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Planning Commission Agenda - 05/06/2025AGENDA REGULAR MEETING – PLANNING COMMISSION May 6, 2025 – 6:00 p.m. Mississippi Room, Monticello Community Center Commissioners: Chair Andrew Tapper, Vice-Chair Melissa Robeck, Rick Kothenbeutel, Teri Lehner, Rob Stark Council Liaison: Councilmember Kip Christianson Staff: Angela Schumann, Steve Grittman, Bob Ferguson, Tyler Bevier 1. General Business A. Call to Order B. Roll Call C. Consideration of Additional Agenda Items D. Approval of Agenda E. Approval of Meeting Minutes • Regular Meeting Minutes – April 1, 2025 • Workshop Meeting Minutes – March 4, 2025 F. Citizen Comment 2. Public Hearings A. Continued Public Hearing - Consideration of a Request for an Amendment to the Monticello City Code, Title XV, Land Usage, Chapter 153: Zoning Ordinance, Section 153.044 Business Base Zoning Districts, Central Community District for standards applicable to Parking and 153.067 Off-Street Parking, Standards applicable to commercial, industrial and civic/institutional uses in the Central Community District (CCD). Applicant: City of Monticello B. Consideration of a request for a Conditional Use Permit for an Accessory Structure- Major in the R-1, Single Family Residential District with a driveway leading to the detached structure in the rear yard. Applicant: Benjamin Roberg C. Consideration of a request for Preliminary Plat of Meadows at Pioneer Park; Development Stage Planned Unit Development; Rezoning to Planned Unit Development for proposed 157 single-family residential development in the Monticello Orderly Annexation Area (MOAA), currently guided as low-density residential Applicant: Reid Schulz D. Consideration of an Amendment to the Monticello 2040 Vision + Plan (Comprehensive Plan), Chapter 3, “Land Use, Growth and Orderly Annexation” re- guiding certain parcels from their existing Estate Residential, Commercial and Residential Flex, and Mixed Neighborhood designations to Light Industrial Park designation. Applicant: Scannell Properties, LLC E. Consideration of a request for Amendment to the Red Rooster Planned Unit Development for changes related to the building expansion for vehicle use and storage. Applicant: Brian Jovan/Jovan Properties LLC F. Consideration of a request for an Amendment to the Conditional Use Permit for Planned Unit Development for Carcone Second Addition, for interim improvements to support the land use of vehicle sales, display and storage. Applicant: Aeron Ashbrook 3. Regular Agenda 4. Other Business A. Community Development Director’s Report 5. Adjournment 1 MINUTES (DRAFT) JOINT WORKSHOP MEETING – MONTICELLO PLANNING COMMISSION & CITY COUNCIL Tuesday, March 4, 2025 – 4:45 p.m. Mississippi Room, Monticello Community Center Commissioners Present: Andrew Tapper, Teri Lehner, Melissa Robeck, Rick Kothenbeutel, Teri Lehner Councilmembers Present: Mayor Lloyd Hilgart, Charlotte Gabler, Lee Martie, Kip Christianson Councilmembers Absent: Tracy Hinz Staff Present: Angela Schumann, Steve Grittman, Jim Thares, Tyler Bevier, Matt Leonard, Bob Ferguson, Anne Mueller 1. Call to Order Andrew Tapper called the joint workshop of the Monticello Planning Commission and City Council to order at 4:46 p.m. Angela Schumann addressed Commission and Council, noting a quorum by each was in attendance for discussion purposes of a Concept Plan review. Angela Schumann stated that a concept review is not a formal zoning or land use application nor public hearing, but instead a workshop for both governing bodies to provide feedback to the concept proposer prior to formal application submission. Comments by the Commission and Council are encouraged for discussion. Regarding timeline for the concept review, Angela Schumann stated that notices were not published but were mailed out to the neighboring parcels within 350’ of the subject property. Because this is not a public hearing, questions and comments of the public will be considered if time allows and minutes documented for summary of the outcome. Jim Thares, Economic Development Manager, arrived at 4:52 p.m. 2. Joint Workshop Agenda A. Concept Stage Submittal for a 106.05 acre development including data center uses, within a Light Industrial Park, Mixed Neighborhood, Commercial and Residential Flex and Estate Residential land use designation areas as identified by the Monticello 2040 Vision + Plan. City Planner Steve Grittman displayed the concept proposal, stating the proposal would require an amendment to the City’s land use plan Future Land Use Map. The concept property totals approximately 106 acres over four parcels within the Monticello Orderly Annexation Area (MOAA), abutting City property to the north and east. Planner Grittman stated that the applicants propose to reguide the property to appropriately designate land use to support development of a data center project of up to 1.3 million square feet. Planner Grittman explained that the City Council recently amended its 2040 Comprehensive Plan to accommodate the Planning Commission Workshop Minutes (DRAFT) – 03/04/2025 potential for Data Center development in the Light Industrial Park (LIP) land use category. Approximately 30 of the 106 acres of the proposed site is currently designated for LIP land use. The other 76 acres are guided by the Monticello 2040 Plan for residential or residential/commercial mixed uses and are otherwise surrounded by both rural residential and parkland. Planner Grittman stated that at this level of the concept review, the main objectives are to give feedback to the proposer with City guidance from a land use perspective, so as to inform how they proceed with application, and to outline issues for mitigation and other objectives. The outcome of this meeting is not for approval or denial, but for conceptual consideration for land use and site plan design. Planner Grittman spoke to the mixed land use designations, including mixed neighborhood (MN), commercial and residential flex (CRF), and estate residential (ER) in proximity of the LIP designation. The surrounding parcels are designated rural residential of varying acreage within the township and would remain as such per 2040 plan, as is currently used. Planner Grittman explained the subject parcel includes electric transmission infrastructure stretching from 90th Street North to the Xcel Energy substation and beyond. When reviewing a proposed change in land use, Planner Grittman stated that the goal is to discuss how to consider the proposal on the site and best meet goals of protecting or buffering surrounding uses. Different buffering practices and means may be utilized in a LIP specifically for data centers, over those for a more general industrial use. Noise generation is a common concern with data centers, particularly when generators are tested. Planner Grittman spoke of the parcels along 90th Street North, stating that their guidance as primarily mixed neighborhood residential and commercial and residential flex land uses make them less sensitive to location than other land use categories. In this case, there is also an Estate Residential (ER) parcel at the northwest portion of the proposed site. Land use in Estate Residential is written to prescribe for larger suburban lots, typically with a ½ acre range per lot and as a means for providing higher value/larger lot availability within the City. Adjacency to the Bertram Chain of Lakes Park lends opportunity for higher-amenities and access to natural resources for this type of housing. A decision point is whether it is possible to maintain some estate residential in this area relative to a data center use. In this scenario, the potential applicant is looking to convert the entire site into Light Industrial Park LIP. Planner Grittman stated that the City’s standpoint if this were to be considered, would be to ensure the Estate Residential would be relocated to another appropriate site to maintain the long-term land use plan for accommodation of this type of housing. He indicated that as the City continues to grow and annexation Planning Commission Workshop Minutes (DRAFT) – 03/04/2025 3 boundaries expand over time and area, all land uses should be taken into consideration for compatibility. Planner Grittman spoke of the need for buffering for industrial uses and to the uniqueness that comes with data centers in terms of impact to municipal utilities, including the potential for heavier use of water supplies, especially if used for building cooling. The City would monitor demand for water and wastewater. Utilities are in place along 90th Street North, but a viability study would need to take place to evaluate the ability to meet additional long-term utility needs. Melissa Robeck asked Steve Grittman what amenities are located in this area of the Bertram Chain of Lakes. Angela Schumann stated that along the east side of Bertram, the current amenities include passive recreational trails and mountain biking trails. Councilmember Charlotte Gabler asked for clarity if the parcel abuts Bertram to the west. Steve Grittman confirmed yes and, per aerial depiction, is heavily wooded. Andrew Tapper sought confirmation on the location of the Estate Residential parcel. Angela Schumann clarified the Estate Residential area is surrounded on the north and west sections by Bertram. Mayor Lloyd Hilgart stated that the park was a $26 million acquisition and the City invested in more industrial land to the north and northeast which includes an electrical transmission corridor. He stated while land surrounded by Bertram is desirable for residential, high power lines and industrial land to the east may make it less desirable. Lloyd Hilgart asked of the likelihood for residential homes considering these factors. He also inquired if the site would be access off of 90th Street North. Planner Grittman explained that an extension of Dalton Avenue would serve as an industrial route through to 90th Street North. Lloyd Hilgart pointed out that the road would lead through the industrial park for others to get home. He noted that the City is in short supply of estate residential land, but with the underground utilities and overhead electrical line corridor that runs through this area, the viability of executive homes are a point to discuss. Charlotte Gabler asked if noise generation might affect wildlife, with concern for sound and vibrations. Angela Schumann stated that an environmental study would be required for development square footage of a larger size, such as the proposed. Charlotte Gabler then asked if the depicted footprint size is set and suggested that the larger scale is too big to be next to the park. By designing smaller buildings, they could pull back and away from the park’s property line and closer to the other industrial buildings. Erik Anderson, representative for Scannell Properties, indicated that the purpose of Planning Commission Workshop Minutes (DRAFT) – 03/04/2025 the concept is for discussion. Andrew Tapper noted the portion of land left undeveloped at the northeast corner of the proposed site plan, which is suggested as Monticello EDC land expansion area. Andrew Tapper stated that from his perspective, he doesn’t see the demand to build homes next to a data center. Mr. Tapper asked the potential applicant to present. Erik Anderson, Senior Development Associate for Scannell Properties, introduced himself and gave an overview on the data centers they have developed in the greater Twin Cities area and how the subject parcels were specially selected because of the industrial nature for potential use. Ideally, he stated that the desire is to build off the existing electrical infrastructure and work with the land that is already carved out for industrial use. The benefit of the high-power utility lines is in their favor to meet their extensive electrical supply demands, requiring minimal additions for transmission means over a barren site. Erik Anderson stated that after researching the Midwest and Minnesota, the subject parcel was selected as ideal land and location for building a data center. Mr. Anderson noted the displayed site plan, stating the required setbacks from and under the existing power lines in the middle of the site made for the most efficient configuration possible. The City’s requirement would entail a connection from Dalton Avenue through to 90th Street North, providing full access to and around the buildings. The excess land shown as industrial economic development land, depicted and mentioned by Mr. Tapper, may or may not be used in the concept plan and Scannell is willing to work with the City to reguide to Light Industrial Park (LIP) while maintaining buffer areas. Mr. Anderson thanked Council and the Commission for their time to review the presentation and welcomed questions for conversation and feedback. Lloyd Hilgart asked how tall the proposed buildings will be. Erik Anderson stated approximately 28 to 32 feet tall. Andrew Tapper asked about the amount of power required. Erik Anderson replied that a power study with Xcel Energy is currently underway and the results have not yet come back. Currently, 150 megawatts exists to serve the site; the other buildings would use slightly less. Lloyd Hilgart asked about the frequency of use of backup generators, or when tested and for how long they might idle. Erik Anderson replied that these factors are also related to the power study underway with Xcel Energy, as demand at this standpoint is still unknown. Mayor Hilgart stated the height of buildings was not egregious, and that the proposed use would not generate much traffic flowing through and not many employees. The exception and question is when the generators kick on and produce noise. Mr. Hilgart suggested the possibility of a tour of another site which Planning Commission Workshop Minutes (DRAFT) – 03/04/2025 5 has generators to anticipate the volume and how often generators are actively running, as the noise generation seems to be the biggest unknown issue and he would like to learn more. He noted that the primary question is whether this land is a prime location for estate residential, and stated that the west is more likely the case than the east. Planner Grittman made note regarding the generator issue; the proposed site plan shows 100 generators, or more. The unknowns are if they will operate sequentially or if only one or two run at once, or if half of them run all at once, factoring the difference it could generate. Rick Kothenbeutel asked of landscaping at the west and south portions of the proposed site, if planned for a berm or another noise barrier, much like freeways, and if that might be incorporated. Councilmember Kip Christianson asked what tenant intent is considered and whether the facility will be operated by the potential applicant or will it be sold or leased out. Erik Anderson stated this was a good question. It is not commonplace to have speculative data centers and they are currently working with a few potential tenants and are willing to work with the City to find the most ideal occupant. Due to the significant investment into each building, the holding period is expected to be twenty-plus years. Kip Christianson asked if the potential applicants are prepared for the City’s plan to extend Dalton Avenue and asked of security or setback measures to be implemented in having a public right-of-way running through the complex. Berms and fences may be utilized to obstruct visibility and were suggested. Erik Anderson stated this was a good point. The facilities do need to remain secure and fencing or gated access would be installed to separate it from the public right- of-way. Regarding the powerlines, Mr. Anderson reexplained that there are three high powerlines and a gas line underground, depicted by the four lines noted on the site plan running north/south. Kip Christianson asked the developer to confirm whether the terrain is hilly and how grading might be impacted for larger buildings. Erik Anderson stated that the site is generally flat with a gentle slope and they conceptually plan to build up to berm along the west and south sides of the site as means to buffer the area. Kip Christianson asked how the tenants might work with the City for utility infrastructure funding. Water usage and waste load is still unknown; utility studies will take place with the City to meet tenant demand, said Mr. Anderson. Andrew Tapper asked City Engineer Matt Leonard about the utilities in this portion of the annexation area. Planning Commission Workshop Minutes (DRAFT) – 03/04/2025 Mr. Leonard indicated that no utilities currently exist on 90th Street North, but they do on Dalton Avenue. Utilities would need to be brought up to 90th Street as well and depending on the demand for water. A revised analysis for industrial growth and comprehensive plan land use growth would be conducted once a user is determined. The current utility study was conducted based on current land use planning and the current utility models utilized by the City. By knowing who the user will be and if utilizing water for cooling methods, an understanding on the impacts for demand can be prepared. Kip Christianson asked if the land had yet been purchased. Erik Anderson stated that a contract is in place to purchase the land with a timeframe to allow for a workable amended comprehensive plan based on what the City allows. Lloyd Hilgart stated the biggest concern is use of the land and whether Council and Commission think the westerly land could be used for something other than houses. He stated that the use itself, light or regular industrial, would likely be less egregious than, say, a trucking company, with active vehicles coming and going. Again, he noted that the feedback should be whether the land in question should be retained for housing. If no, then the matter is for the best means to berm and screen and how much to allot for setbacks, and where to replace the housing. Andrew Tapper stated that Bertram Chain of Lakes Park is the most desirable aspect of the area. The question is whether a 40-acre farm field adjacent could be converted into a use other than for farming. The overhead powerlines are an issue. Lloyd Hilgart stated how the infrastructure and streets are laid out is also important and concurred with the powerline consideration. Erik Anderson spoke of the potential future land use and noted that he understood the importance of estate residential (ER). With the comprehensive plan amendment, they would be to also work with the City to identify a location to relocate the designated 40 acres. Of the total 1,102 acres designated ER, the proposal would displace only 3.7% from the ER district. Kip Christianson spoke of the displayed aerial image, remarking that the majority of the ER district is located along the eastern edge of the Township. Mr. Christianson noted other areas of Estate Residential in the future land use plan. Mr. Christianson noted an LIP section of land available along I94. It was noted that the City recently revised its land use plan to allow for data centers in the Light Industrial Park and Mr. Christian son asked of Mr. Anderson’s thoughts on pursuing a Light Industrial Park parcel like this on land already appropriately zoned (guided). Erik Anderson stated this parcel had been considered and the parcel owner was approached only to discover the topography to be too hilly and is encompassed by wetlands. Utilities are also much further away. Because of these factors, the location is less than ideal. Considering the powerline corridor already in existence, Planning Commission Workshop Minutes (DRAFT) – 03/04/2025 7 additional load and substations can be factored for the proposed site. Councilmember Rob Stark agreed that the powerlines and resources seem to be the right fit for the proposal’s consideration in lieu of development alternatives. Lloyd Hilgart felt that the use does not impact Bertram. The buildings proposed are not too tall and should not create considerable noise pollution. The use would not bring additional traffic to this passive area which may perhaps impact the surrounding existing homes, but should not impact Bertram. Land exists for housing, but great land is in short supply for greater amenity housing. Charlotte Gabler mentioned the proposed Meadowbrook residential development, with various housing options, as a recent conversation at Council. She suggested additional conversation is needed regarding Estate Residential. By taking away from the designated zone and moving to another could be less desirable in terms of the landscaping and aesthetics than this land by Bertram. Councilmember Teri Lehner said regarding the housing standpoint, if Council and Commission should say no, there is no guarantee of future developers of that level vying for the Estate Residential property. She stated that she is undecided, as this location is a prime asset, but the future development prediction is uncertain. Councilmember Lee Martie did not see how the site was deemed prime real estate, with Bertram in the backyard and industrial park in the front. If building a million dollar home, why chance the type of development around the neighborhood? Teri Lehner agreed with Mr. Martie and expanded, the determination of this being prime or not is all in how a developer can work with the land and its complexities to build executive homes. Lee Martie added that speculation could be infinite if waiting on the right developer, rather than sitting vacant as has been. Kip Christianson comparably spoke of the powerline corridor in Big Lake along the river as similar and how the land was delineated to work with the existing high powerlines; it is hard to escape infrastructure set in place and there is a need to work around and under them. Andrew Tapper added that he resides near high-powerlines and does not actively hear them; it is something he has gotten used to. Mr. Tapper inquired as to how many lots on average could be constructed on the 40 acres. Lloyd Hilgart stated 80 city residential lots would be the maximum. Angela Schumann reminded Council and Commission of the streets and utilities infrastructure that would factor into the acreage. Planner Grittman displayed the concept plan, stating the three easterly buildings are approximately 800-900 feet from powerlines. If only two buildings were proposed and laid out north/south, this would leave 500 feet of Estate Residential land. He described road configuration options in creating lots. Planning Commission Workshop Minutes (DRAFT) – 03/04/2025 Lee Martie referenced the other data centers depicted in the presentation which did not appear to have any set in a blended residential setting and asked the prospective applicant if the intent is for a blended proposal. Erik Anderson said communications were had with a few residential developers regarding building in the Estate Residential area. The biggest factor in building in residential is establishing tree coverage in the development, as opposed to the barren farmland that is less desired. Andrew Tapper asked for a summary of the items discussed. Angela Schumann summarized the main points of discussion. The primary item for consideration, not for consensus or decision at this time, is whether the 40 acres will be retained for Estate Residential use, particularly considering the presence of overhead powerlines. The boards discussed whether a data center can be located on any portion of the easterly side of the proposed site and powerlines, and if so, whether retaining any Estate Residential might still be useful. The group did note that the Bertram Chain of Lakes Park is an asset, offering the ability of Estate Residential development on the westerly boundary of the park. A question regarding the size of buildings and their configuration on the parcel was also considered. Some discussion was heard regarding generators, the noise and frequency, and how it might be buffered by berms and landscaping walls, leading into understanding utility infrastructure. Mr. Hilgart opened the conversation to the general public. One citizen asked if any existing data centers of similar size to the proposed exist in Minnesota. Erik Anderson stated that there are many proposed, but a 150 mega-watt data center like the concept plans presented is not operational at this time. He referenced larger proposals in Rosemount and Chaska. Another citizen asked about the advantage of connecting Dalton Avenue and 90th Street North. Angela Schumann explained the City’s long-range transportation plan envisions connectivity east-to-west through the City including the growth areas, west from School Boulevard to 90th Street and northward through the industrial park. She noted that with this type of use, there would be consideration for separation of use between residential and industrial, by means of landscaping and security concerns. Matt Leonard noted that at present, Dalton Avenue is a long dead-end street, so connectivity would help emergency vehicle access and construction detour alternatives. He noted that some cut-through traffic might occur at the data center using Dalton Avenue, but signage and other means to encourage alternative route from Chelsea to 90th Street North could assist with traffic flow. As development happens in this area, the City envisions upgrades to 90th Street North to include shoulders and curb and gutter infrastructure, coinciding with the School Boulevard Planning Commission Workshop Minutes (DRAFT) – 03/04/2025 9 expansion project. Lloyd Hilgert recognizes the perspective of opening up Dalton Avenue and stated that there could be an evaluation of how to access 90th Street without moving through the industrial park. A citizen commented that if landscaped setbacks and trees are considered for buffering whether the powerlines would present an obstacle to that vegetation. Erik Anderson replied that there may need to be discussion regarding an encroachment agreement to provide landscaping and berming to buffer. Angela Schumann noted that the proposer would be available following the meeting for questions from members of the public. 3. Adjournment By consensus, the meeting was adjourned at 6:00 p.m. Recorded By: Anne Mueller___ Date Approved: ATTEST: _________________________________________ Angela Schumann, Community Development Director 1 MINUTES REGULAR MEETING – PLANNING COMMISSION Tuesday, April 1, 2025 – 6:00 p.m. Mississippi Room, Monticello Community Center Commissioners Present: Chair Andrew Tapper, Vice-Chair Melissa Robeck, Rick Kothenbeutel Commissioners Absent: Teri Lehner, Rob Stark Council Liaison Present: Councilmember Kip Christianson Staff Present: Angela Schumann, Steve Grittman, Tom Pawelk, Bob Ferguson, Tyler Bevier 1. General Business A. Call to Order Chair Andrew Tapper called the regular meeting of the Monticello Planning Commission to order at 6:12 p.m. B. Roll Call Andrew Tapper called the roll. C. Consideration of Additional Agenda Items None D. Approval of Agenda MELISSA ROBECK MOVED TO APPROVE THE APRIL 1, 2025 REGULAR PLANNING COMMISSION MEETING AGENDA. ANDREW TAPPER SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 3-0. E. Approval of Meeting Minutes • Regular Meeting Minutes - March 4, 2025 MELISSA ROBECK MOVED TO APPROVE THE MARCH 4, 2025 REGULAR MEETING MINUTES. ANDREW TAPPER SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 3-0. • Workshop Meeting Minutes - March 4, 2025 ANDREW TAPPER MOVED TO POSTPONE APPROVAL OF THE MARCH 4, 2025 WORKSHOP MEETING MINUTES TO THE MAY 2025 AGENDA. MELISSA ROBECK SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 3-0. F. Citizen Comment None 2. Public Hearings A. Consideration of a Request for an Amendment to the Monticello City Code, Title XV: Land Usage, Chapter 153: Zoning Ordinance, Section 153.028 Specific Planning Commission Regular Meeting Minutes – 04/01/2025 (draft) 2 Review Procedures and Requirements as related to regulations and standards for Planned Unit Development. Applicant: City of Monticello Community Development Director Angela Schumann began with an overview of the modifications proposed for the Planned Unit Development (PUD) section of the Monticello zoning ordinance, specifically for phased PUD developments. Staff proposes follow-up amendments to the zoning ordinance amendment last approved in 2024, primarily to capture language for two different scenario types of phased PUDs, as well as other minor modifications to the PUD process. It was explained that in applying the ordinance as most recently amended, it has been noted that two different types of phased PUD development have been presented. In the first scenario, Angela Schumann stated that an applicant will provide the full plan for development, including all site, civil, and other required application detail for all phases of the PUD. She noted that recent examples of this type of phased PUD include the Haven Ridge West and Meadowbrook PUD. The ordinance in-place does not adequately address this type of development stage PUD application, when all plans for all phases of PUD development are received at development stage application. The current ordinance, including the more recent amendments, allow approval of the rezoning ordinance at development stage PUD, but require an applicant to resubmit for development stage PUD and amendment to PUD at each phase, even though all required documentation for all phases of the PUD had been previously provided and approved. Angela Schumann explained that the second type of phased PUD application which is already addressed in the ordinance. The zoning ordinance amendments approved by Council in 2024 addressed a phased PUD in which a conceptual layout for the full PUD area is provided at development stage. If the applicant does not have the finalized architectural, building, or landscaping plans or may perhaps not yet have users for the space(s) until later phases, those specific plans are provided with a later required amendment to the PUD and concurrent development and final stage PUD application. Ms. Schumann gave an example of a recent commercial development that met this scenario – the developer had the entire plat layout with private street and accesses depicted, however, the final tenants or users were unknown and therefore each subsequent phase is reviewed in a development and final stage PUD and amendment to PUD application and public hearing to incorporate all PUD aspects. Angela Schumann noted other clerical amendments, including capitalization, punctuation for subject separation, and grammatical revisions consistent with the American Legal system. Angela Schumann explained a third aspect of the proposed amendment, which is to revise the timeline for submission of the final stage PUD. Staff is proposing to allow 1-year from development stage to final stage, which would align with preliminary plat timelines. In most cases, the preliminary plat and development Planning Commission Regular Meeting Minutes – 04/01/2025 3 stage a PUD run concurrently, and final plat and final stage PUD run together. The proposed will maintain consistency in timelines to deter potential conflict. Chair Andrew Tapper asked if the applicants who have completed the requirements for all phases during the PUD development stage are not required to come back for future considerations and approvals. Angela Schumann concurred, noting that the application process would still require final stage PUD approval, but would not be required to come back for development stage PUD and amendment to PUD. Unless substantive changes resulting in an amendment, the applicant will not need to come back to Planning Commission. Andrew Tapper opened the public hearing portion of the agenda item. Hearing no comment from the public, Andrew Tapper closed the public hearing portion of the agenda item. MELISSA ROBECK MOVED TO ADOPT RESOLUTION NO. PC-2025-017 RECOMMENDING APPROVAL OF ORDINANCE NO. 8XX OF THE MONTICELLO CITY CODE, TITLE XV: LAND USAGE, CHAPTER 153: ZONING ORDINANCE, SECTION 153.028 SPECIFIC REVIEW PROCEDURES AND REQUIREMENTS AS RELATED TO REGULATIONS AND STANDARDS FOR PLANNED UNIT DEVELOPMENT, BASED ON FINDINGS IN SAID RESOLUTION. ANDREW TAPPER SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 3-0. B. Consideration of a Request for Amendment to the Monticello City Code, Chapter 152: Subdivisions and Monticello Zoning Ordinance Chapter 153.027, 152.060 and 152.061, and any other related sections of Subdivision or Zoning ordinance text necessary as related to regulations for planting and maintaining trees and tree canopy. Applicant: City of Monticello Parks Arts and Recreation Director Tom Pawelk began with a presentation on the tree canopy program development in conjunction with, and acknowledgement to, the Davey Resource Group and Minnesota Department of Natural Resources. Tom Pawelk stated that the results of the City tree inventory and analysis created management strategies for the presence of Emerald Ash Borer and removal of Ash trees throughout the community. He illustrated a mapping system of where the shade tree canopies exist in the City, and explained the drafting a City tree maintenance manual including ordinance for consideration. Mr. Pawelk demonstrated the interactive TreeKeeper mapping software providing information on public property tree canopy for Monticello. Mr. Pawelk gave an overview of the budget and time spent on mitigation studies for the -/+ 1,400 community ash trees, the history of their origin in the community, and the need for future tree species diversity. Planning Commission Regular Meeting Minutes – 04/01/2025 (draft) 4 While displayed for Commission, Tom Pawelk spoke to the metrics illustrating he benefits of tree canopy as provided in the study, presenting the temperature difference between areas of the City with and without tree canopy coverage. Mr. Pawelk discussed the draft City of Monticello Tree Manual which summarizes the tree ordinance, tree pruning and planting guidelines, recommended and prohibited trees for planting, information for resident tree care, and tree damage precautions during construction. Angela Schumann spoke on the proposed revisions to the subdivision and zoning ordinance. Amendments to the Definitions section proposed address the sizing of specimen trees, definitions for “significant tree” and “woodland”, and clarification of desired and most-valued species by adding reference to the Tree Manual. Ms. Schumann referenced a developed neighborhood which was predominantly woodland and how each lot was addressed individually for preservation, whereas more trees might have been saved if preserved as clusters of trees, had “woodland” may have been better defined. Landscaping and screening measures were proposed to be amended for the diversification of tree species, and clarification of where and what trees are required for single-family development. Angela Schumann next reviewed the proposed amendments to the Tree Protection ordinance section, stating that the current ordinance has two exemptions. The first is related to single family lots which may not further be subdivided and are excluded from the Tree Protection ordinance. The other exemption applies to land within the Central Community District (CCD) or commercial or industrially zoned property. The proposed revisions would no longer exempt commercial and industrial properties; CCD remains exempt. Angela Schumann stated that in areas not exempted under Tree Protection, tree standards are still applicable. Mitigation measures in the proposed amendment encourage preservation of trees in woodland areas, with the ordinance providing percentages allowed for removal, and a 1:1 replacement by inches lost rather than number of trees replanted as under the current ordinance. Angela Schumann spoke to the percentage calculations in residential subdivisions, how said calculations were determined by review of the tree canopy and coverage reports, and of the credit given toward landscaping requirements for saved and mitigated trees. In commercial and industrial zones, the proposed amendment would increase the percentage allowed for removal and mitigation. In closing, Tom Pawelk stated the proposed amendment to the zoning ordinance is a means to preserve established urban tree canopies and to protect Monticello’s trees not yet planted today to prosper for many years to come. Planning Commission Regular Meeting Minutes – 04/01/2025 5 Andrew Tapper asked how percentages for removal are structured in terms of sizing and quantity. Angela Schumann explained that the removal percentage applies to significant tree coverage only – 50% DBH inches for residential and 75% in commercial/industrial development. Angela Schumann spoke to the mitigation measures applied when 50% tree cover is lost meeting the “significant” definition on an existing parcel. She noted that credit toward landscaping requirements is allowed, and then replacement is either on site or at direction of City forester. If not replaced, there is also the ability to pay into the City tree fund to benefit boulevard tree improvements. Councilmember Christianson asked about the exemption for single-family residential and spoke to the specimen trees on his property. Kip Christianson asked about the subdivision of lots as it relates to the orderly annexation area, for single family and exemption. Angela Schumann explained that the exemption applies only to a lot that cannot be further subdivided. Angela Schumann stated that upon annexation, the most comparable zoning district for an annexed neighborhood would likely be applied, which would then limit if the lot could be subdivided. Andrew Tapper opened the public hearing portion of the agenda item. Hearing no comments from the public, Andrew Tapper closed the public hearing portion of the agenda item. RICK KOTHENBEUTEL MOVED TO ADOPT RESOLUTION NO. PC-2025-15 RECOMMENDING APPROVAL OF THE AMENDMENT TO THE MONTICELLO CITY CODE, CHAPTER 152: SUBDIVISIONS AND MONTICELLO ZONING ORDINANCE CHAPTER 153.027, 152.060 AND 152.061, AND ANY OTHER RELATED SECTIONS OF SUBDIVISION OR ZONING ORDINANCE TEXT NECESSARY AS RELATED TO REGULATIONS FOR PLANTING AND MAINTAINING TREES AND TREE CANOPY. ANDREW TAPPER SECONDED THE MOTION. Chairperson Tapper continued discussion on the amendments, commenting on the good intentions, hard work, and professional knowledge placed into the information for consideration. As a proponent for tree preservation, he also recognizes the complications this may pose for future developments. Councilmember Christianson reflected on the time and research by staff on the proposed. However, for landowners outside of the City, Mr. Christianson indicated his concern is the potential implications set by the City for what can be done on private properties falling under the “woodland” and “significant tree” definitions. Andrew Tapper inquired whether the amendments are primarily intended for future development proposals, or as a tree maintenance measure for existing parcels. Angela Schumann affirmed both, that the ordinance would be applicable for parcels to be newly developed and for existing significant and specimen tree protection on lot development within the City that is not exempt. She clarified that the exemption noted for single-family lots which could not be subdivided Planning Commission Regular Meeting Minutes – 04/01/2025 (draft) 6 was already in place; the proposed amendment would not be applicable if the property could not be subdivided. Kip Christianson mentioned parcels of land outside of city limits and within the Monticello Orderly Annexation Area (MOAA), noting they could potentially be subdivided if they were annexed to the City. Ms. Schumann explained that in the case where the City may annex an entire established development, the zoning upon annexation would be determined, which would establish how the ordinance would apply to existing trees on those lots. With an open motion on the floor, Angela Schumann reminded the Commission to indicate whether any language change was desired for this circumstance, in which case the motion would require amendment. Andrew Tapper asked what the amendment would be regarding specific language for recognizing the potential hardships of landowners within the MOAA. He noted that in most instances, annexation is voluntary. Councilmember Christianson expressed his concerns for township development. Mr. Christianson spoke to the hypotheticals of those in the township who may not be in favor of the City’s tree requirements; he also suggested a reduction in language regarding tree coverage and woodland areas. He explained that Commissioners and Council could address potential impacts for future developments, considering future risks and how to best shape the verbiage. Andrew Tapper stated the advantage of approving the amendment provides the ability for later modifications for specific concerns rather than making adjustments now with anticipation for future unknowns. Councilmember Christianson asked staff if there is available language for subdividable parcels with no intention of dividing to be exempted from this proposal. Planner Grittman stated that language could include exclusions to the code when single-family lots are potentially subdivided, or that lots may not be subject to the ordinance by means of a set date in ordinance. For clarification, Angela Schumann said the ordinance states specimen trees are protected, however, a specimen tree may be cut subject to the required mitigation. Readdressing the subdividable aspect of the conversation, Andrew Tapper asked for clarity regarding lot exemption based on a current date. Planner Grittman said a lot of record prior to a given date could be treated differently than other lots. Melissa Robeck inquired when the exemptions might be applicable. Planner Grittman noted the current ordinance has already required tree protection measures. The proposed ordinances indicates that a new subdivision amid woodlands would be required to take all precautions to preserve the 50% coverage. For a single-family lot, the amendments provide for the City’s interest Planning Commission Regular Meeting Minutes – 04/01/2025 7 for future homeowners and developers to protect the valuer of living in wooded developments. Councilmember Christianson asked for clarification on “woodland”, “specimen”, and “significant” tree mitigation. Planner Grittman indicated that the replacement aspect would be based on the new definitions of “specimen” and “significant”. Angela Schumann stated that the intention of the proposed amendment to the ordinance is for maintenance and protection of the existing tree canopy and to encourage additional planting of diverse and native species to build a healthy canopy. In other areas of ordinance, goals are expressed for the community’s character and value, balancing incentives and restrictions. Ms. Schumann responded that the ordinance outlines retention for at least 50% coverage of woodlands, and of specimen and significant trees, as defined in the ordinance. If more than that threshold is removed, mitigation is on a 1-to-1 basis of inches lost, with credit toward landscaping requirements. She stated that the same mitigation rules are proposed to be applicable in commercial/industrial, but at a higher threshold of 25% specimen/significant retention. The ordinance does not prevent cutting down of all trees, rather incorporates a mitigation strategy. Planner Grittman spoke on the “woodland” definition and that these areas are not be inventoried or factored into the City development requirements for planting and landscaping if preserved. Rick Kothenbeutel indicated that property owners with tree coverage may be unlikely to want to take down more than 50% tree cover. There was additional discussion on possible language addressing existing single- family lots. Andrew Tapper said this scenario might not ever come up and if it does, would be best reviewed and managed for situations which may arise at that time. With no amendments to include or revise the active motion, Chairperson Tapper called for a vote. MOTION CARRIED UNANIMOUSLY, 3-0. Tom Pawelk stated that the ordinance will be revised by the Parks, Arts & Recreation Commission and then future City Council consideration. C. Consideration of a Request for an Amendment to the Monticello City Code, Title XV, Land Usage, Chapter 153: Zoning Ordinance, Section 153.044 Business Base Zoning Districts, Central Community District for standards applicable to Parking and 153.067 Off-Street Parking, Standards applicable to commercial, industrial and civic/institutional uses in the Central Community District (CCD). Applicant: City of Monticello Planning Commission Regular Meeting Minutes – 04/01/2025 (draft) 8 City Planner Steve Grittman addressed the Commission regarding the proposed amendment, noting recent proposals for downtown redevelopment and the issues raised related to parking. Mr. Grittman spoke to the objectives of the small area plan and the existing real estate available, and the plan’s intention toward a “park once strategy”. He noted that the current code for parking is structured for more suburban development. Planner Grittman noted the downtown parking analysis memo from staff breaks down several potential scenarios and highlighted key points for the Commission and public. Staff will prepare ordinance drafts to address the preferred approach. The Commission provided initial direction to staff for ordinance development. Direction suggesting that outdoor patios be exempted from the ordinance was noted. The Commission also indicated some support for a scaled joint parking allowance, but with reasonable distances and aligning consistency in the code provisions for this type of shared parking. The Commission was supportive of revising the ordinance for seats versus square footage for restaurant and bar uses generally. Andrew Tapper opened the public hearing portion of the agenda item. ANDREW TAPPER MOVED TO CONTINUE THE HEARING TO THE REGULAR MEETING OF MAY 6, 2025 AND POSTPONE ACTION ON THE REQUEST UNTIL THE REGULAR MEETING OF THE PLANNING COMMISSION TO MAY 6, 2025, AND TO FURTHER DIRECT STAFF TO PREPARE AN ORDINANCE FOR REVIEW BASED ON PLANNING COMMISSION DIRECTION AS STATED. MELISSA ROBECK SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 3-0. 