manual, 9 I th Edition. Table 4. Proposed Development Trip Generation Estimate A.M. Peak Hour P.M. Peak Hour Land Use Type (ITE Code) Size Daily Trips In Out In Out Single -Family Attached 73 DU 9 26 25 17 526 Housing (215) Single -Family Detached 109 DU 19 57 65 37 1,028 Housing (210) Total Site Trips 28 83 90 54 1,554 Results of the trip generation estimate indicate that the proposed development is expected to generate approximately 111 a.m. peak hour, 144 p.m. peak hour, and 1,554 daily trips. The trips generated were distributed throughout the area based on the directional distribution shown in Figure 4, which was developed based on existing travel patterns and engineering judgement. The resultant year 2030 build traffic forecasts, which include general area background growth, adjacent development trips (i.e. Haven Ridge), and traffic generated by the proposed development are shown in Figure 5. Intersection Capacity Analysis To determine how the study intersections will accommodate the year 2030 build traffic forecasts, an intersection capacity analysis was completed using Synchro/SimTraffic. Results of the analysis, which is summarized in Table 5, indicate that all study intersections are expected to continue to operate at an overall LOS A during the weekday a.m. and p.m. peak hours. No side -street stop delay or queuing issues are expected. Table 5. 2030 Build Intersection Capacity Analysis Intersection Edmonson Avenue NE and 89th Street NE (1) Edmonson Avenue NE and 87th Street NE (1) Edmonson Avenue NE and 85th Street NE (1) A.M. Peak Hour P.M. Peak Hour LOS Delay LOS Delay A/A 7 sec. A/A 7 sec. A/A 6 sec. A/A 6 sec. A/A 7 sec. A/A 10 sec. (1) Indicates an unsignalized intersection with side -street stop control, where the overall LOS is shown followed by the worst side -street approach LOS. The delay shown represents the worst side -street approach delay. L Z To/From ® East/Northeast 35 0 School Boulevard d a 0 U lT _ La-io 00000loo❑ �p�o ;�❑ 87th Street NE 87th Street NE ,o „� Haven Ridge ❑00000 o �' 11 Second Addition o o oboo oDevelopment 0 0 • o1obo 85th Street NE 5% r Haven Ridge Development Z� JO O� T OZZI Cy O ISRF 02418533 November 2024 Directional Distribution Meadowbrook Residential Development Traffic Study Monticello, MN Figure 4 no Z ® Z z 0 N 0 CC40 rStreet.�E� (30)W+0 (0)5 (0) School Boulevard (35) 60 (0) 0 n n (5) 5 N 0 0 0 h--o�IItoo 0El o p❑ o a M c �� ....M o o �2 o E 25 (20)DODO� w 0 (0) o oa000 ;la 10 (5) i0 87th Street NE000 k El (30) 30 0 87th Street NE D01�000 i ��' �� a o - �O a �o Haven Ridge Second Addition (0) (5) 5 0 o n c� � 00000 0 - o rCOC `J Develo ment p o 0 0 r00�O 85th Street NE rStreetNE:i Haven Ridge * 70 (50)Development �} 40 (50) i30 (30) () 15 (5050) 55 + (10)15 L. N � N LEGEND XX A.M. Peak Hour Volume (XX) P.M. Peak Hour Volume Q Side -Street Stop Control I S'R F Year 2030 Build Conditions Meadowbrook Residential Development Traffic Study Figure 5 02418533 Monticello, MN November 2024 Meadowbrook Residential Development Traffic Study November 26, 2024 Page 11 Based on the year 2030 build conditions operations analysis, no geometric or traffic control changes are needed to accommodate the proposed development from an operations perspective. However, given Edmonson Avenue NE is a high-speed (45-mph) roadway, turn lanes could be considered at the access locations from a safety perspective. Therefore, the following two (2) improvement options are provided for consideration to improve safety at the study intersections: o Option 1: The City of Monticello's Capital Improvement Plan (CIP) includes the reconstruction of Edmonson Avenue NE, between Chelsea Avenue and School Boulevard, as part of the Pointes at Cedar project. The reconstruction project, scheduled for 2029, is expected to reconfigure this section of Edmonson Avenue NE from a two-lane undivided roadway to a three -lane urban configuration with a two-way left -turn lane. Given the surrounding land use (i.e. residential, schools, and parks) of the development area, consider extending the three -lane section from School Boulevard to 85th Street NE. This extension would help lower speeds along Edmonson Avenue NE, providing the ability to improve pedestrian safety, crossings, and connectivity, while complementing the surrounding developing area. o Option 2: Consider reconfiguring the existing bypass lanes at the 89th Street NE and 87th Street NE intersections to provide left -turn lanes for both northbound and southbound approaches (see Figure 6). Given that a large portion of development traffic is expected to travel to/from the north, southbound left -turn lanes would be beneficial from a safety perspective and would be considered warranted based on AASHTO guidance. While northbound right -turn lanes could also be considered at the access locations, in addition to the two options provided, traffic to/from the south is expected to be minimal. As a result, such lanes would not be warranted based on Minnesota Local Road Research Board (LRRB) guidelines. Neighborhood Connections As mentioned previously, the proposed development is expected to include roadway connections to Country Avenue to the north and 87th Street NE to the east. Depending on users' origins and destinations, some users of the proposed development are expected to utilize these neighborhood connections. As shown in the inset, approximately 85 and 90 new daily trips are expected to route to/from Country Avenue and 87th Street NE, respectively. Note these volumes are expected to be minimal, with between five (5) and 10 vehicles during peak hours (i.e. one (1) car every six (6) to 12 minutes), and no issues are expected. 87th Street NE LEGEND T - Existing Geometry T Proposed Geometry ■3 IMF,O ' Laij felling i91Q Yam.,■ ■■■■■■�cosi■■■■■■ EEC, 0 II 0 r--1 Improvement Considerations - Option 2 SRF Meadowbrook Residential Development Traffic Study Figure 6 02418533 Monticello, MN November 2024 Meadowbrook Residential Development Traffic Study November 26, 2024 Page 13 Site Plan Review A review of the proposed site plan was completed to identify any issues and recommend potential improvements with regard to internal roadways, access, traffic controls, sight distance, circulation, and multimodal facilities. The following information should be considered when designing internal traffic controls and access roadways: ■ Incorporate traffic controls, signing, and stripping based on guidelines establish in the Manual on Uniform Traffic Control Devices (MUTCD). ■ Special consideration should be made to limit any sight distance impacts from future structures, landscaping, and signing. In general, all roadways within the proposed development are expected to function adequately as two- lane facilities. Internal intersections are also expected to operate adequately with side -street stop control. As development occurs, internal intersections should be reviewed to determine if a higher level of traffic control (i.e. an all -way stop) should be considered. Summary and Conclusion SRF has completed a traffic study for the proposed residential development in the City of Monticello, Minnesota. The proposed development is generally located east of Edmonson Avenue NE, between 89th Street NE and 87th Street NE. Key findings of the traffic study are summarized below: 1) Existing Conditions: a. All study intersections currently operate at an acceptable overall LOS A during peak hours, and no operational or queuing issues were observed. 2) Traffic Forecasts: a. Proposed Development: The proposed development consists of a total of 182 residential units, which includes 109-units of single-family housing and 73-units of townhomes. Access to the development will be provided at the 89th Street NE and 87th Street NE intersections along Edmonson Avenue NE, as well as through neighborhood connections to Country Avenue to the north and 87th Street NE to the east. The development is expected to generate 111 a.m. peak hour trips, 144 p.m. peak hour trips, and 1,554 daily trips. b. Background Growth: A growth rate of two (2) percent was applied to existing peak hour traffic volumes to account for background traffic increases, based on historical data and traffic forecasts from the City and County comprehensive plans. c. Adjacent Development: The Haven Ridge development, located south of the proposed development, is expected to be completed by 2030. Therefore, the updated Haven Ridge site trips were included in the analysis, which forecasts 112 a.m. peak Meadowbrook Residential Development Traffic Study November 26, 2024 Page 14 hour trips and 146 p.m. peak hour trips along Edmonson Avenue NE, near the proposed access locations. 3) Future Operations: a. Year 2030 Build Conditions: The study area transportation network is expected to adequately support both the proposed and adjacent developments under 2030 conditions. No queueing or delay issues are expected at the study intersections. b. Improvement Considerations: Although no operational issues are expected, two (2) improvement considerations were provided from a safety perspective: i. Option 1: Extend the planned three -lane configuration of Edmonson Avenue NE, currently set to span from Chelsea Avenue to School Boulevard, further south to 85th Street NE. This extension could help reduce speeds and improve pedestrian safety, crossings, and connectivity. ii. Option 2: Reconfigure the existing bypass lanes at the 89th Street NE and 87th Street NE intersections to include left -turn lanes for both northbound and southbound approaches. This improvement would enhance safety, particularly for southbound traffic, given most users from the development are destined to/from the north. c. Neighborhood Connections: The proposed development will include roadway connections to Country Avenue and 87th Street NE, with an estimated 85 to 90 new daily trips using these routes. These volumes are expected to be minimal, with only 5 to 10 vehicles during peak hours (about one car every 6 to 12 minutes), and no issues are expected. 4) Site Plan Review: a. A review of the proposed site plan was completed to identify any issues and recommend potential improvements with regard to internal roadways, access, traffic controls, and circulation. ciry of � Monticello December 31 St, 2024 MEADOWBROOK, Development Stage PUD General Comments PHONE:763-295-2711 FAx:763-295-4404 505 Walnut Street Suite 1 Monticello, MN 55362 The city is not responsible for errors and omissions on the submitted plans. The owner, developer, and engineer of record are fully responsible for changes or modifications required during construction to meet the City's requirements. After review of the most recent land use application for the proposed development in the city of Monticello, we have determined the following based on the MN State Fire Code: •Provide Fire truck turning radius throughout development on civil plans. •Provide locations of all fire hydrants on civil plans. (locations must meet fire code and city code requirements) •Verify cut -de -sacs meet the city code requirements, and fire truck turning requirements. •May need a turnaround or a hammer head at the end of the south dead-end road. These items are subject to the approval of the Monticello Fire Chief and Fire Inspector. This is a preliminary list of items that would need to be addressed. Ron Hackenmueller www.ci.monticello.mn.us 0 ®r .W eEP. A. MINIMUM TOWNSHIP PROJECT =- �D L❑CATI , LOCATION PLAN NOT TO SCPLE De9;BNed sr: —ai m: Bison Development, Inc. IM1¢reby¢66Yy1B61NIS PI¢nwa¢PIePe�6EMme e, unLe¢ Schnell & Madson, Inc. 91)416ANTI ST. N6 KA BLPINE. 