3. Regular Agenda None 4. Other Business A. Community Development Director’s Report Ms. Schumann provided an overview of the agenda item to the Planning Commission and the public. No action was taken on the item. 5. Adjournment MELISSA ROBECK MOVED TO ADJOURN THE APRIL 1, 2025 REGULAR MEETING OF THE MONTICELLO PLANNING COMMISSION. ANDREW TAPPER SECONDED THE MOTION. MOTION CARRIED UNANIMOUSLY, 3-0. MEETING ADJOURNED AT 8:31 P.M. Planning Commission Regular Meeting Minutes – 04/01/2025 9 Recorded By: Anne Mueller___ Date Approved: ATTEST: _________________________________________ Angela Schumann, Community Development Director Planning Commission Agenda – 05/06/2025 1 2A. Continued Public Hearing - Consideration of a request for an Amendment to the Monticello City Code, Title XV, Land Usage, Chapter 153: Zoning Ordinance, Section 153.044 Business Base Zoning Districts, Central Community District for standards applicable to Parking and 153.067 Off-Street Parking, Standards applicable to commercial, industrial and civic/institutional uses in the Central Community District (CCD). Applicant: City of Monticello Prepared by: Grittman Consulting, Stephen Grittman, City Planner Meeting Date: 04/01/2025 Council Date (pending Commission action): 04/28/2025 Additional Analysis by: Community Development Director, Community & Economic Development Coordinator ALTERNATIVE ACTIONS Decision 1: Consideration of an Amendment to the Monticello City Code, Title XV, Land Usage, Chapter 153: Zoning Ordinance, Section 153.044 Business Base Zoning Districts, Central Community District for standards applicable to Parking and 153.067 Off-Street Parking, Standards applicable to commercial, industrial and civic/institutional uses in the Central Community District (CCD). 1. Motion to continue the hearing to the regular meeting of June 3, 2025 and postpone action on the request until the regular meeting of the Planning Commission to June 3, 2025, and to further direct staff to prepare an ordinance for review based on Planning Commission direction as stated. REFERENCE AND BACKGROUND Property: Legal Description: City of Monticello PID #: City of Monticello Planning Case Number: 2025-14 Request(s): An Amendment to the Monticello City Code, Title XV, Land Usage, Chapter 153: Zoning Ordinance, Section 153.044 Business Base Zoning Districts, Central Community District for standards applicable to Parking and 153.067 Off-Street Parking, Standards Planning Commission Agenda – 05/06/2025 2 applicable to commercial, industrial and civic/institutional uses in the Central Community District (CCD). Deadline for Decision: NA Land Use Designation: Downtown Mixed Use - DMU Zoning Designation: Central Community District - CCD Overlays/Environmental Regulations Applicable: NA Current Site Uses: Downtown Monticello Project Description: Consideration of amendments related to parking requirements for the Central Community District. ANALYSIS: Since the time of the April meeting, staff have not had an opportunity to prepare draft ordinances, which were to be based on Commission’s direction. Ordinance drafts are expected to be prepared and presented for review in June. STAFF RECOMMENDED ACTION Staff recommends continuing the hearing and postponing action at this time. SUPPORTING DATA A. Planning Commission Agenda Report – April 1, 2025 Planning Commission Agenda – 05/06/2025 1 2B. Public Hearing - Consideration of a request for a Conditional Use Permit for an Accessory Structure-Major in the R-1, Single Family Residential District with a driveway leading to the detached structure in the rear yard. Applicant: Benjamin Roberg Prepared by: Community and Economic Development Coordinator Meeting Date: 05/06/2025 Council Date (pending Commission action): 05/12/2025 Additional Analysis by: Community Development Director, Chief Building Official, Assistant City Engineer ALTERNATIVE ACTIONS Consideration of Conditional Use Permit for an Accessory Structure-Major in the R-1, Single Family Residential District with a driveway leading to the detached structure in the rear yard 1. Motion to adopt Resolution No. PC-2025-18 recommending approval of a Conditional Use Permit for an Accessory Structure-Major in the R-1, Single Family Residential District with a driveway leading to the detached structure in the rear yard, subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to adopt Resolution No. PC-2025-18 recommending denial of a request for an Accessory Structure-Major in the R-1, Single Family Residential District with a driveway leading to the detached structure in the rear yard, based on findings to be made by the Planning Commission and directing staff to prepare the resolution and authorizing the Chair to execute said resolution. 3. Motion to continue the hearing to the Planning Commission regular meeting of June 3, 2025 and postpone action on Resolution No. PC-2025-18. REFERENCE AND BACKGROUND Property: Legal Description: Lot 8, Block 2, Sunset Ponds Addition PID #: 155-159-002080 Planning Case Number: 2025-16 Request(s): Conditional Use Permit for detached accessory structure area more than 1,200 square feet, and driveway in the rear yard Deadline for Decision: May, 18, 2025 (60-day deadline) July, 17, 2025 (120-day deadline) Extension Letter Sent Planning Commission Agenda – 05/06/2025 2 Land Use Designation: Low Density Residential Zoning Designation: R-1, Single Family Residential Overlays/Environmental Regulations Applicable: N/A Current Site Uses: Single Family Residential with Attached Garage Surrounding Land Uses: North: Single Family Residential East: Interstate 94 South: Single Family Residential West: Single Family Residential Project Description: This item is similar to a previously CUP approved on 6/27/23 for the construction of a 28’ x 32’ detached accessory structure in the rear yard of the same property site. The proposal for the structure remains at 28’ x 32’, but the previous two gables and exterior stairway have been removed from the 2023 planning file submission. The site currently has a three-stall garage that is attached to the primary residence. The Zoning Ordinance permits a total of 1,200 square feet of accessory structure area inclusive of any attached garage, with an additional 300 square feet allowed by a Conditional Use Permit, up to a maximum overall area of 1,500 square feet. The applicant states the use of the accessory structure will be for a shop area and personal yard equipment storage. ANALYSIS: Zoning: The subject property is zoned as R-1 (Single-Family Residential). R-1 districts have a maximum accessory building area of 1,200 square feet unless approved by a Conditional Use Permit. With the proposal exceeding 1,200 square feet for the existing attached garage and proposed detached garage in combination, a Conditional Use Permit is necessary. Planning Commission Agenda – 05/06/2025 3 Building Area & Height: The Zoning Ordinance requires a conditional use permit when a detached accessory building exceeds 10% of the rear yard of the parcel on which it is located, or any combination of attached garage and detached accessory building exceeds 1,200 square feet or the gross square footage of the principal building footprint. By CUP, the size limitations for accessory building area may be increased, up to a maximum square footage of 1,500 square feet. The existing attached garage measures 596 square feet. The proposed detached accessory structure footprint measures 28 x 32’ with total area of 896 square feet. The total proposed accessory square footage of 1,492 square feet thus requires the CUP review. In tandem with the accessory structure construction, the applicant will need to remove an existing 120 square foot storage shed located on the site, so as to not exceed the maximum square footage of 1,500 square feet. The maximum allowed height in the R-1 district for an accessory structure is 15 feet. The code defines in 153.010 Rules of Measurement of “building height” as “a distance to be measured from the mean ground level to the top of a flat roof, to the mean distance of the highest gable on a pitched or hip roof, to the deck line of a mansard roof, to the uppermost point on all other roof types.” The proposed structure is 13 feet 11 inches, which is under the maximum allowed height. Setbacks: The minimum structure setbacks in the R-1 are as shown in the table below. District Requirements Proposed Project Front Yard 30 feet / no closure than the principal building N/A, project is not located in front of principal building Side Yard (Northside) 10 feet* 10 feet Side Yard (Eastside) 10 feet* 84 feet Rear Yard 30 feet 73 feet *For interior lots in R-1 and R-A districts, attached accessory uses shall be setback no less than 6 feet from the side yard property line, provided that the sum of both side yard setbacks shall be a minimum of 20 feet. The Accessory Use Standards of section 153.092 of the Zoning Ordinance allows detached accessory structures to be 6’ from the property line, when not adjacent to a public street. The structures must also be located 6’ from any other structure. The proposed structure is located Planning Commission Agenda – 05/06/2025 4 in the rear yard of the home, abutting I-94 behind the proposed structure. The structure setbacks as shown meet the required setbacks. Lot Area & Width: The lot area is 25,474 feet; this exceeds the 10,000 SF minimum lot area int the R-1 District, and with a lot width of 80 feet, exceeds the minimum lot width of 70 feet for the R-1 district. The ordinance requires that no detached accessory structure exceed 10% of the rear yard, except by CUP. The rear yard measures 18,037 square feet, with 10% of the rear yard at 1,803 square feet. The proposed structure at 1,492 square feet meets the base code allowance. Building Design: The accessory structure is proposed to match the existing principal structure in finishing design, with black and gray shingles to match the existing home. The design plans show an ‘optional’ 4’ window. The siding on the home is horizontal in design, which matches the proposed horizontal design on the proposed structure renderings. Driveway: The applicant proposes to extend a driveway through the property to the accessory structure. For single and two-family uses, the Zoning Ordinance allows a driveway or other impervious surface leading to a detached accessory structure in the rear yard through conditional use permit authorization. The driveway is proposed to have a 3’ side yard setback, which meets the minimum allowed by ordinance. The applicant does not describe the material for the driveway in the narrative. As the driveway approaches the proposed accessory structure, the applicant proposes a turnaround area shown as 32’ wide, yet no length is shown. A condition of approval will require paved surfacing and total area of the turnaround and driveway width. The survey will also require revision to accurately illustrate the proposed driveway prior to permit. Parking on this driveway shall be per Table 4-9 of the ordinance. Conditional Use Permit Criteria Approval of a conditional use permit application requires that the city find that all of the following criteria will be met: i. The conditional use will not substantially diminish or impair property values within the immediate vicinity of the subject property; Staff Comment: The property is located alongside Interstate 94 to the rear on a large R-1 lot. The proposed structure is not expected to diminish or impair property values in the vicinity and is expected to increase the value of the site. ii. The conditional use will not be detrimental to the health, safety, morals, or welfare of persons residing or working near the use; Staff Comment: The structure will be required to be built to the requirements of the Zoning and Building Code and will not endanger persons or property in the area. Planning Commission Agenda – 05/06/2025 5 iii. The conditional use will not impede the normal and orderly development of surrounding property for permitted uses predominant in the area; Staff Comment: The surrounding neighborhood is fully built out and developed. The proposed structure will not impede development. Development of accessory structures may be viewed as reasonable and orderly growth for the neighborhood. iv. The conditional use will not pose an undue burden on public utilities or roads, and adequate sanitary facilities are provided; Staff Comment: The structure will not pose undue burden on available public utilities and the subject site is developed with adequate sanitary facilities. The City Engineer has provided comment on any future additional utility extensions. v. The conditional use can provide adequate parking and loading spaces, and all storage on the site can be done in conformance with city code requirements; Staff Comment: The conditional use permit can provide adequate parking and loading spaces, and applicant indicates the accessory building will be used for personal storage, which is also a condition within Exhibit Z. vi. The conditional use will not result in any nuisance including but not limited to odor, noise, or sight pollution; Staff Comment: While a portion of the accessory building is to be devoted to a personal use “shop,” odors and/or noise impacts are not anticipated. It is important to note that the requirements of the City’s nuisance ordinance apply to all properties in the City. The uses in the building are typical of those expected for single family property, and no extraordinary impacts are foreseen. With finish materials which match the existing structure, no visual impacts are expected. vii. The conditional use will not unnecessarily impact natural features such as woodlands, wetlands, and shorelines; and all erosion will be properly controlled; Staff Comment: There are no impacts expected to natural features. viii. The conditional use will adhere to any applicable additional criteria outlined in §§ 153.090 through 153.093 for the proposed use. Staff Comment: In review of the remaining provisions of Chapter 5, the project will be compliant with the City’s requirements. Planning Commission Agenda – 05/06/2025 6 Accessory Building CUP Requirements: In addition to the requirements above, the Zoning Ordinance also imposes the following requirements upon accessory structures such as that proposed by the applicant: 1. Size a. Except by Conditional Use Permit issued pursuant to Section 5.3(D)(2)(a)(i)(2) below, no detached accessory building shall exceed ten percent (10%) of the rear yard of the parcel on which it is located, nor shall any combination of attached garage and detached accessory building exceed the following maximum area, whichever is less: (i) 1,200 square feet; or (ii) The gross square footage of the principal building footprint. Staff Comment: The combined floor area of the existing garage and proposed detached garage exceeds 1,200 square feet. Thus, the processing of a conditional use permit is necessary. For reference, the Zoning Ordinance defines “floor area” as “The sum of the gross horizontal areas of the floors of a building measured from the exterior faces of the exterior walls or from the centerline of walls separating two buildings. . . and excluding attic areas with a headroom of less than seven feet”. 2. Private garages. a. The size limitations for accessory building area listed in Section 5.3(D)(2)(a)(i)(1) above may be increased, up to a maximum square footage of 1,500 square feet, by the issuance of a Conditional Use permit when the following conditions are found to exist: (i) Accessory building space is to be utilized solely for the storage of residential personal property of the occupant of the principal dwelling, and no accessory building space is to be utilized for commercial purposes. Staff Comment: The use of the accessory structure is not described to have commercial purposes, and is described to be used for storage of personal yard equipment (ii) Accessory buildings, major, shall be required to meet the building materials standards as found in § 153.070(C) as applicable. Staff Comment: The proposed structure is able to be seen from the street; as such shall comply with this standard as a major accessory structure. The materials are proposed to match the orientation of the siding and color of the existing home, and match the roof materials in color and style. (iii) The parcel on which the accessory building is to be located is of sufficient size such that the building will not crowd the open space on the lot. Planning Commission Agenda – 05/06/2025 7 Staff Comment: The rear yard exceeds 18,000 square feet. With this proposed structure representing an estimated 5% decrease in the total open space, staff believes this does not constitute a crowding of open space . (iv) The accessory building will not be so large as to have an adverse effect on the architectural character or reasonable residential use of the surrounding property. Staff Comment: The accessory structure is not expected to have an adverse effect on surrounding residential properties, nor the Interstate behind the lot. (v) The accessory buildings shall be constructed to be similar to the principal building in architectural style and building materials. Staff Comment: The structure will match as close as possible to the color of the principal building roof shingles of black/gray, the siding orientation matches the existing structure as well as matching the color of the home based upon the applicant’s narrative and drawings. STAFF RECOMMENDED ACTION Staff recommends Alternative 1, approval of the CUP with the Conditions listed in Exhibit Z. The applicant proposes an accessory structure building which meets the requirements of the City’s allowances by Conditional Use Permit for such buildings in setbacks, area and height. SUPPORTING DATA A. Resolution PC-2025-18 B. Aerial Site Image C. Applicant Narrative D. Certificate of Survey E. Prior Survey with Driveway Illustration F. Plans, Including: a. Building Elevations b. Building Floor Plans G. Existing Building Floor Area – Wright County Beacon H. City Engineer’s Letter, dated April 24, 2025 I. Chief Building Official’s Letter, dated April 25,2025 Z. Conditions of Approval Planning Commission Agenda – 05/06/2025 8 EXHIBIT Z CONDITIONS OF APPROVAL DETACHED ACCESSORY STRUCTURE LOT 8, BLOCK 2, SUNSET PONDS ADDITION 1. The building is constructed per plans provided, ensuring that the upstairs space is not “habitable”, per building code provisions. 2. A certificate of survey detailing all structures, including the proposed driveway, is provided which meets the requirements of the ordinance and those recommendations of the Chief Building Official and City Engineer 3. As the accessory structure is to be used for the personal storage of equipment and shop. 4. The paving materials shall be described before issuance of a Driveway Permit. 5. Issuance of a Driveway Permit by the City of Monticello Engineering Department is required prior to installation of the driveway. 6. No business use shall be conducted within the accessory structure. 7. Removal of the minor accessory structure. 8. The exterior finish materials of the accessory structure shall match the existing home in material type, color, and the orientation of the siding. 9. The accessory structure may not be used for a home occupation unless authorized under separate review per ordinance requirements. 10. Compliance with the terms of the City’s Engineering Staff letter dated April 24, 2025. 11. Compliance with the terms of the Chief Building Official’s letter dated April 25, 2025. 12. Comments and recommendations of other Staff and Planning Commission. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC-2025-18 1 RECOMMENDING APPROVAL OF A CONDITIONAL USE PERMIT FOR A DETACHED ACCESSORY BUILDING IN AN R-1 (SINGLE-FAMILY RESIDENCE) DISTRICT LOT 8, BLOCK 2 SUNSET PONDS ADDITION PID 155-159-002080 WHEREAS, the applicant has submitted a request to construct a detached accessory structure in the rear yard portion of the subject property for storage of private residential storage and recreational use; and WHEREAS, the proposed total accessory building space would exceed the standard garage area of 1,200 square feet; and WHEREAS, accessory building space, when exceeding 1,200 square feet, requires a Conditional Use Permit, and WHEREAS, the site is zoned Single-Family Residence (R-1) and, which allows such use by Conditional Use Permit; and WHEREAS, the proposed use and development are consistent with the Comprehensive Land Use Plan designation of “Low Density Residential” for the area; and WHEREAS, the applicants have provided materials documenting the proposed structure and location of the structure on the subject property; and WHEREAS, the Planning Commission held a public hearing on May 6, 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: 1. The applicant has provided plans demonstrating that the proposed structure will be in compliance with maximum square footage requirements, which require a accessory structures to total no more than 1,500 square feet. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC-2025-18 2 2. The applicant has provided plans demonstrating that the detached structure addition is architecturally similar to the principal structure in roofline and façade appearance, subject to appropriate conditions of approval. 3. The parcel is a lot which will accommodate the accessory space without crowding the subject property or neighboring parcels. 4. The large rear yard, and the lack of neighboring residential property in that direction minimizes the potential for negative impacts. 5. The building will be constructed so as to be consistent with the use and building massing of other single-family structures common in the community and in the neighborhood. 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 a detached accessory structure subject to the conditions identified in Exhibit Z of the Staff report, as listed below: 1. The building is constructed per plans provided, ensuring that the upstairs space is not “habitable”, per building code provisions. 2. A certificate of survey detailing all structures, including the proposed driveway, is provided which meets the requirements of the ordinance and those recommendations of the Chief Building Official and City Engineer 3. As the accessory structure is to be used for the personal storage of equipment and shop. 4. The paving materials shall be described before issuance of a Driveway Permit. 5. Issuance of a Driveway Permit by the City of Monticello Engineering Department is required prior to installation of the driveway. 6. No business use shall be conducted within the accessory structure. 7. Removal of the minor accessory structure. 8. The exterior finish materials of the accessory structure shall match the existing home in material type, color, and the orientation of the siding. 9. The accessory structure may not be used for a home occupation unless authorized under separate review per ordinance requirements. 10. Compliance with the terms of the City’s Engineering Staff letter dated April 24, 2025. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC-2025-18 3 11. Compliance with the terms of the Chief Building Official’s letter dated April 25, 2025. 12. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 6th day of May, 2025 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION By: _______________________________ Andrew Tapper, Chair ATTEST: ____________________________________________ Angela Schumann, Community Development Director Consideration of CUP for Accessory Structure & Driveway Access Lot 8, Block 2, Sunset Ponds | PID: 155159002080 | 9413 Giffort Court Created by: City of Monticello 118 ft ∆82 G i f f o r t C t . I n t e r s t a t e N o . 9 4 City of Monitcello, Wright County, Minnesota Lemperes Building & Remodeling, LLC. 9413 Giffort Ct., Monticello MN, 55362 L8, B2, SUNSET PONDS Certificate of Survey 1 1 www.ci.monticello.mn.us OFFICE: 763-295-2711 FAX: 763-295-4404 505 Walnut Street Suite 1 Monticello, MN 55362 April 24, 2025 Re: Roberg Garage The Engineering Department has reviewed the application for the garage and offers the following comments: General Comments 1. Please clarify if a driveway will be included as part of the project. If it will be it will need to be included on the survey. 2. If sewer and water are proposed to be installed to the shed please include on the survey. 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 standards. Please have the applicant provide a written response addressing the comments above. Please contact the Engineering Department with any questions. Sincerely, Ryan Melhouse Assistant City Engineer Planning Commission Agenda – 05/06/2025 1 2C. Public Hearing - Consideration of a request for Preliminary Plat of Meadows at Pioneer Park; Development Stage Planned Unit Development; Rezoning to Planned Unit Development for proposed 157 single-family residential development in the Monticello Orderly Annexation Area (MOAA), currently guided as low-density residential Applicant: Reid Schulz Prepared by: Grittman Consulting, Stephen Grittman, City Planner Meeting Date: 05/06/2025 Council Date (pending Commission action): 05/27/2025 Additional Analysis by: Community Development Director, Community & Economic Development Director, Assistant City Engineer, Chief Building Official ALTERNATIVE ACTIONS Decision 1: Consideration of Request for a Development Stage Planned Unit Development for the Meadows at Pioneer Park, a proposed 157 lot single-family residential development 1. Motion to adopt Resolution No. PC-2025-22 recommending approval of a request for a Development Stage Planned Unit Development for the Meadows at Pioneer Park, a proposed 157 lot single-family residential development, subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to adopt Resolution No. PC-2025-22 recommending denial of a request for a Development Stage Planned Unit Development for the Meadows at Pioneer Park for proposed 157 lot single-family residential development, based on findings to be made by the Planning Commission and directing staff to prepare the resolution and authorizing the Chair to execute said resolution. 3. Motion to continue the hearing to the Planning Commission regular meeting of June 3, 2025 and postpone action on Resolution No. PC-2025-022. Decision 3: Consideration of an amendment to the Zoning Ordinance adding the “Meadows at Pioneer Park PUD District”, and rezoning to Planned Unit Development for Meadows at Pioneer Park, a proposed 157 lot single-family residential development 1. Motion to adopt Resolution No. PC-2025-23 recommending approval of the zoning district amendment adding the Meadows at Pioneer Park PUD District and Rezoning to Planned Unit Development for Meadows at Pioneer Park, a proposed 157 lot single-family Planning Commission Agenda – 05/06/2025 2 residential development, and rezoning the proposed Lot 1, Block 11 to R-1, subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to adopt Resolution No. PC-2025-23 recommending denial of the zoning district amendment adding the Meadows at Pioneer Park PUD District and Rezoning to Planned Unit Development for Meadows at Pioneer Park, a proposed 157 lot single-family residential development, and rezoning the proposed Lot 1, Block 11 to R-1, based on findings to be made by the Planning Commission and directing staff to prepare the resolution and authorizing the Chair to execute said resolution. 3. Motion to continue the hearing to the Planning Commission regular meeting of June 3, 2025 and postpone action on Resolution No. PC-2025-023. Decision 3: Consideration of a Request for Preliminary Plat of Meadows at Pioneer Park, a proposed 157 lot single-family residential development 1. Motion to adopt Resolution No. PC-2025-21 recommending approval of the Preliminary Plat of Meadows at Pioneer Park, a 157 lot single-family residential subdivision, subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to adopt Resolution No. PC-2025-021 recommending denial of a request for Preliminary Plat of Meadows at Pioneer Park, a proposed 157 lot single-family residential subdivision, based on findings to be made by the Planning Commission and directing staff to prepare the resolution and authorizing the Chair to execute said resolution. 3. Motion to continue the hearing to the Planning Commission regular meeting of June 3, 2025 and postpone action on Resolution No. PC-2025-21. REFERENCE AND BACKGROUND Property: Legal Description: Lengthy-Contact City Hall PID #: 213100242201, 213100242202 Planning Case Number: 2025-23 Request(s): 1. Development Stage Planned Unit Development 2. Amendment to the Monticello Zoning Ordinance establishing the Meadows at Pioneer Park PUD District, and Rezoning to Planned Unit Development for proposed 157 unit single-family residential development in the Monticello Orderly Annexation Area (MOAA), currently guided as low-density residential 3. Request for Preliminary Plat of Meadows at Pioneer Park Deadline for Decision: June 14, 2025 (60-day deadline) August 13, 2025 (120-day deadline) Planning Commission Agenda – 05/06/2025 3 Land Use Designation: Low Density Residential Zoning Designation: Monticello Orderly Annexation Area (MOAA) Overlays/Environmental Regulations Applicable: Wetland Overlay District Current Site Uses: A single-family residential home and vacant land Surrounding Land Uses: North: R-1, Single Family Residential East: Vacant Agricultural, County Zoning South: R-1, Single Family Residential/Vacant Agricultural, County Zoning West: R-1, Single Family Residential Project Description: The project consists of a plat proposing 157 single family detached residential units on approximately 67.5 acres of land. The current property owner will retain a 4-acre parcel with existing structures as a part of the plat. The remainder of the property is proposed to be developed under a Planned Unit Development that includes reduced lot sizes and flexibility from various other aspects of the City’s single family zoning standards including floor area, side yard setbacks, garage size, building materials, and landscaping quantities. ANALYSIS: Land Use The subject site is located within the Monticello Orderly Annexation Area. The property owner has petitioned for annexation to the City. The City Council has acknowledged the receipt of the petition for annexation for purposes of review in compliance with the terms of the OAA agreement and with City land use requirements. The applicant presented a concept PUD with a similar lot plan to the Planning Commission and Council in September of 2024. The concept materials and minutes are included with this report for reference. The current Monticello 2040 Vision + Plan land use plan designates the subject property for Low Density Residential (LDR) land uses. The Comprehensive Plan specifies a density range of 3 to 6 units per acre in this land use category. The Plan states: Planning Commission Agenda – 05/06/2025 4 Generally, an average density of 4 housing units per acre characterizes single-family neighborhoods but these areas could likely be developed between 3-6 units per acre depending on utility infrastructure, sensitive natural resources, conservation style development, developer preferences and project specifics. Other types of single-family housing styles, including small-lot development and attached single-family homes is encouraged in this and other residential land use designations. The Plan assigns both R-1 and R-A zoning designations to the Low Density Residential land use category. General application of the current R-1 lot standards would result in a plat that is approximately 2.5 units per acre, net of right of way, wetlands and ponds. The 63.5 acres proposed for new development within the plat and PUD results in a gross density of 2.47 units per acre, and 3.33 units per net acre (exclusive of wetlands and storm ponding). This project is therefore consistent with the Comprehensive Plan’s density expectations and allowance for small lot single family units. The applicant proposes the use of PUD zoning to accommodate the lot configurations and to vary from the corresponding base R-1 zoning standards identified in the 2040 Plan. As a reminder, land is zoned at the time of annexation to the City. The application of PUD zoning permits the City and Developer to consider alternative designs that meet the intent of the zoning ordinance and the Comprehensive Plan. For these purposes, the intent of the Plan is to create high quality, sustainable neighborhoods through flexibility to lot size or other elements. However, as with any PUD proposal, the City, through its City Code, requires that flexibility from zoning standards is accompanied by an equal or greater provision of improvements and amenities that can be judged by the City to result in a project that meets or exceeds the City’s housing goals, despite variation from specific zoning standards. In a recent workshop session, members of the Planning Commission and City Council, along with staff, discussed the City’s housing status, noting that the 2023 Housing Needs and Demands report illustrated a shortage of buildable single-family parcels. The discussion at the workshop also highlighted a number of comments related to the City’s preferences for future single-family development. These comments coalesced around a general expectation that the City’s traditional R-1 development patterns are the preferred standard for new development. These would typically include lot sizes of at least 70 feet in width (with an average of 80 feet), and 10,000 square feet in minimum lot area (with an average of 12,000 square feet). The R-1 zoning standards also include a requirement that homes constructed in this district consist of 1,050 square feet of foundation size, and a minimum finishable area of 2,000 square feet. Discussion also included an acknowledgement that current development trends are seeking a reduction in these formerly common lot sizes. Some of the discussion at the workshop suggested that regardless of the platted lot sizes, the City was particularly interested in the expectation that front-facing living space, front yards, landscaping, and streetscape would be Planning Commission Agenda – 05/06/2025 5 paramount in considering any departures from the base R-1 requirements. The workshop attendees stressed that they would be relying on neighborhood character as a key element for PUD consideration, including smaller lot sizes. Additional comment during the workshop concerned the role of housing in supporting the growth and health of the school district, noting that enrollment had remained flat in the Monticello District for an extended period. This discussion highlights the importance of providing variety of housing choices across the life-cycle spectrum. Student enrollment is often dependent on new young family formation – a demographic that is often also at the beginning/lower end of its lifetime earnings. This demographic would require affordable housing options for at least some portion of the new housing stock. The workshop comments also noted the companion need for housing choices that support retaining families as their children age through the educational system, with households moving to larger homes but seeking to maintain enrollment within the district. Finally, although not highlighted during the housing workshop, the City has extensive resources devoted to attracting new commercial and industrial development. The 2040 Plan includes specific goals for the development of tax base and employment. Population growth and skilled labor supply are two of the key factors in achieving these goals. As such, the City has approached the development market with an emphasis on supporting sustained housing growth that provides workforce housing opportunity as an important support for its economic development interests. This interest in sustained growth is balanced with the City’s interest in quality housing and long-term neighborhood viability. Thus, while the proposed project meets the density expectations of the Comprehensive Plan, the application of PUD should support these goals. The PUD analysis below addresses these considerations. Preliminary Plat As discussed above, the proposed plat consists of 157 total new single family detached parcels. Of these, 95 parcels would be designed with a minimum 65 foot lot width, with the remaining 62 parcels designed with 45 foot lot widths. The applicant proposes side yard setbacks throughout the plat at 7.5 feet, a reduction from the 10 foot setbacks otherwise applicable in either R-1 or T-N (Traditional Neighborhood) districts. The 15 feet of total side yard space means that the lots will accommodate either 50 feet or 30 feet building widths, respectively. The following comments relate to the proposed plat layout. Other site development and building standards are discussed in the PUD section following. 1. The total plat area consists of 67.5 acres, 4 acres of which are reserved for the existing home and outbuildings on the proposed Lot 1, Block 10. It is presumed that the lot description for the existing home site should be corrected to Block 11, as there is Planning Commission Agenda – 05/06/2025 6 another Block 10 with new development lots. The PUD zoning is recommended to be applied only to the 63.5 remaining acres, exempting Lot 1, Block 10(11) from those requirements. Staff proposes that Lot 1, Block 10(11) be zoned as R-1, Single Family Residential. To the extent that the existing home and building are inconsistent with the R-1 standards, those buildings would continue as legal non-conformities. Any future redevelopment of this parcel would be subject to the zoning standards and process applicable at the time of such redevelopment. 2. In regard to the existing residential use on Lot 1, Block 10(11), the future extension of municipal utilities will require utility planning considerations as part of the plat. As a condition of approval, the applicant is required to review options for the future extension of utilities to this lot. An agreement with the underlying property owner as related to the future utility connection timing will be a subject for City Council consideration as part of the annexation decision. 3. The 63.5 acres assigned to new development results in a gross density of 2.47 units per acre, and 3.33 units per acre (net of wetlands and storm ponding). 4. Staff recommends that the lots which back onto the gas line easement through the center of the plat area be reconfigured to extend to the centerlines of the easement, rather than leaving the easement as an outlot as shown in the current plat proposal. This is intended to avoid any future issues with this land being left to an unknown owner or returned to the state or county under tax forfeiture. Accurate easement will then be required to be shown on the lots within this area of the plat. 5. By reconfiguring those lots along the gas line, lot sizes increase in that area, and overall net density is recalculated as approximately 3.1 units per acre. 6. The plat configuration illustrates the mitigation of a wetland within Block 7. As the property is currently located with Monticello Township at present, the applicant will need to verify the current status of wetland permitting for this loss. The preliminary plat will not be scheduled for City Council review until this step is completed. 7. The applicant has proposed wetland buffers around the wetland complexes that are to be retained, but has not provided the required documentation of wetland quality to determine the width of the buffers and required wetland setbacks. The applicant will be required to provide a wetland quality evaluation to determine whether the buffers shown are adequate based on the Wetland Overlay District. 