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SHEET INDEX DESCRIPTION COVER EXISTING CONDITIONS -SE EXISTING CONDITIONS -NE EXISTING CONDITIONS -SW EXISTING CONDITIONS -NW PRELIMINARY PLAT -SE PRELIMINARY PLAT -NE PRELIMINARY PLAT -SW PRELIMINARY PLAT -NW PRELIMINARY GRADING & EROSION CONTROL -SE PRELIMINARY GRADING & EROSION CONTROL -NE PRELIMINARY GRADING & EROSION CONTROL -SW PRELIMINARY GRADING & EROSION CONTROL -NW PRELIMINARY UTILITY PLAN -SE PRELIMINARY UTILITY PLAN -NE PRELIMINARY UTILITY PLAN -SW PRELIMINARY UTILITY P '- ; LANDSCAPE PLAN ECIEIVD LANDSCAPE DETAILS TYPICAL DETAILS si !F' /t BOUNDARY SURVEY JUL 2 U 2004 I I CITY OF MONTIG 11/10/03 COVER III 1 _,21I 64 ENTRY-LEVEL AFFORDABILITY LOWER -INCOME HOUSEHOLDS that own their housing commonly occupy what is referred to as the "starter home" market. For purposes of this study, this is tracked as the "Bottom Tier Home Value" and is the median of the 511 to 35'" percentile of all home values within the City. These homes followed the same general trend both going into and coming out of the recession - showing consistent steady increases in cost over the past decade. Amongst peer communities, Monticello still has the lowest -cost entry point into the ownership market, even considering appreciation. However, the "starter home" market is still becoming increasingly unaffordable for those who live in the City. As of the most recent data and estimates (2023), the median starter -home cost is just out of reach of the affordability limit for a City household earning 80% of the median income ($269,000 home entry cost vs. $263,000 purchase limit). As housing costs continue to rise throughout the market, Monticello households below the AMI will be increasingly precluded or "priced -out" of ownership opportunities in the City, consistent with occupancy and consumption records. STARTER HOME VALUE $350,000 $300,000 $250,000 $200,000 $150,000 $100,000 000�% $50,000 OCCUPANT INCOMES OF HOUSES AFFORDABLE TO 50% AMI HOUSEHOLDS Household Income 0% - 50% AMI With Mortgage 200 Without Mortgage 330 51 % - 80% AMI 265 85 81%- 100% AMI 215 45 > 100% AMI 429 11 a� > > > > > > > > > > > > > > Monticello Buffalo Becker —Big Lake Saint Michael Source: Zillow Data and Research (MLS Aggregator) City of Monticello Housing Needs and Demand 65 HOUSE AVAILABILITY SINGLE -UNIT HOME AVAILABILITY as tracked by the Multiple listing Service is often inversely related to prices - as inventory decreases, prices increase. As the local housing market was coming out of the recession, there was a market slowdown - though this slowdown (as represented by months' of supply) still indicated a balanced market. Months' supply is generally considered to be balanced when there are 4-6 months' of inventory in the market. As that lessens, it is indicative of increased competition for available homes in what is often referred to as a "seller's market". Since peaking in 2011 at more than three months, the average days on market has dropped to a steady 2-3 weeks on market over the past 4 years. There is seasonal variation within the data that reflect common market periods, but time on market has generally decreased to a point where during peak real estate season, houses have averaged less than 3 weeks since 2016. SINGLE-FAMILY AVAILABILITY 140 120 100 U1 `7 cT G 80 0 a m 0 60 40 20 This increased sales activity is directly reflected in the months of supply metric, as it is the balance between inventory and demand (number of sales). Together, these metrics indicate a competitive market with increased competition among buyers that is causing cost inflation well beyond the 2% average U.S. inflation rate. A slight increase in months supply in recent years may be due to the increase in units coming online within the City which can signal a return to a more balanced market. 5-YEAR AVERAGE APPRECIATION RATE ON MEDIAN SF HOME: 9.3% ANNUALLY 5-YEAR APPRECIATION ON MEDIAN SF HOME (BY SALES PRICE): $130,450 Source: Multiple Listing Service 0 0 'Y� ti� titi 1ti ti� ti� ti� ti� ti� ti� ti� ti� ti� tirO ti� ti1 ti� ti� ti� ti� ti� titi titi titi titi ti� >ac >°\ _10 >°> >ac >°> >ac >°> >a� >°\ >a� >°\ >a� >°\ >1 >J\ " >�> 1,1 >�> >ac >°> >ac >;> >ac >°\ Source: Multiple Listing Service -Days on Market -Months Supply Ownership Market 66 HOUSE AVAILABILITY INVENTORY of single-family houses for sale slowly decreased from 2015 to 2021, with a slight increase in the last two years. As inventory decreased, the median sales price showed steady corresponding increases - with fewer homes available, and steady demand, markets shift toward favoring sellers through increased competition and appreciation. As available supply has slightly increased over the past two years, there was still a marked increase in the median sales price due to the skyrocketing demand for home buying coming out of the COVID-19 pandemic amid very low interest rates. With recent high interest rates, the sales price should stabilize. From January 2015 to January 2021 during the period of decreasing inventory, the median home appreciated at a rate of 10.2% annually. The recent slight increase in inventory has correlated with appreciated price at a rate of 5.2% annually for the median home. This shows that increasing inventory helps to ease pressures on the market that cause cost increases, though the months of supply metric indicates there is still demand for units in the market that will further shift buyer/seller indices toward a more balanced market. MONTHLY INVENTORY 3.7% 4.5 % 70 60 50 40 30 20 10 TOWNHOME AVAILABILITY AND COST $250 $200 $ $150 $100 $50 6 5 T 4 a 3 0 2 1 $ 0 do tit titi ti3 ti° tih ti� ti� tiro ti� ,yo titi titi ti'' > > > > > > > > > > > > > > -Price/Sq. ft. -Months Supply Source: Multiple Listing Service 2.7% O 5.5% 6.8% 00 $400,000 $350,000 $300,000 $250,000 $200,000 $150,000 $100,000 $50,000 0 111111-I� 111111111111111 lJJ LU 11 111 111 I I 1 ICJ 1 I LLL.0 I11I I1I 11 LI I IJ-LLLN I I I I I I I I I I I I I I I I I I ILW hLl tih ti( ti�b ti� ti� ti� ti0 tiC ti0) Monthly Inventory Median Sales Price Source: Multiple Listing Service City of Monticello Housing Needs and Demand 67 HOUSE SALES SALE TO LIST PRICE RATIOS also display trends in the ownership market that indicate increased competition on an year-to-year basis - though stabilizing as inventory of units on the market has also stabilized. Since coming out of the recession, sellers have generally accepted offers that have been more than 95% of the asking price for single- family homes in the City. The greatest peak in this ratio came amid the COVID-19 pandemic in the summer of 2021 when sellers accepted offers that were nearly 105% of their list price. With increasing supply coming in 2022, the sale to list price ratio dipped slightly, tracking with the slight decrease in median sales price. This is consistent with growth in number of units and indicative of a healthy market. MEDIAN SALES PRICE COMPARED TO LISTING 105% 100% 95% 90% TOWNHOME PCT OF ORIGINAL PRICE (AUGUST 2023) 100% for 3 consecutive months SINGLE-FAMILY PCT OF ORIGINAL PRICE (AUGUST 2023) 100% or over for 4 consecutive months Source: Multiple Listing Service 85% do do titi titi titi titi ti� ti� tior ti� ti`' tih ti° ti° ti� ti� ti� tiw ti° ti° ,yo ,yo titi titi ,yti ti� ,y'' ,y3 Townhome Single -Family Source: Multiple Listing Service Ownership Market 68 HOUSE SALES REGIONAL SALES TRENDS largely indicate a tightening (increased demand) of the market for many peer communities as well. Though Monticello's market was slightly slower to see increased competition and increasing offers post -recession (when tracked through sale:listing ratio), it then increased to become the second community to see the median sale cost meeting asking price, behind only Big Lake. Monticello has the highest current sale:list price ratio among its peer communities, though many have shown a consistency through the past year. Off-peak sales without a large percent decrease in sales price indicates that growth potential for the region is strong, and demand is shifting into other areas. It also likely indicates that Monticello (as the community with the largest ratio) is seeing demand that it cannot fill with the existing stock, which has spillover into other regional communities (both peer communities and others), although this is impossible to tell solely from data. 105 % 100% 95% 90% 85% TOWNHOME PCT OF ORIGINAL PRICE IN PEER COMMUNITIES (.JULY 2020) 99% in July 2020 SINGLE-FAMILY PCT OF ORIGINAL PRICE IN PEER COMMUNITIES (JULY 2020) 100% for 4 consecutive months Source: Multiple Listing Service 1", 1, 1a 1�` 1h 1y lac ��\ 1ac ��\ 1'°c ��\ Monticello -Big Lake -Buffalo -Saint Michael 102 UNIT DEMAND Findings & Recommendations 104 OWNER DEMAND -LOW ESTIMATE Growth projections for the City of Monticello indicate that current household growth rates will continue - and may have the potential to increase. More commuters are looking to call Monticello home. More area residents would like more options in the housing market. This demand analysis identifies a need to increase the number of ownership units in the City - creating more opportunity for ownership that can serve residents and newcomers alike. There are two pages of demand analysis per housing tenure type (ownership and rental) - this is done to illustrate the range of potential growth that the City may undergo. In general, low estimates are based on 1.7% household growth, and high estimates are based upon 2.9% household growth. Some assumptions in each are the same - such as the need to bring vacancy back to healthy levels, and decrease the rapid speed of cost increases on housing. Other estimates differ based on current best projections. Final unit estimates are broken down by total projection of unit need from 2020 to 2028, projected unit need subtracting out permitted units (units constructed or under construction), and projected unit need subtracting out permitted units and units with land use and land division approval (anticipated units). The low estimate should be used as a baseline - a minimum threshold for unit construction, not just plats. New Ownership Housing D- Demand from Household Growth Within the City - Household Growth from 2020 to 2028 644 additional households New Household Ownership Rate 50% Demand for New Construction 322 ownership units Demand from Existing Resident Households Current Owner Households 3,082 households Current Owners Actively Looking for New Housing 10.0% Increased Demand from Existing Residents 308 ownership units Desire for New Construction 56% Existing Resident Demand for New Construction 173 ownership units Total Demand for New Construction Ownership Units = 495 units Preference for SF -Detached 70% Preference for SF -Attached 30% 347 units # 148 units Additional Need for Vacancy 54 units Additional Need for Vacancy 23 units Total SF -Detached Need 401 units Total SF -Attached Need= 171 units Total Ownership Unit Need = 572 units Total Need minus Permitted Units = 401 units Total Need minus Permitted Units & Approved Units = 284 units City of Monticello Housing Needs and Demand 105 OWNER DEMAND -HIGH ESTIMATE This high estimate should be used as a goal - a measure of units that could be constructed in the market to provide additional housing choice - in location, type, and price point for buyers at any given point in time. Community feedback through this process indicated the desire that