8. The plat includes a series of outlots that accommodate existing wetlands and/or stormwater improvements. It is assumed that these will be conveyed to the City at the time of the plat approvals given their stormwater and wetland functions. However, Outlots labeled “D” and the smaller “F” do not currently appear to have a purpose or Planning Commission Agenda – 05/06/2025 7 any improvements. Clarification of the purpose of these smaller outlot parcels and their inclusion for maintenance and ownership by an HOA is required. Staff recommends reviewing the outlots for the potential for mailbox clusters, again within the HOA as applicable. 9. In this regard, the applicants should specify with greater clarity the HOA management/maintenance throughout the proposed PUD, including for the parking bays that support 45 foot lots. Some of these utilize both public right of way and private outlot space. It is recommended that all of these parking bays be included within the HOA agreement. 10. The applicants note in the application materials that a Homeowner’s Association (HOA) will be established for the 45 foot wide lots and would be the designated owner of the amenities in the project area. The plat is designed with full public streets – no private streets are shown. The narrative implies, but does not specify, the maintenance operations planned for those parcels. The HOA may provide exterior maintenance for the 45 foot parcels (such as snow removal and landscape maintenance), but this should be clarified as a part of the review and final conditions. The applicant has indicated that the HOA may not be created to provide individual exterior landscaping or snow removal. This will impact use and size of the garages to be constructed. 11. In the southeast corner of the plat, “Robin Street” is proposed to dead-end into the adjoining property to the east. There is significant grade in this area, including an upslope of Robin Street as it extends to the east termination point. The land to the east continues to rise. The applicants are encouraged to examine the elevation of Robin Street to meet this elevation issue and ensure that the easterly property can match this grade. In addition, a sketch plan and concept grading design for a small area of the adjoining property is required to ensure that this connection is proposed in a reasonable location. 12. The City Engineer’s office has also noted the presence of large retaining wall structures within the plat, including one wall almost 8’ in height on the east side of the plat, partially within an outlot and along private lots. The presence of a wall of this size will require further review. A preferable design would be that any wall construction of more than 5 feet in height be split into two parallel walls. It is recommended that the design not include any portion within the outlot that is to be deed to the City and that the retaining walls be included within an HOA managed area. Similarly, the retaining wall within the villa area will be required to be within an HOA managed area. Finally, the retaining wall shown within the gas line easement will require verification of allowance from the easement holder and similar inclusion in the HOA. Planning Commission Agenda – 05/06/2025 8 13. Robin Street will require some sort of turn-around facility at the point of its connection to the adjoining property to avoid cars having to back up out of the short dead end, and to accommodate City snow-removal operations (both snowplow maneuvering and snow storage location). The City Engineer has provided additional comment on this and other aspects of the plat design and its public improvements. 14. Street names as shown on the plat are subject to review and comment of Wright County per their emergency service naming convention requirements. 15. The applicants will be required to place a “Future Through Street” sign at this boundary to advise residents of the expected connection of this street to future development. 16. The applicant has provided a traffic memo with the plat. The City Engineer has provided comments as to this memo and street design. One of these comments includes the addition of curb bump outs at Fallon Drive and Tanager to slow traffic and allow pedestrian crossings. The plat shall be revised to meet this comment. 17. The plat area notes an exception in the southeast corner of the property of 50.05 feet by 50.05 feet, belonging and attached to the neighboring property owner to the south. It would be beneficial if this small exception were acquired by this development to avoid the currently shown disruption in rear lot line configuration. This area is not buildable for the adjoining property owner and is likely to raise some issues with lot line arrangement in the future. This note is not a baseline recommended condition of approval but is noted to encourage the applicants to pursue an acquisition and subsequent inclusion with this plat. 18. The applicant has not provided a phasing plan with the proposed plat. If the plat and PUD are intended to be developed in phases, a phasing plan is required for evaluation of utility extension, stormwater management and other considerations. Park Dedication Recommendation The Monticello Subdivision Ordinance requires the dedication of parkland or the equivalent cash-in-lieu of land as part of residential subdivision. The Monticello PARC met on April 24, 2025 to review the recommendation for parkland for the proposed Meadows at Pioneer Park. Due to the proximity of the plat to parks within ½ miles including Pioneer Park, Cardinal Hills Park, Montiview Park and Hunters Crossing Park, the PARC recommended a dedication that is primarily cash-in-lieu of parkland. Some land credit will be given for the proposed trail connection on the north side of the plat, but only that area which lies outside of the powerline easement in that area. Planning Commission Agenda – 05/06/2025 9 Planned Unit Development There are two decision components applicable to the use of PUD for the project. One is consideration of the Development Stage PUD, a stage that incorporates the specific design and other site development aspects of the project proposed by the applicants. The second is the establishment of the PUD District with corresponding PUD zoning ordinance, and rezoning of the project area to this new district. The actions for Planning Commission consideration include both components, which are discussed below. A. Development Stage PUD The applicant has provided a table of housing development standards that are intended to establish the minimum building designs for this plat and PUD zoning district. The applicant has used the Traditional Neighborhood (T-N) standards as a comparison point for the standards. The applicant proposes the use of PUD to incorporate several fundamental departures from what the applicable zoning regulations would be, whether the T-N or R-1 districts were used as the baseline zoning. These standards are identified below, which are then followed with staff’s analysis and recommendation. As a note, the building elevations provided by the applicant are intended as examples; it is the minimum design standards adopted as a part of the PUD District ordinance that will govern home design. 1. Minimum Lot Width: Proposed at minimum of 65 feet and 45 feet. These widths are a reduction from the R-1 standard of 70 feet and the T-N standard of 55 feet. The 15 feet of total side yard setback results in either 50 feet or 30 feet building widths, respectively. 2. Minimum Lot Area: Reduction to 6,300 square feet minimum for the 45 foot “Villa” lots. Of the 62 lots in this range, 20 are shown as being less than 7,000 square feet in area. A reduction to a minimum of 8,775 square feet for the single-family 65’ lots. Of the 95 single-family lots, many will exceed 10,000 square feet in area pending the plat recommendation related to the gas line lot configuration. 3. Minimum Building Square Footage: For both lot sizes, the applicants propose a minimum building square footage of 934 square feet of finished space, with a minimum of 1,700 square feet of finishable space. This compares to the 1,050 square foot foundation, and 2,000 square foot finishable standard in both the R-1 and T-N districts. These square footage numbers have been commonly applied in other recent PUD projects. 4. Garages: The 65-foot lots are typically shown with either 2-car or 3-car garages, while the 45 foot lots show 2-car garages. The applicants propose a minimum garage floor area of 463 square feet for the 65 foot lots, and 392 square feet for the 45 square foot lots. This compares to a standard requirement for 480 square foot Planning Commission Agenda – 05/06/2025 10 garages in the R-1 District. As staff has noted in prior applications, smaller and especially narrower garages can make them functionally less usable for either car storage or other needs, such as refuse cans and other elements. Because the smaller units may not have snow and landscape maintenance through the HOA, refuse receptacles, maintenance equipment, and other garage storage are squeezed out when these dimensions shrink below certain levels. 5. Livable Frontage: The applicant has not specifically addressed the City’s common requirement that at least 40% of the building width is to be livable space. The images show an upper level of living space over the garage – which would qualify under this standard – however, the 40% requirement will need to be specified in the PUD as these building graphics are for illustration purposes only – the developer will not be the builder in this plat. This can become an issue on the smaller lots, since 40% of a 30-foot wide building pad is 12 feet, leaving 18 feet of grade-level building for the garage. This would be too narrow to fit a standard two-car garage that can accommodate two vehicles. As such, the narrow-lot designs would all need to be of the tuck-under design with living space above to ensure compliance with this standard. 6. Materials: The applicant proposes a minimum requirement of 15% brick/stone, or a minimum of 10% brick/stone in combination with other siding patterns (such as board/batten, shake, etc.) to total 20%. Similar accommodations have been made for other recent projects – it is incumbent on the applicants to show how the elements of this PUD justify the departure from the City’s standard. The base R-1 standard is 15% and the base T-N requirement is 20%. 7. Landscape: The landscaping plan originally provided for the full plat and PUD is available did not match the current PUD layout. The applicant has provided a revised landscaping plan, which staff did not yet have an opportunity to review. Regardless of that plan, the applicant’s narrative proposes to vary from the City’s requirement of 4 caliper inches of tree planting per street frontage, reducing the minimum requirement to one 2-1/2” caliper tree per lot. It is noted that landscape amenities are often an aspect of site development that serve as an element of increased quality and amenities in PUD development. Reducing tree planting is counter to the intent of PUD, and also to the City’s interest in improving and increasing its tree cover under the recently completed tree survey and plan. B. Rezoning to PUD As with any PUD under the City’s code, an ordinance establishing a specific PUD district for the proposed project is developed. The ordinance incorporates the various allowed uses, Planning Commission Agenda – 05/06/2025 11 performance standards, and any special process, phasing, or other aspect that will govern both the development and the long-term land use in the district. The PUD district is written specifically to incorporate the goals, objectives, standards, elements of flexibility, and other aspects of the project as submitted, modified, and eventually finally approved by the City Council. A draft PUD ordinance that includes the recommendations of staff related to the PUD standards has been prepared for review. PUD Analysis & Recommendations There are several standards that would be incumbent on any PUD project that proposes to be built with lot or housing dimensions that are less than the base zoning use standards corresponding to the Low Density Residential land use guidance. As discussed, PUD design requires additional features and amenities that serve to balance or build on the flexibility granted to the PUD. As PUD proposals and smaller-lot concepts have increased in recent years, the City has agreed to design elements that have been used to support PUD variability. In the nearby Haven Ridge, the City and developer have identified a roundabout design for the intersection of new collector roads critical to long term growth in the area, as well as preservation of a large stand of existing woodlands that are visible and accessible to both residents of the project and the general public. In the recently approved Meadowbrook plat, the City and developer have been working on public uses within an imposing overhead powerline corridor, as well as a variety of housing styles from attached units to lots that are generally consistent with the R-1 standards. That project also facilitates an important infill project on previously platted land that had been idle for nearly two decades. Both of these projects also included design requirements which are intended to retain street-front building character. For this project, the applicants suggest that efficiency of the project design helps to ensure affordability, and that the housing styles to fit these lots address market demand for smaller floor plans, common maintenance, and accessibility for those seeking one-level living. The applicants also note a preservation of natural resources (primarily the area in the northeast corner of the plat area, consisting of an existing wetland and steep hillside). The applicants also cite the trail segments connecting Pioneer Park with the area, and the existing neighborhood to Fallon Avenue and 85th Street. In considering the application of PUD for the proposed project, the following have been outlined as potential issues and/or enhancements supporting the use of PUD. • While the trail connections are a positive, they are a common improvement required of most plats. Planning Commission Agenda – 05/06/2025 12 • The open space in the northeast corner of the site is indeed a valuable resource, however, it is largely inaccessible, and out of sight for the general public. By law, wetlands are required to be retained unless otherwise permitted for mitigation. • Staff is supportive of a diversity of housing choice as an important factor in maintaining a healthy housing market. Seniors, young people initiating family formation, and singles who neither need nor want extensive maintenance are served by this type of housing. However, it will be important for the final PUD to ensure consistency with the City’s goals of quality, sustainable neighborhood design, justifying the other compromises made through the PUD request. Additional housing design amenities or project elements would better support the flexibility being considered for this project. Staff suggest the following: o Require one- or two-story units on all lots, prohibiting split-entry designs (none are shown as a part of the applicant’s submission packet). o Prepare and enforce an “anti-monotony” policy for building design and materials on nearby parcels. o Retention of the recently required front porch and/or patio additions to site plan for all lots. To the extent that the current 40% living space width is compromised by the small lots, staff would recommend no less than 10 feet of livable area is maintained, leaving 20 feet of width for garage. Staff would also recommend the requirement for usable porches or the addition of extended front patio areas. o Where garage widths are less than 22 feet, staff would suggest that the garages be permitted to be lengthened, supporting a 25 foot front setback for the garage when the additional (but no more than) 5 feet of depth is added to garage dimension, and/or the City’s 480 square feet requirement is maintained. o Common mail-station areas that can also serve as HOA maintained private open spaces, removing series of mailbox clusters along roadways that complicate on-street parking and add to the clutter of streetscape elements. o Robust landscaping, both in the common areas and on private property. In this regard, an enhanced landscape plan should be developed for common spaces in the project, especially at entrance points. Further, the applicant’s request to reduce tree planting is counter to this objective. Staff would suggest – if the narrower lots dictate more restrictive tree planting locations, that additional side and rear-yard tree planting is established to help encourage a richer look to the area. Planning Commission Agenda – 05/06/2025 13 o Ensure that HOA requirements do not permit trash receptables to be left outside the garage other than on trash pickup day. o As the applicant has suggested that common landscaping and snow removal may not be a service of the HOA, ensure that house and garage designs accommodate the reasonable needs of contemporary residential maintenance and occupancy. o Ensure that no more than one minor (200 sf) accessory building is permitted on any lot. • Lot Design: Given the extended block length of Block 10 – more than 1,000 feet in length, staff recommends the elimination of at least two of the 45’ lots along Robin Street, located between Lots 14 and 15 of Block 10 toto provide a break in the street presence for the villa areas. This break can then include trail connections to the south, from Outlot D through gasline to the south, where a pedestrian corridor could be established. STAFF RECOMMENDED ACTION The Monticello 2040 Vision + Plan currently identifies a density range and a statement that smaller-lot development is acceptable in the Low Density Residential land use category. As highlighted in this analysis, the proposed Meadows at Pioneer Park subdivision establishes a residential density that meets the 2050 Plan requirements. In that respect, staff is supportive of the Preliminary Plat request, subject to a number of conditions in Exhibit Z, the most significant of which is the acceptability of the Planned Unit Development for this project. The Comprehensive Plan, Zoning District standards, and the PUD requirements (when appropriately applied) are intended to work together to create neighborhoods that meet the City’s overall housing goals. The Development Stage PUD, which proposes several variations from what would otherwise be required by the expected zoning district (typically R-1 per language in the Comprehensive Plan, but also from the small-lot district of “T-N”, Traditional Neighborhood), is recommended for approval only with the identified conditions in Exhibit Z, including both revisions and supplementary plan and detail submissions. Because the Comprehensive Plan incorporates the concept of small-lot single family subdivision, the challenge is how to do so in ways that meet the other goals and objectives of the Plan. The Exhibit Z document identifies the many conditions that staff recommends to achieve the goals of the Plan through application of PUD zoning. Several of these will result in changes to the Preliminary Plat itself, while others relate to design or specifics of the constructed project. Planning Commission Agenda – 05/06/2025 14 With these conditions, staff believes that the proposed subdivision can be found to comply with the requirements of the PUD zoning chapter, as well as the Monticello 2040 document. SUPPORTING DATA A. Resolution PC-2025-22, Development Stage PUD B. Resolution PC-2025-23, Rezoning to PUD C. Resolution PC-2025-21, Preliminary Plat D. Draft Ordinance No. XXX E. Aerial Site Image F. Applicant Narrative G. Certificate of Survey H. Plans, Including: a. Site Plan b. Firetruck Turning Movement c. Grading Plan d. Utility Plan e. Street & Storm f. Water & Sanitation g. Erosion Control h. Wetland Buffer i. Sign Plan j. Sight Line k. SWPPP Narrative l. Lighting m. Landscaping & Tree I. Stormwater Treatment Facilities Operations and Maintenance Plan J. Wetland Delineation Notice of Decision K. Traffic Study L. City Engineer’s Comment Letter and Plan Comments, dated April 30, 2025 Z. Conditions of Approval Planning Commission Agenda – 05/06/2025 15 EXHIBIT Z Conditions of Approval Preliminary Plat, Development Stage PUD and Rezoning to PUD 213100242201, 213100242202 1. The preliminary plat for the Meadows at Pioneer Park approval is conditioned on the approval of the Meadows at Pioneer Park PUD. 2. The current owner homestead parcel, currently identified as Lot, Block 10, is redesignated as Lot 1, Block 11. 3. The preliminary plat documents are revised to illustrate an appropriate option for utility extensions to Lot 1, Block 11. An agreement for the timing of connection to those services shall be completed between the City and owner of the subject parcel. 4. The rezoning to PUD includes all of the new development area, whereas Lot 1, Block 11 (the homestead parcel) is rezoned to R-1. 5. The plat is revised to extend lot lines to the center of the gas line easement, eliminating outlot in those areas (portions of Outlot B and Outlot F). 6. The site plan and other civil plans are revised to match the proposed preliminary plat for design, as well as lot and block numbering; lot tabulations shall be updated and consistent. 7. The plat is revised in Block 10 to add a break in the line of lots by eliminating one or two 45-foot lots, to provide a trail access that can connect to the gas line easement area, a potential pedestrian pathway. It is recommended that this break occur at the curve of Robin Street, between Lots 14 and 15 of Block 10. A similar break or realignment should be considered to the north of Robin Street in the same location (Lots 11 and 12, Block 9) to provide access to the Outlot D as an open space amenity, if it is retained for ownership by the HOA. 8. The applicant verifies the status of all wetland permitting, including the wetland mitigation in Block 7, prior to consideration of the preliminary plat by City Council. 9. The applicant verifies wetland buffer locations around wetland complexes based on a wetland quality evaluation, per requirements of the Wetland Overlay District. 10. The applicants identify ownership of the various outlots, as well as proposed improvements and amenities where applicable. Outlots containing wetlands and stormwater ponding shall be conveyed to the City. Other outlots may include Planning Commission Agenda – 05/06/2025 16 project amenities such as mail stations, other private open space, landscaping elements, etc. Outlot labeling shall be revised to avoid duplication. 11. The applicant provide private maintenance responsibility through the proposed Homeowners Association for the parking bays provided to the narrow-lot portions of the subdivision. 12. The applicant establishes the proposed Homeowner’s Association (HOA) to ensure long-term ongoing maintenance of exterior areas of the 45-foot lot areas. If the HOA is not responsible for exterior maintenance, such as landscaping and snow removal, the applicants shall demonstrate adequate private storage for individual private maintenance equipment, including additional garage space. 13. The applicant works with the City Engineer’s office to incorporate grading considerations for Robin Street, and with provide a reasonable plan to ensure that the location and its grading design will support a continuation of development onto the adjoining property. 14. Retaining walls that cross multiple parcels will be specifically required to be maintained by the HOA. Where the retaining walls are shown on any Outlot to be conveyed to the City, that wall shall be redesigned (or lot configurations redesigned) to keep the wall on private property only. 15. The large (up to eight feet high) retaining wall along the east boundary of the development shall be redesigned to be two parallel walls at any point such wall is greater than 5 feet in height. 16. The applicant works with the City Engineer’s office to identify an appropriate temporary turn-around facility for the end of Robin Street, and any other streets that will dead-end during any phase of the project. 17. The applicant provide a “Future Through Street” sign per instructions of the City Engineer’s office for any temporary dead-end street location. 18. Street names are revised to meet Wright County naming requirements. 19. Curb extensions on plat streets shall be provided at the direction of the City Engineer. 20. A sketch plan and concept grading design for a small area of the adjoining property is required to ensure that this connection is proposed in a reasonable location. 21. The applicant shall provide a phasing plan if applicable to the development and plat. Planning Commission Agenda – 05/06/2025 17 22. Garages are established to have a minimum width of 20 feet, and a minimum depth of 24 feet to ensure adequate space for parking, accessibility, and garage storage needs. Where garage designs result in a width of less than 22 feet, consider permitting the garage face to project a maximum of 5 feet into the front setback, in front of the front entry by that same 5 foot distance, permitting a deeper garage design for additional floor area. 23. The applicants ensure that the City’s 40% livable width requirement is met, and when this dimension incorporates livable space above a tuck-under garage, that ground-floor livable space is not less than 10 feet in width facing the street; all lots shall include usable porches or extended front patio areas. 24. Provide for one- or two-story units on all lots, prohibiting split entry designs, consistent with the submitted housing illustration examples. 25. The PUD shall be established to require a minimum requirement of 15% brick/stone, or a minimum of 10% brick/stone in combination with other siding patterns (such as board/batten, shake, etc.) to total 20%. 26. The landscape plan is updated and upgraded to increase (rather than decrease) tree planting above the minimum code standard of 4 caliper inches per street frontage. Emphasis on additional front-yard planting (utilizing smaller ornamentals where overstory trees do not fit), and in prominent corner locations, is encouraged as a part of the landscaping plan. 27. Prepare and enforce an “anti-monotony” policy for building design and materials on nearby parcels. 28. Design and enhance common open-space amenities on the reserved outlots, including visitor parking, common mail stations, landscaping, and other elements. 29. Identify and provide for various front porch and/or patio improvements for all homes in the subdivision. 30. Provide for interior storage of trash receptacles only by HOA enforcement. 31. Limit accessory building construction on all lots to one such building of no more than 200 square feet. 32. The applicant shall revise the table of lot and building standards as provided in the application narrative consistent with the City’s approval, for purposes of inclusion in the PUD ordinance establishing the PUD minimum standards. Planning Commission Agenda – 05/06/2025 18 33. Compliance with the terms of the City’s Engineering Staff letter and plan comments dated April 30, 2025. 34. Comments and recommendations of other Staff and Planning Commission. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-022 RECOMMENDING A DEVELOPMENT STAGE PUD FOR MEADOWS AT PIONEER PARK PLANNED UNIT DEVELOPMENT DISTRICT, A 157 UNIT SINGLE FAMILY DETACHED DEVELOPMENT WHEREAS, the applicant is seeking a Development Stage Planned Unit Development approval for a single family residential project, consisting of up to 157 residential units, to be platted pursuant to the concurrent request for the Meadows at Pioneer Park plat; and WHEREAS, the proposed Meadows at Pioneer Park PUD District would create the uses and standards applicable to all development in the Meadows at Pioneer Park plat, to consist of a series of public streets serving residential units and lot as designated on the approved Preliminary Plat subject to the Meadows at Pioneer park 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 the Meadows at Pioneer Park PUD District; 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 Meadows at Pioneer Park 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 WHEREAS, the Planning Commission held a public hearing on May 6th, 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 Development Stage PUD is consistent with the existing nearby uses, and provides 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, and the development is adequately served by existing and proposed 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 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 agricultural for many years, but which has been anticipated to be developed for Low 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. NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, Minnesota that the Planning Commission hereby recommends to the City Council that the proposed Development Stage Planned Unit Development of the Meadows at Pioneer Park, be approved subject to the conditions of Exhibit Z of the staff report, as follows: 1. The preliminary plat for the Meadows at Pioneer Park approval is conditioned on the approval of the Meadows at Pioneer Park PUD. 2. The current owner homestead parcel, currently identified as Lot, Block 10, is redesignated as Lot 1, Block 11. 3. The preliminary plat documents are revised to illustrate an appropriate option for utility extensions to Lot 1, Block 11. An agreement for the timing of connection to those services shall be completed between the City and owner of the subject parcel. 4. The rezoning to PUD includes all of the new development area, whereas Lot 1, Block 11 (the homestead parcel) is rezoned to R-1. 5. The plat is revised to extend lot lines to the center of the gas line easement, eliminating outlot in those areas (portions of Outlot B and Outlot F). 6. The site plan and other civil plans are revised to match the proposed preliminary plat for design, as well as lot and block numbering; lot tabulations shall be updated and consistent. 7. The plat is revised in Block 10 to add a break in the line of lots by eliminating one or two 45-foot lots, to provide a trail access that can connect to the gas line easement area, a potential pedestrian pathway. It is recommended that this break occur at the curve of Robin Street, between Lots 14 and 15 of Block 10. A similar break or realignment should be considered to the north of Robin Street in the same location (Lots 11 and 12, Block 9) to provide access to the Outlot D as an open space amenity, if it is retained for ownership by the HOA. 8. The applicant verifies the status of all wetland permitting, including the wetland mitigation in Block 7, prior to consideration of the preliminary plat by City Council. 9. The applicant verifies wetland buffer locations around wetland complexes based on a wetland quality evaluation, per requirements of the Wetland Overlay District. 10. The applicants identify ownership of the various outlots, as well as proposed improvements and amenities where applicable. Outlots containing wetlands and stormwater ponding shall be conveyed to the City. Other outlots may include project amenities such as mail stations, other private open space, landscaping elements, etc. Outlot labeling shall be revised to avoid duplication. 11. The applicant provide private maintenance responsibility through the proposed Homeowners Association for the parking bays provided to the narrow-lot portions of the subdivision. 12. The applicant establishes the proposed Homeowner’s Association (HOA) to ensure long-term ongoing maintenance of exterior areas of the 45-foot lot areas. If the HOA is not responsible for exterior maintenance, such as landscaping and snow removal, the applicants shall demonstrate adequate private storage for individual private maintenance equipment, including additional garage space. 13. The applicant works with the City Engineer’s office to incorporate grading considerations for Robin Street, and with provide a reasonable plan to ensure that the location and its grading design will support a continuation of development onto the adjoining property. 14. Retaining walls that cross multiple parcels will be specifically required to be maintained by the HOA. Where the retaining walls are shown on any Outlot to be conveyed to the City, that wall shall be redesigned (or lot configurations redesigned) to keep the wall on private property only. 15. The large (up to eight feet high) retaining wall along the east boundary of the development shall be redesigned to be two parallel walls at any point such wall is greater than 5 feet in height. 16. The applicant works with the City Engineer’s office to identify an appropriate temporary turn-around facility for the end of Robin Street, and any other streets that will dead-end during any phase of the project. 17. The applicant provide a “Future Through Street” sign per instructions of the City Engineer’s office for any temporary dead-end street location. 18. Street names are revised to meet Wright County naming requirements. 19. Curb extensions on plat streets shall be provided at the direction of the City Engineer. 20. A sketch plan and concept grading design for a small area of the adjoining property is required to ensure that this connection is proposed in a reasonable location. 21. The applicant shall provide a phasing plan if applicable to the development and plat. 22. Garages are established to have a minimum width of 20 feet, and a minimum depth of 24 feet to ensure adequate space for parking, accessibility, and garage storage needs. Where garage designs result in a width of less than 22 feet, consider permitting the garage face to project a maximum of 5 feet into the front setback, in front of the front entry by that same 5 foot distance, permitting a deeper garage design for additional floor area. 23. The applicants ensure that the City’s 40% livable width requirement is met, and when this dimension incorporates livable space above a tuck-under garage, that ground-floor livable space is not less than 10 feet in width facing the street; all lots shall include usable porches or extended front patio areas. 24. Provide for one- or two-story units on all lots, prohibiting split entry designs, consistent with the submitted housing illustration examples. 25. The PUD shall be established to require a minimum requirement of 15% brick/stone, or a minimum of 10% brick/stone in combination with other siding patterns (such as board/batten, shake, etc.) to total 20%. 26. The landscape plan is updated and upgraded to increase (rather than decrease) tree planting above the minimum code standard of 4 caliper inches per street frontage. Emphasis on additional front-yard planting (utilizing smaller ornamentals where overstory trees do not fit), and in prominent corner locations, is encouraged as a part of the landscaping plan. 27. Prepare and enforce an “anti-monotony” policy for building design and materials on nearby parcels. 28. Design and enhance common open-space amenities on the reserved outlots, including visitor parking, common mail stations, landscaping, and other elements. 29. Identify and provide for various front porch and/or patio improvements for all homes in the subdivision. 30. Provide for interior storage of trash receptacles only by HOA enforcement. 31. Limit accessory building construction on all lots to one such building of no more than 200 square feet. 32. The applicant shall revise the table of lot and building standards as provided in the application narrative consistent with the City’s approval, for purposes of inclusion in the PUD ordinance establishing the PUD minimum standards. 33. Compliance with the terms of the City’s Engineering Staff letter and plan comments dated April 30, 2025. 34. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 6th day of May, 2025 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION By: _______________________________ Andrew Tapper, Chair ATTEST: ____________________________________________ Angela Schumann, Community Development Director CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-023 RECOMMENDING THE ESTBLISHMENT OF THE MEADOWS AT PIONEER PARK PLANNED UNIT DEVELOPMENT DISTRICT, AND REZONING THE SUBJECT PROPERTY (BLOCKS 1-10 OF MEADOWS AT PIONEER PARK PLAT) TO MEADOWS AT PIONEER PARK PUD DISTRICT AND REZONING BLOCK 1, LOT 11 TO R-1 (SINGLE- FMAIY RESIDENTIAL) WHEREAS, the applicant is seeking a Planned Unit Development for a single family residential project, consisting of up to157 residential units, to be platted pursuant to the concurrent request for the Meadows at Pioneer Park plat; and WHEREAS, the proposed Meadows at Pioneer Park PUD District would create the uses and standards applicable to all development in the Meadows at Pioneer Park plat, to consist of a series of public streets serving residential units and lot as designated on the approved Preliminary Plat subject to the Meadows at Pioneer Park 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 the Meadows at Pioneer Park PUD District; 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, there is an existing single-family homestead to be platted with the Meadows at Pioneer Park, which shall not be included within the proposed Meadows at Pioneer Park PUD but annexed to the City and zoned R-1 (Singel-Family Residential); and WHEREAS, the subject parcels will be consistent with requirements of the City’s Subdivision and Zoning Ordinance requirements under the adopted Meadows at Pioneer Park 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 CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-023 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 WHEREAS, the Planning Commission held a public hearing on May 6th, 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 consistent with the existing nearby uses, and provides 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, and the development is adequately served by existing and proposed 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 agricultural for many years, but which has been anticipated to be developed for Low 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. NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, Minnesota that the Planning Commission hereby recommends to the City Council that the proposed amendment to the Monticello Zoning Ordinance establishing the Meadows at CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-023 Pioneer Park PUD District, and rezoning the area being platted as the Meadows at Pioneer Park PUD District, and that the rezoning of the proposed Lot 1, Block 11 be rezoned as R-1 Singel- Family Residential) be approved subject to the conditions of Exhibit Z of the staff report, as follows: 1. The preliminary plat for the Meadows at Pioneer Park approval is conditioned on the approval of the Meadows at Pioneer Park PUD. 2. The current owner homestead parcel, currently identified as Lot, Block 10, is redesignated as Lot 1, Block 11. 3. The preliminary plat documents are revised to illustrate an appropriate option for utility extensions to Lot 1, Block 11. An agreement for the timing of connection to those services shall be completed between the City and owner of the subject parcel. 4. The rezoning to PUD includes all of the new development area, whereas Lot 1, Block 11 (the homestead parcel) is rezoned to R-1. 5. The plat is revised to extend lot lines to the center of the gas line easement, eliminating outlot in those areas (portions of Outlot B and Outlot F). 6. The site plan and other civil plans are revised to match the proposed preliminary plat for design, as well as lot and block numbering; lot tabulations shall be updated and consistent. 7. The plat is revised in Block 10 to add a break in the line of lots by eliminating one or two 45-foot lots, to provide a trail access that can connect to the gas line easement area, a potential pedestrian pathway. It is recommended that this break occur at the curve of Robin Street, between Lots 14 and 15 of Block 10. A similar break or realignment should be considered to the north of Robin Street in the same location (Lots 11 and 12, Block 9) to provide access to the Outlot D as an open space amenity, if it is retained for ownership by the HOA. 8. The applicant verifies the status of all wetland permitting, including the wetland mitigation in Block 7, prior to consideration of the preliminary plat by City Council. 9. The applicant verifies wetland buffer locations around wetland complexes based on a wetland quality evaluation, per requirements of the Wetland Overlay District. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-023 10. The applicants identify ownership of the various outlots, as well as proposed improvements and amenities where applicable. Outlots containing wetlands and stormwater ponding shall be conveyed to the City. Other outlots may include project amenities such as mail stations, other private open space, landscaping elements, etc. Outlot labeling shall be revised to avoid duplication. 11. The applicant provide private maintenance responsibility through the proposed Homeowners Association for the parking bays provided to the narrow-lot portions of the subdivision. 12. The applicant establishes the proposed Homeowner’s Association (HOA) to ensure long-term ongoing maintenance of exterior areas of the 45-foot lot areas. If the HOA is not responsible for exterior maintenance, such as landscaping and snow removal, the applicants shall demonstrate adequate private storage for individual private maintenance equipment, including additional garage space. 13. The applicant works with the City Engineer’s office to incorporate grading considerations for Robin Street, and with provide a reasonable plan to ensure that the location and its grading design will support a continuation of development onto the adjoining property. 14. Retaining walls that cross multiple parcels will be specifically required to be maintained by the HOA. Where the retaining walls are shown on any Outlot to be conveyed to the City, that wall shall be redesigned (or lot configurations redesigned) to keep the wall on private property only. 15. The large (up to eight feet high) retaining wall along the east boundary of the development shall be redesigned to be two parallel walls at any point such wall is greater than 5 feet in height. 16. The applicant works with the City Engineer’s office to identify an appropriate temporary turn-around facility for the end of Robin Street, and any other streets that will dead-end during any phase of the project. 17. The applicant provide a “Future Through Street” sign per instructions of the City Engineer’s office for any temporary dead-end street location. 18. Street names are revised to meet Wright County naming requirements. 19. Curb extensions on plat streets shall be provided at the direction of the City Engineer. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-023 20. A sketch plan and concept grading design for a small area of the adjoining property is required to ensure that this connection is proposed in a reasonable location. 21. The applicant shall provide a phasing plan if applicable to the development and plat. 22. Garages are established to have a minimum width of 20 feet, and a minimum depth of 24 feet to ensure adequate space for parking, accessibility, and garage storage needs. Where garage designs result in a width of less than 22 feet, consider permitting the garage face to project a maximum of 5 feet into the front setback, in front of the front entry by that same 5 foot distance, permitting a deeper garage design for additional floor area. 23. The applicants ensure that the City’s 40% livable width requirement is met, and when this dimension incorporates livable space above a tuck-under garage, that ground-floor livable space is not less than 10 feet in width facing the street; all lots shall include usable porches or extended front patio areas. 24. Provide for one- or two-story units on all lots, prohibiting split entry designs, consistent with the submitted housing illustration examples. 25. The PUD shall be established to require a minimum requirement of 15% brick/stone, or a minimum of 10% brick/stone in combination with other siding patterns (such as board/batten, shake, etc.) to total 20%. 26. The landscape plan is updated and upgraded to increase (rather than decrease) tree planting above the minimum code standard of 4 caliper inches per street frontage. Emphasis on additional front-yard planting (utilizing smaller ornamentals where overstory trees do not fit), and in prominent corner locations, is encouraged as a part of the landscaping plan. 27. Prepare and enforce an “anti-monotony” policy for building design and materials on nearby parcels. 28. Design and enhance common open-space amenities on the reserved outlots, including visitor parking, common mail stations, landscaping, and other elements. 29. Identify and provide for various front porch and/or patio improvements for all homes in the subdivision. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-023 30. Provide for interior storage of trash receptacles only by HOA enforcement. 31. Limit accessory building construction on all lots to one such building of no more than 200 square feet. 32. The applicant shall revise the table of lot and building standards as provided in the application narrative consistent with the City’s approval, for purposes of inclusion in the PUD ordinance establishing the PUD minimum standards. 33. Compliance with the terms of the City’s Engineering Staff letter and plans dated April 30, 2025. 34. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 6th day of May, 2025 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION By: _______________________________ Andrew Tapper, Chair ATTEST: ____________________________________________ Angela Schumann, Community Development Director CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-021 RECOMMENDING APPROVAL OF A PRELIMINARY PLAT FOR MEADOWS AT PIONEER PARK, A 157 UNIT SINGLE FAMILY DETACHED DEVELOPMENT WHEREAS, the applicant is seeking a Preliminary Plat approval for a single family residential project, consisting of up to 157 residential units, to be platted pursuant to the concurrent request for the Meadows at Pioneer Park plat under the Meadows at Pioneer Park PUD District; and WHEREAS, the proposed Meadows at Pioneer Park PUD is to consist of a series of public streets serving residential units and lot as designated on the approved Preliminary Plat subject to the Meadows at Pioneer park Planned Unit Development zoning district; and WHEREAS, the site is concurrently subject to requests for and a Development Stage PUD approval as the Meadows at Pioneer Park PUD District; 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 Meadows at Pioneer Park 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 WHEREAS, the Planning Commission held a public hearing on May 6th, 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 2025-021 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 Preliminary Plat is consistent with the existing nearby uses, and provides 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, and the development is adequately served by existing and proposed 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 Preliminary Plat 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 Preliminary Plat 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 agricultural for many years, but which has been anticipated to be developed for Low Density Residential uses, the proposed Preliminary Plat is not anticipated to negatively impact surrounding properties or values. 7. Approval of the Preliminary 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 that the Planning Commission hereby recommends to the City Council that the proposed Preliminary Plat, subject to the Meadows at Pioneer Park PUD District, be approved subject to the conditions of Exhibit Z of the staff report, as follows: 1. The preliminary plat for the Meadows at Pioneer Park approval is conditioned on the approval of the Meadows at Pioneer Park PUD. 2. The current owner homestead parcel, currently identified as Lot, Block 10, is redesignated as Lot 1, Block 11. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-021 3. The preliminary plat documents are revised to illustrate an appropriate option for utility extensions to Lot 1, Block 11. An agreement for the timing of connection to those services shall be completed between the City and owner of the subject parcel. 4. The rezoning to PUD includes all of the new development area, whereas Lot 1, Block 11 (the homestead parcel) is rezoned to R-1. 5. The plat is revised to extend lot lines to the center of the gas line easement, eliminating outlot in those areas (portions of Outlot B and Outlot F). 6. The site plan and other civil plans are revised to match the proposed preliminary plat for design, as well as lot and block numbering; lot tabulations shall be updated and consistent. 7. The plat is revised in Block 10 to add a break in the line of lots by eliminating one or two 45-foot lots, to provide a trail access that can connect to the gas line easement area, a potential pedestrian pathway. It is recommended that this break occur at the curve of Robin Street, between Lots 14 and 15 of Block 10. A similar break or realignment should be considered to the north of Robin Street in the same location (Lots 11 and 12, Block 9) to provide access to the Outlot D as an open space amenity, if it is retained for ownership by the HOA. 8. The applicant verifies the status of all wetland permitting, including the wetland mitigation in Block 7, prior to consideration of the preliminary plat by City Council. 9. The applicant verifies wetland buffer locations around wetland complexes based on a wetland quality evaluation, per requirements of the Wetland Overlay District. 10. The applicants identify ownership of the various outlots, as well as proposed improvements and amenities where applicable. Outlots containing wetlands and stormwater ponding shall be conveyed to the City. Other outlots may include project amenities such as mail stations, other private open space, landscaping elements, etc. Outlot labeling shall be revised to avoid duplication. 11. The applicant provide private maintenance responsibility through the proposed Homeowners Association for the parking bays provided to the narrow-lot portions of the subdivision. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-021 12. The applicant establishes the proposed Homeowner’s Association (HOA) to ensure long-term ongoing maintenance of exterior areas of the 45-foot lot areas. If the HOA is not responsible for exterior maintenance, such as landscaping and snow removal, the applicants shall demonstrate adequate private storage for individual private maintenance equipment, including additional garage space. 13. The applicant works with the City Engineer’s office to incorporate grading considerations for Robin Street, and with provide a reasonable plan to ensure that the location and its grading design will support a continuation of development onto the adjoining property. 14. Retaining walls that cross multiple parcels will be specifically required to be maintained by the HOA. Where the retaining walls are shown on any Outlot to be conveyed to the City, that wall shall be redesigned (or lot configurations redesigned) to keep the wall on private property only. 15. The large (up to eight feet high) retaining wall along the east boundary of the development shall be redesigned to be two parallel walls at any point such wall is greater than 5 feet in height. 16. The applicant works with the City Engineer’s office to identify an appropriate temporary turn-around facility for the end of Robin Street, and any other streets that will dead-end during any phase of the project. 17. The applicant provide a “Future Through Street” sign per instructions of the City Engineer’s office for any temporary dead-end street location. 18. Street names are revised to meet Wright County naming requirements. 19. Curb extensions on plat streets shall be provided at the direction of the City Engineer. 20. A sketch plan and concept grading design for a small area of the adjoining property is required to ensure that this connection is proposed in a reasonable location. 21. The applicant shall provide a phasing plan if applicable to the development and plat. 22. Garages are established to have a minimum width of 20 feet, and a minimum depth of 24 feet to ensure adequate space for parking, accessibility, and garage storage needs. Where garage designs result in a width of less than 22 feet, CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-021 consider permitting the garage face to project a maximum of 5 feet into the front setback, in front of the front entry by that same 5 foot distance, permitting a deeper garage design for additional floor area. 23. The applicants ensure that the City’s 40% livable width requirement is met, and when this dimension incorporates livable space above a tuck-under garage, that ground-floor livable space is not less than 10 feet in width facing the street; all lots shall include usable porches or extended front patio areas. 24. Provide for one- or two-story units on all lots, prohibiting split entry designs, consistent with the submitted housing illustration examples. 25. The PUD shall be established to require a minimum requirement of 15% brick/stone, or a minimum of 10% brick/stone in combination with other siding patterns (such as board/batten, shake, etc.) to total 20%. 26. The landscape plan is updated and upgraded to increase (rather than decrease) tree planting above the minimum code standard of 4 caliper inches per street frontage. Emphasis on additional front-yard planting (utilizing smaller ornamentals where overstory trees do not fit), and in prominent corner locations, is encouraged as a part of the landscaping plan. 27. Prepare and enforce an “anti-monotony” policy for building design and materials on nearby parcels. 28. Design and enhance common open-space amenities on the reserved outlots, including visitor parking, common mail stations, landscaping, and other elements. 29. Identify and provide for various front porch and/or patio improvements for all homes in the subdivision. 30. Provide for interior storage of trash receptacles only by HOA enforcement. 31. Limit accessory building construction on all lots to one such building of no more than 200 square feet. 32. The applicant shall revise the table of lot and building standards as provided in the application narrative consistent with the City’s approval, for purposes of inclusion in the PUD ordinance establishing the PUD minimum standards. 33. Compliance with the terms of the City’s Engineering Staff letter and plan comments dated April 30, 2025. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-021 34. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 6th day of May, 2025 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION By: _______________________________ Andrew Tapper, Chair ATTEST: ____________________________________________ Angela Schumann, Community Development Director ORDINANCE NO. ___ 1 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 MEADOWS AT PIONEER PARK PLANNED UNIT DEVELOPMENT DISTRICT AND REZONING THE FOLLOWING DESCRIBED PROPERTY TO MEADOWS AT PIONEER PARK PUD: PLAT OF MEADOWS AT PIONEER PARK BLOCKS 1 THROUGH 10; AND REZONING THE FOLLOWING DESCRIBED PROPERTY TO R-1, SINGLE FAMILY RESIDENTIAL: LOT 1, BLOCK 11, MEADOWS AT PIONEER PARK THE CITY COUNCIL OF THE CITY OF MONTICELLO HEREBY ORDAINS: Section 1. Section § 153.047, PUD Districts, is hereby amended to add the following: (??) Meadows at Pioneer Park PUD District (1) Purpose. The purpose of the Meadows at Pioneer Park PUD District is to provide for the development of certain real estate subject to the Meadows at Pioneer Park Planned Unit Development District for single family residential land uses. (2) This PUD ordinance shall not apply to Lot 1, Block 11 of the Meadows at Pioneer Park plat. (3) Phased Development. The Meadows at Pioneer Park 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 Meadows at Pioneer Park PUD district, as may be amended. (3) Permitted Principal Uses. Permitted principal uses in the Meadows at Pioneer Park PUD District shall be single family detached uses on all lots as shown in the Meadows at Pioneer Park Preliminary Plat dated _________, subject to the conditions of approval imposed by City Council Resolutions 2025-XX and 2025-XX and subject to approved Final Stage PUD Development Plans and development agreement dated Council, and as may be further amended. Each individual use is limited to the location ORDINANCE NO. ___ 2 and building identified on the Final PUD Development Plans. No other principal use shall be allowed in the Meadows at Pioneer Park 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 Zoning Ordinance, 153.028(O)(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, except that no Accessory Building shall exceed 200 square feet of floor area, or 10 feet in height, nor shall such accessory building be located in any yard other than the rear yard. No more than one such accessory building may be allowed on any lot in the PUD District. No outdoor storage or display may be allowed, other than as specifically identified on the Final Stage PUD Development Plans, and shall in all other cases adhere to the applicable general standards for accessory uses and buildings of the Monticello Zoning Ordinance. If the general standards are more restrictive or conflict with this section, the more restrictive shall apply, with the exception that notwithstanding any general ordinance related to architectural appearance, accessory buildings shall be constructed to match the principal building in both siding and roofing color. (5) District performance standards. Performance standards for the development of any lot in the Meadows and Pioneer Park PUD District shall adhere to the approved Development Stage PUD Plans dated _______, subject to the conditions of approval imposed by City Council Council Resolution Nos. ______________, and development agreement. (6) The specific flexibility and conditions of the Meadows at Pioneer Park PUD District shall be as follows A. The minimum lot standards for the Single Family detached dwellings shall be as shown on the approved Development Stage PUD plans and Preliminary Plat and as per the standards set forth in Table 1 of this ordinance. B. The PUD provides flexibility from building spacing and setback requirements as shown on the approved plans. Interior side yard setbacks for all parcels in the District shall be no less than 7.5 feet. C. The PUD provides for public streets to serve all development parcels in the District. ORDINANCE NO. ___ 3 D. The PUD requires public sidewalks along all streets and further provides for public trails in specific locations in the District according to the approved plans. E. Additional visitor parking for the 45-foot wide single family housing areas shall be as provided per the approved plans. The additional visitor parking that occurs as shown on the Final Plans shall be maintained, including snow removal and all other maintenance through the Meadows at Pioneer Park Homeowners Association, as it may be organized or named, regardless whether such visitor parking is located in whole or in part within public right of way. Such maintenance shall be consistent with City street maintenance standards and requirements. F. The architectural plans are required to meet the standards, including building materials, as set forth in Table 1 of this Ordinance, and as approved with the Development Stage PUD, and which are incorporated into the City Council resolution Nos. ____________. G. The PUD may, at the discretion of the City, accommodate a reduced front yard setback, to a minimum of 25 feet from the front property line, provided the front garage wall is no more than 5 feet forward of the front-facing entry door. H. Home styles shall consist exclusively of one- or two-story units, and split-entry home styles shall be prohibited. I. Trash receptacles shall be stored within private garages. This requirement shall be a standard of the Homeowners Association with regard to ongoing enforcement. J. The development shall be required to meet an “anti-monotony” standard, to be approved by the Community Development Department, designed to ensure that homes in close proximity vary in façade and/or general design, and color. K. Landscaping shall be as per approved Final Stage PUD Development Plans, or as administratively approved per Monticello City Code. L. The retaining walls that cross property lines shall be owned and maintained by the Homeowners Association, and shall expressly not be the responsibility of the City. M. The location and widths of internal lot line drainage and utility easements are as per the approved plat of Meadows at Pioneer Park Plat or its successor plats. (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 ORDINANCE NO. ___ 4 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 Meadows at Pioneer Park 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(O)(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 BY the Monticello City Council this ____ day of _________, 2025. __________________________________ Lloyd Hilgart, Mayor ATTEST: ___________________________________ Rachael Leonard, City Administrator ORDINANCE NO. ___ 5 AYES: NAYS: Consideration of Request for Prelim Plat of The Meadows at Pioneer Park Legal Lengthy-Contact City Hall | PIDs 213-100-242201 & 213-100-242202 | 5106 85th St NE Created by: City of Monticello 400 ft The Meadows at Pioneer Park Tamarack Land Development is excited to build another great community to live, play and enjoy for many families in Monticello. The location is in the middle of a residential area of the City with many amenities needing this community including utilities, parks, shopping and roadways ready to make this a great place to call home for many. Located between Fallon Avenue and 85th Street NE, the site features 67 acres of land and is bordered by low density residential single-family neighborhoods on the north, west and south sides of the property, making this an ideal community to enhance the area. Existing Site Nestled in the farm fields of the Nelson Farm today, sits pockets of lowland natural wetland that provide both habitat and important ecological resources for stormwater. The design of neighborhood was created to protect these features and was carefully designed around them while also providing amenities to bring people and nature together. The existing homestead along with the existing outbuildings would be preserved in the proposed plan. Proposed Site Design As mentioned above, careful consideration was considered to protect the onsite wetlands when the design was laid out. Primary street ingress/egress connections are proposed oƯ of 85th Street with two inner connection to the neighborhood to the north, one o Ư of existing Fallon Drive and one oƯ of Mallard Lane. These connections are critical to the safety network and interconnectivity of the area. Internal roadways are designed to meet City of Monticello standards for local roadways including dedicating 60-foot wide rights-of-way. A trail connection is proposed from the existing trail network from 85 th Street to the neighborhood of Cardinal Hills. The proposed development would also create inner connecting sidewalk networks internally. Stormwater ponding is proposed strategically in areas that can suƯiciently and eƯectively treat and store stormwater prior to discharging to local wetlands and o Ưsite discharges. The proposed development ponding has been sized appropriately to meet all local and state regulations. The ponds are proposed to become public after completion and acceptance. Proposed Planned Unit Development (PUD) The proposed PUD will provide the area with a variety of housing types with flexibility in lot sizes for diƯerent styles of homes. The proposed concept plan proposes two lot sizes, a 65- foot wide lot or “traditional lots” and a 45-foot wide “villa or detached townhome” lot. Flexibility in lot sizes is important for this development to a HOA maintained program and allowing a more aƯordable product that requires less maintenance for the homeowner. This multiple style housing withing the development requires flexibility to the standard zoning, thus the proposed PUD. Important public benefits for this development were considered when developing this plan. 1) Flexibility within the lot sizes allows for the variety of house styles that would otherwise not be accommodated on larger traditional lots . In order for a HOA maintained community, smaller lots are needed to accommodate the style of home proposed. The housing type proposed on the smaller 45’-wide lots are only conducive for lots with smaller maintenance areas. Additionally, to support the HOA, the number of units is important to help share the costs and promote an eƯective managed HOA. Smaller HOA’s are not as eƯective and eƯicient to operate. 2) AƯordability. The PUD with smaller lots not only creates a sustainable HOA community, but also reduces the operational costs, reducing the HOA fees. Smaller lots done correctly like the proposed plan, promotes more aƯordable housing but reducing the unnecessary costs of lot areas, smaller building footprints, etc.. that this style of home targets. The option for homeowners to choose a housing product that meets their needs, such as independent living without the maintenance requirements of traditional single family homes, smaller floor plans with one level living, oftentimes with slab on grade foundations that allow for a more accessible floor plan all while achieving a more aƯordable product. 3) Preservation of natural resources. As mentioned above, preservation of natural resources was important, the PUD allows for density to be achieved in areas outside of the critical habitat preserving these areas while still creating a neighborhood meeting density goals for the region. 4) Trails and connectivity. Public benefit serving residents outside of this neighborhood is the proposed trail connection between 85 th and the existing neighborhood. This connection is important for connecting neighborhoods to Pioneer Park in a safe manor. The PUD flexibility, allowing for density to occur in areas that make sense, allows for this trail connection to be constructed on the west and north end of the development, where otherwise might be consumed with ponding and proposed lots. Homeowners Association (HOA) As part of the neighborhood and the proposed PUD, some common amenities within the neighborhood are being proposed that will be privately owned and maintained. To ensure long-term maintenance and upkeep, these amenities such as guest parking stalls and clustered mailboxes will be owned and maintained through a homeowner’s association. This homeowner’s association will include all the 45’ wide lots within the neighborhood that will manage and oversee these private amenities. Proposed Lot Standards 65’ WIDE SINGLE FAMILY LOTS T-N Base Standard Meadows at Pioneer Park Min. Lot Size 5,500 S.F. 8,775 S.F. Lot Width 55’ 65’ Lot Depth 100’ 135’ Setbacks Front: 25’ Rear: 30’ Interior Side: 10’ Corner Side: 20’ Front: 30’ Rear: 30’ Interior Side: 7.5’ Corner Side: 20’ Max. Height 2.5 Stories or 35’ Min. Floor Area 1,050 S.F. Foundation 2,000 S.F. Finished Floor 934 S.F. Finished 1,700 S.F. Furnishable Min. Garage Floor Area 480 S.F. 463 S.F. Front Façade Requirements 20% Stone or Brick 15% Front facing façade shall have stone/brick. Or 10% in combination of board on batten, shakes, corbels, or other substantive façade features with a total exceeding 20% of the front façade. Front Porch For front-loaded attached garages, no portion of any garage space may be more than five feet closer to the street than the front building line of the principal use (including porch). Usable front porches or similar features. Landscaping Four caliper inches of canopy trees, which must be no less than three caliper inches at DBH at time of planting, plus two ornamental trees. Trees may be planted in front or side yard. No less than one shrub per 20 square feet of front yard area. No less than one deciduous flower planting per 20 square feet of front yard area. At least (1) 2.5” caliper tree in front yard. 45’ WIDE SINGLE FAMILY LOTS T-N Base Standard Meadows at Pioneer Park Min. Lot Size 5,500 S.F. 6,300 S.F. Lot Width 55’ 45’ Lot Depth 100’ 135’ Setbacks Front: 25’ Rear: 30’ Interior Side: 10’ Corner Side: 20’ Front: 30’ Rear: 30’ Interior Side: 7.5’ Corner Side: 20’ Max. Height 2.5 Stories or 35’ Min. Floor Area 1,050 S.F. Foundation 2,000 S.F. Finished Floor 934 S.F. Finished 1,700 S.F. Furnishable Min. Garage Floor Area 480 S.F. 392 S.F. Front Façade Requirements 20% Stone or Brick 15% Front facing façade shall have stone/brick. Or 10% in combination of board on batten, shakes, corbels, or other substantive façade features with a total exceeding 20% of the front façade. Front Porch For front-loaded attached garages, no portion of any garage space may be more than five feet closer to the street than the front building line of the principal use (including porch). Usable front porches or similar features. Landscaping Four caliper inches of canopy trees, which must be no less than three caliper inches at DBH at time of planting, plus two ornamental trees. Trees may be planted in front or side yard. At least (1) 2.5” caliper tree in front yard. No less than one shrub per 20 square feet of front yard area. No less than one deciduous flower planting per 20 square feet of front yard area. Example Architectural Elevations. 45’ Wide Single-Family Lots. Example Architectural Elevations. 65’ Wide Single-Family Lots. Conclusion and Financial Statement Tamarack is excited to bring another beautiful neighborhood to Monticello. The proposed plan includes 95 sixty-five-foot-wide single-family lots and 62 forty-five-foot-wide single- family lots along with the 1 existing to remain homestead for a total of 158 lots on approx. 59 developable acres or a net density of 2.69 units/acre. Our team of experienced land professionals are committed to building high quality residential neighborhoods in Minnesota and around the Country. Our team has financial backing and capital to build high quality neighborhoods on time and on budget and understand the requirements associated with these developments. Our team has decades of experience developing residential, multifamily and commercial lots, working with neighbors, C ity staƯ and contractors to ensure the project is constructed in compliance with the plans and specifications. Developer: Tamarack Land 712 Vista Blvd, Ste 303 Waconia, MN 55387 Contact: Reid Schulz reid@tamarackland.com 612.817.9433 Engineer/Surveyor: Bogart, Pederson & Associates 13076 1st Street Becker, MN 55308 Contact: Chris Dahn cdahn@bogart-pederson.com 701.630.0508 Proposed Lot Areas: Developable Area Exhibit: VICINITY MAP SITE 2 4 114 106C2 6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 18 19 20 21 22 23 24 25 26 27 28 17 5 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 9 10 11 1 2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 31 2 3 4 5 6 4 1 2 3 4 5 6 7 8 10 7 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 6 8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 9 1 2 3 4 5 6 7 891011 12 13 14 15 16 17 18 19 20 21 1 10 ∆ 109 109 109 109 109114 114 114 1362B 1362B 1362B 1362B 1362B 1362B 1362B 106C2 106C2 945D2 945D2 945D2 OUTLOT A OUTLOT B OUTLOT C OUTLOT D OUTLOT E F A L L O N D R I V E N O R T H E A S T F A L L O N D R I V E N O R T H E A S T TAN A G E R L A N E TA N A G E R L A N E GOLDFINCH AVENUE GO L D F I N C H A V E N U E R O B I N S T R E E T CH I C K A D E E L A N E SP A R R O W S T R E E T 8 5 T H S T R E E T N . E . 8 5 T H S T R E E T N . E . FA L L O N A V E N U E N . E . ( F . K . A . S T O K E S R O A D ) OUTLOT F 1 2 3 4 56 7 8 9 10 OUTLOT E OUTLOT F 7 8 9 10 11 12 VICINITY MAP SITE 2 4 Δ Δ NO SCALE CIVIL & SURVEY PLANS PREPARED BY: DESCRIPTIONDATENO. REV DECEMBER, 2024 DRAWINGS ISSUED TO CITY09/07/2022 PRELIMINARY PLANS CITY OF MONTICELLO, WRIGHT COUNTY, MN P.U.D. RESIDENTIAL DEVELOPMENT MEADOWS AT PIONEER PARK Bogart, Pederson & Associates, Inc. LAND SURVEYING CIVIL ENGINEERING ENVIRONMENTAL SERVICES Traditional Values à Creative Solutions VICINITY MAPWRIGHT COUNTY, MINNESOTA PROJECT LOCATION - 10 : 3 1 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ C o v e r S W P P P D e t a i l s . d w g 12 / 2 4 / 2 0 2 4 85TH ST NE PRIVATE UTILITIES SHOWN ARE QUALITY LEVEL D. QUALITY LEVEL D PROVIDES THE MOST BASIC LEVEL OF INFORMATION. IT INVOLVES COLLECTING DATA FROM EXISTING UTILITY RECORDS. RECORDS MAY INCLUDE AS-BUILT DRAWINGS, DISTRIBUTION AND SERVICES MAPS, EXISTING GEOGRAPHIC INFORMATION SYSTEM DATABASES, CONSTRUCTION PLANS, ETC. FA L L O N A V E N E FE N N I N G A V E MALLARD LN STARLING DR FALLON DR NE Sheet List Table Sheet Number Sheet Title C0 Cover C1.0 Removals Plan C2.0 Overall Site Plan C2.1 NW Site Plan C2.2 NE Site Plan C2.3 SW Site Plan C2.4 SE Site Plan C2.5 Site Information C2.6 Firetruck Turning Movement C3.0 Overall Grading Plan C3.1 NW Grading Plan C3.2 NE Grading Plan C3.3 SW Grading Plan C3.4 SE Grading Plan C4.0 Overall Utility Plan C4.1 NW Utility Plan C4.2 NE Utility Plan C4.3 SW Utility Plan C4.4 SE Utility Plan C5.1 Street & Storm-Fallon Drive NE (1) C5.2 Street & Storm-Fallon Drive NE (2) C5.3 Street & Storm-Tanager Lane (1) C5.4 Street & Storm-Tanager Lane (2) C5.5 Street & Storm-Goldfinch Avenue (1) C5.6 Street & Storm-Goldfinch (2) C5.7 Street & Storm-Chickadee Lane C5.8 Street & Storm-Robin Street C5.9 Street & Storm-Robin Street (2) C5.10 Street & Storm-Sparrow Street C6.1 Water & Sani-Fallon Drive NE (1) C6.2 Water & Sani-Fallon Drive NE (2) C6.3 Water & Sani-Tanager Lane (1) C6.4 Water & Sani-Tanager Lane (2) C6.5 Water & Sani-Goldfinch Avenue (1) C6.6 Water & Sani-Goldfinch Avenue (2) C6.7 Water & Sani-Chickadee Lane C6.8 Water & Sani-Robin Street C6.9 Water & Sani-Robin Sani (2) C6.10 Water & Sani-Sparrow Street C7.0 Erosion Control Plan C7.1 Wetland Buffer Seeding C8.0 Overall Sign Plan C8.1 NW Sign Plan C8.2 NE Sign Plan C8.3 SW Sign Plan C8.4 SE Sign Plan C8.5 Sight Line Exhibit C9.0 SWPPP Narrative C9.1 Details C9.2 Details C9.3 Details C9.4 Details C9.5 Details C9.6 Details C9.7 Details C9.8 Details C9.9 Details C9.10 Details C10.0 Lighting Overall Plan C10.1 Lighting Plan C10.2 Lighting Plan C10.3 Lighting Plan C10.4 Lighting Plan OWNER INFORMATION: NAME: DAN WILLENBRING TITLE: PARTNER EMAIL: DAN@TAMARACKLAND.COM CELL: 612-599-1219 WWW.TAMARACKLAND.COM CIVIL & SURVEY PLANS PREPARED FOR: PROJECT ENGINEER INFORMATION: NAME: CHRISTOPHER DAHN, PE TITLE: STAFF ENGINEER EMAIL: CDAHN@BOGART-PEDERSON.COM PHONE: 763-270-6142 REVISED PER PUD REVIEW09/19/20221 T1 Tree Preservation Plan L1 Landscape Plan UPDATED WITH NEW LAYOUT07/26/20242 REVISED PER CITY COMMENTS12/11/20243 TAMARACK LAND - MONTICELLO, LLC GRUB EXISTING BITUMINOUS REMOVE AND RELOCATE EXISTING COMMUNITY MAILBOXES REMOVE AND SALVAGE EXISTING LIGHT POLE CLEAR AND GRUB TREES CLEAR AND GRUB TREES AND BRUSH ALONG EXISTING FENCE LINE REMOVE FENCE COORDINATE WITH OWNER IF THEY WOULD LIKE EQUIPMENT SALVAGED CLEAR AND GRUB TREES AND BRUSH REMOVE FENCE SAW CUT PAVEMENT SAW CUT PAVEMENT PROTECT EXISTING TREES REMOVE FENCE REMOVE 6" CMP SCALE: 1" = 100' 0 100' DE M O L I T I O N GOPHER STATE ONE CALL MINNESOTA TOLL FREE 1-800-252-1166 TWIN CITY AREA 651-454-0002 CALL 48 HOURS BEFORE DIGGING: RE M O V A L S P L A N C1.010 : 3 2 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ D e m o l i t i o n . d w g 12 / 2 4 / 2 0 2 4 DEMOLITION GENERAL NOTES: 1.IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PERFORM OR COORDINATE ALL UTILITY CONNECTIONS AND RELOCATIONS FROM EXISTING UTILITY LOCATIONS TO THE PROPOSED BUILDING, AS WELL AS TO ALL ON-SITE AMENITIES. THESE CONNECTIONS INCLUDE BUT ARE NOT LIMITED TO WATER, SANITARY SEWER, UNDERGROUND GAS, ETC. 2.THE CONNECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH STATE AND LOCAL STANDARD SPECIFICATIONS FOR CONSTRUCTION. UTILITY CONNECTIONS (UNDERGROUND GAS, WATERMAIN, AND STORM SEWER) MAY REQUIRE A PERMIT FROM THE CITY. 3.THE CONTRACTOR SHALL VERIFY THE ELEVATIONS AT PROPOSED CONNECTIONS TO EXISTING UTILITIES PRIOR TO ANY DEMOLITION. 4.CONTRACTOR SHALL COORDINATE WITH THE CITY OF MONTICELLO FOR ALL UTILITY DISCONNECTIONS, SERVICE TERMINATIONS AND REMOVALS. CONTRACTOR SHALL COORDINATE UTILITY DISCONNECTIONS AND RELOCATIONS WITH THE UTILITY PROVIDERS PRIOR TO THE START OF CONSTRUCTION. ALL SERVICE CONNECTIONS/DISCONNECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH STATE AND LOCAL STANDARD SPECIFICATIONS FOR CONSTRUCTION. CONTRACTOR SHALL OBTAIN ALL NECESSARY STATE AND LOCAL PERMITS NECESSARY FOR UTILITY CONSTRUCTION AND WORK WITHIN ADJACENT RIGHT-OF-WAYS. 5.IF DEWATERING IS REQUIRED FOR THIS PROJECT, THE PUMP DISCHARGE SHALL BE TREATED PRIOR TO BEING DISCHARGED OFF-SITE OR INTO A SURFACE WATER. THE DISCHARGE SHALL BE VISUALLY CHECKED TO ENSURE THAT IT IS VISIBLY CLEAN WATER. 6.CONTRACTOR SHALL PROTECT UTILITIES, STRUCTURES AND TREES (NOTED AND NOT NOTED) TO REMAIN AND SHALL BE RESPONSIBLE TO REPAIR DAMAGES TO ANY FEATURES TO REMAIN. 7.TREES 6" AND LARGER AND OTHER NOTABLE VEGETATION WERE IDENTIFIED AND LOCATED DURING THE COURSE OF THE SURVEY. CONTRACTOR SHALL FIELD VERIFY THE EXISTING CONDITIONS OF THE PROJECT AREA AND REMOVE ALL TREES NOT DESIGNATED TO BE SAVED AND PROTECTED. ALL TREES, DEBRIS, ROOTS, BOULDERS AND TOPSOIL SHALL BE REMOVED FROM THE SITE. REMOVE PAVEMENT SECTION (AS INDICATED). REMOVE EXISTING TREES (AS INDICATED) LEGEND: REMOVE FEATURE (AS INDICATED) SALVAGE (AS INDICATED) SAW-CUT DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S TAN A G E R L A N E FALLON DRI V E N E SP A R R O W S T R E E T GOLDFINCH AVENUE TA N A G E R L A N E GO L D F I N C H A V E N U E SHEET X.1 SHEET X.3 SHEET X.2 SHEET X.4 SH E E T X . 1 SH E E T X . 2 SH E E T X . 3 SH E E T X . 4 8 11 14 8 1 1 1 1 1 1 1 26 28 OUTLOT A 2 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 8 9 10 11 1213 2 3 4 2 3 4 5 6 7 2 3 4 5 6 7 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 27 OUTLOT B 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 2 3 4 5 6 7 12 13 14 15 16 17 18 19 20 CH I C K A D E E L A N E 2 3 4 5 6 7 89101112 13 14 15 16 1 OUTLOT C OUTLOT D OUTLOT G 1 2 3 4 7 8 9 10 ROBIN STR E E T ROBIN STREET FALLON DRI V E N E MALLARD LANE FA L L O N D R I V E N E HERON C O U R T TA N A G E R C I R C L E H W HW HW HW HW HW H W HWHWHWHWHWHW H W H W HW H W HW HW H W H W HW H W H W H W HW HW HW HW HW H W H W H W HWHW HW HW 1 OUTLOT E OUTLOT F 2 5 17 18 19 20 8 9 10 11 5 6 7 8 9 10 6 1 9 8 7 6 5 4 3 2 10 11 12 8 5 t h S t N E GOPHER STATE ONE CALL MINNESOTA TOLL FREE 1-800-252-1166 TWIN CITY AREA 651-454-0002 CALL 48 HOURS BEFORE DIGGING: SI T E B A S E OV E R A L L S I T E P L A N C2.010 : 3 2 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ S i t e P l a n . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S SCALE: 1" = 100' 0 100' NUMBER OF HOUSES LOT AMOUNT SINGLE FAMILY HOMES: 95 VILLA HOMES:62 FALLON DRI V E N E GOLDFINCH AVENUE TA N A G E R L A N E SHEET X.1 SHEET X.3 SH E E T X . 1 SH E E T X . 2 8 1 1 1 OUTLOT A 2 3 4 5 6 7 8 1 2 3 4 5 2 3 4 5 6 7 2 OUTLOT B 1 1 7 34.0' 34. 0 ' 736.7' R=25' L=39.3' R=25' L=39.3' R=25' L=39.3' R = 3 0 0 ' L = 2 7 6 . 2 ' MALLARD LANEHERON C O U R T HW HW HW HW HW HW HW HW HW HW HW HW H W HWHWHWHWHWHWHWHWHWHWHWHW HW HW HW HW H W HW HW H W H W HW HW HW H W H W HW H W H W HW H W H W H W H W H W H W HW HW HW HW HW H W HW HW HW HW HW HW H W H W H W H W HW HWHWHWHWHW HW HW HW 10 6 9 8 7 6 64 9 . 2 ' 184.7' 90 8 . 4 ' 20 . 0 ' 120.0' 12.0' 10. 0 ' 60.0' 24.0' 25. 0 ' 20. 0 ' 10. 0 ' 1 5 . 0 ' 1 2 . 0 ' 34. 5 ' 55. 5 ' 2 5 . 9 ' 2 0 . 0 ' PED RAMP 10' WIDE ASPHALT PATH 10' WIDE ASPHALT PATH DETENTION POND DETENTION POND 6' WIDE CONCRETE SIDEWALK 6' WIDE CONCRETE SIDEWALK MODIFIED D CURB & GUTTER MODIFIED D CURB & GUTTER TIE INTO EXISTING ROADWAY TIE INTO EXISTING ROADWAY PED RAMP 7,940 S.F. OF WETLAND TO BE FILLED. 6' WIDE CONCRETE SIDEWALK PED RAMP REPLACE DRIVEWAY ENTRANCE REPLACE ASPHALT DRIVEWAYS REPLACE DISTURBED AREA WITH SOD APPLIED WETLAND BUFFER AREA APPLIED: 26,990 S.F. 30' LINE MIN.: 26,372 S.F. 100 . 0 ' SCALE: 1" = 50' 0 50' SI T E B A S E NW S I T E P L A N C2.110 : 3 2 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ S i t e P l a n . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S PROPOSED CONCRETE PAVEMENT PROPOSED ASPHALT PAVEMENT CONCRETE CURB AND GUTTER - MODIFIED D LEGEND:SITE PLAN NOTES: 1.ALL OTHER DIMENSIONS ARE SHOWN TO BACK OF CURB. 2.ALL CONCRETE RAMPS, SIDEWALKS AND ACCESSIBLE HANDICAPPED PARKING STALLS TO CONFORM TO CURRENT A.D.A. REQUIREMENTS. 3.CONTRACTOR SHALL FIELD VERIFY HORIZONTAL AND VERTICAL LOCATION OF EXISTING UTILITIES PRIOR TO START OF CONSTRUCTION. 4.CONTRACTOR SHALL INSTALL EROSION CONTROL MEASURES PRIOR TO THE START OF CONSTRUCTION. 5.CONSTRUCTION SHALL BE IN ACCORDANCE WITH APPLICABLE CITY, COUNTY AND STATE REGULATIONS. 6.SITE SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE PLANS APPROVED BY THE CITY. 7.LANDSCAPING AND TURF ESTABLISHMENT PER LANDSCAPE PLANS & SPECIFICATIONS.PROPOSED SIGN SINGLE FAMILY HOME VILLA HOME 50' 50 ' 30' 80 ' NUMBER OF HOUSES LOT AMOUNT SINGLE FAMILY HOMES: 95 VILLA HOMES:62 HIGH WATERHW APPLIED WETLAND BUFFER SP A R R O W S T R E E T GOLDFINCH AVENUE SHEET X.2 SHEET X.4 SH E E T X . 1 SH E E T X . 2 1 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 2 3 4 5 6 7 12 13 14 15 16 17 18 19 20 CH I C K A D E E L A N E 2 3 4 5 OUTLOT C 8 9 10 34 . 0 ' 15 3 . 5 ' 1.3' R=15' L=24.4' 19 . 0 ' 553.5' 1 0 0 . 0 ' 40 0 . 0 ' 1 6 2 . 7 ' R=25' L=39.3' R=25' L=39.3' R = 1 5 0 ' L = 1 3 6 . 9 ' R=150'L=98.4' OUTLOT E OUTLOT F 18 19 20 8 9 10 11 10 6 1 9 8 7 6 5 4 3 2 184.7' 616.1' 38 0 . 2 ' 4 7 9 . 0 ' 617 . 3 ' R=250' L=163.9' R=250' L=127.4' 20 . 0 ' 120.0' 3 0 . 0 ' 1 2 . 0 ' 60.0' 24.0' 52.0' 15. 0 ' 12. 0 ' 25 . 0 ' 3 0 . 0 ' 3 0 . 0 ' 34.0' RETAINING WALL PED RAMP PED RAMP PED RAMP PED RAMP 10' WIDE ASPHALT PATH DRIVEWAY LOCATION (FOR REFERENCE ONLY) 7,940 S.F. OF WETLAND TO BE FILLED. 6' WIDE CONCRETE SIDEWALK 7 PARKING STALLS MODIFIED D CURB & GUTTER PED RAMP 6' WIDE CONCRETE SIDEWALK 8' WIDE ASPHALT PATH APPLIED WETLAND BUFFER AREA APPLIED: 30,594 S.F. 30' LINE MIN.: 30,134 S.F. SI T E B A S E NE S I T E P L A N C2.210 : 3 3 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ S i t e P l a n . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S PROPOSED CONCRETE PAVEMENT PROPOSED ASPHALT PAVEMENT CONCRETE CURB AND GUTTER - MODIFIED D LEGEND:SITE PLAN NOTES: 1.ALL OTHER DIMENSIONS ARE SHOWN TO BACK OF CURB. 2.ALL CONCRETE RAMPS, SIDEWALKS AND ACCESSIBLE HANDICAPPED PARKING STALLS TO CONFORM TO CURRENT A.D.A. REQUIREMENTS. 3.CONTRACTOR SHALL FIELD VERIFY HORIZONTAL AND VERTICAL LOCATION OF EXISTING UTILITIES PRIOR TO START OF CONSTRUCTION. 4.CONTRACTOR SHALL INSTALL EROSION CONTROL MEASURES PRIOR TO THE START OF CONSTRUCTION. 5.CONSTRUCTION SHALL BE IN ACCORDANCE WITH APPLICABLE CITY, COUNTY AND STATE REGULATIONS. 6.SITE SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE PLANS APPROVED BY THE CITY. 7.LANDSCAPING AND TURF ESTABLISHMENT PER LANDSCAPE PLANS & SPECIFICATIONS. PROPOSED SIGN SINGLE FAMILY HOME VILLA HOME 50' 50 ' 30' 80 ' NUMBER OF HOUSES LOT AMOUNT SINGLE FAMILY HOMES: 94 VILLA HOMES:68 SCALE: 1" = 50' 0 50' TAN A G E R L A N E FALLON DRI V E N E TA N A G E R L A N E SHEET X.1 SHEET X.3 SH E E T X . 3 SH E E T X . 4 8 11 14 100 . 0 ' 1 1 4 5 6 7 8 9 10 2 3 4 5 6 7 8 9 10 11 12 13 2 3 4 2 3 4 5 6 OUTLOT G 1 2 3 34. 0 ' 3 4 . 0 ' FALLON DRI V E N E R=300' L=221.3' 1 OUTLOT E 2 5 6 7 8 7 6 5 4 1 1 8 2 . 0 ' 1 1 8 2 . 0 ' 414 . 6 ' 184.7' 1 5 . 0 ' 1 5 . 0 ' 1 2 . 0 ' 10. 0 ' 30. 0 ' 60.0' 12. 0 ' 25. 0 ' 34. 5 ' 55. 5 ' 2 5 . 9 ' 2 0 . 0 ' 1 5 . 0 ' 1 2 . 0 ' 15. 0 ' 1 2 . 0 ' 10. 0 ' 1 8 0 . 0 ' 8 5 t h S t N E 6' WIDE CONCRETE SIDEWALK DRIVEWAY LOCATION (FOR REFERENCE ONLY) 7 PARKING STALLS PED RAMP PED RAMP TEMPORARY CUL-DE-SAC SI T E B A S E SW S I T E P L A N C2.310 : 3 3 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ S i t e P l a n . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S PROPOSED CONCRETE PAVEMENT PROPOSED ASPHALT PAVEMENT CONCRETE CURB AND GUTTER - MODIFIED D LEGEND:SITE PLAN NOTES: 1.ALL OTHER DIMENSIONS ARE SHOWN TO BACK OF CURB. 2.ALL CONCRETE RAMPS, SIDEWALKS AND ACCESSIBLE HANDICAPPED PARKING STALLS TO CONFORM TO CURRENT A.D.A. REQUIREMENTS. 3.CONTRACTOR SHALL FIELD VERIFY HORIZONTAL AND VERTICAL LOCATION OF EXISTING UTILITIES PRIOR TO START OF CONSTRUCTION. 4.CONTRACTOR SHALL INSTALL EROSION CONTROL MEASURES PRIOR TO THE START OF CONSTRUCTION. 5.CONSTRUCTION SHALL BE IN ACCORDANCE WITH APPLICABLE CITY, COUNTY AND STATE REGULATIONS. 6.SITE SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE PLANS APPROVED BY THE CITY. 7.LANDSCAPING AND TURF ESTABLISHMENT PER LANDSCAPE PLANS & SPECIFICATIONS. PROPOSED SIGN SINGLE FAMILY HOME VILLA HOME 50' 50 ' 30' 80 ' NUMBER OF HOUSES LOT AMOUNT SINGLE FAMILY HOMES: 94 VILLA HOMES:68 SCALE: 1" = 50' 0 50' SP A R R O W S T R E E T GO L D F I N C H A V E N U E SHEET X.2 SHEET X.4 SH E E T X . 3 SH E E T X . 4 8 100 . 0 ' 1 1 26 28 2 3 4 5 6 7 21 22 23 24 25 27 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 12 13 14 15 16 17 CH I C K A D E E L A N E 2 3 4 5 6 7 891011 12 13 14 15 16 OUTLOT D OUTLOT G 4 10 ROBIN STR E E T ROBIN STREET FALLON DRI V E N E 40 0 . 0 ' 300.0' R = 1 5 0 ' L = 1 1 3 . 9 ' R = 1 5 0 ' L = 1 3 6 . 9 ' 1 OUTLOT E OUTLOT F 2 5 17 18 19 20 9 10 11 7 8 9 6 7 6 5 4 R=40' L=100.0' 10 11 12 1 1 8 2 . 0 ' 184.7' 617 . 3 ' 44 4 . 1 ' R=400' L=263.2' 389.1' 4 5 6 . 4 ' R=250' L=163.9' R=250' L=127.4' 1 5 . 0 ' 1 5 . 0 ' 10. 0 ' 30. 0 ' 12. 0 ' 30. 0 ' 3 0 . 0 ' 1 2 . 0 ' 60.0' 52.0' 15. 0 ' 12. 0 ' 25 . 0 ' 3 0 . 0 ' 3 0 . 0 ' 3 0 . 0 ' 12. 0 ' 25. 0 ' 12. 0 ' 1 5 . 0 ' 1 2 . 0 ' 10. 0 ' 1 8 0 . 