there be multiple areas under different stages of development at the same time, so that buyers who want to move to the City have areas to choose in where to call home. This estimate would likely require multiple active subdivisions in order to have the demand met and fully constructed by 2028. Development interest and demand drive the housing market. Due to lending requirements and market analyses needed for large-scale developer investment, if there is developer interest, there is also likely demand. New Ownership Housing D- Demand from Household Growth Within the City - Household Growth from 2020 to 2028 1,159 additional households New Household Ownership Rate 50% Demand for New Construction 579 ownership units Demand from Existing Resident Households Current Owner Households 3,082 households Current Owners Actively Looking for New Housing 10.0% Increased Demand from Existing Residents 308 ownership units Desire for New Construction 56% Existing Resident Demand for New Construction 173 ownership units Total Demand for New Construction Ownership Units = 752 units Preference for SF -Detached 70% Preference for SF -Attached 30% 526 units # 226 units Additional Need for Vacancy 54 units Additional Need for Vacancy 23 units Total SF -Detached Need 580 units Total SF -Attached Need= 249 units Total Ownership Unit Need = 829 units Total Need minus Permitted Units = 658 units Total Need minus Permitted Units & Approved Units = 541 units Unit Demand & Recommendations 106 OWNERSHIP FINDINGS GENERAL CONDITIONS IMPACTING THE HOUSING MARKET: • Average household size has remained stable (p• 8) • Families and home -office preferences sustaining need for larger units (p. 8) • Aging households are the fastest increasing demographic since 2010 (p. 9) • Aging households will be a significant portion of households through 2050 (p. 12) • Monticello residents have lower average incomes compared to peer communities (p. 13) • Monticello residents have lower degrees of educational attainment compared to the County (p. 14) • Common occupation groups in the City indicate a need for affordable housing, especially for entry-level positions (p. 16) • Large shares of residents (48% as of 2020) commute into metro counties daily for work. Forty-eight percent of community survey respondents indicated Twin Cities or a suburb as place of employment (p. 18) • Housing unit production has not kept pace with new households moving to the County, decreasing vacancy and increasing cost (p. 19) • Rising costs and interest rates have made the development process more difficult (p. 97) • Vacancy rates continue to be low in the City and region, despite strong unit production (p. 104) WHAT RESIDENTS WANT: • Increase in zero -entry, patio, and rambler style homes • Detached, accessory, missing middle, and townhome units • Affordable starter -home development in proximity to amenities • Areas with different development options to build in MAJOR OWNERSHIP MARKET FINDINGS: • Ownership units have made up 25.3% of planned or constructed developments since 2020, well below historic building trends (p. 6) • Though the majority of ownership housing is single-family detached, there are also many attached ownership units (p. 51) • Owners make up a smaller portion of the overall housing market than in most regional communities (p. 53). Now at 70% of housing market as of 2021. • Though affordable homes exist in the market, residents still identified the largest negative aspect of the market as lack of affordability, with more than half of survey respondents indicating that affordable housing is becoming harder to find (p. 58) • There are generally more affordable ownership opportunities in the city core, though attached ownership units are affordable in many areas (p. 60) • Many households are remaining in their housing longer than the 7-year national average (p. 61) • Since 2014, home costs have drastically outpaced income growth with single-family home value reducing affordability and access for potential homebuyers (p. 62) • The median single-family home value is now greater than the median income affordability limit (p. 62) • The median home cost has more than doubled since 2010 (p. 62) • Among its peers, Monticello has the lowest - cost entry point for a median starter home (p. 64) • The median starter home in the City is no longer affordable to households earning 80% AMI (p. 64) • Monticello has the current highest Sales:List price ratio among peer communities (p. 68) • There is demand for ownership townhomes (p. 70) City of Monticello Housing Needs and Demand https://www.-wpbrooks.com/floor-plans/hazelwood/ Z7- �L,: t�- IMr® "Tc:Dec 10, 2024 at 11: 9:42 AMZST-Ycl:Dec 10, 4 at 11 9:42 AM CST N 450 26' `3.043", 30 35' 29.637" . )k 25561 Pine Ridge Rd Zimmerman MN 55394 i United States., 2 Network: Dec 10, 2024 at 11:12:00 AM CST Local: Dec 10, 2024 at 11:12:00 AM CST N 450 26' 3.787", W 930 35' 25.553" 12654 Pond View Rd Zimmerman MN 55398 United States WjWMW i *0 Tape measure reads: 3 feet Tape measure reads: 4 feet Tape measure reads: 6 feet Network:Dec 10, 20 t 11: 7:02 AM CST Local:Dec 10, 20 11.17:02 AM CST N 450 26' 3.42 93° 35' 28.410" Zi m a`�M N 55398 ikd States Townhome Garage size comparisons- 2 story homes only Builder Plan Name Width Depth Square footage Comments Lennar Richmond 1912" 2115" 410 Madison 18' 2015" 367 Franklin 1813" 2114" 389 Jefferson 1719" 2111" 374 MI Homes Hayward 1915" 2013" 393 Note- dimensions from Builders web sites- no way to verify if these are interior or exterior dimensions JP Brooks Hazelwood 17'11" 2116" 384 Interior Dimensions Birchwood 17'11" 2116" 384 Interior Dimensions Floorplan may vary by homesite. Learn more x Richmond--- 1707 Gable Drive - 3 bd • 2 ba - 1 half ba • 1,719 ft2 - $419,990 View: Photos I Virtual Tour I Video Floorplan may vary by homesite. Learn more Madison ._ 1004 Field Court • 3 bd • 2 ba • 1 half ba - 1,804 ft2 - $452,060 View: Photos I Virtual Tour I Video Flodrplan may vary by homesite. Learn more Franklin 21784 Desert Rose Way • 3 bd • 2 ba • 1 half ba • 1,800 ft2 • $354,115 View: Photos I Virtual Tour I Video Floorplan may vary by homesite. Learn more x Jefferson — c-�e` .- 3 bd • 2 ba • 1 half ba • 1,906 ft2 • $374,990 Starting price View: Photos I Virtual Tour I Video PATIO FAMILY ROOM 12'-0" x 15'-0". OPT. RNl- M or COV. rORCH 2-CAR GARAGE 19'-5" x 20'-3"- Because we are constantly improving our product, we reserve the right to revise, change, and/or substitute product features, dimensions, specifications, architectural details, and designs without notice. In addition, options shown may not be available in all communfles. This brochure is for illustration purposes only and is not part of a legal contract. Prices are subject to change without notice. Room dimensions are approximate and calculated from Inside of partition. Please see a New Nome Consultant for details. Printed 07-21. 7dh M%1 HOMES JPBrooks N 0 N 16 w Q 0 O J IL W h m U z O O ry m IL 0 RESIDENCE FOR: NEIGHBORHOOD ADDRESS AND STREET NAME CITY AND STATE THE'HILLC:RE'ST FOUNDATION TYPE // (UN)FINISHED LOWER H GARAGE ORIENTATION SHEET INDEX SHEET SHEET TITLE 00 TITLE SKEET 00 TT =IC,4L FIR,4MINr-;; DETAILS O1 ELEVATIONS 4 ROOF PLAN 02 LOWER FLOOR FLAN 03 MAIN FLOOR PLAN 04 UFFER FLOOR PLAN 0�> ELECTRICAL PLANS O/o INTERIOR ELEVATIONS/C,45INETS OT BUILDING SECTIONS OS BUILDINGS SECTIONS 09 G-GENERAL NOTES 110 T'r'PICAL WALL SECTIONS 11 TT =ICAL DETAILS 12 TT =ICAL DETAILS BUILDERS BUILDERS LICENSE #BC686554 ARBOR CREEK 13700 REIMER DRIVE • SUITE 100 MAPLE GROVE, MINNESOTA 55369 763-645-5980 z0Q �o�QQZ oQw Wz� Q z� 04 O zQwU zU Uo0E�0 WZ �� O W W O Z W N Q w Q' W �0N� Z�� WZpwwci� �wQ=0Oz Lu 8 JCL Q �u�_ 0 wm cnz W Lu �m Uw��jJoz,n ,Z,Z� 001L. LL- Q U y mWUmNV W J U O U W 0 W O z I W Q w z Q p w O p �ZZz� OLU Q =Upw V J N w Q z W O zIL % 0 W r ~ O J W Q r x 0 z Z Z 0 Q W z W i JoOL� W LL O z_ > z W �Qo�= W 0�m Z Q � J � U Z IL O W U z 0 p zQWUv>0 W � 0 p p z N w UzZJ° w U�m [O,�Q�QWz Q W Q : m J U W Z U, z 0 O 3�W� �QQSo JQo O < W O z Z w Z Q` Ed z Z W O w W Z �ZoQz�z Upwp wJQ O U O = Q W z Q U W _ z �Z � co w w -� < Q�,� 0�_z�z� O =0 w w O LL m ? THE HILLCREST W C WC C Q Z X Z z w A L1J F- PME W W Z Q H H W im X X 0 J DRAWING RECORD F-0 RECORD 1 XX.XX.XXXX SQUARE FOOTAGE MAIN FLOOR FINISHED UPPER FLOOR FINISHED LOWER FLOOR FINISHED (769) 901 908 0 TOTAL FINISHED 1809 FOUNDATION 901 OVERALL SQUARE FEET 2710 GARAGE 639 TITLE SHEET Kel Planning Commission Agenda: 01/07/2025 2C. Public Hearing — Consideration to adopt Resolution PC-2025-01 recommending adoption of the 2025 City of Monticello Official Zoning Map Prepared by: Meeting Date: Council Date (pending Community & Economic 01/07/2025 Commission action): Development Coordinator 01/27/2025 Additional Analysis by: Community Development Director ALTERNATIVE ACTIONS 1. Motion to adopt Resolution PC-2025-01 recommending the adoption of Ordinance No. 8XX for adoption of the 2025 City of Monticello Official Zoning Map and appendices, based on the findings in said resolution. 2. Motion of other. REFERENCE AND BACKGROUND The Planning Commission is asked to review the proposed City of Monticello 2025 Official Zoning Map and consider recommending the map and companion appendix maps for adoption by the City Council. The Zoning Map's appendix maps include the Central Community District (CCD) Sub -District Map, Pointes at Cedar (PCD) Sub -District Map and the Shoreland/Mississippi Wild Scenic and Recreational River (MWSRR)/Floodplain Overlay Map. The Official Zoning Map and appendix maps included for review reflects rezoning actions which have occurred since the adoption of the last official map in January 2024. The map proposed includes those that were adopted in 2024, as follows: • Ordinance No. 823 — Big River Planned Unit Development • Ordinance No. 825 — Floodplain Boundary • Ordinance No. 829 — Cedar Street Storage Planned Unit Development • Ordinance No. 832 — Haven Ridge West Planned Unit Development In recommending adoption of the 2025 Official Zoning Map, the Planning Commission would also recommend adoption of the 2025 Shoreland/MWSRR/Floodplain Overlay District map, the CCD map, and the PCD map. There are no changes to the CCD and PCD maps for 2025. The Shoreland/MWSRR/Floodplain map was previously updated with Ordinance 825 to reflect the June 2024 Floodplain mapping as required by FEMA. The 2025 1 Planning Commission Agenda: 01/07/2025 Shoreland/MWSRR/Floodplain map is also amended to include a shoreland designation for a lake just south of the City's southern municipal boundary, consistent with DNR and Wright County Shoreland records. Although the City Council adopted Ordinance No. 838 for rezoning of the Broadway Plaza Planned Unit Development, that rezoning is contingent upon annexation and final plat, including resolution of all conditions of approval, which is not yet complete. As such, the rezoning of Broadway Plaza PUD zoning is not effective at this time. STAFF RECOMMENDATION Staff recommends adoption of the 2025 Official Zoning Map and companion appendix maps. The updated Official Zoning Map is reflective of the map amendment actions taken by the City over the prior year. The CCD and PCD maps are consistent with prior 2024 adoption and the Shoreland/MWSRR/Floodplain map has been amended to reflect the required floodplain and shoreland boundaries. SUPPORTING DATA A. Resolution PC-2025-01 B. Ordinance 8XX, Draft — Adoption of Official Zoning Map and Appendix Maps C. 2025 Proposed Official Zoning Map D. 2025 