0 ' RETAINING WALL RETAINING WALL PED RAMP 6' WIDE CONCRETE SIDEWALK DRIVEWAY LOCATION (FOR REFERENCE ONLY) PED RAMP MODIFIED D CURB & GUTTER 7 PARKING STALLS 9 PARKING STALLS 7 PARKING STALLS PED RAMP PED RAMP PED RAMP RETAINING WALL TEMPORARY CUL-DE-SAC APPLIED WETLAND BUFFER AREA APPLIED: 4,926 S.F. 30' LINE MIN.: 4,865 S.F. SI T E B A S E SE S I T E P L A N C2.410 : 3 3 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ S i t e P l a n . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S PROPOSED CONCRETE PAVEMENT PROPOSED ASPHALT PAVEMENT CONCRETE CURB AND GUTTER - MODIFIED D LEGEND:SITE PLAN NOTES: 1.ALL OTHER DIMENSIONS ARE SHOWN TO BACK OF CURB. 2.ALL CONCRETE RAMPS, SIDEWALKS AND ACCESSIBLE HANDICAPPED PARKING STALLS TO CONFORM TO CURRENT A.D.A. REQUIREMENTS. 3.CONTRACTOR SHALL FIELD VERIFY HORIZONTAL AND VERTICAL LOCATION OF EXISTING UTILITIES PRIOR TO START OF CONSTRUCTION. 4.CONTRACTOR SHALL INSTALL EROSION CONTROL MEASURES PRIOR TO THE START OF CONSTRUCTION. 5.CONSTRUCTION SHALL BE IN ACCORDANCE WITH APPLICABLE CITY, COUNTY AND STATE REGULATIONS. 6.SITE SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE PLANS APPROVED BY THE CITY. 7.LANDSCAPING AND TURF ESTABLISHMENT PER LANDSCAPE PLANS & SPECIFICATIONS. PROPOSED SIGN SINGLE FAMILY HOME VILLA HOME 50' 50 ' 30' 80 ' NUMBER OF HOUSES LOT AMOUNT SINGLE FAMILY HOMES: 94 VILLA HOMES:68 SCALE: 1" = 50' 0 50' DE T A I L S SI T E I N F O R M A T I O N C2.510 : 3 3 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ C o v e r S W P P P D e t a i l s . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S BUILDING SETBACKS: 25' Corner Lot (side yard abutting street) 30' Front 15' Wetland Buffer Setback 30' Rear 10' Min. 50' Max Wetland Buffer 7.5' Side LOT MINIMUMS: Single Family Lot: 8775 Sq. Ft. 65 feet width 135 feet depth Villa Lot: 6300 Sq. Ft. 45 feet width 140 feet depth PROPOSED ZONING: P.U.D. EXISTING ZONING: AGRICULTURAL NOT TO SCALE 6 6 1212 Drainage and Utility Easements are shown thus: Being 6 feet in width and adjoining lot lines and 12 feet in width and adjoining street lines as shown on this plat, unless otherwise shown. TAN A G E R L A N E FALLON DRI V E N E SP A R R O W S T R E E T GOLDFINCH AVENUE TA N A G E R L A N E GO L D F I N C H A V E N U E SHEET X.1 SHEET X.3 SHEET X.2 SHEET X.4 SH E E T X . 1 SH E E T X . 2 SH E E T X . 3 SH E E T X . 4 8 11 14 8 1 1 1 1 1 1 1 26 28 OUTLOT A 2 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 8 9 10 11 1213 2 3 4 2 3 4 5 6 7 2 3 4 5 6 7 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 27 OUTLOT B 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 2 3 4 5 6 7 12 13 14 15 16 17 18 19 20 CH I C K A D E E L A N E 2 3 4 5 6 7 89101112 13 14 15 16 1 OUTLOT C OUTLOT D OUTLOT G 1 2 3 4 7 8 9 10 ROBIN STR E E T ROBIN STREET FALLON DRI V E N E MALLARD LANE FA L L O N D R I V E N E HERON C O U R T TA N A G E R C I R C L E H W HW HW HW HW HW H W HWHWHWHWHWHW H W H W HW H W HW HW H W H W HW H W H W H W HW HW HW HW HW H W H W H W HWHW HW HW 1 OUTLOT E OUTLOT F 2 5 17 18 19 20 8 9 10 11 5 6 7 8 9 10 6 1 9 8 7 6 5 4 3 2 10 11 12 8 5 t h S t N E Pumper Fire Truck | | | | | | | | | | | | | || | | | | | | | | | | | | | | || || | | | | | | | CALL 48 HOURS BEFORE DIGGING: TWIN CITY AREA 651-454-0002 MINNESOTA TOLL FREE 1-800-252-1166 GOPHER STATE ONE CALL VE H I C L E T U R N FI R E T R U C K T U R N I N G M O V E M E N T C2.610 : 3 4 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ F i r e M o v e m e n t . d w g 12 / 2 4 / 2 0 2 4 CALL 48 HOURS BEFORE DIGGING: TWIN CITY AREA 651-454-0002 MINNESOTA TOLL FREE 1-800-252-1166 GOPHER STATE ONE CALL LEGEND: Pumper Fire Truck DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S SCALE: 1" = 100' 100'0 40' LONG PUMPER FIRE TRUCK TAN A G E R L A N E FALLON DRI V E N E SP A R R O W S T R E E T GOLDFINCH AVENUE TA N A G E R L A N E GO L D F I N C H A V E N U E SHEET X.1 SHEET X.3 SHEET X.2 SHEET X.4 SH E E T X . 1 SH E E T X . 2 SH E E T X . 3 SH E E T X . 4 8 11 14 8 1 1 1 1 1 1 1 26 28 OUTLOT A 2 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 8 9 10 11 1213 2 3 4 2 3 4 5 6 7 2 3 4 5 6 7 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 27 OUTLOT B 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 2 3 4 5 6 7 12 13 14 15 16 17 18 19 20 CH I C K A D E E L A N E 2 3 4 5 6 7 89101112 13 14 15 16 1 OUTLOT C OUTLOT D OUTLOT G 1 2 3 4 7 8 9 10 ROBIN STRE E T ROBIN STREET FALLON DRI V E N E MALLARD LANE FA L L O N D R I V E N E HERON C O U R T TA N A G E R C I R C L E H W HW HW HW HW HW H W HWHWHWHWHWHW H W H W HW H W HW HW H W H W HW H W H W H W HW HW HW HW HW H W H W H W HWHW HW HW 1 OUTLOT E OUTLOT F 2 5 17 18 19 20 8 9 10 11 5 6 7 8 9 10 6 1 9 8 7 6 5 4 3 2 10 11 12 8 5 t h S t N E 19 + 5 7 . 8 7 -2+63.38 -2 + 0 0 -1 + 0 0 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4 + 0 0 5 + 0 0 6 + 0 0 7 + 0 0 8 + 0 0 9 + 0 0 1 0 + 0 0 1 1 + 0 0 1 2 + 0 0 1 3 + 0 0 1 4 + 0 0 1 5 + 0 0 1 6 + 0 0 1 7 + 0 0 1 8 + 0 0 1 9 + 0 0 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+0 0 5+00 5+ 1 0 . 7 9 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+0 0 8 + 0 0 9 + 0 0 1 0 + 0 0 1 1 + 0 0 12 + 0 0 13 + 0 0 14 + 0 0 15 + 0 0 16 + 0 0 17 + 0 0 17 + 7 4 . 4 5 15+44.34 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 8+ 0 0 9+ 0 0 10+00 1 1 +0 0 12+ 0 0 13+ 0 0 14+ 0 0 15+ 0 0 D 0+0 0 1+0 0 2+0 0 3+0 0 4+0 0 5+0 0 6+0 06+1 7 . 3 1 0+00 1+00 2 +00 3+00 4 + 0 0 5 + 0 0 6 + 0 0 7 + 0 0 8 + 0 0 9+00 10+00 11+00 12+00 13+00 14+00 14+57.36 S S S S S S S S S S SV V V V V V V V V V V V V V V V V V V V V SVVV SVVV S V S V V S V V S S V S V S V V S V V S S S S S S S S VVVVVVVV V V VV VV VV VVVVVV VV V V VV VV VV VV VV VV VV VV VVVV VV VV VV VV VV VV D D V V V V | | | | | | | VV VV VV VV | | | | | | || | | | | | | | | VV DVV | | | | | | || || | VV V V V V VV VV VV VV VV VV VVVVVV VV V V VV VV VV D D D DDD D D VVVV V V V V V V V V V V 953.40 FG VVVVVVVV VV | | | VV VV D | | | D VV VV D POND 1 NWL=955.0 HWL=959.12 POND 2 NWL=954.0 HWL=956.46 SCALE: 1" = 100' 0 100' GR A D I N G OV E R A L L G R A D I N G P L A N C3.010 : 3 6 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ G r a d i n g P l a n . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S FALLON DRI V E N E GOLDFINCH AVENUE TA N A G E R L A N E SHEET X.1 SHEET X.3 SH E E T X . 1 SH E E T X . 2 8 1 1 1 OUTLOT A 2 3 4 5 6 7 8 1 2 3 4 5 2 3 4 5 6 7 2 OUTLOT B 1 1 7 MALLARD LANEHERON C O U R T HW HW HW HW HW HW HW HW HW HW HW HW H W HWHWHWHWHWHWHWHWHWHWHWHW HW HW HW HW H W HW HW H W H W HW HW HW H W H W HW H W H W HW H W H W H W H W H W H W HW HW HW HW HW H W HW HW HW HW HW HW H W H W H W H W HW HWHWHWHWHW HW HW HW 10 6 9 8 7 6 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4 + 0 0 5 + 0 0 6 + 0 0 7 + 0 0 8 + 0 0 9 + 0 0 0+00 1+00 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 8+ 0 0 D 0+00 1+00 S S S S S S V V V V V V V V V V V V V V V V V V V V V V V V V V V V V VVVV VVVVVVVV VVVVVVVV VV VV VV VV VV VV VV D | | | | | | | | | | | | | | | | VV VV VV DVVVV | | | | G A S || | | V V V V VV VV VV VV VV VV VV VV VV VV VV VVVVV VV VV D D 953.40 FG VVVVVVVVVVVVVVVV DD VV VV D 0+00 1+00 0+00 1+00 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4 + 0 0 5 + 0 0 6 + 0 0 7 + 0 0 8 + 0 0 9 + 0 0 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 8+ 0 0 96 0 957 958 9 5 9 95 9 959 9 6 1 9 6 2 9 6 3 96 5 96 6 96 5 966 6.3 % 960. 8 0 F G 6.0 % 961.2 0 F G 5.3 % 961.6 0 F G 5.8 % 962. 4 0 F G 4.6 % 965. 1 0 F G 4.5 % 965.7 0 F G 966.3 0 F G 966. 8 0 F G 960. 0 0 F G 960. 0 0 F G 960.4 0 F G 961. 0 0 F G 7.8% 6.1% 5.5 % 5.6 % 961. 6 0 F G 5.5 % 5.5 % 954.62 EX 956.07 EX 957.29 EX 959.56 TP EOF=956.50 4: 1 950 955 960 949951952953954956957958959961 950 955 949 951 952 953 954 956 957 958 9 5 0 95 5 9 4 9 9 5 1 9 5 2 9 5 3 95 4 95 6 95 7 9 5 8 9 5 9 956.30 EX 5.1% 96 3 . 0 0 F G 5.2% 96 3 . 4 0 F G 6.4% 96 1 . 1 0 F G 5.9% 96 1 . 5 0 F G 4.7% 96 1 . 7 0 F G 4.3% 96 1 . 9 0 F G 4.6% 96 1 . 9 0 F G 3.2% 96 4 . 6 0 F G 5.7% 3.9% 964.30 FG 965. 1 0 F G 6. 4 % 965.2 0 F G 5. 0 % 3.5 % 4.8% 5.3% 96 7 . 7 0 F G 960 957 9 5 8 95 9 9 6 1 9 5 8 958 95 9 POND 1 NWL=955.0 HWL=959.12 POND 2 NWL=954.0 HWL=956.46 EOF=959.00 966966 966966 967 967 96 7 96 7 968 968 96 7 96 8 95 5 9 6 0 95 1 95 2 95 3 95 4 95 6 95 7 95 8 95 9 9 6 1 960 958 959 961 962 95 5 95 1 95 2 95 3 95 4 9 5 6 95 6 955 955 960 953 953 954 954 956 956 957 957 958 959 951 952 953954 N O G R A D I N G W I T H I N U N D E R G R O U N D G A S P I P E L I N E L I M I T S C A U T I O N GASLINE NW INV.=951.00 SE INV.=951.00 GASLINE NW INV.=952.30 SE INV.=952.30 959.13 TP SEWO G=968.3 LL/OPN=965.5 SEWO G=968.4 LL/OPN=965.6 SE W O G= 9 6 6 . 2 LL / O P N = 9 6 3 . 4 SE W O G= 9 6 6 . 6 LL / O P N = 9 6 3 . 8 FB L O G= 9 6 7 . 8 LL = 9 5 9 . 8 OP N = 9 6 1 . 8 FB L O G= 9 6 8 . 2 LL = 9 6 0 . 2 OP N = 9 6 2 . 2 FB L O G= 9 6 8 . 4 LL = 9 6 0 . 4 OP N = 9 6 2 . 4 FB L O G= 9 6 8 . 6 LL = 9 6 0 . 6 OP N = 9 6 2 . 6 FB L O G= 9 6 8 . 6 LL = 9 6 0 . 6 OP N = 9 6 2 . 6 SE W O G= 9 6 7 . 8 LL / O P N = 9 6 5 . 0 S E W O G = 9 6 4 . 0 L L / O P N = 9 6 1 . 2 S E W O G = 9 6 4 . 4 L L / O P N = 9 6 1 . 6 S E W O G = 9 6 4 . 8 L L / O P N = 9 6 2 . 0 S E W O G = 9 6 5 . 6 L L / O P N = 9 6 2 . 8 S E L O G = 9 6 5 . 8 L L = 9 6 2 . 6 S E L O G = 9 6 6 . 4 L L = 9 6 3 . 2 S E L O G = 9 6 7 . 0 L L = 9 6 3 . 8 S E W O G = 9 6 3 . 2 L L / O P N = 9 6 0 . 4 S E W O G = 9 6 3 . 2 L L / O P N = 9 6 0 . 4 S E W O G = 9 6 3 . 6 L L / O P N = 9 6 0 . 8 S E W O G = 9 6 4 . 2 L L / O P N = 9 6 1 . 4 S E W O G = 9 6 4 . 8 L L / O P N = 9 6 2 . 0 S E W O G = 9 6 5 . 4 L L / O P N = 9 6 2 . 6 SE L O G= 9 6 8 . 4 LL = 9 6 5 . 2 964.10 FG 963.50 FG 962. 9 0 F G 962.50 FG 962.50 FG 4.1% 3.2 % 1 . 3 % 3.2 % 2 . 7 % 959.50 FG EOF=958.25 2. 0 % 1 . 0 % 1. 2 % 964.56 FL 964.91 FL 965.26 FL 965.26 FL 965.27 FL 965.28 FL 959.38 TP2. 0 % 2. 0 % 958.55 FG 958.55 TP 958.75 TP 959.30 TP 959.70 TP 959.90 TP 963.80 TP 964.00 TP 964.40 TP 965. 9 0 F G 965. 5 0 F G 967. 1 0 F G 967. 5 0 F G 967. 7 0 F G 968. 5 0 F G 967. 1 0 F G 6.3% 3.0% 959.50 FG 2 . 0 % 2.2 % 960 961 962 963 964. 0 0 F G 9 6 4 . 9 0 F G 965. 1 0 F G 965.7 0 F G 966. 3 0 F G 9 6 4 . 1 0 F G 9 6 3 . 7 0 F G 96 5 9 6 1 9 6 2 9 6 3 964 2. 0 % 2.0 % 2. 3 % 96 7 . 8 8 F G 96 7 . 6 0 F G 5. 7 % 2.0% 964.61 TP 964.64 TP 963.80 TP 95 7 . 4 3 F G 952.80 FG 955.00 FG 953.50 FG 959.94 EX EOF=967.00 96 7 96 8 2. 0 % 964.62 FL 964.62 FL 964.66 FL 964.86 FL 964.49 FL 964.74 FL 960 957 958 959 961 962 95 5 95 4 95 6 95 5 95 4 9 6 5 96 0 95 9 96 1 96 6 96 5 964.87 TC 964.87 TC 9 6 3 . 3 0 F G 2.0 % 2.0 % 2.0% 2.0% 2.0% 2.0% 2. 0 % 956.50 TP 954.50 FG 16 C.Y. OF CL. 3 RIP RAP IN FOREBAY 20 C.Y. OF CL. 3 RIP RAP IN FOREBAY 955 95 5 956 957958959 955 95 5 953.50 FG 954.50 FG 955.50 FG 954.50 FG955.50 FG 954.50 FG 955.50 FG 957 40 C.Y. OF CL. 3 RIP RAP 958.27 FG 956.6 0 F G 956.60 FG 959.00 FG 959.00 FG 4.1% 2.2% 1 . 0 % WETLAND (3P) NWL=955.0 HWL=959.12 965.80 FL 966.10 FL 966.40 FL 965. 4 0 F G 964. 0 0 F G 965. 4 0 F G 96 8 . 1 0 F G SE L O G= 9 6 8 . 8 LL = 9 6 5 . 6 96 8 . 3 0 F G SE L O G= 9 6 9 . 0 LL = 9 6 5 . 8 96 8 . 0 0 F G SE L O G= 9 6 8 . 7 LL = 9 6 5 . 5 96 7 . 7 0 F G SE L O G= 9 6 8 . 4 LL = 9 6 5 . 2 967.7 0 F G 968.0 0 F G 968.1 0 F G 967. 7 0 F G 5.9% 5.0% 5.3% 5.3% 2.2% 2. 0 % 2. 0 % 2. 0 % 3. 3 % 4.5% 2.7% 2.0% 960.00 TP 960.50 TP 960.70 TP 959.90 TP 960.10 TP 960.60 TP 960.70 TP 959.74 TP 960.50 TP 2.4 % 2.0% 2.0% 96 0 95 8 95 9 96 0 95 8 95 9 2.0% 16 C.Y. OF CL. 3 RIP RAP IN FOREBAY 24 C.Y. OF CL. 3 RIP RAP IN FOREBAY 958.75 TP 956.30 TP 956.50 TP SCALE: 1" = 50' 0 50' GR A D I N G NW G R A D I N G P L A N C3.110 : 3 7 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ G r a d i n g P l a n . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S PROPOSED RIP RAP 984 NEW TOP-BACK OF CURB ELEVATION NEW SIDEWALK ELEVATION PROPOSED CONTOUR 980.50 TC NEW FLOW LINE OF CURB ELEVATION PROPOSED SLOPE 980.50 FL 980.50 SW NEW TOP OF GRAVEL ELEVATION NEW TOP OF PAVEMENT ELEVATION980.50 TP 980.50 TG EXISTING ELEVATION980.50 EX NEW FINISHED GRADE ELEVATION980.50 FG EMERGENCY OVERFLOWE.O.F. LEGEND:GRADING GENERAL NOTES: 1.THE CONTRACTOR SHALL NOTE ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS IN THE FIELD REPRESENTED WITHIN THE PLANS AS SHOWN AND ALERT THE ENGINEER BEFORE BIDDING THE PROJECT AND BEGINNING CONSTRUCTION. 2.CONTRACTOR SHALL LOCATE AND VERIFY ALL UTILITIES WHICH MAY AFFECT THIS WORK AND NOTIFY THE OWNER OF ANY CHANGES. CONTACT LOCAL UTILITY COMPANIES FOR EXACT LOCATIONS PRIOR TO BIDDING THE PROJECT AND COMMENCING WORK. 3.CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT SILT AND DEBRIS RUN-OFF DURING GRADING OPERATIONS (I.E. SILT FENCE, STRAW BALES, ETC.). 4.CONTRACTOR SHALL VERIFY CRITICAL ELEVATIONS TO ENSURE CONFORMANCE WITH GRADING PLAN, PARTICULARLY WITH EXISTING STRUCTURES AND/OR PAVEMENTS TO REMAIN. MEET EXISTING GRADES ALONG STREETS, PROPERTY LINES, AND DRIVEWAY ENTRANCES. RESTORE ALL PAVEMENTS THAT REMAIN TO THEIR ORIGINAL IF NOT BETTER CONDITION. NOTIFY OWNER OF ANY CONFLICTS PRIOR TO BIDDING THE PROJECT. 5.TURF ESTABLISHMENT AREAS SHALL RECEIVE MINIMUM OF 4" DEPTH AS MEASURED IN PLACE OF TOPSOIL. TOPSOIL WILL BE FURNISHED AND INSTALLED BY THE CONTRACTOR. ALL GRADED SLOPES GREATER THAN OR EQUAL TO 5:1 SHALL BE HYDROSEEDED, EROSION CONTROL BLANKETED, OR MULCHED TO HELP STABILIZE THE SLOPES BY GENERAL CONTRACTOR. 6.PROPOSED SPOT ELEVATIONS ARE TO THE TOP OF CURB UNLESS NOTED OTHERWISE. ELEVATION OF FLOW LINE IS 6" BELOW TOP OF CURB UNLESS OTHERWISE SHOWN. SP A R R O W S T R E E T GOLDFINCH AVENUE SHEET X.2 SHEET X.4 SH E E T X . 1 SH E E T X . 2 1 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2 3 4 5 6 7 13 14 15 16 17 18 19 20 CH I C K A D E E L A N E 2 3 4 OUTLOT C 8 9 20 8 9 10 11 10 6 1 9 8 7 6 5 4 3 2 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+0 0 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8 + 0 0 9 + 0 0 1 0 + 0 0 1 1 + 0 0 1 2 + 0 0 1 3 + 0 0 3+0 0 4+0 0 5+0 0 6+0 0 6+1 7 . 3 1 1+00 2+0 0 SVVVVVV SVVVVVV S V V S V V V V V S V V V V S V V V S V V V V V V V S S VVVVVVVVVVVVVVVV VV VV VV VV VV VVVVVVVV VV VV VV V V V V V V VV VV VV VV VV VV VV VV VV VV VV VV V VV VV |||| | | | | | | | | | VV VV VV DVVVV | | | | | |||| VVVVVVVVVVVV VV V V V V VV VV VV VV VV D D DDD D V V V V V V V V V | | | | | | | | VV VV 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+0 0 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8 + 0 0 9 + 0 0 1 0 + 0 0 1 1 + 0 0 1 2 + 0 0 1 3 + 0 0 1+00 2+0 0 3+0 0 4+0 0 5+0 0 6+0 0 6+1 7 . 3 1 9 7 0 97 5 980 966 967 96 7 967 9 6 8 9 6 9 9 7 1 9 7 2 97 3 97 4 97 6 977 97 8 979 96 6 9 6 6 9 6 7 96 7 96 8 969 9 6 8 968 9 6 9 969 964.30 FG 965.1 0 F G 6. 4 % 965.2 0 F G 5. 0 % 965.8 0 F G 5. 3 % 966.2 0 F G 5. 3 % 966.0 0 F G 5. 4 % 965.6 0 F G 5. 0 % 965. 2 0 F G 5. 3 % 965. 4 0 F G 5. 3 % 966.0 0 F G 4. 8 % 966.4 0 F G 4.6 % 966.8 0 F G 4.6 % 967. 2 0 F G 3.8 % 964. 9 0 F G 5.6 % 965.1 0 F G 4.2 % 965.7 0 F G 4.2 % 965. 9 0 F G 2.4 % 967. 3 0 F G 3.0 % 968.9 0 F G 2.6 % POND (10P) NWL=958.0 HWL=962.97 970. 7 0 F G 975.8 0 F G 979.7 0 F G 981.3 0 F G 3.6 % 3.6% 3.4% 3.5 % 5.0% 2. 5 % 96 7 . 7 0 F G 96 8 . 3 0 F G 6. 4 % 96 8 . 3 0 F G 7. 2 % 96 8 . 3 0 F G 5. 8 % 96 9 . 3 0 F G 5. 4 % 970.3 0 F G 5.4 % 970. 9 0 F G 5.3 % 971.5 0 F G 5.2 % 970.8 0 F G 4.4 % 969. 3 0 F G 6.1 % 972. 3 0 F G 4.7% 974. 3 0 F G 6.3% 2.3% 3.2% 4.6% 967. 4 9 F G 3.2% 2.3% 7.5%968.2 0 F G 5.9%968.2 0 F G 5.7%968.6 0 F G 5.9% 969.2 0 F G 5.7% 969.6 0 F G 5.2% 970.0 0 F G 969. 7 5 F G 972.6 0 F G 971.90 FG 5. 1 % 970.90 FG 4. 8 % 969.90 FG 2. 4 % 969.10 FG 5. 2 % 6. 6 % 5. 1 % 6. 1 % 967.84 FG 968.27 FG 967 968 969 9 7 5 98 0 98 5 9 7 6 9 7 7 97 8 97 9 98 1 98 2 98 3 98 4 98 6 98 7 98 8 966966 966966 967 967 96 7 96 7 968 968 967 968 966 967 SEWO G=968.3 LL/OPN=965.5 SEWO G=968.4 LL/OPN=965.6 SEWO G=969.0 LL/OPN=966.2 SE L O G= 9 6 8 . 4 LL = 9 6 5 . 2 SEWO G=969.4 LL/OPN=966.6 SEWO G=969.2 LL/OPN=966.4 SEWO G=968.8 LL/OPN=966.0 SEWO G=968.4 LL/OPN=965.6 SEWO G=968.6 LL/OPN=965.8 SEWO G=969.2 LL/OPN=966.4 SEW O G=9 6 9 . 6 LL/O P N = 9 6 6 . 8 S E W O G = 9 7 0 . 0 L L / O P N = 9 6 7 . 2 S E W O G = 9 7 0 . 4 L L / O P N = 9 6 7 . 6 F B L O G = 9 7 1 . 6 L L = 9 6 3 . 6 O P N = 9 6 5 . 6 F B L O G = 9 7 1 . 8 L L = 9 6 3 . 8 O P N = 9 6 5 . 8 F B L O G = 9 7 2 . 4 L L = 9 6 4 . 4 O P N = 9 6 6 . 4 F B L O G = 9 7 2 . 6 L L = 9 6 4 . 6 O P N = 9 6 6 . 6 F B L O G = 9 7 4 . 0 L L = 9 6 6 . 0 O P N = 9 6 8 . 0 F B L O G = 9 7 5 . 6 L L = 9 6 7 . 6 O P N = 9 6 9 . 6 F B L O G = 9 7 7 . 4 L L = 9 6 9 . 4 O P N = 9 7 1 . 4 S E W O G = 9 7 9 . 0 L L / O P N = 9 7 6 . 2 S E L O G = 9 8 0 . 4 L L = 9 7 7 . 2 SE L O G= 9 8 2 . 0 LL = 9 7 8 . 8 FB W O G= 9 8 3 . 0 LL / O P N = 9 7 5 . 0 F B L O G = 9 7 9 . 0 L L = 9 7 1 . 0 O P N = 9 7 3 . 0 F B L O G = 9 7 6 . 0 L L = 9 6 8 . 0 O P N = 9 7 0 . 0 S E W O G = 9 7 4 . 0 L L / O P N = 9 7 1 . 2 SO G G= 9 7 1 . 6 SO G G= 9 7 0 . 8 SO G G= 9 7 0 . 4 SO G G= 9 7 0 . 0 SO G G= 9 6 9 . 4 SO G G= 9 6 9 . 0 SO G G= 9 6 9 . 0 S E L O G = 9 7 2 . 2 L L = 9 6 9 . 0 S E L O G = 9 7 1 . 6 L L = 9 6 8 . 4 S E L O G = 9 7 1 . 0 L L = 9 6 7 . 8 SELO G=970.0 LL=966.8 SELO G=969.0 LL=965.8 SELO G=969.0 LL=965.8 SELO G=969.0 LL=965.8 5:1 6: 1 4:1 965.26 FL 965.26 FL 967.14 FL 966.81 FL 966.48 FL 966.48 FL 966.77 FL 966.70 FL 970.16 FL 969.80 FL 969.44 FL 969.44 FL 970.23 FL 971.02 FL 964. 0 0 F G 967.50 FG 2. 3 % 96 7 . 8 8 F G 96 9 . 5 3 F G 969. 7 0 F G 96 7 . 6 0 F G 96 7 . 7 0 F G 96 8 . 3 0 F G 96 8 . 5 0 F G 96 8 . 1 0 F G 96 7 . 7 0 F G 96 7 . 3 0 F G 5. 7 % 4.3 % 7. 0 % 96 0 . 5 0 F G 96 1 . 2 5 F G 2.0%2.0%2.0% 96 1 . 8 0 F G 2.0% 964.61 TP 964.64 TP 964.00 TP 964.20 TP 962.30 TP 962.50 TP 962.23 TP 962.09 TP 962.40 TP 967.20 TP 967.25 TP 963.60 TP 963.80 TP 962.00 TP EOF=962.20 964.80 TP 964.96 TP 9 6 8 . 5 0 F G 9 6 8 . 9 0 F G 969.3 0 F G 9 6 9 . 7 0 F G 9 7 0 . 9 0 F G 9 7 1 . 1 0 F G 9 7 1 . 7 0 F G 9 7 1 . 9 0 F G 9 7 3 . 3 0 F G 974.9 0 F G 978. 3 0 F G 979. 7 0 F G 976.70 FG 965.27 FG 964.00 FG 2.0% 2.0% 968. 3 0 F G 968.3 0 F G 969.3 0 F G 969.7 0 F G 97 0 . 1 0 F G 970.90 FG 969.90 FG 969.10 FG 969.10 FG 97 0 . 9 0 F G 97 0 . 3 0 F G 96 8 . 3 0 F G 96 8 . 3 0 F G 96 9 . 3 0 F G 966. 3 5 F G 967.70 FG 2.0 % 2.0 % 4. 2 % 989.00 BW 995.00 TW 989.00 BW 995.00 TW 983.00 BW 989.00 TW 983.00 BW 984.00 TW 96 9 . 3 0 F G 9 6 9 . 9 0 F G 978.3 0 F G 975. 3 0 F G 973.3 0 F G EOF=968.00 967.13 FG 966.50 FG EOF=967.00 4. 1 % 9 6 7 96 8 EOF=967.00 2.0% 9 6 5 9 6 6 9 6 7 9 6 8 9 6 9 2. 0 % 967 968 EOF=963.50 96 5 962 963 964 965 961 962 963 964 965 96 3 96 4 9 6 5 9 6 3 9 6 4 97 0 96 6 96 7 96 8 96 9 965 964 966 96796 7 9 6 7 968 3. 1 % 4 . 4 % 2 . 1 % 2. 0 % 1. 8 % 2.0 % 964.86 FL 96 6 967 968 9 7 0 9 6 6 9 6 7 9 6 8 9 6 9 970 96 9 2. 0 % 2. 0 % 2. 0 % 967.30 TP 967.46 TP 3 . 7 % 5 . 4 % 2.0 % 2.0 % 2.0 % 2.0% 2.0% WETLAND (8P) NWL=960.0 HWL=962.97 966.40 FL 968.95 FL 968.92 FL 968.90 FL 969.02 FL 965. 4 0 F G 964. 0 0 F G 965. 4 0 F G 96 8 . 1 0 F G SE L O G= 9 6 8 . 8 LL = 9 6 5 . 6 96 8 . 3 0 F G SE L O G= 9 6 9 . 0 LL = 9 6 5 . 8 96 8 . 0 0 F G SE L O G= 9 6 8 . 7 LL = 9 6 5 . 5 96 7 . 7 0 F G SE L O G= 9 6 8 . 4 LL = 9 6 5 . 2 SE L O G= 9 7 0 . 2 LL = 9 6 7 . 0 96 8 . 3 0 F G SE L O G= 9 6 9 . 0 LL = 9 6 5 . 8 96 7 . 3 0 F G SE L O G= 9 6 8 . 0 LL = 9 6 4 . 8 96 7 . 8 0 F G SE L O G= 9 6 8 . 5 LL = 9 6 5 . 3 96 8 . 1 0 F G SE L O G= 9 6 8 . 8 LL = 9 6 5 . 6 967.7 0 F G 968.0 0 F G 968. 1 0 F G 967. 7 0 F G 967. 7 0 F G 967. 3 0 F G 967. 8 0 F G 967.8 0 F G 7.3% 2.2% 2. 0 % 2. 0 % 2. 0 % 3. 3 % 2.0% 3.8% 2.3% 4.7% 4.5% 2.7% 2.0% 6.3% SE L O G=9 6 9 . 8 LL= 9 6 6 . 6 SE L O G= 9 7 0 . 6 LL= 9 6 7 . 4 SE L O G=9 7 1 . 6 LL= 9 6 8 . 4 SE L O G=9 7 2 . 6 LL= 9 6 9 . 4 964.25 FG 966.15 FG 965.20 FG 964.25 FG 965.20 FG 966.15 FG 3.4% 965. 0 5 F G 96 8 . 3 0 F G 968.7 0 F G 2.6 % 2.5 % 2.0% 2.0% 2.0% 2. 0 % 2. 0 % 2. 0 % 2. 9 % 2. 0 % SE L O G=9 7 0 . 0 LL= 9 6 6 . 8 96 9 . 9 0 F G SE L O G=9 7 0 . 6 LL= 9 6 7 . 4 9 6 9 . 3 0 F G 2. 0 % 967.69 SW 2.0% 2. 0 % SCALE: 1" = 50' 0 50' GR A D I N G NE G R A D I N G P L A N C3.210 : 3 7 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ G r a d i n g P l a n . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S PROPOSED RIP RAP 984 NEW TOP-BACK OF CURB ELEVATION NEW SIDEWALK ELEVATION PROPOSED CONTOUR 980.50 TC NEW FLOW LINE OF CURB ELEVATION PROPOSED SLOPE 980.50 FL 980.50 SW NEW TOP OF GRAVEL ELEVATION NEW TOP OF PAVEMENT ELEVATION980.50 TP 980.50 TG EXISTING ELEVATION980.50 EX NEW FINISHED GRADE ELEVATION980.50 FG EMERGENCY OVERFLOWE.O.F. LEGEND:GRADING GENERAL NOTES: 1.THE CONTRACTOR SHALL NOTE ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS IN THE FIELD REPRESENTED WITHIN THE PLANS AS SHOWN AND ALERT THE ENGINEER BEFORE BIDDING THE PROJECT AND BEGINNING CONSTRUCTION. 2.CONTRACTOR SHALL LOCATE AND VERIFY ALL UTILITIES WHICH MAY AFFECT THIS WORK AND NOTIFY THE OWNER OF ANY CHANGES. CONTACT LOCAL UTILITY COMPANIES FOR EXACT LOCATIONS PRIOR TO BIDDING THE PROJECT AND COMMENCING WORK. 3.CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT SILT AND DEBRIS RUN-OFF DURING GRADING OPERATIONS (I.E. SILT FENCE, STRAW BALES, ETC.). 4.CONTRACTOR SHALL VERIFY CRITICAL ELEVATIONS TO ENSURE CONFORMANCE WITH GRADING PLAN, PARTICULARLY WITH EXISTING STRUCTURES AND/OR PAVEMENTS TO REMAIN. MEET EXISTING GRADES ALONG STREETS, PROPERTY LINES, AND DRIVEWAY ENTRANCES. RESTORE ALL PAVEMENTS THAT REMAIN TO THEIR ORIGINAL IF NOT BETTER CONDITION. NOTIFY OWNER OF ANY CONFLICTS PRIOR TO BIDDING THE PROJECT. 5.TURF ESTABLISHMENT AREAS SHALL RECEIVE MINIMUM OF 4" DEPTH AS MEASURED IN PLACE OF TOPSOIL. TOPSOIL WILL BE FURNISHED AND INSTALLED BY THE CONTRACTOR. ALL GRADED SLOPES GREATER THAN OR EQUAL TO 5:1 SHALL BE HYDROSEEDED, EROSION CONTROL BLANKETED, OR MULCHED TO HELP STABILIZE THE SLOPES BY GENERAL CONTRACTOR. 6.PROPOSED SPOT ELEVATIONS ARE TO THE TOP OF CURB UNLESS NOTED OTHERWISE. ELEVATION OF FLOW LINE IS 6" BELOW TOP OF CURB UNLESS OTHERWISE SHOWN. TA N A G E R L A N E FALLON DRI V E N E TA N A G E R L A N E SHEET X.1 SHEET X.3 SH E E T X . 3 SH E E T X . 4 8 11 14 1 1 5 6 7 8 9 10 3 4 5 6 7 8 9 10 11 12 13 2 3 4 2 3 4 5 OUTLOT G 1 2 3 FALLON DRI V E N E 1 OUTLOT E 5 6 7 8 6 5 8 5 t h S t N E 8 + 0 0 9 + 0 0 1 0 + 0 0 1 1 + 0 0 1 2 + 0 0 1 3 + 0 0 1 4 + 0 0 1 5 + 0 0 1 6 + 0 0 1 7 + 0 0 15+44.34 8+ 0 0 9+ 0 0 10+00 11 +0 0 12+ 0 0 13+ 0 0 14+ 0 0 15+ 0 0 0+00 1+00 2 +0 0 S S S S V V V V V V V V V V V V V V V V V V V V V V V V V V V VV VV VV VV D V V V V V V V V | | | | | | | | | VV VV VV | | | | | | | | | | | | | VV VV DVVVV | ||| VV VV V V V V V V VV VV VV VV VV VV VV VV VV VV VV | VV VV VV VV VV VV DD 0+00 1+00 2 +0 0 8 + 0 0 9 + 0 0 1 0 + 0 0 1 1 + 0 0 1 2 + 0 0 1 3 + 0 0 1 4 + 0 0 1 5 + 0 0 1 6 + 0 0 1 7 + 0 0 8+ 0 0 9+ 0 0 10+00 11 +0 0 12+ 0 0 13+ 0 0 14+ 0 0 15+ 0 0 15+ 4 4 . 3 4 9 6 5 9 7 0 9 6 2 9 6 3 9 6 4 9 6 6 9 6 7 9 6 8 9 6 9 9 7 1 9 7 2 970 96 7 968 969 971 972 5.3 % 5.8 % 4.6 % 965. 1 0 F G 4.5 % 965.7 0 F G 4.5 % 966. 3 0 F G 4.1 % 966. 8 0 F G 4.3 % 967.5 0 F G 4.6 % 968. 5 0 F G 4.3 % 968.1 0 F G 960. 4 0 F G 961.0 0 F G 5.6 % 961. 6 0 F G 5.5 % 962. 2 0 F G 5.5 % 965.3 0 F G 5.4 % 965. 9 0 F G 5.3 % 966. 3 0 F G 2.3 % 967. 3 0 F G 3.6 % 967.9 0 F G 3.5 % 968.3 0 F G 3.6 % 96 7 . 1 0 F G 6. 4 % 96 6 . 3 0 F G 7. 8 % 970. 8 4 F G 5.2 % 97 2 . 3 0 F G 97 1 . 3 0 F G 97 2 . 5 0 F G 5. 3 % 5. 5 % 5.4 % 5.3 % 9 7 0 96 8 9 6 8 9 6 9 9 7 1 9 7 2 9 7 3 9 7 4 96 4 . 6 0 F G 96 7 . 7 0 F G 1.0% 967. 4 9 F G 9 5 8 958 95 9 97 0 96 7 9 6 7 96 7 96 8 9 6 8 968 968 968 96 9 97 1 962 9 6 5 965 96 5 9 6 2 9 6 3 9 6 4 9 6 6 96 7 97 0 9 7 0 97 1 97 19719 7 1 97 2 97 2 97 3 974 N O G R A D I N G W I T H I N U N D E R G R O U N D G A S P I P E L I N E L I M I T S C A U T I O N GASLINE NW INV.=960.10 SE INV.=960.10 GASLINE NW INV.=959.20 SE INV.=959.20 966.82 TP 968.78 TP SE W O G= 9 6 7 . 8 LL / O P N = 9 6 5 . 0 S E W O G = 9 6 5 . 6 L L / O P N = 9 6 2 . 8 S E L O G = 9 6 5 . 8 L L = 9 6 2 . 6 S E L O G = 9 6 6 . 4 L L = 9 6 3 . 2 S E L O G = 9 6 7 . 0 L L = 9 6 3 . 8 S E L O G = 9 6 7 . 5 L L = 9 6 4 . 3 S E L O G = 9 6 8 . 2 L L = 9 6 5 . 0 S E L O G = 9 6 8 . 8 L L = 9 6 5 . 6 S E L O G = 9 6 9 . 2 L L = 9 6 6 . 0 S E W O G = 9 6 3 . 6 L L / O P N = 9 6 0 . 8 S E W O G = 9 6 4 . 2 L L / O P N = 9 6 1 . 4 S E W O G = 9 6 4 . 8 L L / O P N = 9 6 2 . 0 S E W O G = 9 6 5 . 4 L L / O P N = 9 6 2 . 6 S E L O G = 9 6 6 . 0 L L = 9 6 2 . 8 S E L O G = 9 6 6 . 6 L L = 9 6 3 . 4 S E L O G = 9 6 7 . 0 L L = 9 6 3 . 8 S E L O G = 9 6 8 . 0 L L = 9 6 4 . 8 S E L O G = 9 6 8 . 6 L L = 9 6 5 . 4 S E L O G = 9 6 9 . 0 L L = 9 6 5 . 8 FBL O G=9 7 3 . 0 LL= 9 6 5 . 0 OPN = 9 6 7 . 0 FBL O G=9 7 3 . 8 LL= 9 6 5 . 8 OPN = 9 6 7 . 8 SEL O G=9 7 3 . 2 LL= 9 7 0 . 0 SEL O G=9 7 2 . 0 LL= 9 6 8 . 8 SE L O G= 9 6 8 . 4 LL = 9 6 5 . 2 96 9 96 9 965.30 FG 964.70 FG 964.10 FG 963.50 FG 962. 9 0 F G 4.1% 3.2 % 1.0 % 5 . 5 % 965.00 FG 962.75 FG 959.50 FG 2.0% 2. 0 % 2. 0 % 2. 0 % 2. 3 % 965.70 FG 966.3 0 F G 967. 3 0 F G 967. 9 0 F G 972.30 FG 968.59 FL 968.52 FL 968.45 FL 968.45 FL 968.14 FL 967.78 FL 967.84 FL 967.87 FL 967.89 FL 967.90 FL 968.27 FL 968.64 FL 2.2 % 967.50 FG 966. 0 0 F G 969.90 F G 971. 3 0 F G 969. 9 0 F G 968.50 F G 9 6 4 . 9 0 F G 965.1 0 F G 965.7 0 F G 966.3 0 F G 966.8 0 F G 967. 5 0 F G 968.1 0 F G 9 6 4 . 1 0 F G 96 5 964 966 967 2.0 % 968. 4 0 F G 2. 3 % 967.3 0 F G 96 7 . 8 8 F G 96 9 . 5 3 F G 968.50 FG 961.60 FG 963.70 FG 9 7 0 9 6 7 9 6 8 9 6 9 9 7 1 9 7 2 9 7 3 EOF=965.00 970 96 9 97 0 969 9 6 8 969 9 6 9 975 972 973 974 9 7 3 972.54 FL 972.77 FL 972.02 TC 972.79 TC 975.00 FL 975.25 TC 971.64 FL 971.89 TC 2. 0 % 2. 0 % 97 1 9 7 2 97 2 965 966 967 9 6 8 2.0 % 2.0 % 2.0 % 2.0 % 2.0 % 2.0 % 2.0 % 2. 0 % 2. 0 % 2.0 % 958.27 FG 956.60 FG 1 . 0 % 966 972.18 TC 971.93 FL 966.26 FL 966.33 FL 966.40 FL 965.80 FL 966.10 FL 966.40 FL 5.3% SE L O G= 9 7 1 . 2 LL = 9 6 8 . 0 970. 5 0 F G 5.3 % S O G G = 9 7 1 . 2 S O G G = 9 7 1 . 6 S O G G = 9 7 2 . 0 S O G G = 9 7 2 . 4 S O G G = 9 7 2 . 8 S O G G = 9 7 3 . 4 S O G G = 9 7 3 . 4 S O G G = 9 7 3 . 0 S O G G = 9 7 2 . 6 S O G G = 9 7 2 . 2 S O G G = 9 7 1 . 6 S O G G = 9 7 1 . 2 5.2 % 5.1 % 5.0 % 5.5 % 6.1 % 5.1 % 5.7 % 5.6 % 5.5 % 5.4 % 972.1 0 F G 972.0 0 F G 971. 6 0 F G 971.2 0 F G 970. 8 0 F G 970.4 0 F G 969. 0 0 F G 968.1 0 F G 967.2 0 F G 968. 1 0 F G 971. 7 0 F G 971.3 0 F G 970. 9 0 F G 970. 5 0 F G 97 1 . 9 0 F G 97 1 . 5 0 F G 97 0 . 9 0 F G 97 0 . 5 0 F G 969.00 F G 969.90 F G 969.00 F G 968.90 F G 971.66 TC 971.41 FL F L 1 . 1 % 971.00 BW 974.00 TW 971.50 BW 972.00 TW EOF=969.20 4:1 2.0 % 2.0 % 2. 0 % 2. 2 % 2. 0 % SCALE: 1" = 50' 0 50' GR A D I N G SW G R A D I N G P L A N C3.310 : 3 8 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ G r a d i n g P l a n . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S PROPOSED RIP RAP 984 NEW TOP-BACK OF CURB ELEVATION NEW SIDEWALK ELEVATION PROPOSED CONTOUR 980.50 TC NEW FLOW LINE OF CURB ELEVATION PROPOSED SLOPE 980.50 FL 980.50 SW NEW TOP OF GRAVEL ELEVATION NEW TOP OF PAVEMENT ELEVATION980.50 TP 980.50 TG EXISTING ELEVATION980.50 EX NEW FINISHED GRADE ELEVATION980.50 FG EMERGENCY OVERFLOWE.O.F. LEGEND:GRADING GENERAL NOTES: 1.THE CONTRACTOR SHALL NOTE ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS IN THE FIELD REPRESENTED WITHIN THE PLANS AS SHOWN AND ALERT THE ENGINEER BEFORE BIDDING THE PROJECT AND BEGINNING CONSTRUCTION. 2.CONTRACTOR SHALL LOCATE AND VERIFY ALL UTILITIES WHICH MAY AFFECT THIS WORK AND NOTIFY THE OWNER OF ANY CHANGES. CONTACT LOCAL UTILITY COMPANIES FOR EXACT LOCATIONS PRIOR TO BIDDING THE PROJECT AND COMMENCING WORK. 3.CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT SILT AND DEBRIS RUN-OFF DURING GRADING OPERATIONS (I.E. SILT FENCE, STRAW BALES, ETC.). 4.CONTRACTOR SHALL VERIFY CRITICAL ELEVATIONS TO ENSURE CONFORMANCE WITH GRADING PLAN, PARTICULARLY WITH EXISTING STRUCTURES AND/OR PAVEMENTS TO REMAIN. MEET EXISTING GRADES ALONG STREETS, PROPERTY LINES, AND DRIVEWAY ENTRANCES. RESTORE ALL PAVEMENTS THAT REMAIN TO THEIR ORIGINAL IF NOT BETTER CONDITION. NOTIFY OWNER OF ANY CONFLICTS PRIOR TO BIDDING THE PROJECT. 5.TURF ESTABLISHMENT AREAS SHALL RECEIVE MINIMUM OF 4" DEPTH AS MEASURED IN PLACE OF TOPSOIL. TOPSOIL WILL BE FURNISHED AND INSTALLED BY THE CONTRACTOR. ALL GRADED SLOPES GREATER THAN OR EQUAL TO 5:1 SHALL BE HYDROSEEDED, EROSION CONTROL BLANKETED, OR MULCHED TO HELP STABILIZE THE SLOPES BY GENERAL CONTRACTOR. 6.PROPOSED SPOT ELEVATIONS ARE TO THE TOP OF CURB UNLESS NOTED OTHERWISE. ELEVATION OF FLOW LINE IS 6" BELOW TOP OF CURB UNLESS OTHERWISE SHOWN. SP A R R O W S T R E E T GO L D F I N C H A V E N U E SHEET X.2 SHEET X.4 SH E E T X . 3 SH E E T X . 4 8 1 26 28 2 3 4 5 6 7 21 22 23 24 25 27 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 12 13 14 15 16CH I C K A D E E L A N E 2 3 4 5 6 7 891011 12 13 14 15 16 OUTLOT D OUTLOT G 4 10 ROBIN STRE E T ROBIN STREET FALLON DRI V E N E 1 OUTLOT E OUTLOT F 2 5 17 18 19 20 10 11 9 6 5 10 11 12 19 + 5 7 . 8 7 1 6 + 0 0 1 7 + 0 0 1 8 + 0 0 1 9 + 0 0 4+00 5+00 5+ 1 0 . 7 9 1 3 + 0 0 14 + 0 0 15 + 0 0 16 + 0 0 17 + 0 0 17 + 7 4 . 4 5 0+0 0 1+0 0 2+0 0 3+0 0 4+0 0 1+00 2 +00 3+00 4 + 0 0 5 + 0 0 6 + 0 0 7 + 0 0 8 + 0 0 9+00 10+00 11+00 12+00 13+00 14+00 14+57.36 S S V V V V V V S V S V V V S V V V S S V V V V S S S S S S S VV VV VV VVVVVVVVVVVV VV VV VV VV VV VV VV VV VV VV VV VV VV VV | VV VV VV VV VV VV VV VV | | | | | | | | | | | | | | | ||| VV VV DVVVV | | | | | | || ||| V V V V V V VVVVVVVVV V V V V V V V V V V V V V V V VV VV VV | | | | | | VV VV VV VV 4+00 5+00 5+ 1 0 . 7 9 1 3 + 0 0 14 + 0 0 15 + 0 0 16 + 0 0 17 + 0 0 17 + 7 4 . 4 5 1+00 2 +00 3+00 4 + 0 0 5 + 0 0 6 + 0 0 7 + 0 0 8 + 0 0 9+00 10+00 11+00 12+00 13+00 14+00 14+57.36 0+0 0 1+0 0 2+0 0 3+0 0 4+0 0 1 6 + 0 0 1 7 + 0 0 1 8 + 0 0 1 9 + 0 0 19 + 5 7 . 8 7 9 7 1 9 7 2 9 7 3 980 985 990 97 6 977 97 8 979 981 982 983 984 986 987 988 989 991 992 970 97 5 98 0 9 8 5 9 9 0 9 9 5 10 0 0 96 8 969 9 7 1 9 7 2 9 7 3 97 4 97 6 97 7 97 8 97 9 9 8 1 9 8 2 9 8 3 9 8 4 9 8 6 9 8 7 9 8 8 9 8 9 9 9 1 9 9 2 9 9 3 9 9 4 9 9 6 99 7 99 8 99 9 10 0 1 970 968 969 971 972 97 2 . 3 0 F G 974.6 0 F G 974.1 0 F G 9 7 0 9 7 1 9 7 2 9 7 3 974 9 7 0 96 8 9 6 8 9 6 9 9 7 1 9 7 2 9 7 3 9 7 4 979. 7 0 F G 981. 3 0 F G 983. 3 0 F G 985. 7 0 F G 988. 3 0 F G 3.6% 3.4% 2.3% 2.2% 3.3% 5.0% 96 7 . 7 0 F G 969. 3 0 F G 972. 3 0 F G 4.7% 4.7%974. 3 0 F G 5.2%976. 5 0 F G 4.9%978. 5 0 F G 6.7%981. 1 0 F G 4.6% 967.4 9 F G 3.2% 2.3% 970.5 0 F G 971.3 0 F G 970.70 FG 972. 6 0 F G 2.8% 5.4 % 5.2 % 5.1 % 973.2 0 F G 5.5 % 973. 6 0 F G 5.2 % 974.2 0 F G 5.5 % 974. 6 0 F G 5.2 % 975.5 0 F G 5.4 % 976. 8 0 F G 5.2 % 978.4 0 F G 5.2 % 979.8 0 F G 5.2 % 981. 2 0 F G 982.6 0 F G 984.0 0 F G 985.6 0 F G 986. 8 0 F G 988. 4 0 F G 990.0 0 F G 5.1 % 5.1 % 5. 0 % 5. 5 % 4. 9 % 5. 1 % 5. 1 % 991. 6 0 F G 5. 1 % 993.0 0 F G 5. 1 % 994. 0 0 F G 5. 0 % 995. 0 0 F G 5. 4 % 995. 8 0 F G 5. 1 % 996. 7 0 F G 5. 2 % 997. 7 0 F G 5. 5 % 5.7% 969. 6 0 F G 5.2% 970. 0 0 F G 2.3 % 969. 7 5 F G 4.7 % 972. 6 0 F G 4.4 % 973.0 0 F G 4.7 % 975.2 0 F G 3.6 % 976.2 0 F G 3.3 % 977. 7 0 F G 3.8 % 979. 7 0 F G 982.7 0 F G 984.7 0 F G 987. 4 0 F G 989.2 0 F G 4.2 % 3. 3 % 2. 6 % 2. 8 % 990. 7 0 F G 2. 4 % 3. 7 % 996.2 0 F G 5. 5 % 997.2 0 F G 5. 9 % 998. 2 0 F G 6. 3 % 971.90 FG 5. 4 % 5. 1 % 970.90 FG 4. 8 % 2. 4 % 5. 1 % 969.84 FG 5. 4 % 6. 6 % 5. 1 % 6. 1 % 967.84 FG 968.27 FG 968.94 EX 970 975 967 968 969 971 972 973 974 976 977 978 98 0 98 5 98 1 98 2 98 3 98 4 98 6 98 7 98 8 980 985 990 995 10 0 0 979 981 982 983 984 986 987 988 989 991 992 993 994 996 997 998 999 10 0 1 973 974 970 9 7 0 9699 6 9 9 7 1 9 7 2 9 7 3 9 7 1 9 7 2 9 7 3 990 99 5 989 991 99 2 99 3 99 4 99 6 98 5 990 98 3 98 4 98 6 98 7 98 8 98 9 970 975 968 969 971 972 973 974 976 97 0 96 7 9 6 7 96 7 96 8 9 6 8 968 968 968 96 9 97 1 97 5 973 973 974 968 N O G R A D I N G W I T H I N U N D E R G R O U N D G A S P I P E L I N E L I M I T S C A U T I O N N O G R A D I N G W I T H I N U N D E R G R O U N D G A S P I P E L I N E L I M I T S C A U T I O N GASLINE NW INV.=964.90 SE INV.=964.90 GASLINE NW INV.=966.10 SE INV.=966.10 973.34 EX 974.87 EX SE L O G= 9 6 8 . 4 LL = 9 6 5 . 2 G = 9 7 9 . 0 L L / O P N = 9 7 6 . 2 S E L O G = 9 8 0 . 4 L L = 9 7 7 . 2 SE L O G= 9 8 2 . 0 LL = 9 7 8 . 8 SE L O G= 9 8 4 . 0 LL = 9 8 0 . 8 SE L O G= 9 8 6 . 4 LL = 9 8 3 . 2 SE L O G= 9 8 9 . 0 LL = 9 8 5 . 8 FB W O G= 9 8 9 . 8 LL / O P N = 9 8 1 . 8 FB W O G= 9 8 7 . 2 LL / O P N = 9 7 9 . 2 FB W O G= 9 8 5 . 2 LL / O P N = 9 7 7 . 2 FB W O G= 9 8 3 . 0 LL / O P N = 9 7 5 . 0 F B L O G = 9 7 9 . 0 L L = 9 7 1 . 0 O P N = 9 7 3 . 0 G = 9 7 6 . 0 L L = 9 6 8 . 0 O P N = 9 7 0 . 0 S O G G = 9 7 3 . 4 S O G G = 9 7 4 . 0 S O G G = 9 7 4 . 4 S O G G = 9 7 5 . 0 S O G G = 9 7 5 . 4 S O G G = 9 7 6 . 3 S O G G = 9 7 7 . 6 S O G G = 9 7 9 . 2 S O G G = 9 8 0 . 6 S O G G= 9 8 2 . 0 SO G G= 9 8 3 . 4 SOG G=98 4 . 8 SOG G=986. 4 SOG G=987.6 SOG G=989.2 SOG G=990.8 SOG G=992.4 SOG G=993.8 SOG G=994.8 SOG G=995.8 SOG G=996.6 SOG G=997.5 SOG G=998.5 SOG G=999.0 SOG G=998.0 SOG G=997.0 SOG G=991.5 SOG G=990.0 SOG G=988.2 SOG G=985. 5 SO G G= 9 8 3 . 5 S O G G = 9 8 0 . 5 S O G G = 9 7 8 . 5 S O G G = 9 7 7 . 0 S O G G = 9 7 6 . 0 S O G G = 9 7 3 . 8 S O G G = 9 7 3 . 4 SO G G= 9 7 1 . 6 SO G G= 9 7 0 . 8 SO G G= 9 7 0 . 4 972.7 0 F G 4:1 GASLINE NW INV.=966.90 SE INV.=966.90 GASLINE NW INV.=969.20 SE INV.=969.20 969 97 5 97 2 973 97 4 2. 3 % 5 . 5 % 6 . 7 % 7.7% 12.6% 2. 5 % 2.6% 1 2 . 9 % 992.18 FL 991.94 FL 991.70 FL 991.70 FL 992.78 FL 993.86 FL 972.24 FL 972.20 FL 972.16 FL 972.16 FL 972.67 FL 973.17 FL 966.2 8 F G 4:1 5:1 4:1 2. 0 % 2. 0 % 2. 0 % 2.0% 968.6 4 F G 967.50 FG 966. 0 0 F G 972. 7 0 F G 9 7 4 . 4 0 F G 4. 1 % 2. 3 % 967. 3 0 F G 96 7 . 8 8 F G 96 9 . 5 3 F G 969.7 0 F G 968.50 FG 973. 3 0 F G 973.7 0 F G 974.3 0 F G 974. 7 0 F G 975.6 0 F G 976. 9 0 F G 978.5 0 F G 979. 9 0 F G 981 . 3 0 F G 982 . 7 0 F G 984 . 1 0 F G 98 5 . 7 0 F G 98 6 . 9 0 F G 98 8 . 5 0 F G 99 0 . 4 6 F G 99 1 . 7 0 F G 99 3 . 1 0 F G 99 4 . 1 0 F G 99 5 . 1 0 F G 99 5 . 9 0 F G 99 6 . 8 0 F G 5 : 1 4: 1 5 : 1 7 : 1 3.1% 978. 3 0 F G 979.7 0 F G 981. 3 0 F G 983. 3 0 F G 985. 7 0 F G 988. 3 0 F G 99 6 . 3 0 F G 99 7 . 3 0 F G 969. 7 0 F G 97 0 . 1 0 F G 972. 7 0 F G 971.90 FG 970.90 FG 969.90 FG 967.70 FG 995 1000 1005 996 997 998 999 1001 1002 1003 1004 980 985 990 977 978 979 981 982 983 984 986 987 988 989 991 1000.00 BW 1001.00 TW 998.00 BW 1001.00 TW 997.00 BW 1003.00 TW997.00 BW 1003.00 TW993.00 BW 999.00 TW 990.00 BW 996.00 TW 992.00 BW 993.00 TW 995.00 BW 996.00 TW 992.00 BW 996.00 TW 992.00 BW 996.00 TW 987.00 BW 993.00 TW 989.00 BW 995.00 TW 96 9 . 3 0 F G 9 6 9 . 9 0 F G 9 7 1 . 7 0 F G 975. 3 0 F G 976. 3 0 F G 977. 8 0 F G 979. 8 0 F G 982. 8 0 F G 98 4 . 3 0 F G 98 7 . 5 0 F G 98 9 . 3 0 F G 99 0 . 8 0 F G 989.1 0 F G 986.1 0 F G 984.5 0 F G 982. 3 0 F G 978. 3 0 F G 975.3 0 F G EOF=968.00 967.00 FG 968.20 FG 967.13 FG 966.50 FG 9 6 7 9 6 8 9 6 9 2. 0 % 3. 1 % 3. 1 % 980 979 981 982 983 985 984 986 970 96 9 970 975 971 972 973 974 976 977 97 8 9 7 9 975 971 972 973 974 9 7 3 97 1 97 2 97 2 6: 1 5.9% 2.0% 2.0% 2.0% 2.0 % 2.0% 33.4% 2.0 % 2.0 % 2.1 % 2.0 % 2.0 % 2. 0 % 2. 0 % 2.0 % 2.0 % 2.0 % 2.0 % 2.0 % 2.0 % 2.0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 2. 0 % 9 7 2 9 7 3 995 996 99 2 98 3 98 4 978 3: 1 98 5 982 98 3 984 972.89 TC 972.64 FL 972.18 TC 971.93 FL 971.47 TC 971.22 FL 970.80 TC 970.55 FL 988.93 TC 988.68 FL 990.90 TC 990.65 FL 966.40 FL 966.40 FL 968.95 FL 968.92 FL 968.90 FL 969.38 FL 969.02 FL 969.74 FL SE L O G= 9 7 0 . 2 LL = 9 6 7 . 0 6.3% SE L O G=9 7 0 . 6 LL= 9 6 7 . 4 SE L O G= 9 7 1 . 6 LL= 9 6 8 . 4 SE L O G= 9 7 2 . 6 LL= 9 6 9 . 4 966.15 FG 2.0% 2. 0 % 2. 0 % SE L O G=9 7 0 . 0 LL= 9 6 6 . 8 96 9 . 9 0 F G SE L O G=9 7 0 . 6 LL= 9 6 7 . 4 97 0 . 9 0 F G SE L O G=9 7 1 . 6 LL= 9 6 8 . 4 97 1 . 7 0 F G SE L O G=9 7 2 . 4 LL= 9 6 9 . 2 9 7 0 . 9 0 F G 9 6 9 . 3 0 F G 2. 0 % 2. 0 % 2 . 4 % 2.0% 2 . 2 % S E L O G = 9 7 2 . 8 L L = 9 6 9 . 6 S E L O G = 9 7 2 . 0 L L = 9 6 8 . 8 SE L O G= 9 7 1 . 2 LL = 9 6 8 . 0 972.1 0 F G 970. 5 0 F G 971. 3 0 F G 972. 1 0 F G 5.3 % 2.0 % S O G G = 9 7 2 . 0 S O G G = 9 7 2 . 4 S O G G = 9 7 2 . 8 S O G G = 9 7 3 . 4 S O G G = 9 7 4 . 0 S O G G = 9 7 4 . 9 S O G G = 9 7 4 . 9 S O G G = 9 7 4 . 8 S O G G = 9 7 5 . 1 S O G G = 9 7 5 . 4 S O G G = 9 7 3 . 4 S O G G = 9 7 3 . 0 5.2 % 5.1 % 5.0 % 5.5 % 6.1 % 7.6 % 6.2 % 4.9 % 6.8% 5.0% 5.5 % 5.4 % 9 7 4 . 1 0 F G 9 7 3 . 9 0 F G 974. 2 0 F G 973. 3 0 F G 974. 3 0 F G 974.0 0 F G 974. 1 0 F G 972. 1 0 F G 973. 2 0 F G 972.6 0 F G 972. 0 0 F G 971.6 0 F G 971. 2 0 F G 970.8 0 F G 970. 4 0 F G 972. 6 0 F G 971. 6 3 F G 970. 3 0 F G 972.0 0 F G 971. 7 0 F G 970.8 0 F G 969. 9 0 F G 969.0 0 F G 968. 1 0 F G 967. 2 0 F G 968.1 0 F G 971. 7 0 F G 971. 3 0 F G 970.9 0 F G 972.37 TC 972.12 FL 971.66 TC 971.41 FL 970.95 TC 970.70 FL 988.40 TC 988.15 FL FL 2 . 4 % F L 1 . 1 % F L 1 . 1 % 3. 1 % 974.50 BW 975.00 TW 973.00 BW 976.00 TW 972.00 BW 975.00 TW 971.00 BW 974.00 TW 971.50 BW 972.00 TW EOF=969.20 4:1 2.0 % 2.0 % 2.0 % 2. 0 % 2. 0 % 2. 0 % 2. 1 % 2. 0 % SCALE: 1" = 50' 0 50' GR A D I N G SE G R A D I N G P L A N C3.410 : 3 8 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ G r a d i n g P l a n . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S PROPOSED RIP RAP 984 NEW TOP-BACK OF CURB ELEVATION NEW SIDEWALK ELEVATION PROPOSED CONTOUR 980.50 TC NEW FLOW LINE OF CURB ELEVATION PROPOSED SLOPE 980.50 FL 980.50 SW NEW TOP OF GRAVEL ELEVATION NEW TOP OF PAVEMENT ELEVATION980.50 TP 980.50 TG EXISTING ELEVATION980.50 EX NEW FINISHED GRADE ELEVATION980.50 FG EMERGENCY OVERFLOWE.O.F. LEGEND:GRADING GENERAL NOTES: 1.THE CONTRACTOR SHALL NOTE ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS IN THE FIELD REPRESENTED WITHIN THE PLANS AS SHOWN AND ALERT THE ENGINEER BEFORE BIDDING THE PROJECT AND BEGINNING CONSTRUCTION. 2.CONTRACTOR SHALL LOCATE AND VERIFY ALL UTILITIES WHICH MAY AFFECT THIS WORK AND NOTIFY THE OWNER OF ANY CHANGES. CONTACT LOCAL UTILITY COMPANIES FOR EXACT LOCATIONS PRIOR TO BIDDING THE PROJECT AND COMMENCING WORK. 3.CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT SILT AND DEBRIS RUN-OFF DURING GRADING OPERATIONS (I.E. SILT FENCE, STRAW BALES, ETC.). 4.CONTRACTOR SHALL VERIFY CRITICAL ELEVATIONS TO ENSURE CONFORMANCE WITH GRADING PLAN, PARTICULARLY WITH EXISTING STRUCTURES AND/OR PAVEMENTS TO REMAIN. MEET EXISTING GRADES ALONG STREETS, PROPERTY LINES, AND DRIVEWAY ENTRANCES. RESTORE ALL PAVEMENTS THAT REMAIN TO THEIR ORIGINAL IF NOT BETTER CONDITION. NOTIFY OWNER OF ANY CONFLICTS PRIOR TO BIDDING THE PROJECT. 5.TURF ESTABLISHMENT AREAS SHALL RECEIVE MINIMUM OF 4" DEPTH AS MEASURED IN PLACE OF TOPSOIL. TOPSOIL WILL BE FURNISHED AND INSTALLED BY THE CONTRACTOR. ALL GRADED SLOPES GREATER THAN OR EQUAL TO 5:1 SHALL BE HYDROSEEDED, EROSION CONTROL BLANKETED, OR MULCHED TO HELP STABILIZE THE SLOPES BY GENERAL CONTRACTOR. 6.PROPOSED SPOT ELEVATIONS ARE TO THE TOP OF CURB UNLESS NOTED OTHERWISE. ELEVATION OF FLOW LINE IS 6" BELOW TOP OF CURB UNLESS OTHERWISE SHOWN. POND (10P) NWL=958.0 HWL=962.97 POND 1 NWL=955.0 HWL=959.12 POND 2 NWL=954.0 HWL=956.46 N O G R A D I N G W I T H I N U N D E R G R O U N D G A S P I P E L I N E L I M I T S C A U T I O N N O G R A D I N G W I T H I N U N D E R G R O U N D G A S P I P E L I N E L I M I T S C A U T I O N N O G R A D I N G W I T H I N U N D E R G R O U N D G A S P I P E L I N E L I M I T S C A U T I O N 16 C.Y. OF CL. 3 RIP RAP IN FOREBAY 20 C.Y. OF CL. 3 RIP RAP IN FOREBAY 40 C.Y. OF CL. 3 RIP RAP WETLAND (8P) NWL=960.0 HWL=962.97 WETLAND (3P) NWL=955.0 HWL=959.12 16 C.Y. OF CL. 3 RIP RAP IN FOREBAY 24 C.Y. OF CL. 3 RIP RAP IN FOREBAY TAN A G E R L A N E FALLON DRI V E N E SP A R R O W S T R E E T GOLDFINCH AVENUE TA N A G E R L A N E GO L D F I N C H A V E N U E SHEET X.1 SHEET X.3 SHEET X.2 SHEET X.4 SH E E T X . 1 SH E E T X . 2 SH E E T X . 3 SH E E T X . 4 8 11 14 8 1 1 1 1 1 1 1 26 28 OUTLOT A 2 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 8 9 10 11 1213 2 3 4 2 3 4 5 6 7 2 3 4 5 6 7 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 27 OUTLOT B 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 2 3 4 5 6 7 12 13 14 15 16 17 18 19 20 CH I C K A D E E L A N E 2 3 4 5 6 7 89101112 13 14 15 16 1 OUTLOT C OUTLOT D OUTLOT G 1 2 3 4 7 8 9 10 ROBIN STR E E T ROBIN STREET FALLON DRI V E N E MALLARD LANE FA L L O N D R I V E N E HERON C O U R T TA N A G E R C I R C L E H W HW HW HW HW HW H W HWHWHWHWHWHW H W H W HW H W HW HW H W H W HW H W H W H W HW HW HW HW HW H W H W H W HWHW HW HW 1 OUTLOT E OUTLOT F 2 5 17 18 19 20 8 9 10 11 5 6 7 8 9 10 6 1 9 8 7 6 5 4 3 2 10 11 12 8 5 t h S t N E 19 + 5 7 . 8 7 -1 + 0 0 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4 + 0 0 5 + 0 0 6 + 0 0 7 + 0 0 8 + 0 0 9 + 0 0 1 0 + 0 0 1 1 + 0 0 1 2 + 0 0 1 3 + 0 0 1 4 + 0 0 1 5 + 0 0 1 6 + 0 0 1 7 + 0 0 1 8 + 0 0 1 9 + 0 0 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+0 0 5+00 5+ 1 0 . 7 9 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+0 0 8 + 0 0 9 + 0 0 1 0 + 0 0 1 1 + 0 0 12 + 0 0 13 + 0 0 14 + 0 0 15 + 0 0 16 + 0 0 17 + 0 0 17 + 7 4 . 4 5 15+44.34 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 8+ 0 0 9+ 0 0 10+00 11 +0 0 12+ 0 0 13+ 0 0 14+ 0 0 15+ 0 0 D 0+0 0 1+0 0 2+0 0 3+0 0 4+0 0 5+0 0 6+0 06+1 7 . 3 1 0+00 1+00 2 +00 3+00 4 + 0 0 5 + 0 0 6 + 0 0 7 + 0 0 8 + 0 0 9+00 10+00 11+00 12+00 13+00 14+00 14+57.36 S S S S S S S S S S SV V V V V V V V V V V V V V V V V V V V V SVVV SVVV S V S V V S V V S S V S V S V V S V V S S S S S S S S VVVVVVVV V V VV VV VV VVVVVV VV V V VV VV VV VV VV VV VV VV VVVV VV VV VV VV VV VV D D V V V V | | | | | | | VV VV VV VV | | | | | | || | | | | | | | | VV DVV | | | | | | || || | VV V V V V VV VV VV VV VV VV VVVVVV V V V V VV VV VV D D D DDD D D VVVV V V V V V V V V V V 953.40 FG VVVVVVVV WS VV | | | VV VV D | | | D VV VV D UT I L I T Y OV E R A L L U T I L I T Y P L A N C4.010 : 4 0 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ U t i l i t y P r o f i l e s . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S SCALE: 1" = 50' 0 50' VV | V PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED RIP RAP LEGEND: D S PROPOSED STORM MANHOLE UTILITY GENERAL NOTES: 1.CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL UTILITY RELOCATIONS. 2.CONTRACTOR SHALL LOCATE AND VERIFY ALL UTILITIES WHICH MAY AFFECT THIS WORK AND NOTIFY OWNER OF ANY CHANGES. CONTACT LOCAL UTILITY COMPANIES FOR EXACT LOCATIONS PRIOR TO BIDDING THE PROJECT AND COMMENCING WORK. 3.CONTRACTOR SHALL VERIFY CRITICAL ELEVATIONS TO ENSURE CONFORMANCE WITH GRADING PLAN AND EXISTING UTILITIES, PARTICULARLY WITH EXISTING STRUCTURES AND/OR PAVEMENTS TO REMAIN. 4.THE CONTRACTOR SHALL NOTE ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS AS EXISTING IN THE FIELD AND AS REPRESENTED WITHIN THE PLANS AS SHOWN AND ALERT THE ENGINEER BEFORE BIDDING THE PROJECT AND BEGINNING CONSTRUCTION. 5.WATER LINE TO MINIMUM 8.0 FEET DEPTH. 6.VERIFY INVERT ELEVATIONS OF EXISTING SANITARY LINE AT POINT OF CONNECTION WITH NEW SANITARY LINE PRIOR TO INSTALLING ANY NEW UTILITIES. 7.ALL CROSSING ELEVATIONS OF NEW UTILITIES & SIZES OF THE EXISTING UTILITIES ARE BASED ON ASSUMED ELEVATIONS AND SIZES PROVIDED BY THE SURVEY. 8.ALL SANITARY SERVICE PIPE AND FITTINGS WILL BE SCHDULE 40. 9.ALL STORM SEWER SHALL BE PVC SCHEDULE 40 WHEN LESS THAN 8" IN DIAMETER. ALL RCP STORM SEWER SHALL BE CLASS V PIPE UNLESS OTHERWISE NOTED. ALL HDPE STORM SEWER SHALL BE DUAL WALL HIGH PERFORMANCE POLYPROPYLENE PIPE AND SHALL CONFORM TO AASHTO M330. 10.ALL WATER LINES 4" OR GREATER SHALL CONFORM TO AWWA C900, AWWA C150, OR GRADE PE-3408 OR GRADE PE4710 PIPE AND SHALL BE RATED FOR 200 PSI. ALL WATER LINES LESS THAT 4" SHALL CONFORM TO AWWA C901 SIDR 7 (HDPE WATER LINE) OR TYPE K COPPER PIPE. 11.THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING TWO CONSECUTIVE PASSING BACTERIOLOGICAL TESTS FROM THE PROPOSED WATER SERVICE. 12.THE APPLICANT SHALL BE RESPONSIBLE FOR REPLACING ANY CONCRETE PAVEMENT WHICH IS DAMAGED OR REMOVED AS A RESULT OF THE PROPOSED WATER, SANITARY, STORM SEWER SERVICE INSTALLATION. 13.SEE DETAILS FOR SPECIFIC MODELS USED FOR CURB STOPS, MANHOLES, VALVES, ETC. 14.IF DEWATERING IS REQUIRED FOR THIS PROJECT, THE PUMP DISCHARGE SHALL BE TREATED PRIOR TO BEING DISCHARGED OFF-SITE OR INTO A SURFACE WATER. THE DISCHARGE SHALL BE VISUALLY CHECKED TO ENSURE THAT IT IS VISIBLY CLEAN WATER. NO DEWATERING IS EXPECTED FOR THIS SITE DUE TO SANDY SOIL CONDITIONS. 15.CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL PLAN FOR PAVEMENT REMOVAL, UTILITY INSTALLATION, AND REPLACEMENT AS NEEDED. W S PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE PROPOSED HYDRANT SCALE: 1" = 100' 0 100' 96 0 957 958 9 5 9 95 9 959 9 6 1 9 6 2 9 6 3 96 5 96 6 96 5 966 950 955 960 949951952953954956957958959961 950 955 949 951 952 953 954 956 957 958 9 5 0 95 5 9 4 9 9 5 1 9 5 2 9 5 3 95 4 95 6 95 7 9 5 8 9 5 9 960 957 9 5 8 95 9 9 6 1 9 5 8 958 95 9 POND 1 NWL=955.0 HWL=959.12 POND 2 NWL=954.0 HWL=956.46 966966 966966 967 967 96 7 96 7 968 968 96 7 96 8 95 5 9 6 0 95 1 95 2 95 3 95 4 95 6 95 7 95 8 95 9 9 6 1 960 958 959 961 962 95 5 95 1 95 2 95 3 95 4 9 5 6 95 6 955 955 960 953 953 954 954 956 956 957 957 958 959 951 952 953954 N O G R A D I N G W I T H I N U N D E R G R O U N D G A S P I P E L I N E L I M I T S C A U T I O N G A S SEWO G=968.3 LL/OPN=965.5 SEWO G=968.4 LL/OPN=965.6 SE W O G= 9 6 6 . 2 LL / O P N = 9 6 3 . 4 SE W O G= 9 6 6 . 6 LL / O P N = 9 6 3 . 8 FB L O G= 9 6 7 . 8 LL = 9 5 9 . 8 OP N = 9 6 1 . 8 FB L O G= 9 6 8 . 2 LL = 9 6 0 . 2 OP N = 9 6 2 . 2 FB L O G= 9 6 8 . 4 LL = 9 6 0 . 4 OP N = 9 6 2 . 4 FB L O G= 9 6 8 . 6 LL = 9 6 0 . 6 OP N = 9 6 2 . 6 FB L O G= 9 6 8 . 6 LL = 9 6 0 . 6 OP N = 9 6 2 . 6 SE W O G= 9 6 7 . 8 LL / O P N = 9 6 5 . 0 S E W O G = 9 6 4 . 0 L L / O P N = 9 6 1 . 2 S E W O G = 9 6 4 . 4 L L / O P N = 9 6 1 . 6 S E W O G = 9 6 4 . 8 L L / O P N = 9 6 2 . 0 S E W O G = 9 6 5 . 6 L L / O P N = 9 6 2 . 8 S E L O G = 9 6 5 . 8 L L = 9 6 2 . 6 S E L O G = 9 6 6 . 4 L L = 9 6 3 . 2 S E L O G = 9 6 7 . 0 L L = 9 6 3 . 8 S E W O G = 9 6 3 . 2 L L / O P N = 9 6 0 . 4 S E W O G = 9 6 3 . 2 L L / O P N = 9 6 0 . 4 S E W O G = 9 6 3 . 6 L L / O P N = 9 6 0 . 8 S E W O G = 9 6 4 . 2 L L / O P N = 9 6 1 . 4 S E W O G = 9 6 4 . 8 L L / O P N = 9 6 2 . 0 S E W O G = 9 6 5 . 4 L L / O P N = 9 6 2 . 6 SE L O G= 9 6 8 . 4 LL = 9 6 5 . 2 960 961 962 963 96 5 9 6 1 9 6 2 9 6 3 964 96 7 96 8 960 957 958 959 961 962 95 5 95 4 95 6 95 5 95 4 9 6 5 96 0 95 9 96 1 96 6 96 5 16 C.Y. OF CL. 3 RIP RAP IN FOREBAY 20 C.Y. OF CL. 3 RIP RAP IN FOREBAY 955 95 5 956 957958959 955 95 5 957 40 C.Y. OF CL. 3 RIP RAP WETLAND (3P) NWL=955.0 HWL=959.12 SE L O G= 9 6 8 . 8 LL = 9 6 5 . 6 SE L O G= 9 6 9 . 0 LL = 9 6 5 . 8 SE L O G= 9 6 8 . 7 LL = 9 6 5 . 5 SE L O G= 9 6 8 . 4 LL = 9 6 5 . 2 96 0 95 8 95 9 96 0 95 8 95 9 16 C.Y. OF CL. 3 RIP RAP IN FOREBAY 24 C.Y. OF CL. 3 RIP RAP IN FOREBAY FALLON DRI V E N E GOLDFINCH AVENUE TA N A G E R L A N E SHEET X.1 SHEET X.3 SH E E T X . 1 SH E E T X . 2 8 1 1 1 OUTLOT A 2 3 4 5 6 7 8 1 2 3 4 2 3 4 5 6 7 2 OUTLOT B 1 1 7 HW HW HW HW HW HW HW HW HW HW HW HW H W HWHWHWHWHWHWHWHWHWHWHWHW HW HW HW HW H W HW HW H W H W HW HW HW H W H W HW H W H W HW H W H W H W H W H W H W HW HW HW HW HW H W HW HW HW HW HW HW H W H W H W H W HW HWHWHWHWHW HW HW HW 10 6 9 8 7 6 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4 + 0 0 5 + 0 0 6 + 0 0 7 + 0 0 8 + 0 0 9 + 0 0 0+00 1+00 1+ 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 8+ 0 0 D REMOVE EXISTING 8" D.I.P. PLUG & CONNECT TO EXISTING 8" WATER MAIN STUB 0+00 1+00 S S S S S S V V V V V V V V V V V V V V V V V V V V V V V V V V V V V VVVV 199 LF OF 18"Ø RCP @ 0.40% VVVVVVVV VVVVVVVV VV VV 1 4 0 L F O F 3 0 " Ø R C P @ 0 . 7 6 % VV VV VV 1 8 2 L F O F 3 6 " Ø R C P @ 0 . 4 9 % VV VV 13 7 L F O F 1 5 " Ø H D P E @ 0 . 5 3 % D 18 LF OF 12"Ø RCP @ 2.17% 29 LF OF 24"Ø RCP @ 1.20% | | | | | | | | | | | ??? LF OF 6"Ø DIP | | | | | VV VV VV DVVVV | | | | G A S || | | W W W W W W W V V V V WW W W W W W W W W VV VV VV VV VV VV VV VV VV VV VV VVVVVV 30 LF OF 18"Ø HDPE @ 0.47% 41 LF OF 12"Ø RCP @ 1.87% 43 LF OF 12"Ø RCP @ 2.31% VV VV D D171 LF OF 30"Ø RCP @ 0.40% 18 6 L F O F 1 5 " Ø H D P E @ 0 . 5 0 % 124 L F O F 2 4 " Ø R C P @ 0 . 4 7 % 108 LF O F 2 4 " Ø R C P @ 0 . 3 9 % 11.3° BEND 22.5° BEND 22.5° BEND 10 IN X 10 IN X 6 IN TEE WATER HYDRANT 6"Ø 6 IN X 6 IN GATE VALVE 10 IN X 10 IN X 6 IN TEE 6 IN X 6 IN GATE VALVE WATER HYDRANT 6"Ø 8 IN X 8 IN X 8 IN TEE 8 IN X 8 IN X 6 IN TEE WATER HYDRANT 6"Ø GATE 6 IN X 6 IN"Ø REDUCER 8 X 6 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE POND 2 CONTROL STRC (PER DETAIL) RIM=959.55 SE INV.=953.40 W INV.=954.00 CONNECT INTO EXISTING PVC PIPE INV.=943.1± (FIELD VERIFY) 5-20 CBMH RIM=964.00 S INV.=960.00 CBMH 5-22 CBMH RIM=962.35 SUMP INV.=951.90 SE INV.=955.90 NW INV.=955.90 5-23 FES INV.=955.00 5-21 CBMH RIM=964.10 N INV.=959.25 S INV.=959.25 9-1 FES INV.=954.50 9-3 FES INV.=953.40 8-1 FES INV.=953.00 8-2 FES INV.=953.63 2-23 FES INV.=955.00 6-5 FES INV.=956.60 1-7 FES INV.=954.75 CBMH 1-6 CBMH RIM=960.47 SUMP INV.=950.90 E INV.=954.90 SW INV.=954.90 1-8 FES INV.=959.25 1-9 FES INV.=958.48 1-10 FES INV.=957.85 1-11 FES INV.=956.85 5-14 CBMH 5-13 CB 2-20 STMH 2-19 CB 2-18 CBMH 2-22 STMH 1-3 CB1-4 CBMH 6-4 CB 6-7 CBMH 6-8 CB6-9 CBMH POND 1 CONTROL STRC (PER DETAIL) RIM=959.00 SE INV.=955.00 W INV.=955.00 6-10 FES INV.=954.00 CONNECT INTO EXISTING PVC PIPE INV.=939.3± (FIELD VERIFY) SAN MH 201 SAN MH 202 SAN MH 203 SAN MH 210 SAN MH 209 953.40 FG 6-6 CBMH VVVVVVVVVVVVVVVV 9-2 CBMH RIM=959.67 E INV.=954.56 W INV.=954.56 412 LF OF 24"Ø RCP @ 0.28% 2-17 CB 5-19 STMH DD SAN MH 211 VV VV D 1-5 STMH 146 LF OF 18"Ø HDP E @ 0 . 4 7 % 146 LF OF 18"Ø HDP E @ 0 . 4 7 % 5-16 STMH5-12 STMH 2-21 CB CONNECT TO EXIST. 10" WATERMAIN STUB REMOVE EX. HYDRANT. 16 LF OF 12"Ø RCP @ 2.76% UT I L I T Y NW U T I L I T Y P L A N C4.110 : 4 1 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ U t i l i t y P r o f i l e s . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S SCALE: 1" = 50' 0 50' VV | V PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED RIP RAP LEGEND: D S PROPOSED STORM MANHOLE UTILITY GENERAL NOTES: 1.CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL UTILITY RELOCATIONS. 2.CONTRACTOR SHALL LOCATE AND VERIFY ALL UTILITIES WHICH MAY AFFECT THIS WORK AND NOTIFY OWNER OF ANY CHANGES. CONTACT LOCAL UTILITY COMPANIES FOR EXACT LOCATIONS PRIOR TO BIDDING THE PROJECT AND COMMENCING WORK. 3.CONTRACTOR SHALL VERIFY CRITICAL ELEVATIONS TO ENSURE CONFORMANCE WITH GRADING PLAN AND EXISTING UTILITIES, PARTICULARLY WITH EXISTING STRUCTURES AND/OR PAVEMENTS TO REMAIN. 4.THE CONTRACTOR SHALL NOTE ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS AS EXISTING IN THE FIELD AND AS REPRESENTED WITHIN THE PLANS AS SHOWN AND ALERT THE ENGINEER BEFORE BIDDING THE PROJECT AND BEGINNING CONSTRUCTION. 5.WATER LINE TO MINIMUM 8.0 FEET DEPTH. 6.VERIFY INVERT ELEVATIONS OF EXISTING SANITARY LINE AT POINT OF CONNECTION WITH NEW SANITARY LINE PRIOR TO INSTALLING ANY NEW UTILITIES. 7.ALL CROSSING ELEVATIONS OF NEW UTILITIES & SIZES OF THE EXISTING UTILITIES ARE BASED ON ASSUMED ELEVATIONS AND SIZES PROVIDED BY THE SURVEY. 8.ALL SANITARY SERVICE PIPE AND FITTINGS WILL BE SCHDULE 40. 9.ALL STORM SEWER SHALL BE PVC SCHEDULE 40 WHEN LESS THAN 8" IN DIAMETER. ALL RCP STORM SEWER SHALL BE CLASS V PIPE UNLESS OTHERWISE NOTED. ALL HDPE STORM SEWER SHALL BE DUAL WALL HIGH PERFORMANCE POLYPROPYLENE PIPE AND SHALL CONFORM TO AASHTO M330. 10.ALL WATER LINES 4" OR GREATER SHALL CONFORM TO AWWA C900, AWWA C150, OR GRADE PE-3408 OR GRADE PE4710 PIPE AND SHALL BE RATED FOR 200 PSI. ALL WATER LINES LESS THAT 4" SHALL CONFORM TO AWWA C901 SIDR 7 (HDPE WATER LINE) OR TYPE K COPPER PIPE. 11.THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING TWO CONSECUTIVE PASSING BACTERIOLOGICAL TESTS FROM THE PROPOSED WATER SERVICE. 12.THE APPLICANT SHALL BE RESPONSIBLE FOR REPLACING ANY CONCRETE PAVEMENT WHICH IS DAMAGED OR REMOVED AS A RESULT OF THE PROPOSED WATER, SANITARY, STORM SEWER SERVICE INSTALLATION. 13.SEE DETAILS FOR SPECIFIC MODELS USED FOR CURB STOPS, MANHOLES, VALVES, ETC. 14.IF DEWATERING IS REQUIRED FOR THIS PROJECT, THE PUMP DISCHARGE SHALL BE TREATED PRIOR TO BEING DISCHARGED OFF-SITE OR INTO A SURFACE WATER. THE DISCHARGE SHALL BE VISUALLY CHECKED TO ENSURE THAT IT IS VISIBLY CLEAN WATER. NO DEWATERING IS EXPECTED FOR THIS SITE DUE TO SANDY SOIL CONDITIONS. 15.CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL PLAN FOR PAVEMENT REMOVAL, UTILITY INSTALLATION, AND REPLACEMENT AS NEEDED. W S PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE PROPOSED HYDRANT 9 7 0 97 5 966 967 967 967 9 6 8 9 6 9 9 7 1 9 7 2 97 3 97 4 97 6 977 97 8 979 96 6 9 6 6 9 6 7 96 7 96 8 969 9 6 8 968 9 6 9 969 POND (10P) NWL=958.0 HWL=962.97 967 9 7 5 98 0 98 5 9 7 6 9 7 7 9 7 8 97 9 98 1 98 2 98 3 98 4 98 6 98 7 98 8 966966 966966 967 967 96 7 96 7 968 967 968 966 967 G=968.3 LL/OPN=965.5 SEWO G=968.4 LL/OPN=965.6 SEWO G=969.0 LL/OPN=966.2 SE L O SEWO G=969.4 LL/OPN=966.6 SEWO G=969.2 LL/OPN=966.4 SEWO G=968.8 LL/OPN=966.0 SEWO G=968.4 LL/OPN=965.6 SEWO G=968.6 LL/OPN=965.8 SEWO G=969.2 LL/OPN=966.4 SEW O G=9 6 9 . 6 LL/O P N = 9 6 6 . 8 S E W O G = 9 7 0 . 0 L L / O P N = 9 6 7 . 2 S E W O G = 9 7 0 . 4 L L / O P N = 9 6 7 . 6 F B L O G = 9 7 1 . 6 L L = 9 6 3 . 6 O P N = 9 6 5 . 6 F B L O G = 9 7 1 . 8 L L = 9 6 3 . 8 O P N = 9 6 5 . 8 F B L O G = 9 7 2 . 4 L L = 9 6 4 . 4 O P N = 9 6 6 . 4 F B L O G = 9 7 2 . 6 L L = 9 6 4 . 6 O P N = 9 6 6 . 6 F B L O G = 9 7 4 . 0 L L = 9 6 6 . 0 O P N = 9 6 8 . 0 F B L O G = 9 7 5 . 6 L L = 9 6 7 . 6 O P N = 9 6 9 . 6 F B L O G = 9 7 7 . 4 L L = 9 6 9 . 4 O P N = 9 7 1 . 4 S E W O G = 9 7 9 . 0 L L / O P N = 9 7 6 . 2 S E L O G = 9 8 0 . 4 L L = 9 7 7 . 2 F B L O G = 9 7 9 . 0 L L = 9 7 1 . 0 O P N = 9 7 3 . 0 F B L O G = 9 7 6 . 0 L L = 9 6 8 . 0 O P N = 9 7 0 . 0 S E W O G = 9 7 4 . 0 L L / O P N = 9 7 1 . 2 G= 9 7 1 . 6 SO G G= 9 7 0 . 8 SO G G= 9 7 0 . 4 SO G G= 9 7 0 . 0 SO G G= 9 6 9 . 4 SO G G= 9 6 9 . 0 SO G G= 9 6 9 . 0 S E L O G = 9 7 2 . 2 L L = 9 6 9 . 0 S E L O G = 9 7 1 . 6 L L = 9 6 8 . 4 S E L O G = 9 7 1 . 0 L L = 9 6 7 . 8 SELO G=970.0 LL=966.8 SELO G=969.0 LL=965.8 SELO G=969.0 LL=965.8 SELO G=969.0 LL=965.8 9 6 7 96 8 9 6 5 9 6 6 9 6 7 9 6 8 9 6 9 967 968 96 5 962 963 964 965 961 962 963 964 965 96 3 96 4 9 6 5 96 3 9 6 4 97 0 96 6 96 7 96 8 96 9 965 964 966 96796 7 9 6 7 968 96 6 967 968 9 7 0 9 6 6 9 6 7 9 6 8 9 6 9 970 96 9 WETLAND (8P) NWL=960.0 HWL=962.97 SE L O SE L O SE L O SE L O G= 9 7 0 . 2 LL = 9 6 7 . 0 SE L O G= 9 6 9 . 0 LL = 9 6 5 . 8 SE L O G= 9 6 8 . 0 LL = 9 6 4 . 8 SE L O G= 9 6 8 . 5 LL = 9 6 5 . 3 SE L O G= 9 6 8 . 8 LL = 9 6 5 . 6 SE L O G= 9 6 9 . 8 LL= 9 6 6 . 6 SE L O G=9 7 0 . 6 LL= 9 6 7 . 4 SE L O G= 9 7 1 . 6 LL= 9 6 8 . 4 SE L O G=9 7 0 . 0 LL= 9 6 6 . 8 SE L O G=9 7 0 . 6SP A R R O W S T R E E T GOLDFINCH AVENUE SHEET X.2 SHEET X.4 SH E E T X . 1 SH E E T X . 2 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 2 3 4 5 6 7 14 15 16 17 18 19 20 CH I C K A D E E L A N E 2 3 OUTLOT C 8 9 20 8 9 10 11 10 6 1 9 8 7 6 5 4 3 2 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+0 0 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8 + 0 0 9 + 0 0 1 0 + 0 0 1 1 + 0 0 1 2 + 0 0 1 3 + 0 0 REMOVE EXISTING 8" D.I.P. PLUG & CONNECT TO EXISTING 8" WATER MAIN STUB 3+0 0 4+0 0 5+0 0 6+0 0 6+1 7 . 3 1 SVVVVV SVVVVVV S V V S V V V V V S V V V V S V V S V V V V V V S S 256 LF OF 15"Ø HDPE @ 0.42% 199 LF OF 18"Ø RCP @ 0.40% VVVVVVVVVVVVVV VV VV VV VV VV VVVVVVVV VV VV VV 1 6 3 L F O F 2 4 " Ø H D P E @ 0 . 5 1 % V V V V V V VV VV VV VV 234 LF O F 1 5 " Ø H D P E @ 0 . 5 2 % VV VV VV VV VV VV VV VV 13 7 L F O F 1 5 " Ø H D P E @ 0 . 5 3 % VV VV |||| | | | | | | | | | VV VV VV | | | | | ||| W W W W W W W W WWWW W W W W W W W W W W W W W W W W VVVVVVVVVV VV VV 13 4 L F O F 1 5 " Ø H D P E @ 0 . 7 2 % VV VV VV VV VV D D DDD D 18 6 L F O F 1 5 " Ø H D P E @ 0 . 5 0 % V V V V V V V V 22.5° BEND 11.3° BEND 22.5° BEND 22.5° BEND 8 IN X 8 IN X 6 IN TEE WATER HYDRANT 6"Ø 6 IN X 6 IN GATE VALVE 8 IN X 8 IN X 6 IN TEE 6 IN X 6 IN GATE VALVE WATER HYDRANT 6"Ø WATER HYDRANT 6"Ø 8 IN X 8 IN X 8 IN TEE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 1-1 CBMH RIM=960.50 W INV.=957.50 1-2 CBMH RIM=961.25 E INV.=956.40 W INV.=956.40 7-2 CBMH RIM=966.50 NW INV.=963.10 SW INV.=963.10 3-2 CBMH RIM=964.25 W INV.=959.25 S INV.=959.25 5-20 CBMH RIM=964.00 S INV.=960.00 5-21 CBMH RIM=964.10 N INV.=959.25 S INV.=959.25 3-1 CBMH RIM=964.25 N INV.=960.25 2-4 CB 2-5 CBMH 2-7 STMH 2-6 CB 2-15 CB 2-10 STMH 2-9 CB 2-8 CB 2-16 STMH 7-6 CBMH 7-4 CBMH 2-11 STMH2-14 STMH 2-12 CB 2-13 CB SAN MH 212 SAN MH 213 SAN MH 214 SAN MH 215 SAN MH 216 SAN MH 217 SAN MH 221 SAN MH 220 SAN MH 228 | | | | | | 11.3° BEND 8 IN X 8 IN X 8 IN TEE | VV VV 2-3 CBMH 7-3 CB 7-5 CB 4-11 CBMH 3-4 CBMH 3-5 S T M H 4-10 CB 3-3 C B UT I L I T Y NE U T I L I T Y P L A N C4.210 : 4 1 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ U t i l i t y P r o f i l e s . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S SCALE: 1" = 50' 0 50' VV | V PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED RIP RAP LEGEND: D S PROPOSED STORM MANHOLE UTILITY GENERAL NOTES: 1.CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL UTILITY RELOCATIONS. 2.CONTRACTOR SHALL LOCATE AND VERIFY ALL UTILITIES WHICH MAY AFFECT THIS WORK AND NOTIFY OWNER OF ANY CHANGES. CONTACT LOCAL UTILITY COMPANIES FOR EXACT LOCATIONS PRIOR TO BIDDING THE PROJECT AND COMMENCING WORK. 3.CONTRACTOR SHALL VERIFY CRITICAL ELEVATIONS TO ENSURE CONFORMANCE WITH GRADING PLAN AND EXISTING UTILITIES, PARTICULARLY WITH EXISTING STRUCTURES AND/OR PAVEMENTS TO REMAIN. 4.THE CONTRACTOR SHALL NOTE ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS AS EXISTING IN THE FIELD AND AS REPRESENTED WITHIN THE PLANS AS SHOWN AND ALERT THE ENGINEER BEFORE BIDDING THE PROJECT AND BEGINNING CONSTRUCTION. 5.WATER LINE TO MINIMUM 8.0 FEET DEPTH. 6.VERIFY INVERT ELEVATIONS OF EXISTING SANITARY LINE AT POINT OF CONNECTION WITH NEW SANITARY LINE PRIOR TO INSTALLING ANY NEW UTILITIES. 7.ALL CROSSING ELEVATIONS OF NEW UTILITIES & SIZES OF THE EXISTING UTILITIES ARE BASED ON ASSUMED ELEVATIONS AND SIZES PROVIDED BY THE SURVEY. 8.ALL SANITARY SERVICE PIPE AND FITTINGS WILL BE SCHDULE 40. 9.ALL STORM SEWER SHALL BE PVC SCHEDULE 40 WHEN LESS THAN 8" IN DIAMETER. ALL RCP STORM SEWER SHALL BE CLASS V PIPE UNLESS OTHERWISE NOTED. ALL HDPE STORM SEWER SHALL BE DUAL WALL HIGH PERFORMANCE POLYPROPYLENE PIPE AND SHALL CONFORM TO AASHTO M330. 10.ALL WATER LINES 4" OR GREATER SHALL CONFORM TO AWWA C900, AWWA C150, OR GRADE PE-3408 OR GRADE PE4710 PIPE AND SHALL BE RATED FOR 200 PSI. ALL WATER LINES LESS THAT 4" SHALL CONFORM TO AWWA C901 SIDR 7 (HDPE WATER LINE) OR TYPE K COPPER PIPE. 11.THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING TWO CONSECUTIVE PASSING BACTERIOLOGICAL TESTS FROM THE PROPOSED WATER SERVICE. 12.THE APPLICANT SHALL BE RESPONSIBLE FOR REPLACING ANY CONCRETE PAVEMENT WHICH IS DAMAGED OR REMOVED AS A RESULT OF THE PROPOSED WATER, SANITARY, STORM SEWER SERVICE INSTALLATION. 13.SEE DETAILS FOR SPECIFIC MODELS USED FOR CURB STOPS, MANHOLES, VALVES, ETC. 14.IF DEWATERING IS REQUIRED FOR THIS PROJECT, THE PUMP DISCHARGE SHALL BE TREATED PRIOR TO BEING DISCHARGED OFF-SITE OR INTO A SURFACE WATER. THE DISCHARGE SHALL BE VISUALLY CHECKED TO ENSURE THAT IT IS VISIBLY CLEAN WATER. NO DEWATERING IS EXPECTED FOR THIS SITE DUE TO SANDY SOIL CONDITIONS. 15.CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL PLAN FOR PAVEMENT REMOVAL, UTILITY INSTALLATION, AND REPLACEMENT AS NEEDED. W S PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE PROPOSED HYDRANT 9 6 5 9 7 0 9 6 2 9 6 3 9 6 4 9 6 6 9 6 7 9 6 8 9 6 9 9 7 1 9 7 2 9 7 3 970 96 7 968 969 971 972 9 7 0 96 8 9 6 8 9 6 9 9 7 1 9 7 2 9 7 3 9 7 4 9 5 8 958 95 9 973 974 9 7 1 9 7 2 97 0 96 7 9 6 7 96 7 96 8 9 6 8 968 968 968 96 9 97 1 962 9 6 5 965 96 5 9 6 2 9 6 3 9 6 4 9 6 6 96 7 97 0 9 7 0 97 1 97 19719 7 1 97 2 97 2 97 3 974 N O G R A D I N G W I T H I N U N D E R G R O U N D G A S P I P E L I N E L I M I T S C A U T I O N SE W O G= 9 6 7 . 8 LL / O P N = 9 6 5 . 0 S E W O G = 9 6 5 . 6 L L / O P N = 9 6 2 . 8 S E L O G = 9 6 5 . 8 L L = 9 6 2 . 6 S E L O G = 9 6 6 . 4 L L = 9 6 3 . 2 S E L O G = 9 6 7 . 0 L L = 9 6 3 . 8 S E L O G = 9 6 7 . 5 L L = 9 6 4 . 3 S E L O G = 9 6 8 . 2 L L = 9 6 5 . 0 S E L O G = 9 6 8 . 8 L L = 9 6 5 . 6 S E L O G = 9 6 9 . 2 L L = 9 6 6 . 0 S E W O G = 9 6 3 . 6 L L / O P N = 9 6 0 . 8 S E W O G = 9 6 4 . 2 L L / O P N = 9 6 1 . 4 S E W O G = 9 6 4 . 8 L L / O P N = 9 6 2 . 0 S E W O G = 9 6 5 . 4 L L / O P N = 9 6 2 . 6 S E L O G = 9 6 6 . 0 L L = 9 6 2 . 8 S E L O G = 9 6 6 . 6 L L = 9 6 3 . 4 S E L O G = 9 6 7 . 0 L L = 9 6 3 . 8 S E L O G = 9 6 8 . 0 L L = 9 6 4 . 8 S E L O G = 9 6 8 . 6 L L = 9 6 5 . 4 S E L O G = 9 6 9 . 0 L L = 9 6 5 . 8 FBL O G=9 7 3 . 0 LL= 9 6 5 . 0 OPN = 9 6 7 . 0 FBL O G=9 7 3 . 8 LL= 9 6 5 . 8 OPN = 9 6 7 . 8 SEL O G=9 7 3 . 2 LL= 9 7 0 . 0 SEL O G=9 7 2 . 0 LL= 9 6 8 . 8 SE L O G= 9 6 8 . 4 LL = 9 6 5 . 2 96 9 96 9 97 2 973 97 4 96 5 964 966 967 9 7 0 9 6 7 9 6 8 9 6 9 9 7 1 9 7 2 9 7 3 970 96 9 97 0 969 96 8 969 9 6 9 975 972 973 974 9 7 3 97 1 97 2 97 2 965 966 967 9 6 8 9 7 2 9 7 3 966 SE L O G= 9 7 0 . 2 LL = 9 6 7 . 0 S E L O G = 9 7 2 . 0 L L = 9 6 8 . 8 SE L O G= 9 7 1 . 2 LL = 9 6 8 . 0 S O G G = 9 7 1 . 2 S O G G = 9 7 1 . 6 S O G G = 9 7 2 . 0 S O G G = 9 7 2 . 4 S O G G = 9 7 2 . 8 S O G G = 9 7 3 . 4 S O G G = 9 7 4 . 0 S O G G = 9 7 4 . 9 S O G G = 9 7 4 . 9 S O G G = 9 7 3 . 4 S O G G = 9 7 3 . 0 S O G G = 9 7 2 . 6 S O G G = 9 7 2 . 2 S O G G = 9 7 1 . 6 S O G G = 9 7 1 . 2 TA N A G E R L A N E FALLON DRI V E N E TA N A G E R L A N E SHEET X.1 SHEET X.3 SH E E T X . 3 SH E E T X . 4 8 11 14 1 1 5 6 7 8 9 10 3 4 5 6 7 8 9 10 11 12 13 2 3 4 2 3 4 5 6 7 3 OUTLOT G 1 2 3 FALLON DRI V E N E 1 OUTLOT E 2 5 6 7 8 6 5 8 5 t h S t N E 8 + 0 0 9 + 0 0 1 0 + 0 0 1 1 + 0 0 1 2 + 0 0 1 3 + 0 0 1 4 + 0 0 1 5 + 0 0 1 6 + 0 0 1 7 + 0 0 1 8 + 0 0 15+44.34 8+ 0 0 9+ 0 0 10+00 11 +0 0 12+ 0 0 13+ 0 0 14+ 0 0 15+ 0 0 0+00 1+00 2+00 3+00 S S S S S V V V V V V V V V V V V V V V V V V V V V V V V V V V V V VV VV VV VV 1 4 0 L F O F 3 0 " Ø R C P @ 0 . 7 6 % D V V V V V V V V | | | | | | | | | | VV VV VV 3 3 5 L F O F 2 4 " Ø R C P @ 0 . 5 2 % VV VV 13 2 L F O F 2 4 " Ø R C P @ 0 . 7 4 % | | | | | | | | | | | | | VV VV DVVVV | |||| VV VV 1 4 0 L F O F 1 8 " Ø H D P E @ 0 . 3 1 % V V V V W W W W W W W W W W W W V V W W W VV VV VV VV VV VV VV VV 18 6 L F O F 1 5 " Ø H D P E @ 0 . 5 0 % 124 L F O F 2 4 " Ø R C P @ 0 . 4 7 % 17 1 L F O F 1 8 " Ø R C P @ 0 . 6 4 % 11.3° BEND 10 IN X 10 IN X 6 IN TEE 6 IN X 6 IN GATE VALVE WATER HYDRANT 6"Ø 10 IN X 10 IN X 6 IN CROSS WATER HYDRANT 6"Ø 6 IN X 6 IN GATE VALVE 11.3° BEND 11.3° BEND 11.3° BEND 10 X 8 CROSS 8 IN X 8 IN GATE VALVE 10 IN X 10 IN GATE VALVE 10 IN X 10 IN GATE VALVE 6 IN X 6 IN GATE VALVE WATER HYDRANT 6"Ø 45.0° BEND 8 IN X 8 IN GATE VALVE REDUCER 8 X 6 PLUG END INV.=951.92 CBMH 5-22 CBMH RIM=962.35 SUMP INV.=951.90 SE INV.=955.90 NW INV.=955.90 5-18 CBMH RIM=966.00 SE INV.=960.25 N INV.=960.25 5-1 CBMH RIM=968.50 NW INV.=964.50 6-5 FES INV.=956.60 6-1 FES INV.=961.60 GASLINE NW INV.=958.70 SE INV.=958.50 GASLINE NW INV.=959.40 SE INV.=959.40 5-2 CBMH 5-6 CB 5-7 CBMH5-8 CBMH 5-3 CBMH 5-9 CBMH 5-11 STMH 5-14 CBMH 5-13 CB 6-2 CBMH 6-3 CB SAN MH 204 SAN MH 205 SAN MH 206 SAN MH 207 W W S S EXTEND SERVICES TO EXISTING PROPERTY 5-10 CBMH RIM=967.20 NW INV.=963.20 VV VV VV 1 9 6 L F O F 2 4 " Ø R C P @ 0 . 4 0 % | 8 IN X 8 IN X 8 IN TEE 11.3° BEND 5-19 STMH VV VV VV VV VV 5-4 CB 5-5 CBMH VV D | 22.5° BEND 8 IN X 8 IN X 8 IN TEE D SAN MH 211 5-16 STMH 5-15 CB 5-12 STMH W W S 8 IN X 8 IN GATE VALVE UT I L I T Y SW U T I L I T Y P L A N C4.310 : 4 1 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ U t i l i t y P r o f i l e s . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S SCALE: 1" = 50' 0 50' VV | V PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED RIP RAP LEGEND: D S PROPOSED STORM MANHOLE UTILITY GENERAL NOTES: 1.CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL UTILITY RELOCATIONS. 2.CONTRACTOR SHALL LOCATE AND VERIFY ALL UTILITIES WHICH MAY AFFECT THIS WORK AND NOTIFY OWNER OF ANY CHANGES. CONTACT LOCAL UTILITY COMPANIES FOR EXACT LOCATIONS PRIOR TO BIDDING THE PROJECT AND COMMENCING WORK. 3.CONTRACTOR SHALL VERIFY CRITICAL ELEVATIONS TO ENSURE CONFORMANCE WITH GRADING PLAN AND EXISTING UTILITIES, PARTICULARLY WITH EXISTING STRUCTURES AND/OR PAVEMENTS TO REMAIN. 4.THE CONTRACTOR SHALL NOTE ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS AS EXISTING IN THE FIELD AND AS REPRESENTED WITHIN THE PLANS AS SHOWN AND ALERT THE ENGINEER BEFORE BIDDING THE PROJECT AND BEGINNING CONSTRUCTION. 5.WATER LINE TO MINIMUM 8.0 FEET DEPTH. 6.VERIFY INVERT ELEVATIONS OF EXISTING SANITARY LINE AT POINT OF CONNECTION WITH NEW SANITARY LINE PRIOR TO INSTALLING ANY NEW UTILITIES. 7.ALL CROSSING ELEVATIONS OF NEW UTILITIES & SIZES OF THE EXISTING UTILITIES ARE BASED ON ASSUMED ELEVATIONS AND SIZES PROVIDED BY THE SURVEY. 8.ALL SANITARY SERVICE PIPE AND FITTINGS WILL BE SCHDULE 40. 9.ALL STORM SEWER SHALL BE PVC SCHEDULE 40 WHEN LESS THAN 8" IN DIAMETER. ALL RCP STORM SEWER SHALL BE CLASS V PIPE UNLESS OTHERWISE NOTED. ALL HDPE STORM SEWER SHALL BE DUAL WALL HIGH PERFORMANCE POLYPROPYLENE PIPE AND SHALL CONFORM TO AASHTO M330. 10.ALL WATER LINES 4" OR GREATER SHALL CONFORM TO AWWA C900, AWWA C150, OR GRADE PE-3408 OR GRADE PE4710 PIPE AND SHALL BE RATED FOR 200 PSI. ALL WATER LINES LESS THAT 4" SHALL CONFORM TO AWWA C901 SIDR 7 (HDPE WATER LINE) OR TYPE K COPPER PIPE. 11.THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING TWO CONSECUTIVE PASSING BACTERIOLOGICAL TESTS FROM THE PROPOSED WATER SERVICE. 12.THE APPLICANT SHALL BE RESPONSIBLE FOR REPLACING ANY CONCRETE PAVEMENT WHICH IS DAMAGED OR REMOVED AS A RESULT OF THE PROPOSED WATER, SANITARY, STORM SEWER SERVICE INSTALLATION. 13.SEE DETAILS FOR SPECIFIC MODELS USED FOR CURB STOPS, MANHOLES, VALVES, ETC. 14.IF DEWATERING IS REQUIRED FOR THIS PROJECT, THE PUMP DISCHARGE SHALL BE TREATED PRIOR TO BEING DISCHARGED OFF-SITE OR INTO A SURFACE WATER. THE DISCHARGE SHALL BE VISUALLY CHECKED TO ENSURE THAT IT IS VISIBLY CLEAN WATER. NO DEWATERING IS EXPECTED FOR THIS SITE DUE TO SANDY SOIL CONDITIONS. 15.CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL PLAN FOR PAVEMENT REMOVAL, UTILITY INSTALLATION, AND REPLACEMENT AS NEEDED. W S PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE PROPOSED HYDRANT 9 7 0 9 7 1 9 7 2 9 7 3 97 5 980 985 990 97 6 977 978 979 981 982 983 984 986 987 988 989 991 992 970 97 5 98 0 9 8 5 9 9 0 9 9 5 10 0 0 96 8 969 9 7 1 9 7 2 9 7 3 97 4 97 6 97 7 97 8 97 9 9 8 1 9 8 2 9 8 3 9 8 4 9 8 6 9 8 7 9 8 8 9 8 9 9 9 1 9 9 2 9 9 3 9 9 4 9 9 6 99 7 99 8 99 9 10 0 1 970 968 969 971 972 9 7 0 9 7 1 9 7 2 9 7 3 974 9 7 0 96 8 9 6 8 9 6 9 9 7 1 9 7 2 9 7 3 9 7 4 970 975 967 968 969 971 972 973 974 976 977 978 98 0 98 5 9 7 7 9 7 8 97 9 98 1 98 2 98 3 98 4 98 6 98 7 98 8 980 985 990 995 10 0 0 979 981 982 983 984 986 987 988 989 991 992 993 994 996 997 998 999 10 0 1 973 974 970 9 7 0 9699 6 9 9 7 1 9 7 2 9 7 3 9 7 1 9 7 2 9 7 3 990 99 5 989 991 99 2 99 3 99 4 99 6 98 5 990 98 3 98 4 98 6 98 7 98 8 98 9 970 975 968 969 971 972 973 974 976 97 0 966966 96 7 9 6 7 96 7 96 8 9 6 8 968 968 968 96 9 97 1 97 19719 7 1 97 2 97 5 973 973 974 967 968 N O G R A D I N G W I T H I N U N D E R G R O U N D G A S P I P E L I N E L I M I T S C A U T I O N N O G R A D I N G W I T H I N U N D E R G R O U N D G A S P I P E L I N E L I M I T S C A U T I O N SE L O G= 9 6 8 . 4 LL = 9 6 5 . 2 S E W O G = 9 7 9 . 0 L L / O P N = 9 7 6 . 2 S E L O G = 9 8 0 . 4 L L = 9 7 7 . 2 SE L O G= 9 8 2 . 0 LL = 9 7 8 . 8 SE L O G= 9 8 4 . 0 LL = 9 8 0 . 8 SE L O G= 9 8 6 . 4 LL = 9 8 3 . 2 SE L O G= 9 8 9 . 0 LL = 9 8 5 . 8 FB W O G= 9 8 9 . 8 LL / O P N = 9 8 1 . 8 FB W O G= 9 8 7 . 2 LL / O P N = 9 7 9 . 2 FB W O G= 9 8 5 . 2 LL / O P N = 9 7 7 . 2 FB W O G= 9 8 3 . 0 LL / O P N = 9 7 5 . 0 F B L O G = 9 7 9 . 0 L L = 9 7 1 . 0 O P N = 9 7 3 . 0 F B L O G = 9 7 6 . 0 L L = 9 6 8 . 0 O P N = 9 7 0 . 0 G = 9 7 4 . 0 L L / O P N = 9 7 1 . 2 S O G G = 9 7 3 . 4 S O G G = 9 7 4 . 0 S O G G = 9 7 4 . 4 S O G G = 9 7 5 . 0 S O G G = 9 7 5 . 4 S O G G = 9 7 6 . 3 S O G G = 9 7 7 . 6 S O G G = 9 7 9 . 2 S O G G = 9 8 0 . 6 SO G G= 9 8 2 . 0 SO G G= 9 8 3 . 4 SOG G=98 4 . 8 SOG G=986. 4 SOG G=987.6 SOG G=989.2 SOG G=990.8 SOG G=992.4 SOG G=993.8 SOG G=994.8 SOG G=995.8 SOG G=996.6 SOG G=997.5 SOG G=998.5 SOG G=999.0 SOG G=998.0 SOG G=997.0 SOG G=991.5 SOG G=990.0 SOG G=988.2 SOG G=985. 5 SO G G=9 8 3 . 5 S O G G = 9 8 0 . 5 S O G G = 9 7 8 . 5 S O G G = 9 7 7 . 0 S O G G = 9 7 6 . 0 S O G G = 9 7 3 . 8 S O G G = 9 7 3 . 4 SO G G= 9 7 1 . 6 SO G G= 9 7 0 . 8 SO G G= 9 7 0 . 4 SO G G= 9 7 0 . 0 96 9 96 9 97 5 97 2 973 97 4 995 1000 1005 996 997 998 999 1001 1002 1003 1004 980 985 990 977 978 979 981 982 983 984 986 987 988 989 991 9 6 5 9 6 6 9 6 7 9 6 8 9 6 9 980 979 981 982 983 985 984 986 970 96 9 970 975 971 972 973 974 976 977 97 8 9 7 9 975 971 972 973 974 9 7 3 97 1 9 7 2 97 2 9 7 2 9 7 3 995 996 99 2 98 3 98 4 978 98 5 982 98 3 984 SE L O G= 9 6 8 . 8 LL = 9 6 5 . 6 SE L O G= 9 7 0 . 2 LL = 9 6 7 . 0 SE L O G= 9 6 9 . 0 LL = 9 6 5 . 8 G=9 6 9 . 8 LL= 9 6 6 . 6 SE L O G=9 7 0 . 6 LL= 9 6 7 . 4 SE L O G= 9 7 1 . 6 LL= 9 6 8 . 4 SE L O G= 9 7 2 . 6 LL= 9 6 9 . 4 SE L O G=9 7 0 . 0 LL= 9 6 6 . 8 SE L O G=9 7 0 . 6 LL= 9 6 7 . 4 SE L O G=9 7 1 . 6 LL= 9 6 8 . 4 SE L O G=9 7 2 . 4 LL= 9 6 9 . 2 S E L O G = 9 7 2 . 8 L L = 9 6 9 . 6 S E L O G = 9 7 2 . 0 L L = 9 6 8 . 8 SE L O G= 9 7 1 . 2 LL = 9 6 8 . 0 S O G G = 9 7 1 . 6 S O G G = 9 7 2 . 0 S O G G = 9 7 2 . 4 S O G G = 9 7 2 . 8 S O G G = 9 7 3 . 4 S O G G = 9 7 4 . 0 S O G G = 9 7 4 . 9 S O G G = 9 7 4 . 9 S O G G = 9 7 4 . 8 S O G G = 9 7 5 . 1 S O G G = 9 7 5 . 4 S O G G = 9 7 3 . 4 S O G G = 9 7 3 . 0 S O G G = 9 7 2 . 6 SP A R R O W S T R E E T GO L D F I N C H A V E N U E SHEET X.2 SHEET X.4 SH E E T X . 3 SH E E T X . 4 8 1 1 26 28 2 3 4 5 6 7 21 22 23 24 25 27 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 12 13 14 15 16 17 CH I C K A D E E L A N E 2 3 4 5 6 7 891011 12 13 14 15 16 OUTLOT D OUTLOT G 4 10 ROBIN STR E E T ROBIN STREET FALLON DRI V E N E 1 OUTLOT E OUTLOT F 2 5 17 18 19 20 9 10 11 8 9 7 6 5 10 11 12 19 + 5 7 . 8 7 1 6 + 0 0 1 7 + 0 0 1 8 + 0 0 1 9 + 0 0 4+00 5+00 5+ 1 0 . 7 9 2 + 0 0 1 3 + 0 0 14 + 0 0 15 + 0 0 16 + 0 0 17 + 0 0 17 + 7 4 . 4 5 0+0 0 1+0 0 2+0 0 3+0 0 4+0 0 1+00 2+0 0 3+00 4 + 0 0 5 + 0 0 6 + 0 0 7 + 0 0 8 + 0 0 9+00 10+00 11+00 12+00 13+00 14+00 14+57.36 S S V V V V V V V S S V S V V V S V V V S V S V V V V S S S S S S S VV VV VV 1 6 3 L F O F 2 4 " Ø H D P E @ 0 . 5 1 % VV VVVVVVVVVVVV VV VV VV VV VV VV VV VV VV VV VV VV VV VV | VV VV VV VV VV VV 3 3 5 L F O F 2 4 " Ø R C P @ 0 . 5 2 % VV VV 13 2 L F O F 2 4 " Ø R C P @ 0 . 7 4 % | | | | | | | | | | | | | | | | ||| VV VV VV DVVVV | | | | | | | || |||| W W W WWW W W W W W W W W W W W W W W W W W V V V V V V 176 L F O F 1 8 " Ø H D P E @ 0 . 5 0 % 18 6 L F O F 1 5 " Ø H D P E @ 0 . 5 0 % VVVVVVVVV V V V V V V V V V V V V V V V V 11.3° BEND 22.5° BEND REDUCER 10 X 6 6 IN X 6 IN GATE VALVE WATER HYDRANT 6"Ø 10 IN X 10 IN X 6 IN CROSS WATER HYDRANT 6"Ø 6 IN X 6 IN GATE VALVE 11.3° BEND 22.5° BEND 22.5° BEND 8 IN X 8 IN X 6 IN TEE 6 IN X 6 IN GATE VALVE WATER HYDRANT 6"Ø 45.0° BEND 11.3° BEND 22.5° BEND WATER HYDRANT 6"Ø 8 IN X 8 IN X 6 IN TEE 6 IN X 6 IN GATE VALVE WATER HYDRANT 6"Ø WATER HYDRANT 6"Ø 6 IN X 6 IN GATE VALVE REDUCER 8 X 6 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN X 8 IN TEE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE PLUG END INV.=951.92 7-2 CBMH RIM=966.50 NW INV.=963.10 SW INV.=963.10 5-17 CBMH RIM=966.29 NW INV.=962.00 5-18 CBMH RIM=966.00 SE INV.=960.25 N INV.=960.25 7-1 CBMH RIM=967.00 NE INV.=964.00 PLUG END INV.=972.20 4-1 CB 4-2 CB 4-3 CBMH 4-5 CBMH 4-4 CB 2-4 CB 4-7 CBMH 4-6 CB 4-9 CBMH 7-4 CBMH 5-13 CB SAN MH 207 SAN MH 208 SAN MH 216 SAN MH 217 SAN MH 218 SAN MH 219 SAN MH 227SAN MH 226 SAN MH 225 SAN MH 224 SAN MH 223 SAN MH 222 SAN MH 221 SAN MH 228 SAN MH 229 5-10 CBMH RIM=967.20 NW INV.=963.20 VV VV 1 9 6 L F O F 2 4 " Ø R C P @ 0 . 4 0 % 8 IN X 8 IN X 8 IN TEE | 11.3° BEND 5-19 STMH VV VV VV 5-4 CB 5-5 CBMH | | 8 IN X 8 IN X 6 IN TEE | | 22.5° BEND | | 8 IN X 8 IN X 8 IN TEE SAN MH 211 VV VV VV VV 2-3 CBMH 2-1 CB 2-2 CBMH 5-16 STMH 5-15 CB 4-8 CB 7-3 CB 7-5 CB W W S S 4-11 CBMH4-10 CB 8 IN X 8 IN GATE VALVE 6 IN X 6 IN GATE VALVE UT I L I T Y SE U T I L I T Y P L A N C4.410 : 4 2 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ U t i l i t y P r o f i l e s . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S SCALE: 1" = 50' 0 50' VV | V PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED RIP RAP LEGEND: D S PROPOSED STORM MANHOLE UTILITY GENERAL NOTES: 1.CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL UTILITY RELOCATIONS. 2.CONTRACTOR SHALL LOCATE AND VERIFY ALL UTILITIES WHICH MAY AFFECT THIS WORK AND NOTIFY OWNER OF ANY CHANGES. CONTACT LOCAL UTILITY COMPANIES FOR EXACT LOCATIONS PRIOR TO BIDDING THE PROJECT AND COMMENCING WORK. 3.CONTRACTOR SHALL VERIFY CRITICAL ELEVATIONS TO ENSURE CONFORMANCE WITH GRADING PLAN AND EXISTING UTILITIES, PARTICULARLY WITH EXISTING STRUCTURES AND/OR PAVEMENTS TO REMAIN. 4.THE CONTRACTOR SHALL NOTE ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS AS EXISTING IN THE FIELD AND AS REPRESENTED WITHIN THE PLANS AS SHOWN AND ALERT THE ENGINEER BEFORE BIDDING THE PROJECT AND BEGINNING CONSTRUCTION. 5.WATER LINE TO MINIMUM 8.0 FEET DEPTH. 6.VERIFY INVERT ELEVATIONS OF EXISTING SANITARY LINE AT POINT OF CONNECTION WITH NEW SANITARY LINE PRIOR TO INSTALLING ANY NEW UTILITIES. 7.ALL CROSSING ELEVATIONS OF NEW UTILITIES & SIZES OF THE EXISTING UTILITIES ARE BASED ON ASSUMED ELEVATIONS AND SIZES PROVIDED BY THE SURVEY. 8.ALL SANITARY SERVICE PIPE AND FITTINGS WILL BE SCHDULE 40. 9.ALL STORM SEWER SHALL BE PVC SCHEDULE 40 WHEN LESS THAN 8" IN DIAMETER. ALL RCP STORM SEWER SHALL BE CLASS V PIPE UNLESS OTHERWISE NOTED. ALL HDPE STORM SEWER SHALL BE DUAL WALL HIGH PERFORMANCE POLYPROPYLENE PIPE AND SHALL CONFORM TO AASHTO M330. 10.ALL WATER LINES 4" OR GREATER SHALL CONFORM TO AWWA C900, AWWA C150, OR GRADE PE-3408 OR GRADE PE4710 PIPE AND SHALL BE RATED FOR 200 PSI. ALL WATER LINES LESS THAT 4" SHALL CONFORM TO AWWA C901 SIDR 7 (HDPE WATER LINE) OR TYPE K COPPER PIPE. 11.THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING TWO CONSECUTIVE PASSING BACTERIOLOGICAL TESTS FROM THE PROPOSED WATER SERVICE. 12.THE APPLICANT SHALL BE RESPONSIBLE FOR REPLACING ANY CONCRETE PAVEMENT WHICH IS DAMAGED OR REMOVED AS A RESULT OF THE PROPOSED WATER, SANITARY, STORM SEWER SERVICE INSTALLATION. 13.SEE DETAILS FOR SPECIFIC MODELS USED FOR CURB STOPS, MANHOLES, VALVES, ETC. 14.IF DEWATERING IS REQUIRED FOR THIS PROJECT, THE PUMP DISCHARGE SHALL BE TREATED PRIOR TO BEING DISCHARGED OFF-SITE OR INTO A SURFACE WATER. THE DISCHARGE SHALL BE VISUALLY CHECKED TO ENSURE THAT IT IS VISIBLY CLEAN WATER. NO DEWATERING IS EXPECTED FOR THIS SITE DUE TO SANDY SOIL CONDITIONS. 15.CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL PLAN FOR PAVEMENT REMOVAL, UTILITY INSTALLATION, AND REPLACEMENT AS NEEDED. W S PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE PROPOSED HYDRANT 945 950 955 960 965 970 975 980 945 950 955 960 965 970 975 980 -1+50 -1+00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 95 5 . 5 95 5 . 7 95 6 . 0 95 6 . 4 3 95 6 . 4 95 7 . 5 5 95 7 . 4 95 8 . 6 8 95 8 . 1 95 9 . 4 4 95 8 . 8 95 9 . 5 0 95 9 . 4 95 9 . 2 0 95 8 . 2 95 8 . 9 0 95 7 . 1 95 8 . 7 9 95 5 . 7 95 9 . 0 8 95 5 . 1 95 9 . 5 6 95 6 . 2 96 0 . 0 4 95 7 . 1 96 0 . 5 2 95 7 . 2 96 0 . 9 9 95 7 . 4 96 1 . 4 7 95 7 . 9 96 1 . 9 5 95 8 . 6 96 2 . 4 3 95 9 . 6 96 2 . 9 1 96 0 . 6 96 3 . 3 9 96 1 . 7 96 3 . 8 7 96 3 . 0 96 4 . 3 5 96 4 . 3 96 4 . 8 3 96 4 . 6 96 5 . 3 0 96 4 . 1 96 5 . 7 8 96 4 . 6 96 6 . 2 6 96 4 . 6 2.25% -0.60% 0.96% ST A : 0 + 0 0 . 0 0 EL E V : 9 5 6 . 4 2 6 LOW POINT ELEV: 958.78 LOW POINT STA: 3+38.52 PVI STA: 3+50.00 PVI ELEV: 958.60 K: 64.19 LENGTH: 100.00 A.D. = 1.56% ST A : 3 + 0 0 . 0 0 EL E V : 9 5 8 . 9 0 ST A : 4 + 0 0 . 0 0 EL E V : 9 5 9 . 0 8 HIGH POINT ELEV: 959.56 HIGH POINT STA: 1+78.94 PVI STA: 1+50.00 PVI ELEV: 959.80 K: 35.10 LENGTH: 100.00 A.D. = -2.85% ST A : 1 + 0 0 . 0 0 EL E V : 9 5 8 . 6 8 ST A : 2 + 0 0 . 0 0 EL E V : 9 5 9 . 5 0 HIGH POINT ELEV: 959.56 HIGH POINT STA: 1+78.94 PVI STA: 1+50.00 PVI ELEV: 959.80 K: 35.10 LENGTH: 100.00 A.D. = -2.85% ST A : 1 + 0 0 . 0 0 EL E V : 9 5 8 . 6 8 ST A : 2 + 0 0 . 0 0 EL E V : 9 5 9 . 5 0 CROSSING 108 LF OF 24"Ø RCP @ 0.39% CROSSING 29 LF OF 15"Ø RCP @ 0.31% 162 LF OF 30"Ø RCP @ 0.45%114 LF OF 24"Ø RCP @ 0.6 4 % CROSSING 29 LF OF 15"Ø RCP @ 0.31% 372 LF OF 18"Ø RCP @ 0 . 8 2 % CROSSING 29 LF OF 15"Ø RCP @ 0.31% PROPOSED CENTERLINE EXISTING SURFACE 6- 9 C B M H ST A : 3 + 3 9 . 2 5 OF F : 1 6 . 0 0 R RI M = 9 5 8 . 3 2 6- 8 C B ST A : 3 + 3 9 . 2 5 OF F : 1 6 . 0 0 L RI M = 9 5 8 . 3 2 6- 7 C B M H ST A : 5 + 0 0 . 4 7 OF F : 1 6 . 0 0 R RI M = 9 5 9 . 5 8 6- 6 C B M H ST A : 6 + 1 3 . 0 5 OF F : 1 6 . 0 0 R RI M = 9 6 0 . 6 7 6- 4 C B ST A : 6 + 1 3 . 0 5 OF F : 1 6 . 0 0 L RI M = 9 6 0 . 6 6 6- 3 C B ST A : 9 + 8 6 . 9 5 OF F : 1 6 . 0 0 L RI M = 9 6 4 . 2 4 6- 2 C B M H ST A : 9 + 8 6 . 9 5 OF F : 1 6 . 0 0 R RI M = 9 6 4 . 2 4 6- 8 C B W I N V . = 9 5 4 . 3 0 6- 9 C B M H E I N V . = 9 5 4 . 2 0 W I N V . = 9 5 4 . 2 0 S I N V . = 9 5 4 . 5 0 6- 7 C B M H SE I N V . = 9 5 5 . 2 5 N I N V . = 9 5 5 . 2 5 6- 4 C B SW I N V . = 9 5 6 . 6 0 6- 6 C B M H SE I N V . = 9 5 7 . 0 0 NE I N V . = 9 5 6 . 5 0 NW I N V . = 9 5 6 . 0 0 SW I N V . = 9 5 6 . 0 0 6- 3 C B SW I N V . = 9 6 0 . 2 0 6- 2 C B M H S I N V . = 9 6 0 . 5 0 NE I N V . = 9 6 0 . 1 0 NW I N V . = 9 6 0 . 1 0 9- 2 C B M H E I N V . = 9 5 4 . 5 6 W I N V . = 9 5 4 . 5 6 9- 2 C B M H ST A : 1 + 4 7 . 8 6 OF F : 3 4 . 0 1 R RI M = 9 5 9 . 6 7 960 965 9 5 7 9 5 8 959 9 5 9 9 5 9 961 962 963 964 966 967 968 9 6 8 950 949 950 955 949 951 952 953 954 956 957 958 959 96 0 957 958 959 961 95 8 959 PO N D 1 NW L = 9 5 5 . 0 HW L = 9 5 9 . 1 2 96 0 95 8 95 9 96 1 962 9 5 5 9 5 1 9 5 2 9 5 3 9 5 4 95 695 5 95 5 95 3 95 3 95 4 95 4 95 6 95 7 95 1 95 2 95 3 95 4 965 9 6 5 9 6 5 962 963 964 966 96 7 NO G R A D I N G W I T H I N U N D E R G R O U N D GAS P I P E L I N E L I M I T S CAU T I O N GAS SEW O G=96 4 . 0 LL/O P N = 9 6 1 . 2 SEW O G=96 4 . 4 LL/O P N = 9 6 1 . 6 SEW O G=96 4 . 8 LL/O P N = 9 6 2 . 0 SEW O G=96 5 . 6 LL/O P N = 9 6 2 . 8 SELO G=96 5 . 8 LL=9 6 2 . 6 SELO G=96 6 . 4 LL=9 6 3 . 2 SELO G=96 7 . 0 LL=9 6 3 . 8 SELO G=96 7 . 5 LL=9 6 4 . 3 SELO G=96 8 . 2 LL=9 6 5 . 0 SELO G=96 8 . 8 LL=9 6 5 . 6 SELO G=96 9 . 2 LL=9 6 6 . 0 SEWO G=963.2 LL/OPN=960.4 SEWO G=963.2 LL/OPN= 9 6 0 . 4 SEWO G=963 . 6 LL/OP N = 9 6 0 . 8 SEW O G=96 4 . 2 LL/O P N = 9 6 1 . 4 SEW O G=96 4 . 8 LL/O P N = 9 6 2 . 0 SEW O G=96 5 . 4 LL/O P N = 9 6 2 . 6 SELO G=96 6 . 0 LL=9 6 2 . 8 SELO G=96 6 . 6 LL=9 6 3 . 4 SELO G=96 7 . 0 LL=9 6 3 . 8 SELO G=96 8 . 0 LL=9 6 4 . 8 SELO G=96 8 . 6 LL=9 6 5 . 4 SELO G=96 9 . 0 LL=9 6 5 . 8 O P N = 9 6 7 . 0 960 9 6 1 9 6 2 9 6 3 965 961 962 963 964 96 6 96 7 9 6 0 9 5 7 9 5 8 9 5 9 9 6 1 9 6 2 9 7 0 968 96 9 969 96 5 96 6 96 7 968 16 C . Y . O F C L . 3 R I P R A P IN F O R E B A Y 20 C . Y . O F C L . 3 R I P R A P IN F O R E B A Y 95 5 955 95 6 95 7 95 8 959 95 7 96 6 WE T L A N D ( 3 P ) NW L = 9 5 5 . 0 HW L = 9 5 9 . 1 2 24 C . Y . O F C L . 3 R I P R A P IN F O R E B A Y FALLO N D R I V E N E 8 11 14 1 OUTLOT A 2 3 4 5 6 7 8 9 10 3 4 5 6 7 8 9 10 11 12 13 OUTLOT B 1 2 FALL O N D R I V E N E H E R O N C O U R T HW HW HW HW HW HW HW HW HW HW HW HW HW HW H W H W H W HW HW H W HW HW H W H W H W HW HW H W HW HW H W HW HW HW HW HW HW HW HW HW HW HW HW HW HW HW HW HW -2+63.38 -2+ 0 0 -1+ 0 0 0+0 0 1+0 0 2+ 0 0 3+0 0 4+00 5+0 0 6 +0 0 7+00 8+00 9+00 10+0 0 11+0 0 12+0 0 13+0 0 + 0 0 1 1 + 0 0 S S S S V V V V V V V V V V V V V V V V VV VV VV 140 L F O F 3 0 " Ø R C P @ 0 . 7 6 % VVVVVV 182 LF OF 36"Ø RCP @ 0.49% V V V V V V V V | | | | || | | | | | | | | | | | | | GAS W W W W W W W W W W W W VV VV VV VV VVVV V V VV VV VV VV VV VV VVVV VV VV 43 LF OF 12"Ø RCP @ 2.31% V V V V D 1 2 4 L F O F 2 4 " Ø R C P @ 0 . 4 7 % 171 L F O F 1 8 " Ø R C P @ 0 . 6 4 % 108 L F O F 2 4 " Ø R C P @ 0 . 3 9 % CBMH 5-22 CBMH RIM=962.35 SUMP INV.=951.90 SE INV.=955.90 NW INV.=955.90 5-23 FES INV.=955.00 9-1 FES INV.=954.50 6-5 FES INV.=956.60 6-1 FES INV.=961.60 1-10 FES INV.=957.85 1-11 FES INV.=956.85 5-9 CBMH 6-2 CBMH 6-3 CB 6-4 CB 6-7 CBMH 6-8 CB 6-9 CBMH POND 1 CONTROL STRC (PER DETAIL) RIM=959.00 SE INV.=955.00 W INV.=955.00 6-10 FES INV.=954.00 6-6 CBMH V V V V V V V V V 9-2 CBMH RIM=959.67 E INV.=954.56 W INV.=954.56 41 2 L F O F 2 4 " Ø R C P @ 0 . 2 8 % W W S S 16 LF OF 12"Ø RCP @ 2.76% GR A D I N G ST R E E T & S T O R M - F A L L O N D R I V E N E ( 1 ) C5.110 : 4 3 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ U t i l i t y P r o f i l e s . d w g 12 / 2 4 / 2 0 2 4 SCALE: 1" = 50' 0 50' PROPOSED RIP RAP LEGEND: 984 PROPOSED CONTOUR << | V PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED STORM MANHOLE S W S PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE D PROPOSED HYDRANT SCALE: HORIZONTAL: 1"=50' VERTICAL: 1"=5' DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S 965 970 964 966 967 9 6 8 969 971 972 9 7 3 9 6 7 96 8 96 9 972 973 97 4 968 968 969 97 3 97 4 965 96 5 9 6 5 96 2 96 3 964 966 9 6 7 970 970 971 9 7 1 97 1 971 972 9 7 2 973 974 9 7 5 973 97 3 974 SELO G=966.4 LL=963.2 SELO G=967.0 LL=963.8 SELO G=967.5 LL=964.3 SELO G=968.2 LL=965.0 SELO G=968.8 LL=965.6 SELO G=969.2 LL=966.0 SELO G=966.6 LL=963.4 SELO G=967.0 LL=963.8 SELO G=968.0 LL=964.8 SELO G=968.6 LL=965.4 SELO G=969.0 LL=965.8 FB L O G= 9 7 3 . 0 LL = 9 6 5 . 0 OP N = 9 6 7 . 0 SE L O G= 9 7 2 . 0 LL = 9 6 8 . 8 969 965 963 964 96 6 967 97 0 96 9 9 7 0 96 9 9 6 8 969 9 6 9 973 971 972 9 7 2 965 966 967 968 972 973 96 6 SOG G=971.2 SOG G=971.6 SOG G=972.0 SOG G=972.4 SOG G=972.8 SOG G=973.4 SOG G=974.0 SOG G=974.9 SOG G=974.9 SOG G=974.8 SOG G=9 7 5 . 1 S O G G = 9 7 5 . 4 SOG G=973.4 SOG G=973.0 SOG G=972.6 SOG G=972.2 SOG G=971.6 SOG G=971.2 TA N A G E R L A N E S H E E T X . 3 S H E E T X . 4 11 8 1 6 7 8 9 10 8 9 10 11 12 13 2 3 4 2 3 4 5 6 7 OUTLOT G 1 2 3 4 FALLON DRIVE NE 5 6 7 8 9 10 11 12 1 9 + 5 7 . 8 7 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 1 0 + 0 0 11+ 0 0 12 + 0 0 13 + 0 0 S S S S VV VVVVVVVV VV V V V V VV VV VV VVVVVVVV |||||| | | |||| | | | | | | VVVV140 LF OF 18"Ø HDPE @ 0.31% VV VV W W W W W W W W W VV VV VV VV 1 7 1 L F O F 1 8 " Ø R C P @ 0 . 6 4 % 5-1 CBMH RIM=968.50 NW INV.=964.50 6-1 FES INV.=961.60 5-2 CBMH 5-6 CB 5-7 CBMH 5-8 CBMH5-3 CBMH 5-9 CBMH 6-2 CBMH 6-3 CB W W S S 5-10 CBMH RIM=967.20 NW INV.=963.20 VVVVVV 196 LF OF 24"Ø RCP @ 0.40% VVVVVVVVVV 5-4 CB 5-5 CBMH W W 950 955 960 965 970 975 980 985 950 955 960 965 970 975 980 985 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 24+00 96 5 . 3 0 96 4 . 1 96 5 . 7 8 96 4 . 6 96 6 . 2 6 96 4 . 6 96 6 . 7 4 96 4 . 0 96 7 . 2 2 96 4 . 3 96 7 . 7 0 96 5 . 0 96 8 . 1 8 96 6 . 8 96 8 . 6 6 96 9 . 7 96 9 . 1 4 97 2 . 4 96 9 . 6 1 97 5 . 4 97 0 . 0 9 97 7 . 3 97 0 . 5 7 97 8 . 2 97 1 . 0 5 97 9 . 9 97 1 . 5 3 98 0 . 2 97 2 . 0 1 97 6 . 1 97 2 . 4 9 97 2 . 6 97 2 . 9 7 97 2 . 8 97 3 . 4 5 97 4 . 1 97 3 . 9 2 97 5 . 2 0.96% ST A : 1 9 + 5 7 . 8 7 EL E V : 9 7 4 . 0 0 0 CROSSING 29 LF OF 15"Ø RCP @ 0.75% PROPOSED CENTERLINE EXISTING SURFACE CROSSING 85 LF OF 18"Ø RCP @ 0.45% 276 LF OF 15"Ø RCP @ 0 . 8 2 % CROSSING 29 LF OF 15"Ø RCP @ 0.62%5- 6 C B ST A : 1 4 + 3 5 . 9 0 OF F : 1 6 . 0 0 L RI M = 9 6 8 . 5 4 5- 7 C B M H ST A : 1 4 + 3 5 . 4 2 OF F : 1 6 . 0 0 R RI M = 9 6 8 . 5 3 5- 6 C B SW I N V . = 9 6 4 . 4 4 5- 5 C B M H ST A : 1 7 + 1 5 . 5 2 OF F : 1 6 . 0 0 R RI M = 9 7 1 . 2 2 5- 4 C B ST A : 1 7 + 1 5 . 5 2 OF F : 1 6 . 0 0 L RI M = 9 7 1 . 2 2 5- 7 C B M H NE I N V . = 9 6 4 . 2 0 SE I N V . = 9 6 4 . 5 0 W I N V . = 9 6 4 . 2 0 5- 5 C B M H NE I N V . = 9 6 6 . 8 0 NW I N V . = 9 6 6 . 8 0 5- 4 C B SW I N V . = 9 6 7 . 0 0 GR A D I N G ST R E E T & S T O R M - F A L L O N D R I V E N E ( 2 ) C5.210 : 4 3 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ U t i l i t y P r o f i l e s . d w g 12 / 2 4 / 2 0 2 4 SCALE: 1" = 50' 0 50' PROPOSED RIP RAP LEGEND: 984 PROPOSED CONTOUR << | V PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED STORM MANHOLE S W S PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE D PROPOSED HYDRANT SCALE: HORIZONTAL: 1"=50' VERTICAL: 1"=5' DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S 970 968 969 965 966 96 7 9 6 8 9 6 9 965 96 6 96 8 968 969 9 6 6 96 6 9 6 6 96 6 9 6 7 96 7 967 96 7 9 6 8 96 8 9 6 8 967 968 NO G R A D I N G W I T H I N U N D E R G R O U N D GA S P I P E L I N E L I M I T S CA U T I O N SE W O G= 9 6 8 . 3 LL / O P N = 9 6 5 . 5 SE W O G= 9 6 8 . 4 LL / O P N = 9 6 5 . 6 SEWO G=966.2 LL/OPN=963.4 SEWO G=966.6 LL/OPN=963.8 FBLO G=967.8 LL=959.8 OPN=961.8 FBLO G=968.2 LL=960.2 OPN=962.2 FBLO G=968.4 LL=960.4 OPN=962.4 FBLO G=968.6 LL=960.6 OPN=962.6 FBLO G=968.6 LL=960.6 OPN=962.6 SEWO G=967.8 LL/OPN=965.0 SE L O G=9 6 8 . 8 SE L O G=9 6 9 . 2 LL= 9 6 6 . 0 SELO G=968.4 LL=965.2 96 9 969 967 968 965 961 966 9 7 0 969 970 9 6 9 965 9 6 5 9 6 6 9 6 7 968 SELO G=968.8 LL=965.6 SELO G=969.0 LL=965.8 SELO G=968.7 LL=965.5 SELO G=968.4 LL=965.2 SO G G= 9 7 1 . 2 SO G G=9 7 1 . 6 SO G G=9 7 2 . 0 SO G G= 9 7 2 . 4 G=9 7 2 . 8 SO G G=9 7 1 . 6 SO G G= 9 7 1 . 2 T A N A G E R L A N E GO L D F I N C H A V E N U E TANAGER LANE SHEET X.1 SHEET X.2 8 11 1 11 10 2 3 2 3 4 5 6 7 2 7 FA L L O N D R I V E N E MA L L A R D L A N E TANAGER CIRCLE OUTLOT E 10 6 9 8 7 6 13+ 0 0 14+ 0 0 15+ 0 0 16+ 0 0 0+ 0 0 1+ 0 0 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11 + 0 0 1 2 + 0 0 0+ 0 0 1+ 0 0 S S S S V V V V VVVVVV VVVVV VVV V V V V V19 9 L F O F 1 8 " Ø R C P @ 0 . 4 0 % V VV VV VV VV VV VV VVVV VV VV VV V V V V V 140 L F O F 3 0 " Ø R C P @ 0 . 7 6 % VV D D V V | 132 LF OF 24 " Ø R C P @ 0 . 7 4 % | ||||| | | | | | VV VV |||| | | | | || VV W W W W W W W W W W WW VV VV D 17 1 L F O F 3 0 " Ø R C P @ 0 . 4 0 % 5-20 CBMH RIM=964.00 S INV.=960.00 CBMH 5-22 CBMH RIM=962.35 SUMP INV.=951.90 5-21 CBMH RIM=964.10 N INV.=959.25 S INV.=959.25 GASLINE NW INV.=958.70 SE INV.=958.50 GASLINE NW INV.=959.40 SE INV.