Shoreland/MWSRR/Floodplain Map E. 2025 CCD Subdistrict Map F. 2025 PCD Map G. 2024 Official Zoning Map and Appendices H. Ordinances for Rezoning, 2024 2 CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC-2025-01 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF MONTICELLO RECOMMENDING THAT THE CITY COUNCIL ADOPT AN AMENDMENT TO THE OFFICIAL ZONING MAP AND ITS APPENDICES IN ITS ENTIRETY WHEREAS, the Zoning Map of the City of Monticello requires amendment; and WHEREAS, the proposed map and its appendices accommodates and furthers the intentions and policies of the Monticello 2040 Vision + Plan Comprehensive Plan; and WHEREAS, the proposed zoning map is consistent with the intent of the City's Comprehensive land use plan; and WHEREAS, the Planning Commission of the City of Monticello finds that the proposed zoning map and its appendices will be consistent with the intent of the proposed zoning districts; and WHEREAS, the Planning Commission has conducted a public hearing on January 7th, 2025 to review the requests and receive public comment on the zoning map amendment including appendices; and WHEREAS, the Planning Commission finds that the proposed zoning map and its appendices has met the requirements for adoption as found in the zoning ordinance and state law; NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, Minnesota: The Planning Commission recommends that the City Council adopt the amendment to the zoning map and its appendices to be identified as Ordinance No. 8XX. ADOPTED this 7t" day of January, 2025 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION IN Andrew Tapper, Chair CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC-2025-01 ATTEST: Angela Schumann, Community Development Director ORDINANCE NO. 8XX_ CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA AN ORDINANCE AMENDING AND ADOPTING THE 2025 OFFICIAL ZONING MAP AND ITS APPENDIX MAPS FOR THE CITY OF MONTICELLO THE CITY COUNCIL OF THE CITY OF MONTICELLO HEREBY ORDAINS: Section 1. The zoning map amendments attached hereto and incorporated herein as Exhibit "A" are adopted as the Official Zoning Map under Title XV, Chapter 153, Section 153.040 of the Zoning Ordinance for the City of Monticello. Section 2. This Ordinance shall take effect and be in full force from and after its passage and publication. Revisions will be made online after adoption by Council. Copies of the complete Zoning Ordinance are available online and at Monticello City Hall upon request. ADOPTED AND APPROVED FOR PUBLICATION BY the Monticello City Council this day of January, 2025. CITY OF MONTICELLO Lloyd Hilgart, Mayor ATTEST: Rachel Leonard, City Administrator Dl6411110T4lliWTV116 3 VOTING IN OPPOSITION: ORDINANCE NO. 8XX_ EXHIBIT "A" Following are the approved amendments to the Official Zoning Map and its Appendix Maps • Ordinance No. 823 — Big River Planned Unit Development • Ordinance No. 825 — Floodplain Boundary • Ordinance No. 829 — Cedar Street Storage Planned Unit Development • Ordinance No. 832 — Haven Ridge West Planned Unit Development and including: • Shoreland/Mississippi Wild Scenic and Recreational River District/Flood plain Map • Correction to DNR basin 86007500 •4 - AM lop. .r.- - - , - .; ,,f .�. ii •�;•=ram-�p.� - - Yloy ,Arm - •�, , /,/ ,� •.� •�� . •. ... ., "� •:,r=1'=' ��• r I Floodplain, Shoreland and MWSRR Overlay District Appendix Zoning Map ,*.{n�-�j, Za,;.yi•�� •!*,., tAtj��i`��1 .y� �� `+�''�-. �= - .i `• '\ Ui ~1 A •1 Il��' � - � ._ •war-•tS�Rr!t• •--.- •f¢,w. '�'y i, MS�„�1r ,, 4. 40 f • f y - �, (t �.. 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'•`i +it / s rr^t!• t!`cF-: tsl _ __+' i -• �' . ju Zy'��>y ' Kl �1 Z• '[�4y�-_ .ar, IJIm Ib , (-: y �� . i•�• h 1 •• 1 ,e Ne - B t St N 1•` s',o ii• J c ra I�^t�•n:�r�(\ir�_s 6 �C �• �I<<;�. 'Ork-•1�•. a1n• J si+. W I------71 - I• t� •, : y�, ' I � I �•8 a �-.� J�.j• i I + � I i 7. i r' ir4 r 1 P�eNe ,t°a--------y--- - IF —.yam----------- -.�. -- - -- ---- etoo ce09`9e I I - Ne--_---_ ORDINANCE NO. 823 CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA AN ORDINANCE AMENDING TITLE XV, § 153.047 OF THE MONTICELLO CITY CODE, KNOWN AS THE ZONING ORDINANCE, ESTABLISHING THE BIG RIVER 445 PLANNED UNIT DEVELOPMENT DISTRICT AND REZONING THE FOLLOWING DESCRIBED PROPERTY TO BIG RIVER 445 PUD: PLAT OF BIG RIVER 445 THE CITY COUNCIL OF THE CITY OF MONTICELLO HEREBY ORDAINS: Section 1. Section § 153.0471 PUD Districts, is hereby amended to add the following: (W) Big River 445 PUD District (1) Purpose. The purpose of the Big River 445 PUD District is to provide for the development of certain real estate subject to the Planned Unit Development District for mixed commercial land uses. (2) Phased Development. The Big River 445 PUD District will be developed in phases. Each phase shall be subject to review under the requirements of Monticello Zoning Ordinance, 153.028(0)(9), and to the amendment of this ordinance. (3) Permitted Uses. Permitted principal uses in the Big River 445 PUD District shall be those uses listed as permitted and conditional uses in the B-4 Regional Business District of the Monticello Zoning Ordinance, subject to the approved Final Stage PUD Development Plans dated and development agreement dated April 8, 2024, and subject to the conditions of approval imposed by City Council Resolution 2024-32, and as may be further amended. The introduction of any other use or change in density shall be reviewed under the requirements of the Monticello Zoning Ordinance, 153.028(0)(9)(b) — Planned Unit Developments for Development Stage PUD. (4) Accessory Uses. Accessory uses shall be those commonly accessory and incidental to the various commercial uses, as specifically identified by the approved Final Stage PUD Development Plans for each phase. (5) District performance standards. Performance standards for the development of any lot in the Big River 445 PUD District shall adhere to ORDINANCE NO. 823 the approved Final Stage PUD plans and development agreement. (5) The specific flexibility and conditions of the Big River 445 PUD District shall be as follows A. The first phase of the District's development will include the construction of the looped private street from the easterly access abutting the west line of Lot 2 to the west boundary of the plat with the T intersections at each end extending to Chelsea Road as depicted in the Plans, together with the Public Improvements, private sidewalks and private utilities serving Lots 1 and 2, as well as private utilities for all parcels proposed to be developed abutting Chelsea Road, and all other improvements identified on the approved Phasing Plan of the Final Stage PUD. B. The PUD provides flexibility from the Subdivision Ordinance requirement that all lots have access to a public street. A legal document shall be recorded with the final plat providing access to the private street and common sidewalks which extend to Chelsea Road, and the management and maintenance of common property including stormwater, signage, landscaping, and easements for Lots 1 and 2 and Outlot A, in a form to be approved by the City. C. An executed and recordable shared parking easement for Lots 1 and 2 shall be recorded with the final plat in a form approved by the City. D. The Final Stage PUD architectural plans for Lot 2 are dated 12/18/2023 as "Option 2", and the architectural plans for Lot 1 are dated 02/23/2023. E. Shared free-standing signage and landscaping shall be as per approved Final Stage PUD Development Plans. F. Flexibility in the total area and location of wall signage for each individual principal building within the PUD shall be as per approved Final Stage PUD Development Plans for each lot. G. The location and widths of internal lot line drainage and utility easements are as per the approved plat of Bir River 445. H. An executed and recordable easement and stormwater maintenance agreement for Lots 1 and 2 and Outlot A shall be recorded with the final plat in a form approved by the City. I. Future phases of the PUD shall be reviewed for additional site amenities, including seating, walking and rest areas. (6) In such case where any proposed improvement is not addressed by the Final Stage PUD, then the regulations of the B-4 Regional Business District shall apply throughout. 2 ORDINANCE NO.823 (7) Where there are any conflicts in the allowed uses or required performance standards between the Big River 445 PUD District and the B- 4 Regional Business District, the requirements of the Big River 445 PUD District and its associated plans shall prevail. (8) Amendments. Where changes to the PUD are proposed in the manner of use, density, site plan, development layout, building size, mass, or coverage, or any other change, the proposer shall apply for an amendment to the PUD under the terms of § 153.028(0)(10). The city may require that substantial changes in overall use of the PUD property be processed as a new project, including a zoning district amendment. Section 2. The City Clerk is hereby directed to mark the official zoning map to reflect this ordinance. The map shall not be republished at this time. Section 3. The City Clerk is hereby directed to make the changes required by this Ordinance as part of the Official Monticello City Code, Title XV, Zoning Ordinance, and to renumber the tables and chapters accordingly as necessary to provide the intended effect of this Ordinance. The City Clerk is further directed to make necessary corrections to any internal citations that result from said renumbering process, provided that such changes retain the purpose and intent of the Zoning Ordinance as has been adopted. Section 4. This Ordinance shall take effect and be in full force from and after its passage and publication. The ordinance in its entirety and map shall be posted on the City website after publication. Copies of the complete Ordinance and map are available online and at Monticello City Hall for examination upon request. ADOPTED BYthe Monticello City Council this 811 day of April, 2024. ATTEST: AYES:Gabler, Hilgart, Hinz, Martie, and Murdoff NAYS:None 3 ORDINANCE NO.825 AN ORDINANCE AMENDING THE MONTICELLO CITY CODE XV, CHAPTER 153, MONTICELLO ZONING ORDINANCE, SECTIONS 153.046 (C) FOR FLOODPLAIN DISTRICT REGULATIONS THE CITY COUNCIL OF THE CITY OF MONTICELLO ORDAINS: SECTION 1. § 153.046(C) — Floodplain district is hereby amended as follows: (2) General provisions. (a) Lands to which ordinance applies. This chapter applies to all lands within the jurisdiction of the city of Monticello within the boundaries of the Floodway and Flood Fringe Districts. The boundaries of the zoning districts are determined by scaling distances on the Flood Insurance Rate Map, or as modified in accordance with § 153.046(C)(2)(a)2. below. 1. The Floodway, Flood Fringe and General Floodplain Districts are overlay districts that are superimposed on all existing zoning districts. The standards imposed in the overlay districts are in addition to any other requirements in this chapter. In case of a conflict, the more restrictive standards will apply. 2. Where a conflict exists between the floodplain limits illustrated on the official floodplain maps and actual field conditions, the flood elevations shall be the governing factor in locating the regulatory floodplain limits. 3. Persons contesting the location of the district boundaries will be given a reasonable opportunity to present their case to the Planning Commission and to submit technical evidence. (b) Incorporation of maps by reference. 1. The following maps together with all attached material are hereby adopted by reference and declared to be a part of the Official Zoning Map and this chapter. The attached material, all prepared by the Federal Emercency ManaOement Agency, includes: a. Currently effective fFlood iInsurance sStudy: (4) Alright Count), M;r, eseta_h-ated d areas, 4e 8/18/1992 t�1 � b• C ,m-ently-effeE (4) Wr-i t County, Minnesota Panel 2705340018C effective 8/18/1992 (iii) Alr-i tl,t Go ,Minnesota Panel 2 7n5340015RD;eff-eetive 4/44984 e. C entlyeffeE below* ,,.. •TATMA 0 FATATA10• • (i) Flood Insurance Study for Wright County, Minnesota and Incorporated Areas, dated 61221204 dated June 20, 2024. b. °,-�. Currently effective Flood Insurance Rate Map panels, dated June 20, 2024, enumerated below: (i) 2 7171 "1 SSD (ii) 27171 "160D (iii) 27171"165D (iv) 27171 C0170D (v) 27171 C0190D !;\ Al -ight !''aunt.. T4innesota Pane 1 271 71 G01 55D .dater- 6122112 11 1 (ii) Wright /-'ounty, Minneset-A D-a.,ol 771 71 GO1 60P, Elated 6/22Q0! 1 041 3 -ight County, Minnesota Panel 2717190165D, .dated 6/22Ql11 1 (;..) W,ightCounty, Minnesota Panel 77171('(1POP dated 6Q2,1201 1 /.,\ 3 -ight !`ounty, Minnesota Panel 271 71 C01 90P dated 6/77/701 1 2. For- any instanee .,.l,oro the, ofn ,.t;..o a.,.d pr-el;m;,i...=y maps anfli t_ tho MAVe ..o,t..;,,t;_,o fnap shall appl� . These materials are on file in the City Clerk's Office, City of Monticello City Hall. SECTION 2. The City Clerk is hereby directed to make the changes required by this Ordinance as part of the Official Monticello City Code, Title XV, Chapter 153, Zoning Ordinance, and to renumber the tables and chapters accordingly as necessary to provide the intended effect of this Ordinance. The City Clerk is further directed to make necessary corrections to any internal citations that result from said renumbering process, provided that such changes retain the purpose and intent of the Zoning Ordinance as has been adopted. SECTION 3. This Ordinance shall take effect and be in full force from and after its passage and publication. The ordinance in its entirety and map shall be posted on the City website after publication. Copies of the complete Ordinance and map are available online and at Monticello City Hall. Lloyd Hil , May r ATTEST: Ph Je ifer Achrkibe, City Clerk AYES: Gabler, Hilgart, Hinz, Martie and Murdoff NAYS: None ORDINANCE NO. 829 CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA AN ORDINANCE AMENDING TITLE XV, § 153.047 OF THE MONTICELLO CITY CODE, KNOWN AS THE ZONING ORDINANCE, ESTABLISHING THE CEDAR STORAGE PLANNED UNIT DEVELOPMENT DISTRICT AND REZONING THE FOLLOWING DESCRIBED PROPERTY TO CEDAR STREET STORAGE PUD: PLAT OF CEDAR STREET STORAGE ADDITION THE CITY COUNCIL OF THE CITY OF MONTICELLO HEREBY ORDAINS: Section 1. Section § 153.0471 PUD Districts, is hereby amended to add the following: (W) Cedar Street Storage PUD District (1) Purpose. The purpose of the Cedar Street Storage PUD District is to provide for the development of certain real estate subject to the Planned Unit Development District for commercial self -storage land uses. (2) Phased Development. The Cedar Street Storage PUD District will be developed in a single phase. (3) Permitted Uses. Permitted principal uses in the Cedar Street Storage PUD District shall be Commercial self -storage, as defined in the Monticello Zoning Ordinance, along with administrative offices, subject to the approved Final Stage PUD Development Plans dated July 3, 2024, and development agreement dated June 24, 2024, and subject to the conditions of approval imposed by City Council Resolution No. 2024-53, and as may be further amended. The introduction of any other use or change in density shall be reviewed under the requirements of the Monticello Zoning Ordinance, 153.028(0)(9)(b) — Planned Unit Developments for Development Stage PUD. (4) Accessory Uses. No other accessory uses shall be permitted in the Cedar Street Storage PUD District, nor shall any outdoor storage be allowed. (5) District performance standards. Performance standards for the development of any lot in the Cedar Street Storage PUD District shall adhere to the approved Final Stage PUD plans and development ORDINANCE NO. 829 agreement. (5) The specific flexibility and conditions of the Cedar Street Storage PUD District shall be as follows A. Multiple principal buildings are permitted on the single parcel in the district. B. The PUD provides flexibility from building setback requirements, particularly along the south boundary of a zero setback. C. Parking for the facility shall be informal and scattered throughout the district as required by tenants. D. Free-standing signage and landscaping shall be as per approved Final Stage PUD Development Plans. E. No outdoor storage shall be permitted within the PUD. (6) In such case where any proposed improvement is not addressed by the Final Stage PUD, then the applicant shall seek a PUD Amendment per the processes of the Monticello Zoning Ordinance and as directed by the Community Development Department. (7) Where there are any conflicts in the allowed uses or required performance standards between the Cedar Street Storage PUD District and any other applicable zoning regulations, the requirements of the Cedar Street Storage PUD District and its associated plans shall prevail. (8) Amendments. Where changes to the PUD are proposed in the manner of use, density, site plan, development layout, building size, mass, or coverage, or any other change, the proposer shall apply for an amendment to the PUD under the terms of § 153.028(0)(10). The city may require that substantial changes in overall use of the PUD property be processed as a new project, including a zoning district amendment. Section 2. The City Clerk is hereby directed to mark the official zoning map to reflect this ordinance. The map shall not be republished at this time. Section 3. The City Clerk is hereby directed to make the changes required by this Ordinance as part of the Official Monticello City Code, Title XV, Zoning Ordinance, and to renumber the tables and chapters accordingly as necessary to provide the intended effect of this Ordinance. The City Clerk is further directed to make necessary corrections to any internal citations that result from said renumbering process, provided that such changes retain the purpose and intent of the Zoning Ordinance as has been adopted. I ORDINANCE NO.829 Section 4. This Ordinance shall take effect and be in full force from and after its passage and publication. The ordinance in its entirety and map shall be posted on the City website after publication. Copies of the complete Ordinance and map are available online and at Monticello City Hall for examination upon request. ADOPTED BYthe Monticello City Council this 241h day of June, 2024. Lloyd Hilgart, Vayor ATTEST: Je nifer Sc�ei er ity Clerk AYES: Gabler, Hilgart, Hinz, Martie and Murdoff NAYS: None 3 ORDINANCE NO. 832 CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA AN ORDINANCE AMENDING TITLE XV, § 153.047 OF THE MONTICELLO CITY CODE, KNOWN AS THE ZONING ORDINANCE, ESTABLISHING THE HAVEN RIDGE WEST PLANNED UNIT DEVELOPMENT DISTRICT AND REZONING THE FOLLOWING DESCRIBED PROPERTY TO HAVEN RIDGE WEST PUD: Plat of Haven Ridge West THE CITY COUNCIL OF THE CITY OF MONTICELLO HEREBY ORDAINS: Section 1. Section § 153.047, PUD Districts, is hereby amended to add the following: (XX) Haven Ridge West PUD District (1) Purpose. The purpose of the Haven Ridge West PUD District is to provide for the development of certain real estate subject to the Planned Unit Development District for residential land uses, according to the approved plat(s) thereof, and Final Stage PUD plans as approved by the City Council. (2) Phased Development. The Haven Ridge West PUD District will be developed in multiple phases, according to the phasing plan adopted as a part of the Final Stage PUD. (3) Permitted Uses. Permitted principal uses in the Haven Ridge West PUD District shall be residential uses at densities consistent with the Final Plat(s) and approved PUD plans. All development shall be subject to the approved Final Stage PUD Development Plans and development agreement and subject to the conditions of approval imposed by City Council Resolution No.2024- , and as may be further amended. The introduction of any other use or change in density shall be reviewed under the requirements of the Monticello Zoning Ordinance, 153.028(0)(9)(b) — Planned Unit Developments for Development Stage PUD. No construction shall be allowed in any phase of the Haven Ridge West PUD District until such phase shall have received final plat approval into lots and blocks, and the City Council shall have approved a Final Stage PUD for said phase. The City Council may approve a mass grading plan that incorporates rough grading approval only in phases which have not ORDINANCE NO. 832 received Final Plat or Final PUD plan approval, subject to the City approving a grading plan and stormwater management permit and receiving financial securities adequate to ensure appropriate environmental and other controls. (4) Accessory Uses. Accessory uses in the Haven Ridge West PUD District shall consist solely of those used as illustrated on the Final PUD Development Plan. No other accessory uses shall be permitted in the Haven Ridge West PUD District, with the exception that single family residential lots may construct detached accessory buildings in accordance with the regulations as identified in the R-1 Zoning District and in accordance with Section 153.092, Accessory Use Standards. Any approved accessory use under the Final PUD Development Plans shall adhere to and be subject to all requirements and regulations of this ordinance and of the Monticello Zoning Ordinance. (5) District performance standards. Performance standards for the development of any lot in the Haven Ridge West PUD District shall adhere to the approved Final Stage PUD plans for each phase of the PUD and applicable development agreement, as well as those requirements as listed in Table 153.047(XX)-1 of this Ordinance. (5) The specific flexibility and conditions of the Haven Ridge West PUD District shall be as follows: A. Modifications to minimum lot width for 52', 62', and 80' foot minimum single-family lot widths as established on the approved PUD and plat plans. B. Modification to minimum lot area for lot areas below the average for R-1 or R-A standards as established on the approved PUD and plat plans. C. Modifications to building setbacks for front, and side setbacks reduced from R-1 and R-A standards) as established on the approved PUD and plat plans. D. Modifications to building materials reducing brick or stone coverage to 10% or 15%, below the 20% standard as identified on the table included with this ordinance. E. Private street development for the townhouse portion of the property as established on the approved PUD and plat plans. F. Variance to subdivision block length in excess of the 1,320 foot standard as established on the approved PUD and plat plans. G. Modification to building square footage reducing minimum finishable area from 2,000sf to 1500sf. 4 ORDINANCE NO. 832 H. Modification to garage setback related to living space from 6 feet to 5 feet. Retention of rural -section road development on several sections of existing roadway as established on the approved plat plans. J. The PUD provides a variety of single family attached and detached housing options per the approved phasing plan. K. Parking