=959.40 5-6 CB 5-7 CBMH 5-8 CBMH 5-3 CBMH 5-9 CBMH 5-11 STMH 5-14 CBMH 5-13 CB 2-20 STMH2-19 CB 2-18 CBMH 2-22 STMH 1-3 CB 1-4 CBMH 2-17 CB RIM=967.20 NW INV.=963.20 V V V V V V 196 L F O F 2 4 " Ø R C P @ 0 . 4 0 % | V V V V V V VV D D VV VV D 1-5 STMH 1 4 6 L F O F 1 8 " Ø H D P E @ 0 . 4 7 % 1 4 6 L F O F 1 8 " Ø H D P E @ 0 . 4 7 % 5-16 STMH 5-15 CB 5-12 STMH2-21 CB W 935 940 945 950 955 960 965 970 975 980 935 940 945 950 955 960 965 970 975 980 -1+50 -1+00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 96 5 . 7 96 4 . 9 5 96 5 . 4 96 4 . 6 8 96 5 . 3 96 4 . 4 1 96 4 . 9 96 4 . 1 8 96 5 . 0 96 4 . 2 6 96 4 . 4 96 4 . 6 4 96 4 . 8 96 5 . 0 7 96 4 . 0 96 5 . 4 9 96 2 . 0 96 5 . 9 2 96 0 . 7 96 6 . 3 5 96 0 . 7 96 6 . 7 7 96 1 . 2 96 7 . 0 2 96 1 . 7 96 6 . 9 1 96 2 . 7 96 6 . 6 3 96 2 . 7 96 6 . 3 4 96 2 . 8 96 6 . 1 6 96 3 . 6 96 6 . 3 1 96 4 . 3 96 6 . 6 9 96 5 . 2 96 7 . 0 8 96 5 . 9 96 7 . 4 6 96 7 . 1 96 7 . 8 5 96 7 . 6 96 8 . 2 3 96 8 . 5 96 8 . 6 1 96 9 . 4 -0.54% 0.77% 0.85% -0.57% ST A : 0 + 1 6 . 9 9 EL E V : 9 6 5 . 1 3 3 ST A : 1 1 + 4 5 . 0 5 EL E V : 9 6 8 . 5 8 1 HIGH POINT ELEV: 967.03 HIGH POINT STA: 6+09.89 PVI STA: 6+00.00 PVI ELEV: 967.20 K: 70.19 LENGTH: 100.00 A.D. = -1.42% ST A : 5 + 5 0 . 0 0 EL E V : 9 6 6 . 7 7 ST A : 6 + 5 0 . 0 0 EL E V : 9 6 6 . 9 1 LOW POINT ELEV: 964.17 LOW POINT STA: 2+13.96 PVI STA: 2+25.00 PVI ELEV: 964.00 K: 71.53 LENGTH: 100.00 A.D. = 1.40% ST A : 1 + 7 5 . 0 0 EL E V : 9 6 4 . 2 7 ST A : 2 + 7 5 . 0 0 EL E V : 9 6 4 . 4 3 LOW POINT ELEV: 966.16 LOW POINT STA: 8+02.58 PVI STA: 8+10.00 PVI ELEV: 966.00 K: 74.52 LENGTH: 100.00 A.D. = 1.34% ST A : 7 + 6 0 . 0 0 EL E V : 9 6 6 . 2 9 ST A : 8 + 6 0 . 0 0 EL E V : 9 6 6 . 3 9 CROSSING 29 LF OF 15"Ø RCP @ 0.63% CROSSING 61 LF OF 30"Ø RCP @ 0.46% CROSSING 28 LF OF 15"Ø RCP @ 0.47% 136 LF OF 18"Ø RCP @ 0.50% 85 LF OF 18"Ø RCP @ 0.45% MI N 2 ' MI N 2 ' MI N 4 ' C O V E R EXISTING GAS PIPELINE PROPOSED CENTERLINE EXISTING SURFACE CROSSING 196 LF OF 24"Ø RCP @ 0.40% CROSSING 40 LF OF 30"Ø RCP @ 1.13% 103 LF OF 30"Ø RCP @ 0.37% 1- 3 C B ST A : 2 + 1 4 . 9 1 OF F : 1 6 . 0 0 L RI M = 9 6 3 . 7 0 1- 4 C B M H ST A : 2 + 1 4 . 9 1 OF F : 1 6 . 0 0 R RI M = 9 6 3 . 7 0 2- 2 2 S T M H ST A : 3 + 5 9 . 9 7 OF F : 2 0 . 0 0 R RI M = 9 6 5 . 1 6 5- 1 4 C B M H ST A : 8 + 0 4 . 4 8 OF F : 1 6 . 0 4 R RI M = 9 6 5 . 7 1 5- 1 3 C B ST A : 8 + 0 4 . 5 7 OF F : 1 6 . 0 4 L RI M = 9 6 5 . 7 1 5- 1 1 S T M H ST A : 9 + 4 8 . 3 5 OF F : 1 9 . 8 6 R RI M = 9 6 6 . 9 7 5- 9 C B M H ST A : 1 0 + 9 8 . 7 8 OF F : 1 6 . 0 0 R RI M = 9 6 7 . 7 6 1- 3 C B W I N V . = 9 5 9 . 7 0 1- 4 C B M H E I N V . = 9 5 9 . 5 0 NW I N V . = 9 5 9 . 5 0 2- 2 2 S T M H E I N V . = 9 5 5 . 7 0 W I N V . = 9 5 5 . 7 0 SE I N V . = 9 6 0 . 6 5 5- 1 3 C B W I N V . = 9 6 1 . 7 0 5- 1 4 C B M H S I N V . = 9 6 1 . 3 0 E I N V . = 9 6 1 . 5 5 5- 1 1 S T M H S I N V . = 9 6 2 . 5 0 N I N V . = 9 6 2 . 4 0 SE I N V . = 9 6 2 . 4 0 5- 9 C B M H SW I N V . = 9 6 3 . 2 0 N I N V . = 9 6 3 . 2 0 5- 1 2 S T M H S I N V . = 9 6 2 . 0 0 NW I N V . = 9 5 7 . 0 0 N I N V . = 9 6 1 . 5 5 E I N V . = 9 5 7 . 0 0 5- 1 2 S T M H ST A : 8 + 3 8 . 1 9 OF F : 2 0 . 2 3 R RI M = 9 6 6 . 2 7 29 LF OF 15"Ø RCP @ 0.74% GR A D I N G ST R E E T & S T O R M - T A N A G E R L A N E ( 1 ) C5.310 : 4 4 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ U t i l i t y P r o f i l e s . d w g 12 / 2 4 / 2 0 2 4 SCALE: 1" = 50' 0 50' PROPOSED RIP RAP LEGEND: 984 PROPOSED CONTOUR << | V PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED STORM MANHOLE S W S PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE D PROPOSED HYDRANT SCALE: HORIZONTAL: 1"=50' VERTICAL: 1"=5' DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S 97 0 96 7 968 96 9 9 7 0 967 968 969 9 7 1 9 7 2 97 0 9 6 8 96 8 96 9 97 1 97 2 97 397 4 967 9 7 4 G= 9 6 8 . 8 LL = 9 6 5 . 6 SE L O G= 9 6 9 . 2 LL = 9 6 6 . 0 SE L O G= 9 6 9 . 0 LL = 9 6 5 . 8 FBLO G=973.0 LL=965.0 OPN=967.0 FBLO G=973.8 LL=965.8 OPN=967.8 SELO G=973.2 LL=970.0 SELO G=972.0 LL=968.8 9 6 9 969 97 0 96 7 96 8 96 9 97 1 97 2 97 3 970 969 970 969 968 9 6 9 969 9 7 5 97 2 97 3 9 7 4 9 6 5 9 6 6 9 6 7 96 8 SO G G= 9 7 1 . 2 SO G G= 9 7 1 . 6 SO G G= 9 7 2 . 0 SO G G= 9 7 2 . 4 SO G G= 9 7 2 . 6 SO G G= 9 7 2 . 2 SO G G= 9 7 1 . 6 SO G G= 9 7 1 . 2 TANAGER LANE 11 1 1 12 2 3 42 3 4 3 FA L L O N D R I V E N E 5 6 13 + 0 0 14 + 0 0 15 + 0 0 16 + 0 0 15+44.34 1 0 +0 0 11+0 0 12+00 13+00 14+00 15+00 S S V V V V VVVVVV VV VV VV D V V V| | | | || | | | | |VV VV 14 0 L F O F 1 8 " Ø H D P E @ 0 . 3 1 % VVVV W W W WW 5-1 CBMH RIM=968.50 NW INV.=964.50 GASLINE NW INV.=959.40 SE INV.=959.40 5-2 CBMH 5-6 CB 5-7 CBMH 5-8 CBMH 5-3 CBMH 5-9 CBMH 5-11 STMH 5-10 CBMH RIM=967.20 NW INV.=963.20 VV VV VV 19 6 L F O F 2 4 " Ø R C P @ 0 . 4 0 % VV VV VV W 950 955 960 965 970 975 980 985 950 955 960 965 970 975 980 985 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 24+00 96 7 . 8 5 96 7 . 6 96 8 . 2 3 96 8 . 5 96 8 . 6 1 96 9 . 4 96 8 . 9 1 96 9 . 5 96 9 . 2 1 97 0 . 0 96 9 . 5 0 97 0 . 2 96 9 . 9 7 96 9 . 4 97 0 . 7 8 96 9 . 2 97 1 . 7 6 96 8 . 7 97 2 . 7 4 96 8 . 9 0.77% 0.59% 1.96% ST A : 1 1 + 4 5 . 0 5 EL E V : 9 6 8 . 5 8 1 ST A : 1 5 + 3 8 . 8 9 EL E V : 9 7 3 . 5 0 2 LOW POINT ELEV: 969.50 LOW POINT STA: 13+00.00 PVI STA: 13+50.00 PVI ELEV: 969.80 K: 73.24 LENGTH: 100.00 A.D. = 1.37% ST A : 1 3 + 0 0 . 0 0 EL E V : 9 6 9 . 5 0 ST A : 1 4 + 0 0 . 0 0 EL E V : 9 7 0 . 7 8 113 LF OF 18"Ø RCP @ 0.39% CROSSING 28 LF OF 18"Ø RCP @ 0.62% 85 LF OF 18"Ø RCP @ 0.45% PROPOSED CENTERLINE EXISTING SURFACE CROSSING 140 LF OF 18"Ø HDPE @ 0.31% 5- 2 C B M H ST A : 1 3 + 0 5 . 9 9 OF F : 1 6 . 0 0 R RI M = 9 6 9 . 0 8 5- 8 C B M H ST A : 1 1 + 8 8 . 0 2 OF F : 1 6 . 0 0 L RI M = 9 6 8 . 3 7 5- 3 C B M H ST A : 1 1 + 8 9 . 4 7 OF F : 1 6 . 0 3 R RI M = 9 6 8 . 3 7 5- 8 C B M H NW I N V . = 9 6 4 . 0 0 E I N V . = 9 6 4 . 0 0 5- 3 C B M H SE I N V . = 9 6 3 . 8 0 NE I N V . = 9 6 3 . 6 0 SW I N V . = 9 6 3 . 6 0 5- 2 C B M H SE I N V . = 9 6 4 . 0 5 NE I N V . = 9 6 4 . 0 5 5- 9 C B M H ST A : 1 0 + 9 8 . 7 8 OF F : 1 6 . 0 0 R RI M = 9 6 7 . 7 6 5- 9 C B M H SW I N V . = 9 6 3 . 2 0 N I N V . = 9 6 3 . 2 0 GR A D I N G ST R E E T & S T O R M - T A N A G E R L A N E ( 2 ) C5.410 : 4 5 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ U t i l i t y P r o f i l e s . d w g 12 / 2 4 / 2 0 2 4 SCALE: 1" = 50' 0 50' PROPOSED RIP RAP LEGEND: 984 PROPOSED CONTOUR << | V PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED STORM MANHOLE S W S PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE D PROPOSED HYDRANT SCALE: HORIZONTAL: 1"=50' VERTICAL: 1"=5' DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S 96 5 96 6 96 5 9 7 0 97 5 966 967 967 967 9 6 8 9 6 9 9 7 1 9 7 2 97 3 97 4 97 6 977 96 6 9 6 6 9 6 7 96 7 96 8 9 6 8 9 6 9 NWL=955.0 HWL=959.12 966966 966966 967 967 96 7 96 7 96 8 95 5 95 1 95 2 95 3 95 4 95 6 95 7 95 8 95 9 962 967 968 966 967 SEWO G=968.3 LL/OPN=965.5 SEWO G=968.4 LL/OPN=965.6 SEWO G=969.0 LL/OPN=966.2 LL / O P N = 9 6 3 . 4 SE W O G= 9 6 6 . 6 LL / O P N = 9 6 3 . 8 FB L O G= 9 6 7 . 8 LL = 9 5 9 . 8 OP N = 9 6 1 . 8 FB L O G= 9 6 8 . 2 LL = 9 6 0 . 2 OP N = 9 6 2 . 2 FB L O G= 9 6 8 . 4 LL = 9 6 0 . 4 OP N = 9 6 2 . 4 FB L O G= 9 6 8 . 6 LL = 9 6 0 . 6 OP N = 9 6 2 . 6 FB L O G= 9 6 8 . 6 LL = 9 6 0 . 6 OP N = 9 6 2 . 6 SE W O G= 9 6 7 . 8 LL / O P N = 9 6 5 . 0 SE L O G= 9 6 8 . 4 LL = 9 6 5 . 2 SEWO G=969.4 LL/OPN=966.6 SEWO G=969.2 LL/OPN=966.4 SEWO G=968.8 LL/OPN=966.0 SEWO G=968.4 LL/OPN=965.6 SEWO G=968.6 LL/OPN=965.8 SEWO G=969.2 LL/OPN=966.4 SE W O G=9 6 9 . 6 LL/O P N = 9 6 6 . 8 S E W O G = 9 7 0 . 0 L L / O P N = 9 6 7 . 2 S E W O G = 9 7 0 . 4 L L / O P N = 9 6 7 . 6 F B L O G = 9 7 1 . 6 L L = 9 6 3 . 6 O P N = 9 6 5 . 6 F B L O G = 9 7 1 . 8 L L = 9 6 3 . 8 O P N = 9 6 5 . 8 F B L O G = 9 7 2 . 4 L L = 9 6 4 . 4 O P N = 9 6 6 . 4 F B L O G = 9 7 2 . 6 L L = 9 6 4 . 6 O P N = 9 6 6 . 6 F B L O G = 9 7 4 . 0 L L = 9 6 6 . 0 O P N = 9 6 8 . 0 F B L O G = 9 7 5 . 6 L L = 9 6 7 . 6 O P N = 9 6 9 . 6 F B L O G = 9 7 7 . 4 L L = 9 6 9 . 4 O P N = 9 7 1 . 4 S E W O G = 9 7 9 . 0 L L / O P N = 9 7 6 . 2 F B L O G = 9 7 6 . 0 L L = 9 6 8 . 0 O P N = 9 7 0 . 0 S E W O G = 9 7 4 . 0 L L / O P N = 9 7 1 . 2 SO G G= 9 7 0 . 4 SO G G= 9 7 0 . 0 SO G G= 9 6 9 . 4 SO G G= 9 6 9 . 0 SO G G= 9 6 9 . 0 S E L O G = 9 7 2 . 2 L L = 9 6 9 . 0 S E L O G = 9 7 1 . 6 L L = 9 6 8 . 4 S E L O G = 9 7 1 . 0 L L = 9 6 7 . 8 SELO G=970.0 LL=966.8 SELO G=969.0 LL=965.8 SELO G=969.0 LL=965.8 SELO G=969.0 LL=965.8 9 6 7 96 8 9 6 5 9 6 6 9 6 7 9 6 8 9 6 9 96 7 96 8 967 968 9 6 5 96 3 9 6 4 97 0 96 6 96 7 96 8 96 9 965 964 966 96796 7 9 6 7 968 96 0 95 9 96 1 96 6 967 968 9 7 0 9 6 6 9 6 7 9 6 8 9 6 9 955 95 5 955 SE L O G= 9 6 8 . 8 LL = 9 6 5 . 6 SE L O G= 9 6 9 . 0 LL = 9 6 5 . 8 SE L O G= 9 6 8 . 7 LL = 9 6 5 . 5 SE L O G= 9 6 8 . 4 LL = 9 6 5 . 2 SE L O G= 9 7 0 . 2 LL = 9 6 7 . 0 SE L O G= 9 6 9 . 0 LL = 9 6 5 . 8 SE L O G= 9 6 8 . 0 LL = 9 6 4 . 8 SE L O G= 9 6 8 . 5 LL = 9 6 5 . 3 SE L O G= 9 6 8 . 8 LL = 9 6 5 . 6 SE L O G=9 6 9 . 8 LL= 9 6 6 . 6 SE L O G=9 7 0 . 6 LL= 9 6 7 . 4 16 C.Y. OF CL. 3 RIP RAP 24 C.Y. OF CL. 3 RIP RAP SP A R R O W S T R E E T GOLDFINCH AVENUE TA N A G E R L A N E 8 1 1 2 3 4 5 6 7 11 12 13 14 15 16 17 18 19 2 3 4 5 6 7 16 17 18 19 20 CH I C K A D E E L A N E OUTLOT C 7 9 HW HW HW HW HW HW HW HW HW 8 9 10 10 6 1 9 8 7 4 3 2 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8 + 0 0 9 + 0 0 1 0 + 0 0 1 1 + 0 0 1 2 + 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 4+0 0 5+0 0 6+0 0 6+1 7 . 3 1 S S V V V V V V V V V SVVVVVVV SVVVVVV S V V S V V V V V S V V V V VS V V V V S VV VV VV VV VV VVVVVVVVVVVVVVVV VV 1 6 3 L F O F 2 4 " Ø H D P E @ 0 . 5 1 % V V V V V V VV VV VV VV 234 LF O F 1 5 " Ø H D P E @ 0 . 5 2 % VV VV VV VV VV VV VV VV VV 1 8 2 L F O F 3 6 " Ø R C P @ 0 . 4 9 % VV VV 13 7 L F O F 1 5 " Ø H D P E @ 0 . 5 3 % D | |||| | | | | | | | | VV VV | | | | | | |||| | | W W W W W W W WWWWW W W W W W W W W W W W W W W W W W W W W W VVVVVVVVVVVV VV VV 13 4 L F O F 1 5 " Ø H D P E @ 0 . 7 2 % VV VV VV VV VV D D DDD D D 171 LF OF 30"Ø RCP @ 0.40% 18 6 L F O F 1 5 " Ø H D P E @ 0 . 5 0 % V V V V V V V 3-2 CBMH RIM=964.25 W INV.=959.25 S INV.=959.25 5-20 CBMH RIM=964.00 S INV.=960.00 5-23 FES INV.=955.00 5-21 CBMH RIM=964.10 N INV.=959.25 S INV.=959.25 2-23 FES INV.=955.00 3-1 CBMH RIM=964.25 N INV.=960.25 2-4 CB 2-5 CBMH 2-7 STMH 2-6 CB 2-15 CB 2-10 STMH 2-9 CB 2-8 CB 2-16 STMH 7-6 CBMH 7-4 CBMH 2-11 STMH2-14 STMH 2-12 CB 2-13 CB 2-20 STMH 2-19 CB 2-18 CBMH 2-22 STMH 2-17 CB | | | | | | VV7-3 CB 7-5 CB 2-21 CB 4-11 CBMH 3-4 CBMH 3-5 S T M H 4-10 CB 3-3 C B 940 945 950 955 960 965 970 975 980 985 940 945 950 955 960 965 970 975 980 985 -1+50 -1+00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 96 5 . 2 8 96 3 . 2 96 5 . 6 8 96 3 . 7 96 6 . 0 9 96 3 . 2 96 6 . 4 9 96 4 . 3 96 6 . 8 9 96 5 . 7 96 7 . 3 0 96 6 . 1 96 7 . 5 1 96 6 . 6 96 7 . 3 2 96 5 . 9 96 6 . 9 5 96 4 . 3 96 6 . 5 8 96 2 . 7 96 6 . 4 1 96 2 . 6 96 6 . 6 8 96 2 . 2 96 7 . 1 7 96 2 . 5 96 7 . 6 5 96 3 . 2 96 8 . 1 3 96 4 . 5 96 8 . 6 2 96 4 . 5 96 9 . 1 0 96 3 . 1 96 9 . 5 8 96 3 . 2 97 0 . 0 7 96 4 . 2 97 0 . 5 5 96 4 . 5 97 1 . 0 3 96 5 . 3 97 1 . 6 5 96 7 . 5 97 2 . 5 5 96 9 . 6 97 3 . 7 2 97 1 . 1 0.81% -0.75% 0.97% ST A : 0 + 0 0 . 0 0 EL E V : 9 6 5 . 2 8 0 LOW POINT ELEV: 971.03 LOW POINT STA: 10+00.00 PVI STA: 11+00.00 PVI ELEV: 972.00 K: 90.66 LENGTH: 200.00 A.D. = 2.21% ST A : 1 0 + 0 0 . 0 0 EL E V : 9 7 1 . 0 3 ST A : 1 2 + 0 0 . 0 0 EL E V : 9 7 5 . 1 7 LOW POINT ELEV: 966.41 LOW POINT STA: 4+93.69 PVI STA: 5+00.00 PVI ELEV: 966.20 K: 58.25 LENGTH: 100.00 A.D. = 1.72% ST A : 4 + 5 0 . 0 0 EL E V : 9 6 6 . 5 8 ST A : 5 + 5 0 . 0 0 EL E V : 9 6 6 . 6 8 HIGH POINT ELEV: 967.51 HIGH POINT STA: 3+01.82 PVI STA: 3+00.00 PVI ELEV: 967.70 K: 64.24 LENGTH: 100.00 A.D. = -1.56% ST A : 2 + 5 0 . 0 0 EL E V : 9 6 7 . 3 0 ST A : 3 + 5 0 . 0 0 EL E V : 9 6 7 . 3 2 ST A : 0 + 0 0 . 0 0 EL E V : 9 6 5 . 2 8 0 61 LF OF 30"Ø RCP @ 0.46% CROSSING 22 LF OF 15"Ø RCP @ 0.38% CROSSING 3 LF OF 15"Ø RCP @ 0.50% 306 LF OF 30"Ø RCP @ 0.32% CROSSING 2 LF OF 15"Ø RCP @ 0.82% 136 LF OF 30"Ø RCP @ 0.32% CROSSING 22 LF OF 15"Ø RCP @ 0.59% 126 LF OF 30"Ø RCP @ 0.42% CROSSING 3 LF OF 15"Ø RCP @ 0.76% 70 LF OF 30"Ø RCP @ 0 . 8 1 % CROSSING 3 LF OF 15"Ø RCP @ 1.68% CROSSING 22 LF OF 15"Ø RCP @ 0.78% 269 LF OF 30"Ø RCP @ 0.51% CROSSING 3 LF OF 15"Ø RCP @ 2.83% 225 LF OF 1 5 " Ø R C P @ 2 . 0 1 % PROPOSED CENTERLINE EXISTING SURFACE CROSSING 129 LF OF 30"Ø RCP @ 0.56% CROSSING 168 LF OF 24"Ø RCP @ 1.16% 2- 1 9 C B ST A : 0 + 4 5 . 3 6 OF F : 1 6 . 0 0 L RI M = 9 6 5 . 1 8 2- 2 0 S T M H ST A : 0 + 4 5 . 3 3 OF F : 1 0 . 0 0 L RI M = 9 6 5 . 3 5 2- 1 8 C B M H ST A : 0 + 4 5 . 1 0 OF F : 1 6 . 0 0 R RI M = 9 6 5 . 1 8 2- 1 5 C B ST A : 3 + 5 6 . 0 0 OF F : 1 6 . 0 0 L RI M = 9 6 6 . 8 2 2- 1 6 S T M H ST A : 3 + 5 5 . 9 9 OF F : 9 . 9 4 L RI M = 9 6 6 . 9 8 2- 1 2 C B ST A : 4 + 9 6 . 2 6 OF F : 1 6 . 0 2 R RI M = 9 6 5 . 9 5 2- 1 4 S T M H ST A : 4 + 9 6 . 1 6 OF F : 9 . 3 8 L RI M = 9 6 6 . 1 2 2- 1 3 C B ST A : 4 + 9 6 . 1 7 OF F : 1 6 . 0 0 L RI M = 9 6 5 . 9 5 2- 1 1 S T M H ST A : 6 + 2 5 . 5 6 OF F : 7 . 7 7 L RI M = 9 6 7 . 1 5 2- 9 C B ST A : 6 + 9 6 . 2 1 OF F : 1 6 . 0 0 L RI M = 9 6 7 . 6 6 2- 1 0 S T M H ST A : 6 + 9 6 . 4 3 OF F : 9 . 4 7 L RI M = 9 6 7 . 8 1 2- 8 C B ST A : 6 + 9 7 . 5 3 OF F : 1 6 . 0 0 R RI M = 9 6 7 . 6 5 2- 6 C B ST A : 9 + 6 8 . 5 6 OF F : 1 6 . 0 0 L RI M = 9 7 0 . 2 7 2- 7 S T M H ST A : 9 + 6 8 . 7 2 OF F : 1 0 . 0 0 L RI M = 9 7 0 . 4 3 2- 1 8 C B M H N I N V . = 9 6 1 . 0 0 SW I N V . = 9 6 1 . 0 0 2- 1 9 C B S I N V . = 9 6 1 . 1 6 2- 2 0 S T M H S I N V . = 9 6 0 . 9 0 N I N V . = 9 6 1 . 1 3 W I N V . = 9 5 6 . 0 0 E I N V . = 9 5 6 . 0 0 2- 1 5 C B S I N V . = 9 6 2 . 8 0 2- 1 6 S T M H S I N V . = 9 5 7 . 2 5 N I N V . = 9 6 2 . 7 5 W I N V . = 9 5 7 . 0 0 E I N V . = 9 5 7 . 0 0 2- 1 2 C B N I N V . = 9 6 1 . 9 5 2- 1 3 C B S I N V . = 9 6 1 . 9 0 2- 1 4 S T M H S I N V . = 9 6 1 . 8 0 N I N V . = 9 6 1 . 9 5 W I N V . = 9 5 7 . 4 5 E I N V . = 9 5 7 . 4 5 2- 1 1 S T M H W I N V . = 9 5 8 . 0 0 E I N V . = 9 5 8 . 0 0 2- 8 C B NE I N V . = 9 6 3 . 6 5 2- 9 C B SW I N V . = 9 6 3 . 6 6 2- 1 0 S T M H SW I N V . = 9 6 3 . 4 5 NE I N V . = 9 6 3 . 5 5 W I N V . = 9 5 8 . 6 0 SE I N V . = 9 5 8 . 6 0 2- 6 C B SW I N V . = 9 6 6 . 2 7 2- 7 S T M H SW I N V . = 9 6 0 . 0 0 NE I N V . = 9 6 6 . 1 0 NW I N V . = 9 6 0 . 0 0 SE I N V . = 9 6 5 . 8 0 GR A D I N G ST R E E T & S T O R M - G O L D F I N C H A V E N U E ( 1 ) C5.510 : 4 5 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ U t i l i t y P r o f i l e s . d w g 12 / 2 4 / 2 0 2 4 SCALE: 1" = 50' 0 50' PROPOSED RIP RAP LEGEND: 984 PROPOSED CONTOUR << | V PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED STORM MANHOLE S W S PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE D PROPOSED HYDRANT SCALE: HORIZONTAL: 1"=50' VERTICAL: 1"=5' DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S 970 9 7 5 98 0 98 5 9 9 0 971 972 973 97 4 9 7 6 9 7 7 9 7 8 97 9 9 8 1 98 2 98 3 98 4 98 6 9 8 7 9 8 8 98 9 9 9 1 9 9 2 990 995 10 0 0 991 992 993 994 996 99 7 99 8 99 9 10 0 1 968 96 8 969 9 7 0 97 5 9 6 7 9 6 8 9 6 9 9 7 1 9 7 2 9 7 3 97 4 97 6 97 7 97 8 98 5 98 3 98 4 98 6 9 8 7 988 99 5 1 0 0 0 99 4 99 6 99 7 99 8 99 9 1 0 0 1 99 0 99 5 98 9 99 1 9 9 2 9 9 3 99 4 99 6 9 8 5 9 9 0 9 8 3 9 8 4 9 8 6 98 7 9 8 8 9 8 9 FBLO G=971 . 8 LL=9 6 3 . 8 OPN= 9 6 5 . 8 FBLO G=972 . 4 LL=9 6 4 . 4 OPN= 9 6 6 . 4 FBLO G=972 . 6 LL=9 6 4 . 6 OPN= 9 6 6 . 6 FBLO G=974 . 0 LL=9 6 6 . 0 OPN= 9 6 8 . 0 FBLO G=975 . 6 LL=9 6 7 . 6 OPN= 9 6 9 . 6 FBLO G=977.4 LL=969. 4 OPN=97 1 . 4 SEWO G=979.0 LL/OPN=976.2 SEL O G= 9 8 0 . 4 LL= 9 7 7 . 2 SE L O G= 9 8 2 . 0 LL = 9 7 8 . 8 SE L O G= 9 8 4 . 0 LL = 9 8 0 . 8 SE L O G= 9 8 6 . 4 LL = 9 8 3 . 2 SE L O G= 9 8 9 . 0 LL = 9 8 5 . 8 FB W O G= 9 8 9 . 8 LL/ O P N = 9 8 1 . 8 FB W O G= 9 8 7 . 2 LL/ O P N = 9 7 9 . 2 FB W O G= 9 8 5 . 2 LL/ O P N = 9 7 7 . 2 FB W O G= 9 8 3 . 0 LL/ O P N = 9 7 5 . 0 FBLO G=979.0 LL=971.0 OPN=973.0FBLO G=97 6 . 0 LL=96 8 . 0 OPN= 9 7 0 . 0 SEWO G=974 . 0 LL/OP N = 9 7 1 . 2 SO G G= 9 9 3 . 8 SO G G= 9 9 4 . 8 SO G G= 9 9 5 . 8 SO G G= 9 9 6 . 6 SO G G= 9 9 7 . 5 SO G G= 9 9 8 . 5 SO G G= 9 9 9 . 0 SO G G= 9 9 8 . 0 SO G G= 9 9 7 . 0 SO G G= 9 9 1 . 5 SO G G= 9 9 0 . 0 SELO G=972 . 2 LL=9 6 9 . 0 SELO G=971 . 6 LL=9 6 8 . 4 965 963 964 96 5 964 9 6 6 9 6 7 9 6 7 967 9 6 8 98 0 97 9 98 1 98 2 98 3 98 5 98 4 98 6 970 967 968 969 9 6 9 9 9 5 99 6 9 9 2 9 8 5 98 2 9 8 3 98 4 S E L O G = 9 6 9 . 8 L L = 9 6 6 . 6 S E L O G = 9 7 0 . 0 L L = 9 6 6 . 8 S E L O G = 9 7 0 . 6 L L = 9 6 7 . 4 S P A R R O W S T R E E T GOL D F I N C H A V E N U E 1 26 2814 15 16 17 18 19 20 21 22 23 24 25 27 22 23 24 25 26 5 6 7 2 3 4 5 6 7 8 9 10 OUTLOT C OUTLOT D 10 RO B I N S T R E E T 18 19 20 8 9+00 10+00 11+00 1 2 +0 0 13+00 14 + 0 0 15 + 0 0 16 + 0 0 17 + 0 0 17 + 7 4 . 4 5 4 + 0 0 5 + 0 0 6 + 0 0 6 + 1 7 . 3 1 12 + 0 0 13 + 0 0 14 + 0 0 14 + 5 7 . 3 6 S V V V S V V V V SV S V V V S V V V S V V V V V S S VV VV VV VV VV VV VV 163 L F O F 2 4 " Ø H D P E @ 0 . 5 1 % VV VV VV V V V V V V | | | | | | | | | | | | | | | | | | | W W W W W W W W W W W W W W W W W VV VV VV 1 7 6 L F O F 1 8 " Ø H D P E @ 0 . 5 0 % VV VV V D V V V V V V 7-2 CBMH RIM=966.50 NW INV.=963.10 SW INV.=963.10 7-1 CBMH RIM=967.00 NE INV.=964.00 4-1 CB 4-2 CB 4-3 CBMH 2-4 CB 2-5 CBMH 2-7 STMH 2-6 CB 7-6 CBMH 7-4 CBMH VV VV VV VV 2-3 CBMH 2-1 CB 2-2 CBMH 7-3 CB 7-5 CB 955 960 965 970 975 980 985 990 995 1000 955 960 965 970 975 980 985 990 995 1000 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 24+00 97 1 . 6 5 96 7 . 5 97 2 . 5 5 96 9 . 6 97 3 . 7 2 97 1 . 1 97 5 . 1 7 97 3 . 6 97 6 . 7 6 97 5 . 7 97 8 . 3 5 97 8 . 4 97 9 . 9 3 98 0 . 6 98 1 . 5 2 98 2 . 5 98 3 . 1 0 98 4 . 6 98 4 . 6 9 98 7 . 0 98 6 . 2 8 98 6 . 9 98 7 . 8 6 98 6 . 6 98 9 . 4 5 99 0 . 1 99 1 . 0 4 99 3 . 7 99 2 . 6 2 99 5 . 9 3.17% ST A : 1 7 + 7 4 . 4 5 EL E V : 9 9 3 . 3 9 9 LOW POINT ELEV: 971.03 LOW POINT STA: 10+00.00 PVI STA: 11+00.00 PVI ELEV: 972.00 K: 90.66 LENGTH: 200.00 A.D. = 2.21% ST A : 1 0 + 0 0 . 0 0 EL E V : 9 7 1 . 0 3 ST A : 1 2 + 0 0 . 0 0 EL E V : 9 7 5 . 1 7 225 LF OF 1 5 " Ø R C P @ 2 . 0 1 % CROSSING 29 LF OF 15"Ø RCP @ 0.63% CROSSING 91 LF OF 15"Ø RCP @ 1.17% PROPOSED CENTERLINE EXISTING SURFACE 99 LF O F 1 5 " Ø R C P @ 3 . 1 1 % 182 LF O F 1 5 " Ø R C P @ 3 . 0 2 % CROSSING 29 LF OF 15"Ø RCP @ 0.59% 2- 5 C B M H ST A : 1 1 + 9 6 . 9 4 OF F : 1 6 . 0 0 L RI M = 9 7 4 . 6 2 2- 4 C B ST A : 1 1 + 9 6 . 9 4 OF F : 1 6 . 0 0 R RI M = 9 7 4 . 6 2 2- 4 C B NE I N V . = 9 7 0 . 6 0 2- 5 C B M H SW I N V . = 9 7 0 . 4 0 NW I N V . = 9 7 0 . 4 0 SE I N V . = 9 7 0 . 4 0 2- 3 C B M H ST A : 1 2 + 9 1 . 5 1 OF F : 1 6 . 0 0 L RI M = 9 7 7 . 6 3 2- 2 C B M H ST A : 1 4 + 7 3 . 4 1 OF F : 1 6 . 0 0 L RI M = 9 8 3 . 3 9 2- 1 C B ST A : 1 4 + 7 3 . 4 1 OF F : 1 6 . 0 0 R RI M = 9 8 3 . 3 9 2- 3 C B M H S I N V . = 9 7 3 . 6 0 NW I N V . = 9 7 3 . 6 0 2- 1 C B E I N V . = 9 7 9 . 3 9 2- 2 C B M H W I N V . = 9 7 9 . 2 0 N I N V . = 9 7 9 . 2 0 GR A D I N G ST R E E T & S T O R M - G O L D F I N C H ( 2 ) C5.610 : 4 6 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ U t i l i t y P r o f i l e s . d w g 12 / 2 4 / 2 0 2 4 SCALE: 1" = 50' 0 50' PROPOSED RIP RAP LEGEND: 984 PROPOSED CONTOUR << | V PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED STORM MANHOLE S W S PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE D PROPOSED HYDRANT SCALE: HORIZONTAL: 1"=50' VERTICAL: 1"=5' DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S 9 6 7 96 7 97 0 975 96 6 966 967 9 6 7 9 6 8 9 6 9 971 972 973 974 976 977 9 7 1 9 7 2 970 971 972 973 9 7 4 97 0 970 96 9969 971 972 973 973 97 0 9 7 5 96 8 96 9 97 1 97 2 9 7 3 9 7 4 9 7 6 9 7 5 97 3 9 7 3 97 4 9 6 7 9 6 8 9 6 6 9 6 7 NO G R A D I N G W I T H I N U N D E R G R O U N D GAS P I P E L I N E L I M I T S CAU T I O N SE W O G= 9 6 8 . 4 LL / O P N = 9 6 5 . 6 SE W O G= 9 6 9 . 0 LL / O P N = 9 6 6 . 2 SE W O G= 9 6 9 . 4 LL / O P N = 9 6 6 . 6 SE W O G= 9 6 9 . 2 LL / O P N = 9 6 6 . 4 SE W O G= 9 6 8 . 8 LL / O P N = 9 6 6 . 0 SE W O G= 9 6 8 . 4 LL / O P N = 9 6 5 . 6 SE W O G= 9 6 8 . 6 LL / O P N = 9 6 5 . 8 SOG G=9 7 3 . 4 SOG G=9 7 4 . 0 SOG G=9 7 4 . 4 SOG G=9 7 5 . 0 SOG G=9 7 5 . 4 SOG G=9 7 6 . 3 SOG G=9 7 7 . 6 SOG G=9 7 9 . 2 SO G G=9 8 0 . 6 G=9 8 2 . 0 G=9 7 7 . 0 SOG G=9 7 6 . 0 SOG G=9 7 3 . 8 SOG G=9 7 3 . 4 SOG G=971.6 SOG G=970.8 SOG G=970.4 SOG G=970.0 SOG G=969.4 SOG G=969.0 SOG G=969.0 SE L O G= 9 6 9 . 0 LL = 9 6 5 . 8 SE L O G= 9 6 9 . 0 LL = 9 6 5 . 8 SE L O G= 9 6 9 . 0 LL = 9 6 5 . 8 975 972 97 3 974 9 7 7 97 8 97 9 967 968 965 966 967 968 969 96 7 96 8 9 6 5 9 6 2 9 6 3 9 6 4 96 5 96 1 96 2 96 3 96 4 96 7 96 8 9 7 5 9 7 2 9 7 3 9 7 4 9 7 8 SELO G=970.2 LL=967.0 SELO G=969.0 LL=965.8 SELO G=968.0 LL=964.8 SELO G=968.5 LL=965.3 SELO G=968.8 LL=965.6 L L = 9 6 8 . 4 S E L O G = 9 7 2 . 6 L L = 9 6 9 . 4 SEL O G=9 7 2 . 8 LL= 9 6 9 . 6 SEL O G=9 7 2 . 0 LL= 9 6 8 . 8 SOG SOG G=9 7 4 . 8 SOG G=975 . 1 SOG G=975.4 GO L D F I N C H A V E N U E SHEET X. 1 SHEET X. 2 8 1 2 3 4 5 6 7 8 3 4 5 6 7 8 9 10 11 12 13 14 2 3 12 13 14 1516 17 18 19 20 CHICKADE E L A N E 4 9 ROBIN STRE E T OUTLOT F 10 11 9 1 4 3 2 10 11 12 0+00 1+00 2+00 3+00 4+00 5 + 0 0 5 + 1 0 . 7 9 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 0 + 0 0 1 + 0 0 3 +0 0 4+0 0 5+0 0 6+0 0 7+0 0 8+0 0 S V V V V V V V V V S S S S 25 6 L F O F 1 5 " Ø H D P E @ 0 . 4 2 % VV VV VV VV VV VV VV VV VV V V V V V V V V 23 4 L F O F 1 5 " Ø H D P E @ 0 . 5 2 % VV VV VV VV VV VV V V V V V V V V V V V V V V V V VV VV VV V V V V V V V 335 L F O F 2 4 " Ø R C P @ 0 . 5 2 % | | | | | | | | | | | | W W W W W W W W W W W W W W W W VV VV VV VV VV VV134 L F O F 1 5 " Ø H D P E @ 0 . 7 2 % D D D V V V V V V V V V V V V V V V V V V V 1-1 CBMH RIM=960.50 W INV.=957.50 1-2 CBMH RIM=961.25 E INV.=956.40 W INV.=956.40 3-2 CBMH RIM=964.25 W INV.=959.25 S INV.=959.25 5-17 CBMH RIM=966.29 NW INV.=962.00 3-1 CBMH RIM=964.25 N INV.=960.25 4-7 CBMH 4-6 CB 4-9 CBMH 2-15 CB 2-16 STMH 2-14 STMH2-12 CB 2-13 CB | | | | | | | | | | | | 4-8 CB W S S 4-11 CBMH 3-4 CBMH3-5 S T M H 4-10 CB 3-3 C B 945 950 955 960 965 970 975 980 945 950 955 960 965 970 975 980 -1+50 -1+00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 96 7 . 3 9 96 6 . 3 96 6 . 7 4 96 5 . 1 96 6 . 1 5 96 4 . 6 96 6 . 0 8 96 4 . 7 96 6 . 5 2 96 3 . 7 96 7 . 0 4 96 2 . 8 96 7 . 5 6 96 2 . 5 96 8 . 0 7 96 3 . 5 96 8 . 5 9 96 4 . 7 96 9 . 1 1 96 6 . 8 96 9 . 6 2 96 9 . 3 96 8 . 5 96 7 . 3 -1.31% 1.03% ST A : 0 + 0 0 . 0 0 EL E V : 9 6 7 . 3 9 2 STA: 5+10.79 ELEV: 969.735 LOW POINT ELEV: 966.04 LOW POINT STA: 1+30.98 PVI STA: 1+25.00 PVI ELEV: 965.75 K: 42.61 LENGTH: 100.00 A.D. = 2.35% ST A : 0 + 7 5 . 0 0 EL E V : 9 6 6 . 4 1 ST A : 1 + 7 5 . 0 0 EL E V : 9 6 6 . 2 7 129 LF OF 30"Ø RCP @ 0.56% 4 LF OF 18"Ø RCP @ 1.19%211 LF OF 18"Ø RC P @ 0 . 9 3 % CROSSING 29 LF OF 15"Ø RCP @ 0.94% 165 LF OF 18"Ø R C P @ 1 . 1 8 % 307 LF OF 15"Ø RCP @ 1.64% PROPOSED CENTERLINE EXISTING SURFACE CROSSING 29 LF OF 15"Ø RCP @ 0.56% 3- 5 S T M H ST A : 1 + 2 3 . 3 9 OF F : 2 1 . 0 0 L RI M = 9 6 6 . 0 0 3- 4 C B M H ST A : 1 + 3 0 . 1 1 OF F : 1 6 . 0 0 L RI M = 9 6 5 . 5 8 4- 1 0 C B ST A : 3 + 4 5 . 0 0 OF F : 1 6 . 0 0 R RI M = 9 6 7 . 5 6 4- 1 1 C B M H ST A : 3 + 4 5 . 0 0 OF F : 1 6 . 0 0 L RI M = 9 6 7 . 5 6 4- 9 C B M H ST A : 4 + 9 9 . 3 0 OF F : 4 1 . 0 8 L RI M = 9 6 9 . 7 0 3- 4 C B M H S I N V . = 9 5 9 . 5 0 NE I N V . = 9 5 9 . 5 0 W I N V . = 9 6 1 . 4 0 3- 5 S T M H N I N V . = 9 5 8 . 0 0 SW I N V . = 9 5 9 . 4 0 E I N V . = 9 5 8 . 0 0 4- 1 0 C B E I N V . = 9 6 3 . 5 5 4- 9 C B M H SE I N V . = 9 6 3 . 5 0 N I N V . = 9 6 3 . 5 0 SW I N V . = 9 6 5 . 3 0 4- 1 1 C B M H N I N V . = 9 6 1 . 5 0 S I N V . = 9 6 1 . 5 0 W I N V . = 9 6 3 . 2 5 3- 3 C B ST A : 1 + 3 0 . 5 1 OF F : 1 6 . 0 0 R RI M = 9 6 5 . 5 8 3- 3 C B E I N V . = 9 6 1 . 5 8 GR A D I N G ST R E E T & S T O R M - C H I C K A D E E L A N E C5.710 : 4 7 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ U t i l i t y P r o f i l e s . d w g 12 / 2 4 / 2 0 2 4 SCALE: 1" = 50' 0 50' PROPOSED RIP RAP LEGEND: 984 PROPOSED CONTOUR << | V PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED STORM MANHOLE S W S PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE D PROPOSED HYDRANT SCALE: HORIZONTAL: 1"=50' VERTICAL: 1"=5' DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S 9 6 5 9 6 6 96 7 968 985 983 984 986 987 988 989 970 9 7 5 9 8 0 9 8 5 9 9 0 96 8 96 9 9 7 1 9 7 2 9 7 3 9 7 4 9 7 6 9 7 7 9 7 8 9 7 9 9 8 1 9 8 2 9 8 3 9 8 4 9 8 6 9 8 7 9 8 8 9 8 9 9 9 1 99 2 970 969 971 972 970 968 968 969 971 972 97 3 9 7 4 975 97 1 97 2 97 3 974 976 977 978 990 988 989 970 97 0 96996 9 971 972 97 3 97 1 97 2 9 7 3 968 969 970 966966 966966 967 96 7 9 6 7 967 968 96 8 968 968 968 969 971 9 5 1 961 962 NO G R A D I N G W I T H I N U N D E R G R O U N D GAS P I P E L I N E L I M I T S CAU T I O N F B L O G = 9 6 8 . 4 L L = 9 6 0 . 4 O P N = 9 6 2 . 4 F B L O G = 9 6 8 . 6 L L = 9 6 0 . 6 O P N = 9 6 2 . 6 F B L O G = 9 6 8 . 6 L L = 9 6 0 . 6 O P N = 9 6 2 . 6 S E W O G = 9 6 7 . 8 L L / O P N = 9 6 5 . 0 SEL O G=9 6 7 . 0 LL= 9 6 3 . 8 SEL O G=9 6 7 . 5 LL= 9 6 4 . 3 SEL O G=9 6 8 . 2 LL= 9 6 5 . 0 SEL O G=9 6 8 . 8 LL= 9 6 5 . 6 SEL O G=9 6 9 . 2 LL= 9 6 6 . 0 S E L O G = 9 6 8 . 4 L L = 9 6 5 . 2 F B W O G = 9 8 9 . 8 L L / O P N = 9 8 1 . 8 F B W O G = 9 8 7 . 2 L L / O P N = 9 7 9 . 2 F B W O G = 9 8 5 . 2 L L / O P N = 9 7 7 . 2 SOG G=9 7 3 . 4 SOG G=9 7 4 . 0 SO G G=9 7 4 . 4 SOG G=9 7 5 . 0 SO G G=9 7 5 . 4 SO G G=9 7 6 . 3 SOG G=9 7 7 . 6 SO G G=9 7 9 . 2 SOG G=98 0 . 6 SOG G=982.0 SOG G=983.4 SOG G=984.8 SOG G=986.4 SOG G=987.6 SOG G=989. 2 SOG G=990. 8 SOG G=992. 4 SOG G=993. 8 SOG G=991. 5 SOG G=990. 0 SOG G=988. 2 SOG G=985.5 SOG G=983.5 SOG G=980 . 5 SO G G=9 7 8 . 5 SO G G=9 7 7 . 0 SOG G=9 7 6 . 0 SO G G=9 7 3 . 8 SO G G=9 7 3 . 4 S O G G = 9 7 1 . 6 S O G G = 9 7 0 . 8 S O G G = 9 7 0 . 4 S O G G = 9 7 0 . 0 969 96 9 975 972 973 974 965 964 966 967 9 6 7 9 6 8 9 6 9 980 979 981 982 983 985 984 986 9 6 0 9 5 9 9 6 1 970 975 971 972 973 974 976 977 978 979 97 5 971 97 2 97 3 97 4 97 0 96 9 971 972 965 966 967 9 6 8 99 2 98 3 98 4 97 8 955 9 5 5 98 5 984 S E L O G = 9 6 8 . 8 L L = 9 6 5 . 6 S E L O G = 9 6 9 . 0 L L = 9 6 5 . 8 S E L O G = 9 7 0 . 2 L L = 9 6 7 . 0 S E L O G = 9 6 9 . 0 L L = 9 6 5 . 8 SE L O G= 9 7 1 . 6 LL = 9 6 8 . 4 SE L O G= 9 7 2 . 6 LL = 9 6 9 . 4 SE L O G= 9 7 0 . 6 LL = 9 6 7 . 4 SE L O G= 9 7 1 . 6 LL = 9 6 8 . 4 SE L O G= 9 7 2 . 4 LL = 9 6 9 . 2 SEL O G=9 7 2 . 8 LL= 9 6 9 . 6 SEL O G=9 7 2 . 0 LL= 9 6 8 . 8 SELO G=971.2 LL=968. 0 SO G SP A R R O W S T R E E T T A N A G E R L A N E G O L D F I N C H A V E N U E 8 11 1 7 8 9 10 2 3 4 5 6 5 6 7 3 4 5 6 7 8 9 10 11 20 12 13 14 15 16 C H I C K A D E E L A N E 5 6 7 8 9 10 1112 13 14 15 16 OUTLOT D 1 10 ROBI N S T R E E T HW HW H W H W 1 OUTLOT E OUTLOT F 2 17 18 19 116 8 7 6 5 4 11+ 0 0 12+ 0 0 3 + 0 0 4 + 0 0 5+00 5+ 1 0 . 7 9 1 5 + 0 0 1 6 + 0 0 6 + 0 0 7 + 0 0 8 + 0 0 9 + 0 0 10 + 0 0 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 0+00 1+00 2 +0 0 3+00 4+0 0 5+0 0 6+0 0 7+0 0 8+00 9+00 1 0 +0 0 11+00 12+00 S S V V V V S V V V S V V V S S S S S VV VV VV VV VV VV VV140 L F O F 3 0 " Ø R C P @ 0 . 7 6 % VV VV VV 1 8 2 L F O F 3 6 " Ø R C P @ 0 . 4 9 % 1 3 7 L F O F 1 5 " Ø H D P E @ 0 . 5 3 % VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV D V V V V V | | | | | VV VV VV VV VV VV 335 L F O F 2 4 " Ø R C P @ 0 . 5 2 % VV VV 1 3 2 L F O F 2 4 " Ø R C P @ 0 . 7 4 % | | | | | | | | | | | | | VV VV VV D VV VV | | | | | | | | || | | | W W W W W W W W W W W W W W W W V V V V 17 6 L F O F 1 8 " Ø H D P E @ 0 . 5 0 % 1 8 6 L F O F 1 5 " Ø H D P E @ 0 . 5 0 % V V V V V VV V V V V V V V V V V V V V V V CBMH 5-22 CBMH RIM=962.35 SUMP INV.=951.90 SE INV.=955.90 NW INV.=955.90 5-23 FES INV.=955.00 5-21 CBMH RIM=964.10 N INV.=959.25 S INV.=959.25 5-17 CBMH RIM=966.29 NW INV.=962.00 5-18 CBMH RIM=966.00 SE INV.=960.25 N INV.=960.25 GASLINE NW INV.=958.70 SE INV.=958.50 GASLINE NW INV.=959.40 SE INV.=959.40 7-1 CBMH RIM=967.00 NE INV.=964.00 4-5 CBMH 4-4 CB 4-7 CBMH 4-6 CB 4-9 CBMH 5-9 CBMH 5-11 STMH 5-14 CBMH 5-13 CB 5-10 CBMH RIM=967.20 NW INV.=963.20 VV VV VV 196 L F O F 2 4 " Ø R C P @ 0 . 4 0 % | | 5-19 STMH VV D | | | | | | D 2-1 CB 2-2 CBMH 5-16 STMH 5-15 CB 5-12 STMH 4-8 CB W S S 4-11 CBMH 4-10 CB 945 950 955 960 965 970 975 980 985 990 945 950 955 960 965 970 975 980 985 990 -2+50 -2+00 -1+50 -1+00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 96 6 . 3 0 96 4 . 2 96 6 . 8 5 96 4 . 6 96 7 . 4 0 96 5 . 5 96 7 . 9 5 96 5 . 4 96 8 . 5 0 96 5 . 0 96 9 . 0 5 96 5 . 6 96 9 . 6 0 96 8 . 5 97 0 . 1 5 97 0 . 0 97 0 . 7 0 96 8 . 0 97 1 . 2 5 96 6 . 9 97 1 . 8 0 96 7 . 0 97 2 . 3 5 96 7 . 0 97 2 . 9 0 96 8 . 6 97 3 . 4 5 97 0 . 9 97 4 . 3 1 97 3 . 8 97 5 . 8 0 97 6 . 8 97 7 . 6 0 97 4 . 9 97 9 . 4 0 97 4 . 0 98 1 . 2 0 97 5 . 8 98 3 . 0 0 97 9 . 6 98 4 . 8 0 98 3 . 9 98 6 . 6 0 99 0 . 8 3.60% 1.10% ST A : 0 + 0 0 . 0 0 EL E V : 9 6 6 . 3 0 4 LOW POINT ELEV: 973.45 LOW POINT STA: 6+50.00 PVI STA: 7+00.00 PVI ELEV: 974.00 K: 39.99 LENGTH: 100.00 A.D. = 2.50% ST A : 6 + 5 0 . 0 0 EL E V : 9 7 3 . 4 5 ST A : 7 + 5 0 . 0 0 EL E V : 9 7 5 . 8 0 CROSSING 29 LF OF 15"Ø RCP @ 1.56% 307 LF OF 1 5 " Ø R C P @ 1 . 6 4 % CROSSING 29 LF OF 15"Ø RCP @ 0.62% 260 LF O F 1 5 " Ø R C P @ 3 . 4 4 % 281 LF O F 1 5 " Ø R C P @ 3 . 4 5 % PROPOSED CENTERLINE EXISTING SURFACE CROSSING 29 LF OF 15"Ø RCP @ 1.25% CROSSING 132 LF OF 24"Ø RCP @ 0.74% 142 LF OF 24"Ø RCP @ 0.55% CROSSING 186 LF OF 14"Ø HDPE @ 0.50% 55 LF OF 15"Ø RCP @ 0.61% 40 LF OF 30"Ø RCP @ 1.13% 4- 5 C B M H ST A : 9 + 3 2 . 9 8 OF F : 1 6 . 0 0 L RI M = 9 8 1 . 9 3 4- 4 C B ST A : 9 + 3 2 . 9 9 OF F : 1 6 . 0 0 R RI M = 9 8 1 . 9 3 4- 7 C B M H ST A : 6 + 6 2 . 2 7 OF F : 1 6 . 0 0 L RI M = 9 7 3 . 1 4 4- 6 C B ST A : 6 + 6 2 . 2 7 OF F : 1 6 . 0 0 R RI M = 9 7 3 . 1 4 4- 6 C B NE I N V . = 9 6 9 . 1 0 4- 7 C B M H SE I N V . = 9 6 8 . 6 0 NW I N V . = 9 6 8 . 6 0 SW I N V . = 9 6 8 . 6 0 4- 4 C B N I N V . = 9 7 7 . 9 0 4- 5 C B M H E I N V . = 9 7 7 . 7 0 NW I N V . = 9 7 7 . 7 0 S I N V . = 9 7 7 . 7 0 4- 8 C B ST A : 3 + 5 0 . 8 5 OF F : 1 6 . 0 0 R RI M = 9 6 9 . 7 0 4- 9 C B M H ST A : 4 + 9 9 . 3 0 OF F : 4 1 . 0 8 L RI M = 9 6 9 . 7 0 5- 1 9 S T M H ST A : 1 4 + 2 4 . 0 6 OF F : 3 8 2 . 0 7 L RI M = 9 6 7 . 9 7 5- 1 6 S T M H ST A : 8 + 3 8 . 1 9 OF F : 2 4 . 0 0 L RI M = 9 6 6 . 3 8 4- 9 C B M H SE I N V . = 9 6 3 . 5 0 N I N V . = 9 6 3 . 5 0 SW I N V . = 9 6 5 . 3 0 4- 8 C B NE I N V . = 9 6 5 . 7 0 5- 1 9 S T M H S I N V . = 9 5 9 . 2 5 N I N V . = 9 5 8 . 3 0 W I N V . = 9 5 8 . 3 0 5- 1 6 S T M H S I N V . = 9 6 1 . 9 0 W I N V . = 9 5 7 . 5 0 E I N V . = 9 5 7 . 5 0 GR A D I N G ST R E E T & S T O R M - R O B I N S T R E E T C5.810 : 4 7 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ U t i l i t y P r o f i l e s . d w g 12 / 2 4 / 2 0 2 4 SCALE: 1" = 50' 0 50' PROPOSED RIP RAP LEGEND: 984 PROPOSED CONTOUR << | V PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED STORM MANHOLE S W S PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE D PROPOSED HYDRANT SCALE: HORIZONTAL: 1"=50' VERTICAL: 1"=5' DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S 985 990 983 984 986 987 988 989 991 99 2 9 7 5 9 8 0 9 8 5 9 9 0 995 1 0 0 0 9 7 6 9 7 7 9 7 8 9 7 9 9 8 1 9 8 2 9 8 3 9 8 4 9 8 6 9 8 7 9 8 8 9 8 9 9 9 1 99 2 99 3 99 4 99 6 9 9 7 9 9 8 9 9 9 1 0 0 1 975 97 1 97 2 97 3 974 976 977 978 990 995 10 0 0 989 991 992 993 994 996 997 998 999 10 0 1 990 9 9 5 989 991 9 9 2 9 9 3 9 9 4 9 9 6 99 0 9 8 6 9 8 7 98 8 98 9 S E L O G = 9 8 6 . 4 L L = 9 8 3 . 2 S E L O G = 9 8 9 . 0 L L = 9 8 5 . 8 F B W O G = 9 8 9 . 8 L L / O P N = 9 8 1 . 8 F B W O G = 9 8 7 . 2 L L / O P N = 9 7 9 . 2 F B W O G = 9 8 5 . 2 L L / O P N = 9 7 7 . 2 SO G G=9 7 7 . 6 SO G G=9 7 9 . 2 SOG G=98 0 . 6 SOG G=982.0 SOG G=983.4 SOG G=984.8 SOG G=986.4 SOG G=987.6 SOG G=989. 2 SOG G=990 . 8 SOG G=992. 4 SOG G=993. 8 SOG G=994. 8 SOG G=995. 8 SOG G=996. 6 SOG G=997. 5 SOG G=998. 5 SOG G=999. 0 SOG G=998. 0 SOG G=997. 0 SOG G=991. 5 SOG G=990. 0 SOG G=988.2 SOG G=985.5 SOG G=983.5 SOG G=980 . 5 SO G G=9 7 8 . 5 SOG G=9 7 7 . 0 980 979 981 982 983 985 984 986 970 975 971 972 973 974 976 977 978 979 995 996 99 2 98 3 98 4 97 8 98 5 984 SE L O G= 9 7 0 . 6 LL = 9 6 7 . 4 SE L O G= 9 7 1 . 6 LL = 9 6 8 . 4 SE L O G= 9 7 2 . 4 LL = 9 6 9 . 2 SP A R R O W S T R E E T G O L D F I N C H A V E N U E 26 28 25 27 11 20 21 22 23 24 25 26 5 6 7 8 9 10 1112 13 14 15 16 OUTLOT D 10 ROBI N S T R E E T ROBIN S T R E E T 17 18 19 1 5 + 0 0 1 6 + 0 0 1 7 + 0 0 1 7 + 7 4 . 4 5 8+0 0 9+00 10 +0 0 11+00 12+00 13+00 14+00 14+57. 3 6 S V V V S S S S VV VV VV VV VV VV VV VV VV VV | | | | | | | | | | | | W W W W W W W W V V V V 17 6 L F O F 1 8 " Ø H D P E @ 0 . 5 0 % V V V V V V V V V VV V V V 7-1 CBMH RIM=967.00 NE INV.=964.00 4-1 CB 4-2 CB 4-3 CBMH 4-5 CBMH 4-4 CB 2-1 CB 2-2 CBMH 965 970 975 980 985 990 995 1000 1005 1010 965 970 975 980 985 990 995 1000 1005 1010 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 3.60% 1.96% ST A : 1 4 + 5 4 . 6 5 EL E V : 9 9 7 . 0 0 0 HIGH POINT ELEV: 992.98 HIGH POINT STA: 12+50.00 PVI STA: 12+00.00 PVI ELEV: 992.00 K: 61.11 LENGTH: 100.00 A.D. = -1.64% ST A : 1 1 + 5 0 . 0 0 EL E V : 9 9 0 . 2 0 ST A : 1 2 + 5 0 . 0 0 EL E V : 9 9 2 . 9 8 CROSSING 29 LF OF 15"Ø RCP @ 0.62% 281 LF O F 1 5 " Ø R C P @ 3 . 4 5 % CROSSING 29 LF OF 15"Ø RCP @ 1.41%91 LF OF 15"Ø R C P @ 1 . 1 7 % 4- 5 C B M H ST A : 9 + 3 2 . 9 8 OF F : 1 6 . 0 0 L RI M = 9 8 1 . 9 3 4- 4 C B ST A : 9 + 3 2 . 9 9 OF F : 1 6 . 0 0 R RI M = 9 8 1 . 9 3 4- 3 C B M H ST A : 1 2 + 2 4 . 4 2 OF F : 1 5 . 9 9 L RI M = 9 9 1 . 9 6 4- 2 C B ST A : 1 2 + 2 4 . 4 7 OF F : 1 6 . 0 0 R RI M = 9 9 1 . 9 6 4- 1 C B ST A : 1 3 + 1 8 . 2 6 OF F : 1 6 . 0 0 L RI M = 9 9 3 . 8 6 4- 4 C B N I N V . = 9 7 7 . 9 0 4- 5 C B M H E I N V . = 9 7 7 . 7 0 NW I N V . = 9 7 7 . 7 0 S I N V . = 9 7 7 . 7 0 4- 2 C B N I N V . = 9 8 7 . 9 5 4- 3 C B M H E I N V . = 9 8 8 . 7 5 W I N V . = 9 8 7 . 5 0 S I N V . = 9 8 7 . 5 0 4- 1 C B W I N V . = 9 8 9 . 8 5 GR A D I N G ST R E E T & S T O R M - R O B I N S T R E E T ( 2 ) C5.910 : 4 8 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ U t i l i t y P r o f i l e s . d w g 12 / 2 4 / 2 0 2 4 SCALE: 1" = 50' 0 50' PROPOSED RIP RAP LEGEND: 984 PROPOSED CONTOUR << | V PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED STORM MANHOLE S W S PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE D PROPOSED HYDRANT SCALE: HORIZONTAL: 1"=50' VERTICAL: 1"=5' DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S 97 0 96 9 971 972 973 974 975 97 1 97 2 97 3 974 976 977 97 0 968 96 8 969 96 9 97 1 97 2 967 9 7 0 97 0 9 6 9 96 9 97 1 97 2 97 3 9 7 0 9 6 8 9 6 9 967 968 NO G R A D I N G W I T H I N U N D E R G R O U N D GA S P I P E L I N E L I M I T S CA U T I O N SE W O G= 9 7 0 . 4 LL / O P N = 9 6 7 . 6 FB L O G= 9 7 1 . 6 LL = 9 6 3 . 6 OP N = 9 6 5 . 6 FB L O G= 9 7 1 . 8 LL = 9 6 3 . 8 OP N = 9 6 5 . 8 FB L O G= 9 7 2 . 4 LL = 9 6 4 . 4 OP N = 9 6 6 . 4 FB L O G= 9 7 2 . 6 LL = 9 6 4 . 6 OP N = 9 6 6 . 6 FB L O G= 9 7 4 . 0 LL = 9 6 6 . 0 OP N = 9 6 8 . 0 FB L O G= 9 7 5 . 6 LL = 9 6 7 . 6 OP N = 9 6 9 . 6 FB L O G= 9 7 6 . 0 LL = 9 6 8 . 0 OP N = 9 7 0 . 0 SE W O G= 9 7 4 . 0 LL / O P N = 9 7 1 . 2 SO G G= 9 7 3 . 4 SO G G= 9 7 4 . 0 SO G G= 9 7 4 . 4 SO G G= 9 7 5 . 0 SO G G= 9 7 5 . 4 SO G G= 9 7 6 . 3 SO G G= 9 7 7 . 6 SO G G= 9 7 9 . 2 SO G G= 9 7 8 . 5 SO G G= 9 7 7 . 0 SO G G= 9 7 6 . 0 SO G G= 9 7 3 . 8 SO G G= 9 7 3 . 4 G=9 7 1 . 6 SE L O G= 9 7 2 . 2 LL = 9 6 9 . 0 SE L O G= 9 7 1 . 6 LL = 9 6 8 . 4 SE L O G= 9 7 1 . 0 LL = 9 6 7 . 8 9 7 5 9 7 2 9 7 3 9 7 4 965 966 967 968 969 96 5 96 3 96 4 966 9 6 5 9 6 4 966 96 7 97 0 96 6 96 7 96 8 96 9 970 969 97 0 9 7 5 97 1 97 2 9 7 3 974 975 971 972 973 974 978 W E T L A N D ( 8 P ) N W L = 9 6 0 . 0 H W L = 9 6 2 . 9 7 SELO G=969.8 LL=966.6 SELO G=970.6 LL=967.4 SELO G=971.6 LL=968.4 SELO G=972.6 LL=969.4 SELO G=970.0 LL=966.8 SELO G=970.6 LL=967.4 SELO G=971.6 LL=968.4 SELO G=972.4 LL=969.2 SE L O G= 9 7 2 . 8 LL = 9 6 9 . 6 SPARROW STREET 1 12 13 14 15 16 17 18 3 4 5 6 7 8 9 10 11 5 6 7 12 13 14 15 16 2 14 15 16 OUTLOT C RO B I N S T R E E T OUTLOT F 17 18 19 20 8 9 10 11 8+ 0 0 9+ 0 0 10 + 0 0 11 + 0 0 0+00 1+00 2+00 3+00 4+00 5+00 6+00 6+17.31 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 8+ 0 0 S S V V V V V V V V V S V V V VSVVVVS VV VV VV VV VV VV VV 16 3 L F O F 2 4 " Ø H D P E @ 0 . 5 1 % VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV 33 5 L F O F 2 4 " Ø R C P @ 0 . 5 2 % | | | | | | | | | ||||||||| W W W W W W W W W W W WWWW VV134 L F O F 1 5 " Ø H D P E @ 0 . 7 2 % VV VV VV 176 LF OF 18"Ø HDPE @ 0.50 % VV VV VV VV D V V V V V V V V V 7-2 CBMH 5-17 CBMH RIM=966.29 NW INV.=962.00 3-1 CBMH RIM=964.25 N INV.=960.25 4-7 CBMH4-6 CB 2-7 STMH 2-6 CB7-6 CBMH 7-4 CBMH | | | 7-3 CB 7-5 CB 945 950 955 960 965 970 975 980 985 945 950 955 960 965 970 975 980 985 -1+50 -1+00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 97 3 . 0 7 96 9 . 2 97 2 . 4 2 96 8 . 4 97 1 . 7 8 96 7 . 0 97 1 . 1 3 96 6 . 9 97 0 . 4 9 96 6 . 9 96 9 . 8 4 96 7 . 7 96 9 . 1 9 96 8 . 5 96 8 . 5 5 96 6 . 1 96 7 . 9 0 96 5 . 3 96 7 . 4 4 96 5 . 1 96 7 . 8 8 96 5 . 4 96 9 . 1 3 96 4 . 8 97 0 . 4 6 96 4 . 5 -1.29% 2.66% ST A : 0 + 0 0 . 0 0 EL E V : 9 7 3 . 0 6 8 ST A : 6 + 1 7 . 3 1 EL E V : 9 7 0 . 9 2 4 LOW POINT ELEV: 967.43 LOW POINT STA: 4+52.65 PVI STA: 4+70.00 PVI ELEV: 967.00 K: 25.28 LENGTH: 100.00 A.D. = 3.95% ST A : 4 + 2 0 . 0 0 EL E V : 9 6 7 . 6 5 ST A : 5 + 2 0 . 0 0 EL E V : 9 6 8 . 3 3 168 LF OF 24" Ø R C P @ 1 . 1 6 % CROSSING 28 LF OF 24"Ø RCP @ 0.78% PROPOSED CENTERLINE EXISTING SURFACE 5 LF OF 15"Ø RCP @ 1.75% 5 LF OF 15"Ø RCP @ 2.25% 7- 6 C B M H ST A : 4 + 5 5 . 2 0 OF F : 1 6 . 0 4 L RI M = 9 6 6 . 9 9 7- 4 C B M H ST A : 4 + 5 5 . 2 0 OF F : 1 6 . 0 0 R RI M = 9 6 6 . 9 8 7- 4 C B M H SE I N V . = 9 6 2 . 2 5 NW I N V . = 9 6 2 . 2 5 SW I N V . = 9 6 2 . 8 0 7- 6 C B M H SE I N V . = 9 6 2 . 0 0 NE I N V . = 9 6 2 . 0 0 SW I N V . = 9 6 2 . 8 5 7- 5 C B ST A : 4 + 4 7 . 2 0 OF F : 1 6 . 0 4 L RI M = 9 6 6 . 9 9 7- 3 C B ST A : 4 + 4 7 . 2 0 OF F : 1 6 . 0 0 R RI M = 9 6 6 . 9 8 7- 3 C B NE I N V . = 9 6 2 . 9 8 7- 5 C B NE I N V . = 9 6 2 . 9 9 GR A D I N G ST R E E T & S T O R M - S P A R R O W S T R E E T C5.1010 : 4 9 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ U t i l i t y P r o f i l e s . d w g 12 / 2 4 / 2 0 2 4 SCALE: 1" = 50' 0 50' PROPOSED RIP RAP LEGEND: 984 PROPOSED CONTOUR << | V PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED STORM MANHOLE S W S PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE D PROPOSED HYDRANT SCALE: HORIZONTAL: 1"=50' VERTICAL: 1"=5' DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S 960 965 9 5 7 9 5 8 959 9 5 9 9 5 9 961 962 963 964 966 967 968 9 6 8 950 949 950 955 949 951 952 953 954 956 957 958 959 96 0 957 958 959 961 95 8 959 PO N D 1 NW L = 9 5 5 . 0 HW L = 9 5 9 . 1 2 96 0 95 8 95 9 96 1 962 9 5 5 9 5 1 9 5 2 9 5 3 9 5 4 956 95 695 5 95 5 95 3 95 3 95 4 95 4 95 6 95 7 95 1 95 2 95 3 95 4 965 9 6 5 9 6 5 962 963 964 966 96 7 NO G R A D I N G W I T H I N U N D E R G R O U N D GAS P I P E L I N E L I M I T S CAU T I O N GAS SEW O G=96 4 . 0 LL/O P N = 9 6 1 . 2 SEW O G=96 4 . 4 LL/O P N = 9 6 1 . 6 SEW O G=96 4 . 8 LL/O P N = 9 6 2 . 0 SEW O G=96 5 . 6 LL/O P N = 9 6 2 . 8 SELO G=96 5 . 8 LL=9 6 2 . 6 SELO G=96 6 . 4 LL=9 6 3 . 2 SELO G=96 7 . 0 LL=9 6 3 . 8 SELO G=96 7 . 5 LL=9 6 4 . 3 SELO G=96 8 . 2 LL=9 6 5 . 0 SELO G=96 8 . 8 LL=9 6 5 . 6 SELO G=96 9 . 2 LL=9 6 6 . 0 SEWO G=963.2 LL/OPN=960.4 SEWO G=963.2 LL/OPN= 9 6 0 . 4 SEWO G=963 . 6 LL/OP N = 9 6 0 . 8 SEW O G=96 4 . 2 LL/O P N = 9 6 1 . 4 SEW O G=96 4 . 8 LL/O P N = 9 6 2 . 0 SEW O G=96 5 . 4 LL/O P N = 9 6 2 . 6 SELO G=96 6 . 0 LL=9 6 2 . 8 SELO G=96 6 . 6 LL=9 6 3 . 4 SELO G=96 7 . 0 LL=9 6 3 . 8 SELO G=96 8 . 0 LL=9 6 4 . 8 SELO G=96 8 . 6 LL=9 6 5 . 4 SELO G=96 9 . 0 LL=9 6 5 . 8 960 9 6 1 9 6 2 9 6 3 965 961 962 963 964 96 6 96 7 9 6 0 9 5 7 9 5 8 9 5 9 9 6 1 9 6 2 9 6 9 96 9 96 5 96 6 96 7 968 16 C . Y . O F C L . 3 R I P R A P IN F O R E B A Y 20 C . Y . O F C L . 3 R I P R A P IN F O R E B A Y 95 5 955 95 6 95 7 95 8 959 95 7 96 6 WE T L A N D ( 3 P ) NW L = 9 5 5 . 0 HW L = 9 5 9 . 1 2 24 C . Y . O F C L . 3 R I P R A P IN F O R E B A Y FALLO N D R I V E N E 8 11 14 1 OUTLOT A 2 3 4 5 6 7 8 9 10 3 4 5 6 7 8 9 10 11 13 OUTLOT B 1 2 FALL O N D R I V E N E H E R O N C O U R T HW HW HW HW HW HW HW HW HW HW HW HW HW HW H W H W H W HW HW H W HW HW H W H W H W HW HW H W HW HW H W HW HW HW HW HW HW HW HW HW HW HW HW HW HW HW HW HW -2+63.38 -2+ 0 0 -1+ 0 0 0+0 0 1+0 0 2+0 0 3+0 0 4+00 5 +0 0 6 +0 0 7+00 8+00 9+00 10+0 0 11+0 0 12+0 0 13+0 0 0 + 0 0 S S S S V V V V V V V V V V V V V V V V VV VV VVVVVV V V V V V V V V | | | | || | | | | | | | | | | | ??? LF OF 6"Ø DIP | | GAS W W W W W W W W W W W W VV VV VV VV VVV V VV V V V V V V VV V V VV VVVV VV VV V V V V D 11.3° BEND 22.5° BEND 22.5° BEND 10 IN X 10 IN X 6 IN TEE WATER HYDRANT 6"Ø 6 IN X 6 IN GATE VALVE 10 IN X 10 IN X 6 IN TEE 6 IN X 6 IN GATE VALVE WATER HYDRANT 6"Ø 8 IN X 8 IN GATE VALVE 10 IN X 10 IN GATE VALVE CONNECT INTO EXISTING PVC PIPE INV.=943.1± (FIELD VERIFY) SAN MH 201 SAN MH 202 SAN MH 203 SAN MH 204 V V V V V V V V W W S S EXTEND SERVICES TO EXISTING PROPERTY CONNECT TO EXIST. 10" WATERMAIN STUB REMOVE EX. HYDRANT. 8 IN X 8 IN GATE VALVE 940 945 950 955 960 965 970 975 940 945 950 955 960 965 970 975 -1+50 -1+00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 95 5 . 5 95 5 . 7 95 6 . 0 95 6 . 4 3 95 6 . 4 95 7 . 5 5 95 7 . 4 95 8 . 6 8 95 8 . 1 95 9 . 4 4 95 8 . 8 95 9 . 5 0 95 9 . 4 95 9 . 2 0 95 8 . 2 95 8 . 9 0 95 7 . 1 95 8 . 7 9 95 5 . 7 95 9 . 0 8 95 5 . 1 95 9 . 5 6 95 6 . 2 96 0 . 0 4 95 7 . 1 96 0 . 5 2 95 7 . 2 96 0 . 9 9 95 7 . 4 96 1 . 4 7 95 7 . 9 96 1 . 9 5 95 8 . 6 96 2 . 4 3 95 9 . 6 96 2 . 9 1 96 0 . 6 96 3 . 3 9 96 1 . 7 96 3 . 8 7 96 3 . 0 96 4 . 3 5 96 4 . 3 96 4 . 8 3 96 4 . 6 96 5 . 3 0 96 4 . 1 96 5 . 7 8 96 4 . 6 96 6 . 2 6 96 4 . 6 10 IN X 10 IN X 6 IN TEE WATER HYDRANT 6"Ø GATE 6 IN X 6 IN"Ø 11.3° BEND 22.5° BEND 22.5° BEND 10 IN X 10 IN X 6 IN TEE WATER HYDRANT 6"Ø 276 LF OF 8" SDR-26 @ 0.58% 96 LF OF 8" SDR-26 @ 0.40% 135 LF OF 8" SDR-26 @ 0.40% 356 LF OF 8" SDR-26 @ 0.42% PROPOSED CENTERLINE EXISTING SURFACE 388 LF OF 8" SDR-26 @ 0.45% GATE 6 IN X 6 IN"Ø ??? LF OF 6"Ø DIP ??? LF OF 6"Ø DIP ??? LF OF 10"Ø DIP ??? LF OF 10"Ø DIP ??? LF OF 10"Ø DIP ??? LF OF 10"Ø DIP ??? LF OF 10"Ø DIP ??? LF OF 6"Ø DIP ??? LF OF 6"Ø DIP ??? LF OF 10"Ø DIP ??? LF OF 10"Ø DIP CONNECT TO EXIST. C-900 WATERMAIN SA N M H 2 0 1 ST A : 4 + 0 0 . 0 0 OF F : 0 . 0 0 RI M = 9 5 9 . 0 8 SA N M H 2 0 2 ST A : 5 + 0 0 . 0 0 OF F : 0 . 0 0 RI M = 9 6 0 . 0 4 SA N M H 2 0 3 ST A : 6 + 4 0 . 0 9 OF F : 0 . 0 0 RI M = 9 6 1 . 3 8 SA N M H 2 0 4 ST A : 1 0 + 0 0 . 0 0 OF F : 0 . 0 0 RI M = 9 6 4 . 7 3 NW I N V . = 9 4 7 . 5 5 SE I N V . = 9 4 7 . 6 5 NW I N V . = 9 4 5 . 9 5 SE I N V . = 9 4 6 . 0 5 N I N V . = 9 4 5 . 3 0 SE I N V . = 9 4 5 . 4 0 N I N V . = 9 4 4 . 8 0 S I N V . = 9 4 4 . 9 0 CONNECT INTO EXISTING PVC PIPE INV.