for the project shall be per the approved site plan and meets or exceeds all requirements. L. The Final Stage PUD architectural plans for the subject property are required to generally reflect the standards in the table included in this ordinance and shall be reviewed and approved with each phase and its associated revised Final Stage PUD. M. Landscaping shall be as per approved each Final Stage PUD plans, consistent with the original Final Stage PUD, and as administratively approved per Monticello City Code. N. Easements as required for the trail areas of this PUD shall be provided as required in the approved Development Stage PUD plans. O. Significant conservation areas are reserved in their natural state as shown on the approved Development Stage PUD plans, and/or developed to provide public trail and open space access throughout the project, including extensive tree preservation, internal trail connections, and trail development along the wetland/pond areas adjoining the south portion of Haven Ridge West. P. Right of way, including construction, for roundabout intersections as directed by the City. Q. Other conditions and amenities as identified by City Council Resolution No. 2024-XX, approving the Final Plat and Final Stage PUD. (6) In such case where any proposed improvement, or any development phase, is not addressed by the Final Plat or Final Stage PUD, then the applicant shall seek a PUD Amendment per the processes of the Monticello Zoning Ordinance and as directed by the Community Development Department. (7) Where there are any conflicts in the allowed uses or required performance standards between the Haven Ridge West PUD District and any other applicable zoning regulations, the requirements of the Haven Ridge West PUD District and its associated plans shall prevail. ORDINANCE NO.832 (8) Amendments. Where changes to the PUD are proposed in the manner of use, density, site plan, development layout, building size, mass, or coverage, or any other change that does not meet the requirements for a PUD Administrative Amendment or PUD Adjustment, the proposer shall apply for an amendment to the PUD under the terms of § 153.028(0)(10). The city may require that substantial changes in overall use of the PUD property be, processed as a new project, including a zoning district amendment. Section 2. The City Clerk is hereby directed to mark the official zoning map to reflect this ordinance. The map shall not be republished at this time. Section 3. The City Clerk is hereby directed to make the changes required by this Ordinance as part of the Official Monticello City Code, Title XV, Zoning Ordinance, and to renumber the tables and chapters accordingly as necessary to provide the intended effect of this Ordinance. The City Clerk is further directed to make necessary corrections to any internal citations that result from said renumbering process, provided that such changes retain the purpose and intent of the Zoning Ordinance as has been adopted. Section 4. This Ordinance shall take effect and be in full force from and after its passage and publication. The ordinance in its entirety and map shall be posted on the City website after publication. Copies of the complete Ordinance and map are available online and at Monticello City Hall for examination upon request. ADOPTED BYthe Monticello City Council this 26th day of August, 2024. ATTEST: J4nifer(Skhrkiier, City Clerk AYES: Gabler, Hilgart, Martie and Murdoff NAYS: None ABSENT: Hinz Lloyd art, Ma r Ell Planning Commission Agenda — 1/07/25 3A. Consideration to adopt the 2025 Plannine Commission Workplan Update Prepared by: Meeting Date: Council Date (pending Community Development Director 1/07/2024 Commission action): NA Additional Analysis by: Community & Economic Development Coordinator ALTERNATIVE ACTIONS 1. Motion to adopt the 2025 Planning Commission Workplan Update. 2. Motion of other. REFERENCE AND BACKGROUND Staff is requesting that the Planning Commission review for adoption the 2025 Planning Commission Workplan. The purpose of the Planning Commission Workplan is to connect the work of the Commission to the overall goals of the City and community. The Workplan outlines activities of the Commission which lie beyond its required review of land use applications. Staff has updated the Workplan for 2025 based on prior feedback and ideas of the Commission and consistent with priorities from the 2040 Vision + Plan. The 2025 Workplan carries forward items that were not completed in the prior year. For 2025, focus will also be placed on building connection between the Planning Commission and other City boards, including a familiarization with economic development goals and projects of the EDA and the strategic goals and capital projects prioritized by the City Council. Pending the timing of necessary workshops for concept review, staff will also be working on arranging a joint Planning Commission and City Council workshop to review the amended Monticello Orderly Annexation Agreement. STAFF RECOMMENDATION None. SUPPORTING DATA A. 2025 Workplan Update, Draft B. 2025 Workplan Update, Redline C. 2024 Housing Summary 1 CITY OF Monticello Monticello Planning Commission 2021-2025 Workplan 2025 UPDATE The Monticello Planning Commission is established to advise the Mayor, Council and Community Development Department in matters concerning planning and land use matters; to review and make recommendations regarding the Monticello 2040 Vision + Plan, subdivision and zoning ordinances and other planning rules and regulations; to establish planning rules and regulations; and to conduct public hearings. Purpose Statement: The Planning Commission will support efforts to implement the Monticello 2040 Vision + Plan. The Planning Commission will work collaboratively with the City Council, other City boards and commissions, and community stakeholders in its work to achieve the Plan and the strategic goals of the city. Organizational & Training Activities: • League of Minnesota Cities training o Land Use Mini Course - Land Use (Mini -Course) - League of Minnesota Cities (Imc o Land Use Regulation: Your Role in Land -Use Decision Making - Land Use Regulation: Your Role in Land -Use Decision Making - League of Minnesota Cities (Imc.ore) • Continue to support regional planning as identified by the Monticello 2040 Vision + Plan. o Implementation Chapter - Land Use, Growth & Orderly Annexation ■ Strategy 1.10.1 - Consider the outcomes of regional planning initiatives and participate in processes resulting from the efforts of the Central Mississippi River Regional Partnership. • Consistent with Policy 1.2 for Agency Coordination, monitor opportunity for engagement in roadway and pathway connectivity planning across jurisdictions, including the current Planning and Environmental Linkage study. • Initiate and/or facilitate organizational projects in support of the Monticello 2040 Vision + Plan. o Implementation Chapter - Land Use, Growth & Orderly Annexation ■ Strategy 1.1.1 - Facilitate biannual meetings to serve as a "Development Forum" with interested property owners, realtors, builders and developers to discuss long-term planning, real estate market conditions. • Facilitate a housing forum with builders, realtors and developers. Comprehensive Plan Activities: • Support the implementation of the Monticello 2040 Vision + Plan through implementation of the Goals, Policies and Strategies identified within the Plan. 11Page o Land Use, Growth & Orderly Annexation Chapter ■ Review Land Use, Growth & Orderly Annexation Goals from Chapter 3 of the 2040 Plan. • Consider amendment to Goal #2 — Complete Neighborhoods to reflect the goals of the City as identified in the 2024 Housing Summary. Participate in a Council and Commission workshop on the amended Orderly Annexation Agreement and discuss growth strategies as identified within the 2040 Plan, including "growing from within" and the statements found in the 2040 Vision's "Preferred Growth Scenario". o Economic Development Chapter Review industrial land inventory and planning consistent with the 2022 Industrial Development Feasibility Study and Monticello 2040 Land Use policies for industrial land use, including: • Policies 1.1 (Land Use) and 8.1 (Economic Development) - Opportunity Areas • Policy 1.2 - Growth Management (Land Use) • Policy 5.1 - Land Supply and Employment Growth (Land Use) • Policy 2.1 - Diverse Economic Sectors (Economic Development) • Policy 2.4— Industrial and Business Site Analysis and Availability (Economic Development) Continue to support the priority projects set by the City Council, including The Pointes at Cedar and reinvestment in Downtown Monticello. Small Area Plans for both projects are adopted as Appendices to the 2040 Plan. o Participate in the redevelopment planning for Block 34 and the Cedar Street site within Downtown Monticello. Zoning Ordinance/Map Activities: • Consider amendments to the Monticello Zoning Ordinance and Official Zoning Map in support of the Monticello 2040 Vision + Plan guided land use, including, but not limited to the following. Evaluation of the following Zoning Code sections: ■ Floor area ratio requirements for commercial, industrial zoning districts ■ Impervious surface requirements for residential districts ■ Updating noise standards for more practical enforcement ■ Evaluation of regulation on short term rentals ■ Evaluation of the need for both B-3 and B-4 Districts ■ Evaluation of temporary use permits for portable container retail/specialty eating establishments Subdivision Ordinance Activities: • Complete a review and amendment of the Monticello Subdivision Ordinance, including consideration of amendments as recommended in the Goals, Policies and Strategies of the Implementation Chapter of the Monticello Comprehensive Plan as follows. o Implementation Chapter, Land Use, Growth & Orderly Annexation 21Page Strategy 2.5.1 - Implement measures to slow down or "calm" traffic on local streets by using design techniques and measures to improve traffic safety, provide eyes on the street, and enhance the quality of life in Monticello's neighborhoods. • Review a traffic calming policy as referenced in the recently adopted Safe Streets for All Comprehensive Safety Action Plan. Strategy 3.8.2 - Require pedestrian and bike connections in new commercial development. Strategy 6.5.1- Conduct regular review of parkland allocation and ensure sufficient amount of land is designated for parks and recreation activities in the City as the population increases. • Consider amendments resulting from a 2025 Park Dedication study. Research & City Department Update Topics As resources and time allow, the Planning Commission will consider research and information related to the following topic areas. Topic Annexation Process & Growth Planning Session Sacred Settlements (2023 Legislative change) Review actions and next steps for East Bertram Planning Area and Northwest Planning Areas identified in the Monticello 2040 Vision + Plan 31Page CITY OF Monticello Monticello Planning Commission 2021-2025 Workplan 20254 UPDATE The Monticello Planning Commission is established to advise the Mayor, Council and Community Development Department in matters concerning planning and land use matters; to review and make recommendations regarding the Monticello 2040 Vision + Plan, subdivision and zoning ordinances and other planning rules and regulations; to establish planning rules and regulations; and to conduct public hearings. Purpose Statement: The Planning Commission will support efforts to implement the Monticello 2040 Vision + Plan. The Planning Commission will work collaboratively with the City Council, other City boards and commissions, and community stakeholders in its work to achieve the Plan and the strategic goals of the city. Organizational & Training Activities: • League of Minnesota Cities training o Land Use Mini Course - Land Use (Mini -Course) - League of Minnesota Cities (Imc.org) o Land Use Regulation: Your Role in Land -Use Decision Making - Land Use Regulation: Your Role in Land -Use Decision Making - League of Minnesota Cities (Imc.org) • Continue to support regional planning as identified by the Monticello 2040 Vision + Plan. o Implementation Chapter - Land Use, Growth & Orderly Annexation ■ Strategy 1.10.1 - Consider the outcomes of regional planning initiatives and participate in processes resulting from the efforts of the Central Mississippi River Regional Partnership. • Consistent with Policy 1.2 for Agency Coordination, monitor opportunity for engagement in roadway and pathway connectivity planning across jurisdictions, including the current Planning and Environmental Linkage study. • Initiate and/or facilitate organizational projects in support of the Monticello 2040 Vision + Plan. o Implementation Chapter - Land Use, Growth & Orderly Annexation ■ Strategy 1.1.1 - Facilitate biannual meetings to serve as a "Development Forum" with interested property owners, realtors, builders and developers to discuss long-term planning, real estate market conditions. Pending ,,,,teel .,ors f a 2024 City Heusin Werksh „ (Facilitate a housing forum with builders, realtors and developers. 11Page Comprehensive Plan Activities: • Support the implementation of the Monticello 2040 Vision + Plan through implementation of the Goals, Policies and Strategies identified within the Plan. o Land Use, Growth & Orderly Annexation Chapter Review Land Use, Growth & Orderly Annexation Goals from Chapter 3 of the 2040 Plan. •• Consider amendment to Goal #2 - Complete Neighborhoods to reflect the goals of the City as identified in the 2024 Housing Summary. ■ Participate in a Council and Commission workshop on the amended Orderly Annexation Agreement and discuss growth strategies as identified within the 2040 Plan, including "growing from within" and the statements found in the 2040 Vision's "Preferred Growth Scenario". f Residential Land 1 Irer o Economic Development Chapter ■ Review industrial land inventory and planning consistent with the 2022 Industrial Development Feasibility Study and Monticello 2040 Land Use policies for industrial land use, including: • Policies 1.1 (Land Use) and 8.1 (Economic Development) - Opportunity Areas • Policy 1.2 - Growth Management (Land Use) • Policy 5.1 - Land Supply and Employment Growth (Land Use) • Policy 2.1 - Diverse Economic Sectors (Economic Development) • Policy 2.4 - Industrial and Business Site Analysis and Availability (Economic Development) • Continue to support the priority projects set by the City Council, including The Pointes at Cedar and reinvestment in Downtown Monticello. Small Area Plans for both projects are adopted as Appendices to the 2040 Plan. •o Participate in the redevelopment planning for Block 34 and the Cedar Street site within Downtown Monticello. Zoning Ordinance/Map Activities: • With City Council, establish Gity peliey t-r-4 rp_ep_nt- r0annab*s legislatiOR, adGpt*Rg the neeessaFy n,l.,.,ents +„ +h„ Mentieell„ ZORiRg QFEIin-,n,.,, COMPLETE • Consider amendments to the Monticello Zoning Ordinance and Official Zoning Map in support of the Monticello 2040 Vision + Plan guided land use, including, but not limited to the following. rrn -,n,- its COMPLETE Evaluation of the following Zoning Code sections: ■ Floor area ratio requirements for commercial, industrial zoning districts 21Page ■ Impervious surface requirements for residential districts ■ Updating noise standards for more practical enforcement ■ Evaluation of regulation on short term rentals ■ Evaluation of the need for both B-3 and B-4 Districts ■ Evaluation of temporary use permits for portable container retail/specialty eating establishments Subdivision Ordinance Activities: • Complete a review and amendment of the Monticello Subdivision Ordinance, including consideration of amendments as recommended in the Goals, Policies and Strategies of the Implementation Chapter of the Monticello Comprehensive Plan as follows. o Implementation Chapter, Land Use, Growth & Orderly Annexation Strategy 2.5.1 - Implement measures to slow down or "calm" traffic on local streets by using design techniques and measures to improve traffic safety, provide eyes on the street, and enhance the quality of life in Monticello's neighborhoods. �• Review a traffic calming policy as referenced in the recently adopted Safe Streets for All Comprehensive Safety Action Plan. Strategy 3.8.2 - Require pedestrian and bike connections in new commercial development. • Strategy 6.5.1- Conduct regular review of parkland allocation and ensure sufficient amount of land is designated for parks and recreation activities in the City as the population increases. Consider amendments resulting from a 2025 Park Dedication study. Research & City Department Update Topics As resources and time allow, the Planning Commission will consider research and information related to the following topic areas. Topic Annexation Process & Growth Planning Session Sacred Settlements (2023 Legislative change) Pelicy-and decisien-making _ City Beard -,.,,- r,,m„m„ssien - uth rity disc„ssienCOMPLETE Review actions and next steps for East Bertram Planning Area and Northwest Planning Areas identified in the Monticello 2040 Vision + Plan 31Page 2024 HOUSING WORKSHOP I SUMMARY & PRIORITIES JOINT CITY COUNCIL, PLANNING COMMISSION, EDA MONDAY, JUNE 24, 2024 Workshop Goal: Confirm, clarify and consider community housing goals, policies and strategies based on identified priorities of the City. Attendees City Council: Mayor Lloyd Hilgart, Charlotte Gabler, Tracy Hinz, Lee Martie, Sam Murdoff Planning Commission: Chair Paul Konsor, Teri Lehner, Andrew Tapper, Rob Stark Economic Development Authority: President Steve Johnson, Rick Barger, Hali Sittig, 011ie Koropchak White * Items in bolded light blue text are comments receiving the most emphasis from attendees and are highest priority next steps. 1. Review key takeaway(s) from 2023 Housing Needs & Market Demand Report and the 2040 Plan • Income levels are directly related to housing choice. • Monticello renters are more cost burdened than Monticello's current homeowners. • The community's growth rate matches what was projected in its 2040 Plan goals. This growth rate is not as a result of direct policy action, but rather a continuation of trends that the community sought to continue with the 2040 Plan's Preferred Growth Scenario. The growth in recent years has been primarily in multi -family residential. • Monriceiio-s largest population oracket is in the 50-64 age range; this demographic and their housing needs has a significant impact on Monticello's housing supply. o The Housing Needs and Market Demand Report indicates a significant gap in senior housing supply. o Lack of affordable housing options for this group to scale down/back is causing them to stay in their larger homes longer. This means less supply of "naturally occurring affordable housing" for first-time buyers and general supply of housing available in the market. o More options for senior living are needed, particularly for ownership. 1 1 P a g e • Like the rest of the country and state, outside factors are influencing housing attainability and affordability. • There is a need for housing for those who are at the lowest end of the Average Median Income spectrum in the community. 2. Determine housing priorities based on 2040 Plan and Housing Needs & Market Demand Report • The community needs to attract moderate income residents. • Housing for those that want to grow in the community and "move -up" is needed. • Focus on jobs and quality of WE o Housing is "where jobs sleep"; focus on living wage job creation. o Continue to invest in amenities that make Monticello an attractive place to live. • The community should continue to work toward a variety of housing options. o Lifestyle will be a driving factor in the housing choices people make. o Recognize that housing needs and desires are changing in terms of how people want to spend their time and money. • In the near term, the community should focus less on multi -family. • The community should focus on meeting the Housing Needs and Market Demand goals for single-family housing. o Be open to a variety of housing types, but the variety should respond to other demonstrated needs and goals for the community, including need for move -up housing options, and definable neighborhood character and amenities. • Monticello should continue to seek growth in all land use types — commercial, industrial and residential; Monticello is not and should not be a "bedroom community". • Quality housing that adds to the strength of neighborhoods and ages well is important. • The greatest senior housing need is for owner -occupied options. Creating this opportunity will yield other benefits for owner -occupied housing in the community. 2 1 P a g e 3. Next Steps & Policy Development • Housing o Focus efforts on meeting single-family housing demand as identified in the 2023 Housing Needs & Market Demand report. ■ Prepare 2040 Comprehensive Plan Complete Neighborhoods Strategies that: • Prioritize single-family housing development to meet demand as identified in the 2023 Housing Needs and Market Demand Study. • Prioritize residential neighborhood development with a variety of lot and home styles, specifically including those with move -up housing options which provide for larger home sizes, larger lots, and/or enhanced amenities. • Evaluate new high density multi -family housing proposals within the context of the most current Housing Needs and Market Demand report and on how the proposal meets other stated community goals, such as those for senior housing or development of The Pointes at Cedar. ■ Annually review single-family land use guidance in relationship to the 2040 Land Use Map and progress in meeting housing goals with the Planning Commission. ■ When working with current housing development prospects, ask the question "Monticello is too far from what?" in order to determine further strategies to overcome the single-family housing barrier. o Prioritize market outreach to senior housing developers; particularly owner - occupied developers. ■ Identify priority locations for owner -occupied senior housing ■ Develop and promote a specific set of resources for developers including TIF and other affordable housing incentives. o Evaluate reinvestment programs like the Transformation Home Loan program for existing core -City housing stock. o Budget for updates to the Housing Needs and Demand Report at three to five- year intervals, with evaluation of growth rates to the 2040 Plan's Preferred Growth Scenario. 3 1 P a g e • Other o Focus economic development incentives on projects that spur living wage employment to meet housing goals. ■ Review EDA Business Subsidy Policy and amend as needed to strengthen living wage job goals. o Continue to pursue 2040 Goals/Policies/Strategies focused on building, enhancing and maintaining community amenities and character. 4 1 P a g e Planning Commission Agenda — 1/07/25 4A. Community Development Director's Report Council Action on/related to Commission Recommendations Consideration of an Administrative Lot Subdivision and Combination, Variance to Setback in an R-1 (Single Family) Residential District. Applicant: Steve Johnson Approved on the consent agenda of the City Council on December 9, 2025 Cannabis Licensing The cannabis business licensure process in Minnesota has been in a state of flux given recent litigation regarding the process for social equity and general licensing applications. However, our understanding at this time is that Monticello's recently adopted ordinance are not impacted by the changes occurring in the licensing process. OCM has prepared a graphic detailing their updated process (attached) and updated their Guide for Local GnvPrnmPntS_ We continue to work internally and with Wright County on the mapping implementation resulting from the adoption of zoning and buffer requirements for cannabis businesses. Wright County's GIS system will be used to input zoning and buffer information for cannabis regulation. It will then be a resource as Monticello staff review license verification requests from The Office of Cannabis Management. Upcoming Workshops & Information Planning Commission will learn more about the adopted Capital Improvement Plan (CIP) for the City at the February regular meeting. City Engineer Matt Leonard will be present to discuss the CIP and other public improvement projects. A February or March workshop with City Council on the amended Monticello Orderly Annexation Agreement will be scheduled. 2025 City Budget and Levy The City Council adopted the 2025 Levy and Budget In December of 2024. Finance Director Sarah Rathlisberger's overview presentations can be found at: PowerPoint Presentation Department Staffing The Development Services team is currently hiring for an Administrative Assistant position, as well as the Fire Inspector/Building Inspector position. The Fire Inspector/Building Inspector position fills a position vacated by Bob Ferguson, who was recently named as the Chief Building Official. The Administrative Assistant position is a new position for the department. It is hoped that both positions will be filled by February 2025. Ron Hackenmueller's last day with the City of Monticello is January 3, 2024. We wish him Planning Commission Agenda—1/07/25 well! Planning Commission Survey Response Only one Commissioner responded to our request for information on Planning Commission resources. The worksheet is attached again for use. Development Service Customer Service Survey A last reminder to 2024 applicants will be sent at the end of the month for completion of the annual Development Service Customer Survey. Results will be tabulated and summarized for Planning Commission review in February's Director Report. Development Services Department Presentation The annual Development Services report to the City Council was presented during the December 9, 2024 City Council meeting. You can view the presentation using the link below. The presentation begins at minute 7:50. City Council 12/09/2024 - Monticello Live: Watch City Meetings Annual Project Inventory Maps Development Services prepares Commercial, Industrial, Residential and Downtown property inventory maps with annual updates each year. The updated Commercial, Industrial and Downtown maps are attached for reference. The Residential map is getting a full revision to make it more usable for realtors and stakeholders (such as the Monticello School District) and will be available in February. These maps are available on the City website and are used for response to realtors, developers, and businesses looking to locate in Monticello. Project Update List The project update list current through December, 2024 is attached. Website Project Page A reminder to stay current with news and information by visiting: Protects I Monticello, MN � LJiocorni ng 40 Ah Ah 'I am IVA �Zil am 0 'A I FA! I lak m 1:3! TBA Deadline to Social equity Social equity License application License application Lottery request refund of applicant applicant window opens window closes (tentative) license preapproval verification verification (SEA and application fee window opens window closes all applicants) CITY o F CITY OF MONTICELLO Community Development 505 Walnut Street, Suite 1 Monticello, MN 55362 Monticeflo (763) 295-2711 . infogci.monticello.mn.us Planning Commission Survey — Agenda Reports and Delivery 1. Planning Commission agendas are posted to the City website on the Thursday prior to the regular Tuesday meeting. Do you feel the current agenda delivery date provides you with adequate time for review of packet contents? Yes ❑ NoF-1 2. What is your level of satisfaction with the content of the written staff reports and supporting data? Satisfied Neutral Unsatisfied 3. Is the inclusion of relevant ordinance sections within the staff report exhibit section important to you, or do you utilize the online ordinances? Prefer inclusion in the packet Prefer to reference digital ordinance 4. What is your level of satisfaction with the content of the verbal staff reports during the Planning Commission meetings? Satisfied ❑ Neutral ❑ Unsatisfied ❑ 5. Are there specific items which you would like included or referenced in the verbal or written staff reports which may be helpful in your review or analysis? Please provide your suggestions. 6. Please check below each document which you have utilized online: Zoning Ordinance Subdivision Ordinance Comprehensive Plan 7. If you have other comments about the Planning Commission agenda, resources or meetings, please share them here: Thank you very much for your time! Revised 11/25/24 MONTICELLO DEVELOPMENT PROJECTS 88 acre parcel bounded by The Meadows to the North, Highway 25 to the West, 85th Street NE to the South, and the Featherstoe Residential Concept Stage review for a planned unit development for a multiphase Medical Office Joint City Council and Planning Project Commercial/Light Industrial neighbohood to the East Buildings on roughly 25 acres, with subsequent phases of private development to follow. Commission review on 3/25/24 On hold Joint City Council and Planning General Equipment Industrial 13 acre parcel long CSAH 39 and Wert Chelsea Road Concept Stage review for planned unit development for Machinery/Truck Repair and Sales Commission r.irwr on 7/2/24 Post Concept Stage PUD, Pre -Development Stage PUD Application Submittal 111125 submittal of Rezoning to PUD, Development Stage and Preliminary JPB Land/Meadowbrook Residential 44 acre parcel along Edmonson Avenue Concept Stage review for planned unit development for single-family residential Reviewed in Joint PC/CC on 9/3/24 Plat Tamarack/The Meadows at Pio neer Pa rk Residential 68 acre parcels long Fallon Avenue Concept Stage review for planned unit development for single-fam ily residential Reviewed In Joint PC/CC on 9/16/24 Concept Stage PU D Su bm ittal Near[he Southeast corner of 85th Stree[NE and Fallon Ave NE, Also Scu[h of Concept Stage review fora planned unit development for a 298-unitresidential development Reviewed by Planning Commission an Haven Ridge West Residential 85th Street NE between Eislele Ave NE and Edmonson Ave NE with various lot sizes and tawnhame section 862024� Extension Requested for Final Plat and PUD 6321E. Broadway Street bound by Interstate 94 to the North and East Development Stage PU D and preliminary plat for a 76-room hotel, 15,000 square -foot event Reviewed by Planning Commission on Broadway Plaza PUD Commercial Broadway Street to the South center, 6,800 square -foot restaurant, and a 6,000 square -foot post -frame building. 7224 Approved 11.25.24, Annexation Pending 1.46 acre vacant lot along the West side of Fallon Ave N E between Washburn Development Stage review fo r a pla need unit development of a vacant site for an Industrial Reviewed by Planning Commission n Develo pm ent Stage PU D Application Submittal approved; pending Final Stage M astercrak Outdoors PU D Industrial Com puter Group and Norland Truck Sa les Service use 7224 and Rezoning Savanna Vista Apartments Residential Southeast area of The Pointes at Cedar 2100 unit multi-fami ly apartments 12/13/2021 FirstBuilding CO; continued construction Twin Pines Apartments Residential South Side of5chool Blvd. East of Wal-Mart 96 multi -family unit apartment building 2/28/2022 yet to Break Ground/Received Plat Ext. on 1/22/24 Block 52 Redevelopment Mixed -Use NE Corner of Highway 25 and Broadway St 87 multi -family units with rougly 30,000 sq ft of 1stfloor commercial 7112022 Received Temporary CO/Residenial Units Being Rented/Office User CO Featherstone 6th Addition Residential North of 85th St NE and West of Highway 25 21 single-family lots with commercially guided outlots forfuture development 4/25/2022 Under Construction (Last New Const. Permit Pulled) Haven Ridge 2nd Addition Residential South of Farmstead Ave and West of Fallon Ave NE 59 Single -Family Lot Development Reapproved 8/28/2023 Site Grading Commenced (Building Permits Being Issued) Headwaters West Development Residential Along South side of 7th St W between Elm St and Golf Course Rd 82 Twinhomes Senior 55+Development 4/22/2024 Under Construction Deephaven 3 (Lot 2) Commercial Southeast corner of Cedar St and Chelsea Rd New Construction of a Clinic/Medical Service Facility (10,000 sq ft) N/A (Permitted Use) Completed JimmyJohns/Baskin Robbins Commercial Southeast Corner of Oakwood Drive E and Cedar Street New Construction of Quick Service Restaurant with Drive Through Service 1/22/2024 Commenced Vacant property north of Chelsea Rd, south of Interstate 94, and west of PUD for New Construction of two commercial lots for a quick -service restaurant and Big River Commercial Fanning Avenue a coffee shop, with 6lots platted for subsequent commercial development. 4 s 2024 Commenced, Chipotle and Starbucks Permitted New Construction of a Panera Bread Location (Restaurant and Drive -through service) in the B- PaneraBread Commercial Vacant Lot west of Mattress Firm/AT&T location on E. 7th Street 4, Regional Business District 5282024 Permitted Holiday Store EV Charging stations Commercial 110 Oakwood Drive E. Installation of up to 12 Electric Vehicle Charging Stations in Lot behind Building 5282024 Permitted Preliminary & Final Plat of Cedar Street Storage, D& Final Stage PUD for expansion of StorageUnk(Dundas Site) PU D a nd Plat Commercial 36 Dundas Road (Southeast corner of Dundas Road and Cedar Street) permanent storage area 6242024 Approved; Not Started Conditional Use Permit Request for Wrecker & Towing Service as a Principal Use in the B-3, Bob's Towing Conditional Use Permit Commercial 219 Sandberg Road Highway Business District 6242024 Approved Development Stage Permit (CUP) for construction of a 98-room hotel and restaurant in the Development Stage permit approved; pending conditions resolution and GoodNeighbor- Pointes at Cedar Development Commercial Alo ng south side of Chelsea Road directly north of Deephaven Apartments northern"Po onlus" biome of the Pointes at Cedar District 7222024 building permit Wend' CUP i Commercial Near Highland Way, Union Crossings Conditional Use Permit for Amendment to PUD and accessory drive -through 9232024 Approved - Valvoline Commercial Big River 445 PUD Arndt to Big River 445 PUD and Development and Final State PUD - Auto Repair - Minor 10/28/2024 Approved Les Schwab Commercial Big River 445 PUD Amdtto Big River 445 PU D and Development and Final State PU D-Auto Repair - Minor 10/29/2024 ' Approved