=943.1± (FIELD VERIFY) GR A D I N G WA T E R & S A N I - F A L L O N D R I V E N E ( 1 ) C6.110 : 5 0 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ U t i l i t y P r o f i l e s . d w g 12 / 2 4 / 2 0 2 4 SCALE: 1" = 50' 0 50' PROPOSED RIP RAP LEGEND: 984 PROPOSED CONTOUR << | V PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED STORM MANHOLE S W S PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE D PROPOSED HYDRANT SCALE: HORIZONTAL: 1"=50' VERTICAL: 1"=5' DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S 965 970 964 966 967 9 6 8 969 971 972 9 7 3 96 8 96 9 973 97 4 97 3 97 4 9 6 7 9 7 1 9 7 2 SELO G=965.8 LL=962.6 SELO G=966.4 LL=963.2 SELO G=967.0 LL=963.8 SELO G=967.5 LL=964.3 SELO G=968.2 LL=965.0 SELO G=968.8 LL=965.6 SELO G=969.2 LL=966.0 SELO G=966.0 LL=962.8 SELO G=966.6 LL=963.4 SELO G=967.0 LL=963.8 SELO G=968.0 LL=964.8 SELO G=968.6 LL=965.4 SELO G=969.0 LL=965.8 965 966 967 97 0 96 9 9 7 0 96 9 9 6 8 969 9 6 9 973 972 9 7 2 967 968 972 973 96 6 SOG G=971.2 SOG G=971.6 SOG G=972.0 SOG G=972.4 SOG G=972.8 SOG G=973.4 SOG G=974.0 SOG G=974.9 SOG G=974.9 SOG G=974.8 SOG G=9 7 5 . 1 S O G G = 9 7 5 . 4 SOG G=973.4 SOG G=973.0 SOG G=972.6 SOG G=972.2 SOG G=971.6 SOG G=971.2 TA N A G E R L A N E S H E E T X . 3 S H E E T X . 4 11 1 5 6 7 8 9 10 12 2 3 OUTLOT G 1 2 4 FALLON DRIVE NE 7 8 12 1 9 + 5 7 . 87 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 1 0 + 0 0 11+ 0 0 12 + 0 0 S S S S VV VVVVVVVV VV V V V VV VV VV VVVVVVVV |||||| | | |||| | | | | VV VV W W W W W W W W W W VV VV VVVV 11.3° BEND 22.5° BEND REDUCER 10 X 6 6 IN X 6 IN GATE VALVE WATER HYDRANT 6"Ø 10 IN X 10 IN X 6 IN TEE 6 IN X 6 IN GATE VALVE WATER HYDRANT 6"Ø 10 IN X 10 IN X 6 IN CROSS WATER HYDRANT 6"Ø 6 IN X 6 IN GATE VALVE 11.3° BEND 11.3° BEND 10 X 8 CROSS 8 IN X 8 IN GATE VALVE 10 IN X 10 IN GATE VALVE 10 IN X 10 IN GATE VALVE PLUG END INV.=951.92 SAN MH 204 SAN MH 205 SAN MH 207 SAN MH 208 W W S S VVVVVVVVVV W W 8 IN X 8 IN GATE VALVE 945 950 955 960 965 970 975 980 985 990 945 950 955 960 965 970 975 980 985 990 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 24+00 GATE 10 IN X 10 IN"Ø 10 X 8 CROSS GATE 10 IN X 10 IN"Ø WATER HYDRANT 6"Ø GATE 6 IN X 6 IN"Ø 10 IN X 10 IN X 6 IN TEE 11.3° BEND 22.5° BEND REDUCER 10 X 6 GATE 6 IN X 6 IN"Ø WATER HYDRANT 6"Ø 388 LF OF 8" SDR-26 @ 0.45% 395 LF OF 8" SDR-26 @ 0.40% 104 LF OF 8" SDR-26 @ 0.42% 38 LF OF 8" SDR-26 @ 0.42% PROPOSED CENTERLINE EXISTING SURFACE 96 4 . 8 3 96 4 . 6 96 5 . 3 0 96 4 . 1 96 5 . 7 8 96 4 . 6 96 6 . 2 6 96 4 . 6 96 6 . 7 4 96 4 . 0 96 7 . 2 2 96 4 . 3 96 7 . 7 0 96 5 . 0 96 8 . 1 8 96 6 . 8 96 8 . 6 6 96 9 . 7 96 9 . 1 4 97 2 . 4 96 9 . 6 1 97 5 . 4 97 0 . 0 9 97 7 . 3 97 0 . 5 7 97 8 . 2 97 1 . 0 5 97 9 . 9 97 1 . 5 3 98 0 . 2 97 2 . 0 1 97 6 . 1 97 2 . 4 9 97 2 . 6 97 2 . 9 7 97 2 . 8 97 3 . 4 5 97 4 . 1 97 3 . 9 2 97 5 . 2 ??? LF OF 6"Ø DIP ??? LF OF 10"Ø DI P ??? LF OF 10"Ø D I P ??? LF OF 10"Ø DIP ??? LF OF 10"Ø DIP ??? LF OF 10"Ø DIP ??? LF OF 10"Ø DI P ??? LF OF 10"Ø DIP ??? LF OF 10"Ø DIP ??? LF OF 10"Ø DIP ??? LF OF 10"Ø DIP ??? LF OF 10"Ø DIP SA N M H 2 0 5 ST A : 1 3 + 9 2 . 1 2 OF F : 0 . 0 0 RI M = 9 6 8 . 5 8 SA N M H 2 0 7 ST A : 1 7 + 9 0 . 9 3 OF F : 0 . 0 0 RI M = 9 7 2 . 4 0 SA N M H 2 0 8 ST A : 1 9 + 0 0 . 0 0 OF F : 0 . 0 0 RI M = 9 7 3 . 4 5 PLUG END INV.=951.92 NW I N V . = 9 4 9 . 4 0 SE I N V . = 9 4 9 . 5 0 SW I N V . = 9 5 7 . 8 0 NW I N V . = 9 5 1 . 1 0 SE I N V . = 9 5 1 . 2 0 NW I N V . = 9 5 1 . 6 5 S I N V . = 9 5 1 . 7 5 ??? LF OF 6"Ø DIP GR A D I N G WA T E R & S A N I - F A L L O N D R I V E N E ( 2 ) C6.210 : 5 0 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ U t i l i t y P r o f i l e s . d w g 12 / 2 4 / 2 0 2 4 SCALE: 1" = 50' 0 50' PROPOSED RIP RAP LEGEND: 984 PROPOSED CONTOUR << | V PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED STORM MANHOLE S W S PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE D PROPOSED HYDRANT SCALE: HORIZONTAL: 1"=50' VERTICAL: 1"=5' DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S 970 968 969 965 966 96 7 9 6 8 9 6 9 965 96 6 970 96 8 968 969 971 972 973974 97 0 9 6 6 96 6 9 6 6 96 6 96 7 96 7 9 6 7 96 7 967 96 7 96 8 968 9 6 8 96 8 9 6 8 96 9 97 1 967 968 960961 96 2 NO G R A D I N G W I T H I N U N D E R G R O U N D GA S P I P E L I N E L I M I T S CA U T I O N SE W O G= 9 6 8 . 3 LL / O P N = 9 6 5 . 5 SE W O G= 9 6 8 . 4 LL / O P N = 9 6 5 . 6 LL / O P N = 9 6 6 . 2 SEWO G=966.2 LL/OPN=963.4 SEWO G=966.6 LL/OPN=963.8 FBLO G=967.8 LL=959.8 OPN=961.8 FBLO G=968.2 LL=960.2 OPN=962.2 FBLO G=968.4 LL=960.4 OPN=962.4 FBLO G=968.6 LL=960.6 OPN=962.6 FBLO G=968.6 LL=960.6 OPN=962.6 SEWO G=967.8 LL/OPN=965.0 SE L O G=9 6 8 . 8 LL= 9 6 5 . 6 SE L O G= 9 6 9 . 2 LL= 9 6 6 . 0 SELO G=968.4 LL=965.2 96 9 969 96 7 967 968 9 6 2 965 960 961 966 9 7 0 969 970 9 6 9 96 9 965 9 6 5 9 6 6 9 6 7 968 SELO G=968.8 LL=965.6 SELO G=969.0 LL=965.8 SELO G=968.7 LL=965.5 SELO G=968.4 LL=965.2 SO G G= 9 7 1 . 2 SO G G=9 7 1 . 6 SO G G=9 7 2 . 0 SO G G= 9 7 2 . 4 SO G G=9 7 2 . 8 SO G G=9 7 3 . 4 SO G G=9 7 1 . 6 SO G G= 9 7 1 . 2 T A N A G E R L A N E GO L D F I N C H A V E N U E TANAGER LANE SHEET X.1 SHEET X.2 8 11 1 11 10 2 3 4 2 3 4 5 6 7 2 7 FA L L O N D R I V E N E MA L L A R D L A N E TANAGER CIRCLE 1 OUTLOT E 10 6 9 8 7 6 13+ 0 0 14+ 0 0 15+ 0 0 16+ 0 0 0+ 0 0 1+ 0 0 2+ 0 0 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+ 0 0 1 2 + 0 0 RE M O V E E X I S T I N G 8 " D . I . P . P L U G & C O N N E C T T O E X I S T I N G 8" W A T E R M A I N S T U B 0+ 0 0 1+ 0 0 2 S S S S V V V V VVVVVV VVVVV VVV V V V V V V V VV VV VV VV VV VV VV VVVV VV VV VV VV V V V V VV VV VV VV D D V V | | V V VV VV | | ||||| | | | | | VV VV VV D VV VV |||| | | | | | || VV W W W W W W W W W W W WW VV VV VV D 10 IN X 10 IN X 6 IN CROSS WATER HYDRANT 6"Ø 6 IN X 6 IN GATE VALVE 11.3° BEND 11.3° BEND 11.3° BEND 10 X 8 CROSS 8 IN X 8 IN GATE VALVE 10 IN X 10 IN GATE VALVE 10 IN X 10 IN GATE VALVE 8 IN X 8 IN X 8 IN TEE 8 IN X 8 IN X 6 IN TEE WATER HYDRANT 6"Ø GATE 6 IN X 6 IN"ØREDUCER 8 X 6 8 IN X 8 IN GATE VALVE8 IN X 8 IN GATE VALVE8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE GASLINE NW INV.=958.70 SE INV.=958.50 GASLINE NW INV.=959.40 SE INV.=959.40CONNECT INTO EXISTING PVC PIPE INV.=939.3± (FIELD VERIFY) SAN MH 205 SAN MH 210SAN MH 209 V V V V V V | 8 IN X 8 IN X 8 IN TEE V V V V V V VV D D SAN MH 211 VV VV D W 8 IN X 8 IN GATE VALVE 935 940 945 950 955 960 965 970 975 980 935 940 945 950 955 960 965 970 975 980 -1+50 -1+00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 96 5 . 7 96 4 . 9 5 96 5 . 4 96 4 . 6 8 96 5 . 3 96 4 . 4 1 96 4 . 9 96 4 . 1 8 96 5 . 0 96 4 . 2 6 96 4 . 4 96 4 . 6 4 96 4 . 8 96 5 . 0 7 96 4 . 0 96 5 . 4 9 96 2 . 0 96 5 . 9 2 96 0 . 7 96 6 . 3 5 96 0 . 7 96 6 . 7 7 96 1 . 2 96 7 . 0 2 96 1 . 7 96 6 . 9 1 96 2 . 7 96 6 . 6 3 96 2 . 7 96 6 . 3 4 96 2 . 8 96 6 . 1 6 96 3 . 6 96 6 . 3 1 96 4 . 3 96 6 . 6 9 96 5 . 2 96 7 . 0 8 96 5 . 9 96 7 . 4 6 96 7 . 1 96 7 . 8 5 96 7 . 6 96 8 . 2 3 96 8 . 5 96 8 . 6 1 96 9 . 4 10 X 8 CROSS GATE 8 IN X 8 IN"Ø 8 IN X 8 IN X 8 IN TEE GATE 8 IN X 8 IN"Ø WATER HYDRANT 6"Ø GATE 6 IN X 6 IN"Ø REDUCER 8 X 6 8 IN X 8 IN X 6 IN TEE 11.3° BEND 11.3° BEND 11.3° BEND GATE 8 IN X 8 IN"Ø GATE 8 IN X 8 IN"Ø 313 LF OF 8" SDR-26 @ 0.51% 238 LF OF 8" SDR-26 @ 0.45% 169 LF OF 8" SDR-26 @ 0.46% EXISTING GAS PIPELINE MI N 2 ' MI N 2 ' PROPOSED CENTERLINE EXISTING SURFACE MI N 2 F T S E P A R A T I O N LOWER WATER MAIN FROM 8.5' TO 11.25' TO GO UNDER STORM SEWER ??? LF OF 8"Ø DIP ??? LF OF 8"Ø DIP ??? LF OF 8"Ø DIP ??? LF OF 8"Ø DIP ??? LF OF 8"Ø DIP ??? LF OF 6"Ø DIP ??? LF OF 6"Ø DIP ??? LF OF 6"Ø DIP ??? LF OF 8"Ø DIP ??? LF OF 8"Ø DIP ??? LF OF 8"Ø DIP ??? LF OF 8"Ø DIP ??? LF OF 8"Ø DIP ??? LF OF 8"Ø DIP ??? LF OF 8"Ø DIP ??? LF OF 8"Ø DIP EXTERNAL DROP SA N M H 2 0 5 ST A : 1 3 + 9 2 . 1 2 OF F : 0 . 0 0 RI M = 9 6 8 . 5 8 SA N M H 2 0 9 ST A : 3 + 7 5 . 0 0 OF F : 0 . 0 0 RI M = 9 6 5 . 1 8 SA N M H 2 1 0 ST A : 6 + 1 7 . 2 8 OF F : 0 . 0 0 RI M = 9 6 7 . 0 2 SA N M H 2 1 1 ST A : 1 2 + 6 0 . 3 1 OF F : 3 1 6 . 1 2 L RI M = 9 6 6 . 1 7 N I N V . = 9 4 1 . 0 0 S I N V . = 9 5 2 . 5 0 E I N V . = 9 5 1 . 0 0 N I N V . = 9 5 3 . 6 0 S I N V . = 9 5 3 . 7 0 N I N V . = 9 5 4 . 5 0 NW I N V . = 9 4 9 . 4 0 SE I N V . = 9 4 9 . 5 0 SW I N V . = 9 5 7 . 8 0 GR A D I N G WA T E R & S A N I - T A N A G E R L A N E ( 1 ) C6.310 : 5 1 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ U t i l i t y P r o f i l e s . d w g 12 / 2 4 / 2 0 2 4 SCALE: 1" = 50' 0 50' PROPOSED RIP RAP LEGEND: 984 PROPOSED CONTOUR << | V PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED STORM MANHOLE S W S PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE D PROPOSED HYDRANT SCALE: HORIZONTAL: 1"=50' VERTICAL: 1"=5' DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S 97 0 96 7 968 96 9 9 7 0 967 968 969 9 7 1 9 7 2 97 0 9 6 8 96 8 96 9 97 1 97 2 97 397 4 96 6 967 9 7 4 SE L O G= 9 6 8 . 8 LL = 9 6 5 . 6 SE L O G= 9 6 9 . 2 LL = 9 6 6 . 0 SE L O G= 9 6 8 . 6 LL = 9 6 5 . 4 SE L O G= 9 6 9 . 0 LL = 9 6 5 . 8 FBLO G=973.0 LL=965.0 OPN=967.0 FBLO G=973.8 LL=965.8 OPN=967.8 SELO G=973.2 LL=970.0 SELO G=972.0 LL=968.8 9 6 9 969 9 6 7 97 0 96 7 96 8 96 9 97 1 97 2 97 3 970 969 970 969 968 9 6 9 969 9 7 5 97 2 97 3 9 7 4 9 6 5 9 6 6 9 6 7 96 8 SO G G= 9 7 1 . 2 SO G G= 9 7 1 . 6 SO G G= 9 7 2 . 0 SO G G= 9 7 2 . 6 SO G G= 9 7 2 . 2 SO G G= 9 7 1 . 6 SO G G= 9 7 1 . 2 TANAGER LANE 11 14 1 1 10 11 12 13 2 3 42 3 3 FA L L O N D R I V E N E 5 12 + 0 0 13 + 0 0 14 + 0 0 15 + 0 0 15+44.34 1 0 +0 0 11+0 0 12+00 13+00 14+00 15+00 S S V V V V VVVVVV VV VV VV D V V V V | | | | | || | | | | |VV VV VVVV W W W W WW 10 IN X 10 IN X 6 IN CROSS WATER HYDRANT 6"Ø 6 IN X 6 IN GATE VALVE 11.3° BEND 11.3° BEND 11.3° BEND 10 X 8 CROSS 8 IN X 8 IN GATE VALVE 10 IN X 10 IN GATE VALVE 10 IN X 10 IN GATE VALVE 6 IN X 6 IN GATE VALVE WATER HYDRANT 6"Ø REDUCER 8 X 6 GASLINE NW INV.=959.40 SE INV.=959.40 SAN MH 205 SAN MH 206 VV VV VV VV VV VV W 8 IN X 8 IN GATE VALVE 945 950 955 960 965 970 975 980 945 950 955 960 965 970 975 980 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 24+00 96 7 . 8 5 96 7 . 6 96 8 . 2 3 96 8 . 5 96 8 . 6 1 96 9 . 4 96 8 . 9 1 96 9 . 5 96 9 . 2 1 97 0 . 0 96 9 . 5 0 97 0 . 2 96 9 . 9 7 96 9 . 4 97 0 . 7 8 96 9 . 2 97 1 . 7 6 96 8 . 7 97 2 . 7 4 96 8 . 9 10 X 8 TEE11.3° BEND 11.3° BEND GATE 8 IN X 8 IN"Ø GATE 8 IN X 8 IN"Ø WATER HYDRANT 6"Ø 281 LF OF 8" SDR-26 @ 0.42% PROPOSED CENTERLINE EXISTING SURFACE ??? LF OF 8"Ø DIP ??? LF OF 8"Ø DIP ??? LF OF 8"Ø DIP ??? LF OF 8"Ø DIP ??? LF OF 8"Ø DIP ??? LF OF 8"Ø DIP ??? LF O F 8 " Ø D I P ??? LF OF 6"Ø DIP SA N M H 2 0 5 ST A : 1 3 + 9 2 . 1 2 OF F : 0 . 0 0 RI M = 9 6 8 . 5 8 SA N M H 2 0 6 ST A : 1 3 + 6 8 . 7 5 OF F : 2 8 4 . 5 3 R RI M = 9 7 1 . 3 8 NE I N V . = 9 5 9 . 0 0 NW I N V . = 9 4 9 . 4 0 SE I N V . = 9 4 9 . 5 0 SW I N V . = 9 5 7 . 8 0 GR A D I N G WA T E R & S A N I - T A N A G E R L A N E ( 2 ) C6.410 : 5 2 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ U t i l i t y P r o f i l e s . d w g 12 / 2 4 / 2 0 2 4 SCALE: 1" = 50' 0 50' PROPOSED RIP RAP LEGEND: 984 PROPOSED CONTOUR << | V PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED STORM MANHOLE S W S PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE D PROPOSED HYDRANT SCALE: HORIZONTAL: 1"=50' VERTICAL: 1"=5' DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S 96 5 96 6 96 5 9 7 0 97 5 966 967 967 967 9 6 8 9 6 9 9 7 1 9 7 2 97 3 97 4 97 6 977 96 6 9 6 6 9 6 7 96 7 96 8 9 6 8 968 9 6 9 NWL=955.0 HWL=959.12 966966 966966 967 967 96 7 96 7 96 8 95 5 95 1 95 2 95 3 95 4 95 6 95 7 95 8 95 9 962 967 968 966 967 LL/OPN=965.5 LL/OPN=965.6 LL/OPN=966.2 SE W O G= 9 6 6 . 6 LL / O P N = 9 6 3 . 8 FB L O G= 9 6 7 . 8 LL = 9 5 9 . 8 OP N = 9 6 1 . 8 FB L O G= 9 6 8 . 2 LL = 9 6 0 . 2 OP N = 9 6 2 . 2 FB L O G= 9 6 8 . 4 LL = 9 6 0 . 4 OP N = 9 6 2 . 4 FB L O G= 9 6 8 . 6 LL = 9 6 0 . 6 OP N = 9 6 2 . 6 FB L O G= 9 6 8 . 6 LL = 9 6 0 . 6 OP N = 9 6 2 . 6 SE W O G= 9 6 7 . 8 LL / O P N = 9 6 5 . 0 SE L O G= 9 6 8 . 4 LL = 9 6 5 . 2 LL/OPN=966.6 LL/OPN=966.4 LL/OPN=966.0 LL/OPN=965.6 LL/OPN=965.8 LL/OPN=966.4 SEW O G=9 6 9 . 6 LL/O P N = 9 6 6 . 8 S E W O G = 9 7 0 . 0 L L / O P N = 9 6 7 . 2 S E W O G = 9 7 0 . 4 L L / O P N = 9 6 7 . 6 F B L O G = 9 7 1 . 6 L L = 9 6 3 . 6 O P N = 9 6 5 . 6 F B L O G = 9 7 1 . 8 L L = 9 6 3 . 8 O P N = 9 6 5 . 8 F B L O G = 9 7 2 . 4 L L = 9 6 4 . 4 O P N = 9 6 6 . 4 F B L O G = 9 7 2 . 6 L L = 9 6 4 . 6 O P N = 9 6 6 . 6 F B L O G = 9 7 4 . 0 L L = 9 6 6 . 0 O P N = 9 6 8 . 0 F B L O G = 9 7 5 . 6 L L = 9 6 7 . 6 O P N = 9 6 9 . 6 F B L O G = 9 7 7 . 4 L L = 9 6 9 . 4 O P N = 9 7 1 . 4 S E W O G = 9 7 9 . 0 L L / O P N = 9 7 6 . 2 F B L O G = 9 7 9 . 0 F B L O G = 9 7 6 . 0 L L = 9 6 8 . 0 O P N = 9 7 0 . 0 S E W O G = 9 7 4 . 0 L L / O P N = 9 7 1 . 2 SO G G= 9 7 0 . 4 SO G G= 9 7 0 . 0 SO G G= 9 6 9 . 4 SO G G= 9 6 9 . 0 SO G G= 9 6 9 . 0 S E L O G = 9 7 2 . 2 L L = 9 6 9 . 0 S E L O G = 9 7 1 . 6 L L = 9 6 8 . 4 S E L O G = 9 7 1 . 0 L L = 9 6 7 . 8 SELO G=970.0 LL=966.8 SELO G=969.0 LL=965.8 SELO G=969.0 LL=965.8 SELO G=969.0 LL=965.8 9 6 7 96 8 9 6 5 9 6 6 9 6 7 9 6 8 9 6 9 96 7 96 8 967 968 9 6 5 9 6 3 9 6 4 97 0 96 6 96 7 96 8 96 9 965 964 966 96796 7 9 6 7 968 96 0 95 9 96 1 96 6 967 968 9 7 0 9 6 6 9 6 7 9 6 8 9 6 9 970 96 9 20 C.Y. OF CL. 3 RIP RAP 955 95 5 955 SE L O G= 9 6 8 . 8 LL = 9 6 5 . 6 SE L O G= 9 6 9 . 0 LL = 9 6 5 . 8 SE L O G= 9 6 8 . 7 LL = 9 6 5 . 5 SE L O G= 9 6 8 . 4 LL = 9 6 5 . 2 SE L O G= 9 7 0 . 2 LL = 9 6 7 . 0 SE L O G= 9 6 9 . 0 LL = 9 6 5 . 8 SE L O G= 9 6 8 . 0 LL = 9 6 4 . 8 SE L O G= 9 6 8 . 5 LL = 9 6 5 . 3 SE L O G= 9 6 8 . 8 LL = 9 6 5 . 6 SE L O G= 9 6 9 . 8 LL= 9 6 6 . 6 SE L O G=9 7 0 . 6 LL= 9 6 7 . 4 24 C.Y. OF CL. 3 RIP RAP SP A R R O W S T R E E T GOLDFINCH AVENUE TA N A G E R L A N E 8 1 1 2 3 4 5 6 7 12 13 14 15 16 17 18 19 2 3 4 5 6 7 16 17 18 19 20 CH I C K A D E E L A N E OUTLOT C 7 9 HW HW HW HW HW HW HW HW HW 8 9 10 10 6 1 9 8 7 6 5 4 3 2 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8 + 0 0 9 + 0 0 1 0 + 0 0 1 1 + 0 0 1 2 + 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 4+0 0 5+0 0 6+0 0 6+1 7 . 3 1 S S V V V V V V V V V SVVVVVVV SVVVVVV S V V S V V V V V S V V V V VS V V V V S S VV VV VV VV VV VVVVVVVVVVVVVVVV VV VV V V V V V V VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV D | |||| | | | | | | | | VV VV | | | | | | |||| | | W W W W W W W WWWWW W W W W W W W W W W W W W W W W W W W W W VVVVVVVVVVVV VV VV VV VV VV VV VV D D DDD D D V V V V V V V 22.5° BEND 11.3° BEND 22.5° BEND 8 IN X 8 IN X 8 IN TEE 8 IN X 8 IN X 6 IN TEE WATER HYDRANT 6"Ø 6 IN X 6 IN GATE VALVE 8 IN X 8 IN X 6 IN TEE 6 IN X 6 IN GATE VALVE WATER HYDRANT 6"Ø 8 IN X 8 IN X 6 IN TEE WATER HYDRANT 6"Ø GATE 6 IN X 6 IN"Ø REDUCER 8 X 6 8 IN X 8 IN X 8 IN TEE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE SAN MH 210 SAN MH 209 SAN MH 212 SAN MH 213 SAN MH 214 SAN MH 215 SAN MH 216 SAN MH 221 SAN MH 220 SAN MH 228 | | | | | | 11.3° BEND 8 IN X 8 IN X 8 IN TEE VV 940 945 950 955 960 965 970 975 980 985 940 945 950 955 960 965 970 975 980 985 -1+50 -1+00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 96 5 . 2 8 96 3 . 2 96 5 . 6 8 96 3 . 7 96 6 . 0 9 96 3 . 2 96 6 . 4 9 96 4 . 3 96 6 . 8 9 96 5 . 7 96 7 . 3 0 96 6 . 1 96 7 . 5 1 96 6 . 6 96 7 . 3 2 96 5 . 9 96 6 . 9 5 96 4 . 3 96 6 . 5 8 96 2 . 7 96 6 . 4 1 96 2 . 6 96 6 . 6 8 96 2 . 2 96 7 . 1 7 96 2 . 5 96 7 . 6 5 96 3 . 2 96 8 . 1 3 96 4 . 5 96 8 . 6 2 96 4 . 5 96 9 . 1 0 96 3 . 1 96 9 . 5 8 96 3 . 2 97 0 . 0 7 96 4 . 2 97 0 . 5 5 96 4 . 5 97 1 . 0 3 96 5 . 3 97 1 . 6 5 96 7 . 5 97 2 . 5 5 96 9 . 6 97 3 . 7 2 97 1 . 1 8 IN X 8 IN X 8 IN TEE GATE 8 IN X 8 IN"Ø GATE 8 IN X 8 IN"Ø GATE 8 IN X 8 IN"Ø WATER HYDRANT 6"Ø GATE 6 IN X 6 IN"Ø 8 IN X 8 IN X 6 IN TEE 22.5° BEND 11.3° BEND GATE 8 IN X 8 IN"Ø 8 IN X 8 IN X 8 IN TEE GATE 8 IN X 8 IN"Ø 8 IN X 8 IN X 6 IN TEE GATE 6 IN X 6 IN"Ø WATER HYDRANT 6"Ø 336 LF OF 8" SDR-26 @ 0.59% 291 LF OF 8" SDR-26 @ 0.81% 109 LF OF 8" SDR-26 @ 0.71% 235 LF OF 8" SDR-26 @ 0.42% 219 LF OF 8" SDR-26 @ 1. 3 4 % PROPOSED CENTERLINE EXISTING SURFACE MI N 2 ' S E P A R A T I O N LOWER WATER MAIN FROM 8.5' TO 11.25' TO GO UNDER STORM SEWER ??? LF OF 8"Ø DIP ??? LF OF 8"Ø DIP ??? LF OF 8"Ø DIP ??? LF OF 8"Ø DIP ??? LF OF 6"Ø DIP ??? LF OF 6"Ø DIP ??? LF OF 8"Ø DIP ??? LF OF 8"Ø DIP ??? LF OF 8"Ø DIP ??? LF OF 8"Ø DIP ??? LF OF 8"Ø DIP ??? LF OF 8 " Ø D I P ??? LF OF 6"Ø DIP ??? LF OF 6"Ø DIP ??? LF OF 8"Ø DIP SA N M H 2 0 9 ST A : 3 + 7 5 . 0 0 OF F : 0 . 0 0 RI M = 9 6 5 . 1 8 SA N M H 2 1 3 ST A : 6 + 3 4 . 7 5 OF F : 0 . 0 0 RI M = 9 6 7 . 5 0 SA N M H 2 1 4 ST A : 7 + 5 0 . 0 0 OF F : 0 . 0 0 RI M = 9 6 8 . 6 2 SA N M H 2 1 5 ST A : 9 + 8 8 . 7 0 OF F : 0 . 0 0 RI M = 9 7 0 . 9 2 N I N V . = 9 4 1 . 0 0 S I N V . = 9 5 2 . 5 0 E I N V . = 9 5 1 . 0 0 W I N V . = 9 5 5 . 9 0 SE I N V . = 9 5 6 . 0 0 NW I N V . = 9 5 6 . 8 0 SE I N V . = 9 5 6 . 9 0 NW I N V . = 9 5 7 . 9 0 SE I N V . = 9 5 8 . 0 0 SW I N V . = 9 5 8 . 0 0 W I N V . = 9 5 3 . 0 0 E I N V . = 9 5 3 . 5 0 S I N V . = 9 5 3 . 5 0 SA N M H 2 1 2 ST A : 3 + 4 0 . 0 0 OF F : 0 . 0 0 RI M = 9 6 7 . 3 9 ??? LF OF 8"Ø DIP ??? LF OF 8"Ø DIP GR A D I N G WA T E R & S A N I - G O L D F I N C H A V E N U E ( 1 ) C6.510 : 5 2 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ U t i l i t y P r o f i l e s . d w g 12 / 2 4 / 2 0 2 4 SCALE: 1" = 50' 0 50' PROPOSED RIP RAP LEGEND: 984 PROPOSED CONTOUR << | V PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED STORM MANHOLE S W S PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE D PROPOSED HYDRANT SCALE: HORIZONTAL: 1"=50' VERTICAL: 1"=5' DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S 970 9 7 5 98 0 98 5 9 9 0 971 972 97 3 97 4 9 7 6 9 7 7 9 7 8 97 9 9 8 1 98 2 98 3 9 8 4 98 6 9 8 7 9 8 8 98 9 9 9 1 9 9 2 990 995 10 0 0 991 992 993 994 996 99 7 99 8 99 9 10 0 1 968 96 8 969 9 7 0 97 5 9 6 7 9 6 8 9 6 9 9 7 1 9 7 2 9 7 3 97 4 97 6 97 7 97 8 99 5 1 0 0 0 99 4 99 6 99 7 99 8 99 9 1 0 0 1 99 0 99 5 98 9 99 1 9 9 2 9 9 3 99 4 99 6 9 8 5 9 9 0 9 8 3 9 8 4 9 8 6 98 7 9 8 8 9 8 9 FBLO G=971 . 8 LL=96 3 . 8 OPN= 9 6 5 . 8 FBLO G=972 . 4 LL=9 6 4 . 4 OPN= 9 6 6 . 4 FBLO G=972 . 6 LL=9 6 4 . 6 OPN= 9 6 6 . 6 FBLO G=974 . 0 LL=9 6 6 . 0 OPN= 9 6 8 . 0 FBLO G=975 . 6 LL=9 6 7 . 6 OPN= 9 6 9 . 6 FBLO G=977.4 LL=969. 4 OPN=97 1 . 4 SEWO G=979.0 LL/OPN=976.2 SEL O G= 9 8 0 . 4 LL= 9 7 7 . 2 SE L O G= 9 8 2 . 0 LL = 9 7 8 . 8 SE L O G= 9 8 4 . 0 LL = 9 8 0 . 8 SE L O G= 9 8 6 . 4 LL = 9 8 3 . 2 SE L O G= 9 8 9 . 0 LL = 9 8 5 . 8 FB W O G= 9 8 9 . 8 LL/ O P N = 9 8 1 . 8 FB W O G= 9 8 7 . 2 LL/ O P N = 9 7 9 . 2 FB W O G= 9 8 5 . 2 LL/ O P N = 9 7 7 . 2 FB W O G= 9 8 3 . 0 LL/ O P N = 9 7 5 . 0 FBLO G=979.0 LL=971.0 OPN=973.0FBLO G=97 6 . 0 LL=96 8 . 0 OPN= 9 7 0 . 0 SEWO G=974 . 0 LL/OP N = 9 7 1 . 2 SO G G= 9 9 2 . 4 SO G G= 9 9 3 . 8 SO G G= 9 9 4 . 8 SO G G= 9 9 5 . 8 SO G G= 9 9 6 . 6 SO G G= 9 9 7 . 5 SO G G= 9 9 8 . 5 SO G G= 9 9 9 . 0 SO G G= 9 9 8 . 0 SO G G= 9 9 7 . 0 SO G G= 9 9 1 . 5 SO G G= 9 9 0 . 0 SELO G=972 . 2 LL=96 9 . 0 SELO G=971 . 6 LL=9 6 8 . 4 965 963 964 96 5 964 9 6 6 98 0 97 9 98 1 98 2 98 3 98 5 98 4 98 6 970 967 968 969 9 7 0 9 6 9 9 9 5 99 6 9 9 2 9 8 5 98 2 9 8 3 98 4 S E L O G = 9 6 9 . 8 L L = 9 6 6 . 6 S E L O G = 9 7 0 . 0 L L = 9 6 6 . 8 S E L O G = 9 7 0 . 6 L L = 9 6 7 . 4 S P A R R O W S T R E E T GOL D F I N C H A V E N U E 1 26 28 15 16 17 18 22 23 24 25 27 22 23 24 25 26 6 7 2 3 4 5 6 7 8 9 10 OUTLOT D 10 RO B I N S T R E E T 18 19 20 8 9+00 10+00 11+0 0 1 2 +0 0 13+00 14 + 0 0 15 + 0 0 16 + 0 0 17 + 0 0 17 + 7 4 . 4 5 4 + 0 0 5 + 0 0 6 + 0 0 6 + 1 7 . 3 1 12 + 0 0 13 + 0 0 14 + 0 0 14 + 5 7 . 3 6 S V V V S V V V V SV S V V V S V V V S V V V V V S S VV VV VV VV VV VV VVVV VV VV V V V V V V | | | | | | | | | | | | | | | | | | | W W W W W W W W W W W W W W W W W VV VV VV VV VV D V V V V V V 22.5° BEND 22.5° BEND 8 IN X 8 IN X 6 IN TEE 6 IN X 6 IN GATE VALVE WATER HYDRANT 6"Ø WATER HYDRANT 6"Ø 6 IN X 6 IN GATE VALVE REDUCER 8 X 6 8 IN X 8 IN X 8 IN TEE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN X 8 IN TEE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE PLUG END INV.=972.20 SAN MH 215 SAN MH 216 SAN MH 217 SAN MH 218 SAN MH 219 SAN MH 227 SAN MH 226 SAN MH 228 VV VV VV VV 950 955 960 965 970 975 980 985 990 995 1000 950 955 960 965 970 975 980 985 990 995 1000 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 24+00 97 1 . 6 5 96 7 . 5 97 2 . 5 5 96 9 . 6 97 3 . 7 2 97 1 . 1 97 5 . 1 7 97 3 . 6 97 6 . 7 6 97 5 . 7 97 8 . 3 5 97 8 . 4 97 9 . 9 3 98 0 . 6 98 1 . 5 2 98 2 . 5 98 3 . 1 0 98 4 . 6 98 4 . 6 9 98 7 . 0 98 6 . 2 8 98 6 . 9 98 7 . 8 6 98 6 . 6 98 9 . 4 5 99 0 . 1 99 1 . 0 4 99 3 . 7 99 2 . 6 2 99 5 . 9 8 IN X 8 IN X 6 IN TEE 22.5° BEND GATE 6 IN X 6 IN"Ø WATER HYDRANT 6"Ø 22.5° BEND 219 LF OF 8" SDR-26 @ 1 . 3 4 % 77 LF OF 8" SDR-26 @ 1.24% 152 LF OF 8 " SDR-26 @ 1 . 9 2 % 151 LF O F 8 " SDR-2 6 @ 3 . 2 3 % PROPOSED CENTERLINE EXISTING SURFACE ??? LF OF 8 " Ø D I P ??? LF OF 8"Ø DIP ??? LF O F 8 " Ø D I P ??? LF OF 6"Ø DIP ??? LF OF 6"Ø DIP ??? LF O F 8 " Ø D I P ??? LF O F 8 " Ø D I P ??? LF O F 8 " Ø D I P SA N M H 2 1 6 ST A : 1 2 + 1 1 . 8 4 OF F : 0 . 0 0 RI M = 9 7 5 . 4 5 SA N M H 2 1 7 ST A : 1 2 + 9 3 . 7 6 OF F : 0 . 0 4 L RI M = 9 7 8 . 0 5 SA N M H 2 1 8 ST A : 1 4 + 5 0 . 0 0 OF F : 0 . 0 0 RI M = 9 8 3 . 0 0 SA N M H 2 1 9 ST A : 1 6 + 0 4 . 8 7 OF F : 0 . 0 0 RI M = 9 8 7 . 9 2 N I N V . = 9 7 6 . 0 0 N I N V . = 9 6 9 . 0 0 S I N V . = 9 7 1 . 0 0 NW I N V . = 9 6 4 . 0 0 S I N V . = 9 6 6 . 0 0 NW I N V . = 9 6 1 . 0 0 SE I N V . = 9 6 3 . 0 0 GR A D I N G WA T E R & S A N I - G O L D F I N C H A V E N U E ( 2 ) C6.610 : 5 3 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ U t i l i t y P r o f i l e s . d w g 12 / 2 4 / 2 0 2 4 SCALE: 1" = 50' 0 50' PROPOSED RIP RAP LEGEND: 984 PROPOSED CONTOUR << | V PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED STORM MANHOLE S W S PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE D PROPOSED HYDRANT SCALE: HORIZONTAL: 1"=50' VERTICAL: 1"=5' DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S 9 6 7 96 7 97 0 975 96 6 966 967 96 7 9 6 8 9 6 9 971 972 973 974 9 7 2 970 971 972 973 9 7 4 97 0 970 96 9969 971 972 973 973 97 0 9 7 5 96 8 96 9 97 1 97 2 9 7 3 9 7 4 9 7 6 9 7 5 97 3 9 7 3 97 4 9 6 6 9 6 7 NO G R A D I N G W I T H I N U N D E R G R O U N D GAS P I P E L I N E L I M I T S CAU T I O N LL / O P N = 9 6 5 . 6 SE W O G= 9 6 9 . 0 LL / O P N = 9 6 6 . 2 SE W O G= 9 6 9 . 4 LL / O P N = 9 6 6 . 6 SE W O G= 9 6 9 . 2 LL / O P N = 9 6 6 . 4 SE W O G= 9 6 8 . 8 LL / O P N = 9 6 6 . 0 SE W O G= 9 6 8 . 4 LL / O P N = 9 6 5 . 6 LL / O P N = 9 6 5 . 8 SOG G=9 7 3 . 4 SOG G=9 7 4 . 0 SOG G=9 7 4 . 4 SOG G=9 7 5 . 0 SOG G=9 7 5 . 4 SOG G=9 7 6 . 3 SOG G=9 7 7 . 6 SOG G=9 7 9 . 2 G=9 8 0 . 6 G=9 7 6 . 0 SOG G=9 7 3 . 8 SOG G=9 7 3 . 4 SOG G=971.6 SOG G=970.8 SOG G=970.4 SOG G=970.0 SOG G=969.4 SOG G=969.0 SOG G=969.0 SE L O G= 9 6 9 . 0 LL = 9 6 5 . 8 SE L O G= 9 6 9 . 0 LL = 9 6 5 . 8 SE L O G= 9 6 9 . 0 LL = 9 6 5 . 8 975 97 3 974 9 7 7 967 968 965 966 967 968 969 96 7 96 8 9 6 5 9 6 2 9 6 3 9 6 4 96 5 96 1 96 2 96 3 96 4 96 7 96 8 9 7 8 SELO G=970.2 LL=967.0 SELO G=969.0 LL=965.8 SELO G=968.0 LL=964.8 SELO G=968.5 LL=965.3 SELO G=968.8 LL=965.6 S E L O G = 9 7 2 . 6 L L = 9 6 9 . 4 SEL O G=9 7 2 . 8 LL= 9 6 9 . 6 SEL O G=9 7 2 . 0 LL= 9 6 8 . 8 SOG G=9 7 4 . 8 SOG G=975 . 1 SOG G=975.4 GO L D F I N C H A V E N U E SHEET X. 1 SHEET X. 2 8 1 3 4 5 6 7 3 4 5 6 7 8 9 10 11 12 13 2 3 12 13 14 1516 17 18 19 20 CHICKADE E L A N E 4 9 ROBIN STRE E T OUTLOT F 11 9 1 3 2 10 11 12 0+00 1+00 2+00 3+00 4+00 5 + 0 0 5 + 1 0 . 7 9 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 0 + 0 0 1 + 0 0 3 +0 0 4+0 0 5+0 0 6+0 0 7+0 0 S V V V V V V V V S S S SVV VV VV VV VV VV VV VV V V V V V V V V VV VV VV VV VV VV V V V V V V V V V V V V V V VV VV VV V V V V V V | | | | || | | | W W W W W W W W W W W W W W W VV VV VV VV VV D D D V V V V V V V V V V V V V V V V V V 22.5° BEND REDUCER 10 X 6 6 IN X 6 IN GATE VALVE WATER HYDRANT 6"Ø 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE SAN MH 212 SAN MH 223 SAN MH 222 SAN MH 221 SAN MH 220 | | | | | | 11.3° BEND 8 IN X 8 IN X 8 IN TEE | | 8 IN X 8 IN X 6 IN TEE | | 22.5° BEND | | 8 IN X 8 IN X 8 IN TEE W S S 8 IN X 8 IN GATE VALVE 6 IN X 6 IN GATE VALVE 940 945 950 955 960 965 970 975 940 945 950 955 960 965 970 975 -1+50 -1+00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 96 7 . 3 9 96 6 . 3 96 6 . 7 4 96 5 . 1 96 6 . 1 5 96 4 . 6 96 6 . 0 8 96 4 . 7 96 6 . 5 2 96 3 . 7 96 7 . 0 4 96 2 . 8 96 7 . 5 6 96 2 . 5 96 8 . 0 7 96 3 . 5 96 8 . 5 9 96 4 . 7 96 9 . 1 1 96 6 . 8 96 9 . 6 2 96 9 . 3 96 8 . 5 96 7 . 3 299 LF OF 8" SDR-26 @ 0.99% 169 LF OF 8" SDR-26 @ 0.52% 203 LF OF 8" SDR-26 @ 0.68% 125 LF OF 8" SDR-26 @ 0.70% PROPOSED CENTERLINE EXISTING SURFACE 8 IN X 8 IN X 8 IN TEE ??? LF OF 8"Ø D I P 11.3° BEND??? LF OF 8"Ø DIP SE I N V . = 9 5 7 . 0 0 N I N V . = 9 5 6 . 9 0 S I N V . = 9 5 6 . 0 0 N I N V . = 9 5 5 . 9 0 S I N V . = 9 5 5 . 0 0 N I N V . = 9 5 4 . 9 0 W I N V . = 9 5 3 . 0 0 E I N V . = 9 5 3 . 5 0 S I N V . = 9 5 3 . 5 0 SA N M H 2 2 2 ST A : 5 + 1 0 . 7 9 OF F : 0 . 0 0 RI M = 9 6 9 . 6 4 SA N M H 2 2 1 ST A : 3 + 8 0 . 1 8 OF F : 0 . 0 0 RI M = 9 6 8 . 2 9 SA N M H 2 2 0 ST A : 2 + 5 3 . 9 0 OF F : 4 5 8 . 3 9 L RI M = 9 6 6 . 5 0 SA N M H 2 1 2 ST A : 3 + 4 0 . 0 0 OF F : 0 . 0 0 RI M = 9 6 7 . 3 9 GR A D I N G WA T E R & S A N I - C H I C K A D E E L A N E C6.710 : 5 4 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ U t i l i t y P r o f i l e s . d w g 12 / 2 4 / 2 0 2 4 SCALE: 1" = 50' 0 50' PROPOSED RIP RAP LEGEND: 984 PROPOSED CONTOUR << | V PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED STORM MANHOLE S W S PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE D PROPOSED HYDRANT SCALE: HORIZONTAL: 1"=50' VERTICAL: 1"=5' DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S 9 6 5 96 7 985 986 987 988 970 9 7 5 9 8 0 9 8 5 9 9 0 96 8 96 9 9 7 1 9 7 2 9 7 3 9 7 4 9 7 6 9 7 7 9 7 8 9 7 9 9 8 1 9 8 2 9 8 3 9 8 4 9 8 6 9 8 7 9 8 8 9 8 9 9 9 1 970 971 972 970 968 968 969 971 972 9 7 3 9 7 4 975 974 976 977 978 970 97 0 96996 9 971 972 97 3 968 970 966966 967 96 7 967 968 96 8 968 968 968 969 971 961 962 NO G R A D I N G W I T H I N U N D E R G R O U N D NO G R A D I N G W I T H I N U N D E R G R O U N D GAS P I P E L I N E L I M I T S CA U T I O N F B L O G = 9 6 8 . 6 L L = 9 6 0 . 6 O P N = 9 6 2 . 6 F B L O G = 9 6 8 . 6 L L = 9 6 0 . 6 O P N = 9 6 2 . 6 S E W O G = 9 6 7 . 8 L L / O P N = 9 6 5 . 0 SEL O G=9 6 7 . 0 LL= 9 6 3 . 8 SEL O G=9 6 7 . 5 LL= 9 6 4 . 3 SEL O G=9 6 8 . 2 LL= 9 6 5 . 0 SEL O G=9 6 8 . 8 LL= 9 6 5 . 6 SEL O G=9 6 9 . 2 LL= 9 6 6 . 0 S E L O G = 9 6 8 . 4 L L = 9 6 5 . 2 F B W O G = 9 8 9 . 8 L L / O P N = 9 8 1 . 8 F B W O G = 9 8 7 . 2 L L / O P N = 9 7 9 . 2 SO G G=9 7 3 . 4 SO G G=9 7 4 . 0 SOG G=9 7 4 . 4 SOG G=9 7 5 . 0 SOG G=9 7 5 . 4 SOG G=9 7 6 . 3 SOG G=9 7 7 . 6 SO G G=9 7 9 . 2 SOG G=98 0 . 6 SOG G=982.0 SOG G=983.4 SOG G=984.8 SOG G=986.4 SOG G=987.6 SOG G=989. 2 SOG G=990. 8 SOG G=992. 4 SOG G=991. 5 SOG G=990. 0 SOG G=988. 2 SOG G=985.5 SOG G=983.5 SOG G=98 0 . 5 SOG G=9 7 8 . 5 SO G G=9 7 7 . 0 SO G G=9 7 6 . 0 SO G G=9 7 3 . 8 SO G G=9 7 3 . 4 S O G G = 9 7 1 . 6 S O G G = 9 7 0 . 8 969 96 9 975 972 973 974 965 964 966 967 980 979 981 982 983 985 984 986 9 6 0 9 5 9 9 6 1 970 975 971 972 973 974 976 977 978 979 97 5 971 97 2 97 3 97 4 97 0 96 9 965 966 967 9 6 8 99 2 98 3 98 4 97 8 955 9 5 5 956 S E L O G = 9 6 8 . 8 L L = 9 6 5 . 6 S E L O G = 9 7 0 . 2 L L = 9 6 7 . 0 SE L O G= 9 7 2 . 6 LL = 9 6 9 . 4 SE L O G= 9 7 1 . 6 LL = 9 6 8 . 4 SE L O G= 9 7 2 . 4 LL = 9 6 9 . 2 SEL O G=9 7 2 . 8 LL= 9 6 9 . 6 SEL O G=9 7 2 . 0 LL= 9 6 8 . 8 SELO G=971.2 LL=968. 0 T A N A G E R L A N E G O L D F I N C H A V E N U E 8 11 1 7 8 9 10 2 3 4 6 7 3 4 5 6 7 8 9 12 13 14 15 6 7 8 9 10 1112 13 14 15 16 OUTLOT D 1 10 ROBI N S T R E E T HW HW HW H W 1 OUTLOT E OUTLOT F 2 17 18 116 7 6 5 11+ 0 0 4 + 0 0 5+00 5+ 1 0 . 7 9 7 + 0 0 8 + 0 0 9 + 0 0 10 + 0 0 0+ 0 0 1+ 0 0 2+ 0 0 0+00 1+00 2 +0 0 3+00 4+0 0 5+0 0 6+00 7+00 8+0 0 9+00 10 +0 0 11+00 12+00 S V V V V V S V S S S S S VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV D V V V | | | VV VV VV VV VV VV VV VV | | | | | | | | | | | VV VV VV D VV VV | | | | | | || | | | W W W W W W W W W W V V V V V V V VV V V V V V V V V V V V V V 10 IN X 10 IN X 6 IN TEE WATER HYDRANT 6"Ø 11.3° BEND 11.3° BEND 45.0° BEND 11.3° BEND 22.5° BEND WATER HYDRANT 6"Ø 8 IN X 8 IN X 6 IN TEE 6 IN X 6 IN GATE VALVE WATER HYDRANT 6"Ø 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE GASLINE NW INV.=958.70 SE INV.=958.50 GASLINE NW INV.=959.40 SE INV.=959.40 SAN MH 204 SAN MH 225 SAN MH 224 SAN MH 223 SAN MH 222 SAN MH 221 SAN MH 229 VV VV VV | 8 IN X 8 IN X 8 IN TEE 11.3° BEND VV D | | 8 IN X 8 IN X 6 IN TEE | | 22.5° BEND | | 8 IN X 8 IN X 8 IN TEE D SAN MH 211 W S S 8 IN X 8 IN GATE VALVE 6 IN X 6 IN GATE VALVE 940 945 950 955 960 965 970 975 980 985 990 940 945 950 955 960 965 970 975 980 985 990 -2+50 -2+00 -1+50 -1+00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 96 6 . 3 0 96 4 . 2 96 6 . 8 5 96 4 . 6 96 7 . 4 0 96 5 . 5 96 7 . 9 5 96 5 . 4 96 8 . 5 0 96 5 . 0 96 9 . 0 5 96 5 . 6 96 9 . 6 0 96 8 . 5 97 0 . 1 5 97 0 . 0 97 0 . 7 0 96 8 . 0 97 1 . 2 5 96 6 . 9 97 1 . 8 0 96 7 . 0 97 2 . 3 5 96 7 . 0 97 2 . 9 0 96 8 . 6 97 3 . 4 5 97 0 . 9 97 4 . 3 1 97 3 . 8 97 5 . 8 0 97 6 . 8 97 7 . 6 0 97 4 . 9 97 9 . 4 0 97 4 . 0 98 1 . 2 0 97 5 . 8 98 3 . 0 0 97 9 . 6 98 4 . 8 0 98 3 . 9 98 6 . 6 0 99 0 . 8 11.3° BEND 22.5° BEND 8 IN X 8 IN X 6 IN TEE GATE 6 IN X 6 IN"Ø 299 LF OF 8" SDR-26 @ 0.99% 113 LF OF 8" SDR-26 @ 1. 2 8 % 236 LF OF 8 " SDR-26 @ 2 . 0 9 % WATER HYDRANT 6"Ø 8 IN X 8 IN GATE VALVE PROPOSED CENTERLINE EXISTING SURFACE WATER HYDRANT 6"Ø ??? LF OF 6"Ø DIP ??? LF OF 6"Ø DIP ??? LF OF 6"Ø DIP ??? LF OF 8"Ø DIP ??? LF OF 8 " Ø D I P ??? LF O F 8 " Ø D I P ??? LF OF 8"Ø DIP 8 IN X 8 IN X 8 IN TEE ??? LF OF 8"Ø DIP??? LF OF 8 " Ø D I P 8 IN X 8 IN X 6 IN TEE ??? LF OF 8 " Ø D I P ??? LF OF 8 " Ø D I P ??? LF OF 8"Ø D I P ??? LF OF 8"Ø DIP 45.0° BEND 8 IN X 8 IN X 8 IN TEE 8 IN X 8 IN GATE VALVE SA N M H 2 2 3 ST A : 6 + 1 5 . 2 7 OF F : 0 . 0 0 RI M = 9 7 2 . 9 7 SA N M H 2 2 4 ST A : 8 + 5 5 . 1 5 OF F : 0 . 0 0 RI M = 9 7 9 . 4 8 SA N M H 2 2 5 ST A : 9 + 7 2 . 7 2 OF F : 0 . 2 7 R RI M = 9 8 3 . 7 1 SE I N V . = 9 6 1 . 0 0 NW I N V . = 9 6 0 . 0 0 E I N V . = 9 6 8 . 0 0 NW I N V . = 9 6 6 . 0 0 E I N V . = 9 6 9 . 6 0 W I N V . = 9 6 9 . 5 0 SE I N V . = 9 5 7 . 0 0 N I N V . = 9 5 6 . 9 0 SA N M H 2 2 2 ST A : 5 + 1 0 . 7 9 OF F : 0 . 0 0 RI M = 9 6 9 . 6 4 GATE 8 IN X 8 IN"Ø ??? LF OF 6"Ø DIP GR A D I N G WA T E R & S A N I - R O B I N S T R E E T C6.810 : 5 5 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ U t i l i t y P r o f i l e s . d w g 12 / 2 4 / 2 0 2 4 SCALE: 1" = 50' 0 50' PROPOSED RIP RAP LEGEND: 984 PROPOSED CONTOUR << | V PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED STORM MANHOLE S W S PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE D PROPOSED HYDRANT SCALE: HORIZONTAL: 1"=50' VERTICAL: 1"=5' DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S 990 986 987 988 989 991 99 2 9 8 0 9 8 5 9 9 0 995 1 0 0 0 9 7 6 9 7 7 9 7 8 9 7 9 9 8 1 9 8 2 9 8 3 9 8 4 9 8 6 9 8 7 9 8 8 9 8 9 9 9 1 99 2 99 3 99 4 99 6 9 9 7 9 9 8 9 9 9 1 0 0 1 975 974 976 977 978 995 10 0 0 992 993 994 996 997 998 999 10 0 1 990 9 9 5 989 991 9 9 2 9 9 3 9 9 4 9 9 6 S E L O G = 9 8 9 . 0 L L = 9 8 5 . 8 F B W O G = 9 8 9 . 8 L L / O P N = 9 8 1 . 8 F B W O G = 9 8 7 . 2 L L / O P N = 9 7 9 . 2 SO G G=9 7 9 . 2 SOG G=98 0 . 6 SOG G=982.0 SOG G=983.4 SOG G=984.8 SOG G=986.4 SOG G=987.6 SOG G=989. 2 SOG G=990. 8 SOG G=992. 4 SOG G=993. 8 SOG G=994. 8 SOG G=995. 8 SOG G=996. 6 SOG G=997. 5 SOG G=998. 5 SOG G=999. 0 SOG G=998. 0 SOG G=997. 0 SOG G=991. 5 SOG G=990. 0 SOG G=988. 2 SOG G=985.5 SOG G=983.5 SOG G=980 . 5 SO G G=9 7 8 . 5 SO G G=9 7 7 . 0 980 979 981 982 983 985 984 986 970 975 971 972 973 974 976 977 978 979 995 996 99 2 98 3 98 4 97 8 SE L O G= 9 7 1 . 6 LL = 9 6 8 . 4 SE L O G= 9 7 2 . 4 LL = 9 6 9 . 2 G O L D F I N C H A V E N U E 26 28 27 21 22 23 24 25 26 6 7 8 9 10 1112 13 14 15 16 OUTLOT D ROBI N S T R E E T ROBIN S T R E E T 17 18 1 6 + 0 0 1 7 + 0 0 1 7 + 7 4 . 4 5 8+00 9+00 1 0 +0 0 11+00 12+00 13+00 14+00 14+57. 3 6 S V V S S S S VV VV VV VV VV VV VV VV VV VV | | | | | | | | | | | W W W W W V V V V V V V V V VV V V V 11.3° BEND 22.5° BEND 8 IN X 8 IN X 6 IN TEE 6 IN X 6 IN GATE VALVE WATER HYDRANT 6"Ø WATER HYDRANT 6"Ø 6 IN X 6 IN GATE VALVE REDUCER 8 X 6 8 IN X 8 IN X 8 IN TEE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE PLUG END INV.=972.20 SAN MH 219 SAN MH 227 SAN MH 226 SAN MH 225 SAN MH 224 960 965 970 975 980 985 990 995 1000 1005 960 965 970 975 980 985 990 995 1000 1005 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 255 LF OF 8" SDR-26 @ 0.50% 205 LF OF 8" SDR-26 @ 0.48% 11 LF OF 8" SDR-26 @ 0.77% PLUG END=972.20 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE ??? LF O F 8 " Ø D I P ??? LF OF 8"Ø DIP ??? LF O F 8 " Ø D I P ??? LF OF 8"Ø DIP ??? LF O F 8 " Ø D I P 6 IN X 6 IN GATE VALVE 8 IN X 8 IN X 6 IN TEE 11.3° BEND 22.5° BEND 8 IN X 8 IN X 8 IN TEE ??? LF OF 8"Ø DIP 6 IN X 6 IN GATE VALVE ??? LF OF 6"Ø DIP ??? LF OF 6"Ø DIP REDUCER 8 X 6 WATER HYDRANT 6"Ø ??? LF OF 6"Ø DIP ??? LF OF 6"Ø DIP 6 IN X 6 IN GATE VALVE SA N M H 2 2 7 ST A : 1 4 + 4 1 . 5 5 OF F : 0 . 0 0 RI M = 9 9 6 . 6 4 SA N M H 2 2 6 ST A : 1 2 + 3 2 . 1 2 OF F : 0 . 3 2 R RI M = 9 9 2 . 5 0 SA N M H 2 2 5 ST A : 9 + 7 2 . 7 2 OF F : 0 . 2 7 R RI M = 9 8 3 . 7 1 E I N V . = 9 7 2 . 1 0 W I N V . = 9 7 2 . 0 0 E I N V . = 9 7 1 . 0 0 W I N V . = 9 7 0 . 9 0 E I N V . = 9 6 9 . 6 0 W I N V . = 9 6 9 . 5 0 113 LF OF 8" SDR-26 @ 1.2 8 % E I N V . = 9 6 8 . 0 0 NW I N V . = 9 6 6 . 0 0 SA N M H 2 2 4 ST A : 8 + 5 5 . 1 5 OF F : 0 . 0 0 RI M = 9 7 9 . 4 8 GR A D I N G WA T E R & S A N I - R O B I N S A N I ( 2 ) C6.910 : 5 5 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ U t i l i t y P r o f i l e s . d w g 12 / 2 4 / 2 0 2 4 SCALE: 1" = 50' 0 50' PROPOSED RIP RAP LEGEND: 984 PROPOSED CONTOUR << | V PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED STORM MANHOLE S W S PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE D PROPOSED HYDRANT SCALE: HORIZONTAL: 1"=50' VERTICAL: 1"=5' DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S 97 0 96 9 971 972 973 974 975 97 1 97 2 97 3 974 976 977 97 0 968 96 8 969 96 9 97 1 97 2 967 9 7 0 97 0 9 6 9 96 9 97 1 97 2 97 3 9 7 0 9 6 8 9 6 9 967 968 NO G R A D I N G W I T H I N U N D E R G R O U N D GA S P I P E L I N E L I M I T S CA U T I O N SE W O G= 9 7 0 . 4 LL / O P N = 9 6 7 . 6 FB L O G= 9 7 1 . 6 LL = 9 6 3 . 6 OP N = 9 6 5 . 6 FB L O G= 9 7 1 . 8 LL = 9 6 3 . 8 OP N = 9 6 5 . 8 FB L O G= 9 7 2 . 4 LL = 9 6 4 . 4 OP N = 9 6 6 . 4 FB L O G= 9 7 2 . 6 LL = 9 6 4 . 6 OP N = 9 6 6 . 6 FB L O G= 9 7 4 . 0 LL = 9 6 6 . 0 OP N = 9 6 8 . 0 FB L O G= 9 7 5 . 6 LL = 9 6 7 . 6 OP N = 9 6 9 . 6 FB L O G= 9 7 6 . 0 LL = 9 6 8 . 0 OP N = 9 7 0 . 0 SE W O G= 9 7 4 . 0 LL / O P N = 9 7 1 . 2 SO G G= 9 7 3 . 4 SO G G= 9 7 4 . 0 SO G G= 9 7 4 . 4 SO G G= 9 7 5 . 0 SO G G= 9 7 5 . 4 SO G G= 9 7 6 . 3 SO G G= 9 7 7 . 6 SO G G= 9 7 9 . 2 SO G G= 9 7 8 . 5 SO G G= 9 7 7 . 0 SO G G= 9 7 6 . 0 SO G G= 9 7 3 . 8 SO G G= 9 7 3 . 4 SE L O G= 9 7 2 . 2 LL = 9 6 9 . 0 SE L O G= 9 7 1 . 6 LL = 9 6 8 . 4 SE L O G= 9 7 1 . 0 LL = 9 6 7 . 8 9 7 5 9 7 2 9 7 3 9 7 4 965 966 967 968 969 96 5 96 3 96 4 966 9 6 5 9 6 4 966 96 7 97 0 96 6 96 7 96 8 96 9 970 969 97 0 9 7 5 97 1 97 2 9 7 3 974 975 971 972 973 974 978 W E T L A N D ( 8 P ) N W L = 9 6 0 . 0 H W L = 9 6 2 . 9 7 SELO G=969.8 LL=966.6 SELO G=970.6 LL=967.4 SELO G=971.6 LL=968.4 SELO G=972.6 LL=969.4 SELO G=970.0 LL=966.8 SELO G=970.6 LL=967.4 SELO G=971.6 LL=968.4 SELO G=972.4 LL=969.2 SE L O G= 9 7 2 . 8 LL = 9 6 9 . 6 SPARROW STREET 1 12 13 14 15 16 17 18 3 4 5 6 7 8 9 10 11 5 6 7 12 13 14 15 16 2 14 15 16 OUTLOT C RO B I N S T R E E T OUTLOT F 17 18 19 20 8 9 10 11 8+ 0 0 9+ 0 0 10 + 0 0 11 + 0 0 0+00 1+00 2+00 3+00 4+00 5+00 6+00 6+17.31 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 8+ 0 0 S V V V V V V V V V S V V V VSVVVVS VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV VV | | | | | | | | | ||||||||| W W W W W W W W W W W WWWW V VV VV VV VV VV VV VV D V V V V V V V V V 11.3° BEND 22.5° BEND 8 IN X 8 IN X 6 IN TEE 6 IN X 6 IN GATE VALVE WATER HYDRANT 6"Ø 8 IN X 8 IN X 8 IN TEE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE SAN MH 215SAN MH 223 SAN MH 228SAN MH 229 | | 8 IN X 8 IN X 6 IN TEE | 8 IN X 8 IN GATE VALVE 6 IN X 6 IN GATE VALVE 945 950 955 960 965 970 975 980 945 950 955 960 965 970 975 980 -1+50 -1+00 -0+50 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00 10+50 11+00 11+50 12+00 97 3 . 0 7 96 9 . 2 97 2 . 4 2 96 8 . 4 97 1 . 7 8 96 7 . 0 97 1 . 1 3 96 6 . 9 97 0 . 4 9 96 6 . 9 96 9 . 8 4 96 7 . 7 96 9 . 1 9 96 8 . 5 96 8 . 5 5 96 6 . 1 96 7 . 9 0 96 5 . 3 96 7 . 4 4 96 5 . 1 96 7 . 8 8 96 5 . 4 96 9 . 1 3 96 4 . 8 97 0 . 4 6 96 4 . 5 8 IN X 8 IN X 8 IN TEE GATE 8 IN X 8 IN"Ø 213 LF OF 8" SDR-26 @ 0.41% 216 LF OF 8" SDR-26 @ 0.46% PROPOSED CENTERLINE EXISTING SURFACE ??? LF OF 8"Ø DIP ??? LF OF 8"Ø DIP ??? LF OF 8"Ø DIP??? LF OF 8 " Ø D I P SA N M H 2 1 5 ST A : 9 + 8 8 . 7 0 OF F : 0 . 0 0 RI M = 9 7 0 . 9 2 SA N M H 2 2 8 ST A : 4 + 0 0 . 0 0 OF F : 0 . 0 0 RI M = 9 6 7 . 9 0 SA N M H 2 2 9 ST A : 1 + 8 0 . 4 3 OF F : 0 . 0 0 RI M = 9 7 0 . 7 4 NE I N V . = 9 5 8 . 9 0 SW I N V . = 9 5 9 . 0 0 NE I N V . = 9 6 0 . 0 0 NW I N V . = 9 5 7 . 9 0 SE I N V . = 9 5 8 . 0 0 SW I N V . = 9 5 8 . 0 0 GR A D I N G WA T E R & S A N I - S P A R R O W S T R E E T C6.1010 : 5 6 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ U t i l i t y P r o f i l e s . d w g 12 / 2 4 / 2 0 2 4 SCALE: 1" = 50' 0 50' PROPOSED RIP RAP LEGEND: 984 PROPOSED CONTOUR << | V PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED STORM MANHOLE S W S PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE D PROPOSED HYDRANT SCALE: HORIZONTAL: 1"=50' VERTICAL: 1"=5' DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S TAN A G E R L A N E FALLON DRI V E N E SP A R R O W S T R E E T GOLDFINCH AVENUE TA N A G E R L A N E GO L D F I N C H A V E N U E 8 11 14 8 1 1 1 1 1 1 1 26 28 OUTLOT A 2 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 8 9 10 11 1213 2 3 4 2 3 4 5 6 7 2 3 4 5 6 7 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 27 OUTLOT B 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 2 3 4 5 6 7 12 13 14 15 16 17 18 19 20 CH I C K A D E E L A N E 2 3 4 5 6 7 89101112 13 14 15 16 1 OUTLOT C OUTLOT D OUTLOT G 1 2 3 4 7 8 9 10 ROBIN STRE E T ROBIN STREET FALLON DRI V E N E MALLARD LANE FA L L O N D R I V E N E HERON C O U R T TA N A G E R C I R C L E H W HW HW HW HW HW H W HWHWHWHWHWHW H W H W HW H W HW HW H W H W HW H W H W H W HW HW HW HW HW H W H W H W HWHW HW HW 1 OUTLOT E OUTLOT F 2 5 17 18 19 20 8 9 10 11 5 6 7 8 9 10 6 1 9 8 7 6 5 4 3 2 10 11 12 8 5 t h S t N E 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+00 5+00 5+ 1 0 . 7 9 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+0 0 8 + 0 0 9 + 0 0 1 0 + 0 0 1 1 + 0 0 1 2 + 0 0 1 3 + 0 0 14 + 0 0 15 + 0 0 16 + 0 0 17 + 0 0 17 + 7 4 . 4 5 0+00 1+00 2 +0 0 3+00 4 + 0 0 5 + 0 0 6 + 0 0 7 + 0 0 8 + 0 0 9+00 10+00 11+00 12+00 13+00 14+00 14+57.36 0+0 0 1+0 0 2+0 0 3+0 0 4+0 0 5+0 0 6+0 06+1 7 . 3 1 -1 + 0 0 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4 + 0 0 5 + 0 0 6 + 0 0 7 + 0 0 8 + 0 0 9 + 0 0 1 0 + 0 0 1 1 + 0 0 1 2 + 0 0 1 3 + 0 0 1 4 + 0 0 1 5 + 0 0 1 6 + 0 0 1 7 + 0 0 1 8 + 0 0 1 9 + 0 0 19 + 5 7 . 8 7 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 8+ 0 0 9+ 0 0 10+00 11 +0 0 12+ 0 0 13+ 0 0 14+ 0 0 15+ 0 0 15+ 4 4 . 3 4 96 0 9 6 5 9 7 0 957 958 9 5 9 95 9 959 9 6 1 9 6 2 9 6 3 9 6 4 9 6 6 9 6 7 9 6 8 9 6 9 9 7 1 9 7 2 9 7 3 96 5 970 96 6 96 7 968 969 971 972 96 5 9 7 0 97 5 980 985 990 966 967 96 7 967 9 6 8 9 6 9 9 7 1 9 7 2 97 3 97 4 97 6 97 7 978 979 981 982 983 984 986 987 988 989 991 992 970 97 5 98 0 9 8 5 9 9 0 9 9 5 10 0 0 96 6 9 6 6 9 6 7 96 7 96 8 969 9 7 1 9 7 2 9 7 3 9 7 4 97 6 97 7 97 8 97 9 9 8 1 9 8 2 9 8 3 9 8 4 9 8 6 9 8 7 9 8 8 9 8 9 9 9 1 9 9 2 9 9 3 9 9 4 9 9 6 99 7 99 8 99 9 10 0 1 970 9 6 8 968 9 6 9 969 971 972 950 955 960 949951952953954956957958959961 950 955 949 951952953 954 956957958 9 5 0 95 5 9 4 9 9 5 1 9 5 2 9 5 3 95 4 95 6 95 7 9 5 8 9 5 9 9 7 0 9 7 1 9 7 2 9 7 3 974 9 7 0 96 8 9 6 8 9 6 9 9 7 1 9 7 2 9 7 3 9 7 4 POND (10P) NWL=958.0 HWL=962.97 960 957 9 5 8 95 9 9 6 1 9 5 8 958 95 9 970 975 967 968 969 971 972 973 974 976 977 978 9 7 5 98 0 98 5 9 7 6 9 7 7 9 7 8 97 9 98 1 98 2 98 3 98 4 98 6 98 7 98 8 POND 1 NWL=955.0 HWL=959.12 POND 2 NWL=954.0 HWL=956.46 980 985 990 995 10 0 0 979 981 982 983 984 986 987 988 989 991 992 993 994 996997 998 999 10 0 1 973 974 970 9 7 0 9699 6 9 9 7 1 9 7 2 9 7 3 9 7 1 9 7 2 9 7 3 990 99 5 989 991 99 2 99 3 99 4 99 6 98 5 99 0 98 3 98 4 98 6 98 7 98 8 98 9 970 975 968 969 971 972 973 974 976 97 0 966966 966966 96 7 9 6 7 967967 96 7 96 7 96 8 9 6 8 968 968 968 96 9 97 1 96 7 96 8 95 5 9 6 0 95 1 95 2 95 3 95 4 95 6 95 7 95 8 95 9 9 6 1 960 958 959 961 962 95 5 95 1 95 2 95 3 95 4 9 5 6 95 6 955 955 960 953953 954 954 956 956 957 957 958 959 951952953954 9 6 5 96596 5 9 6 2 9 6 3 9 6 4 9 6 6 96 7 97 0 9 7 0 97 1 97 19719 7 1 97 2 97 2 97 3 974 97 5 973973 974 967 968 966967 N O G R A D I N G W I T H I N U N D E R G R O U N D G A S P I P E L I N E L I M I T S C A U T I O N N O G R A D I N G W I T H I N U N D E R G R O U N D G A S P I P E L I N E L I M I T S C A U T I O N N O G R A D I N G W I T H I N U N D E R G R O U N D G A S P I P E L I N E L I M I T S C A U T I O N 969 96 9 97 5 97 2 973 97 4 960 961 962 963 96 5 9 6 1 9 6 2 9 6 3 964 966 967 995 1000 10059969979989991001100210031004 980 985 990 977 978 979 981 982 983 984 986987988989 991 9 6 7 96 8 9 6 5 9 6 6 9 6 7 9 6 8 9 6 9 9 7 0 9 6 7 9 6 8 9 6 9 9 7 1 9 7 2 9 7 3 96 7 96 8 967 968 96 5 962 963 964 965 961 962 963 964 965 96 3 96 4 9 6 5 9 6 3 9 6 4 97 0 96 6 96 7 96 8 96 9 965 964 966 96796 7 9 6 7 968 980 979 981982983 985984 986 960 957 958 959 961 962 95 5 95 4 95 6 95 5 9 5 4 9 6 5 96 0 95 9 96 1 96 6 967 968 9 7 0 9 6 6 9 6 7 9 6 8 9 6 9 970 96 9 970 975 971 972 973974 976 977 9 7 8 9 7 9 975 971 972 973 974 970 969 97 0 96996 8 969 9 6 9 975 972 973 974 9 7 3 96 5 97 1 97 2 97 2 965 966 967 9 6 8 9 7 2 9 7 3 995 996 99 2 98 3 98 4 978 16 C.Y. OF CL. 3 RIP RAP IN FOREBAY 20 C.Y. OF CL. 3 RIP RAP IN FOREBAY 955 95 5 956957958959 955 95 5 957 98 5 982 98 3 984 40 C.Y. OF CL. 3 RIP RAP 966 WETLAND (8P) NWL=960.0 HWL=962.97 WETLAND (3P) NWL=955.0 HWL=959.12 96 0 95 8 95 9 96 0 95 8 95 9 16 C.Y. OF CL. 3 RIP RAP IN FOREBAY 24 C.Y. OF CL. 3 RIP RAP IN FOREBAY 19 + 5 7 . 8 7 -1 + 0 0 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4 + 0 0 5 + 0 0 6 + 0 0 7 + 0 0 8 + 0 0 9 + 0 0 1 0 + 0 0 1 1 + 0 0 1 2 + 0 0 1 3 + 0 0 1 4 + 0 0 1 5 + 0 0 1 6 + 0 0 1 7 + 0 0 1 8 + 0 0 1 9 + 0 0 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+00 5+00 5+ 1 0 . 7 9 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+0 0 8 + 0 0 9 + 0 0 1 0 + 0 0 1 1 + 0 0 1 2 + 0 0 1 3 + 0 0 14 + 0 0 15 + 0 0 16 + 0 0 17 + 0 0 17 + 7 4 . 4 5 15+44.34 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 8+ 0 0 9+ 0 0 10+00 11 +0 0 12+ 0 0 13+ 0 0 14+ 0 0 15+ 0 0 D 0+0 0 1+0 0 2+0 0 3+0 0 4+0 0 5+0 0 6+0 06+1 7 . 3 1 0+00 1+00 2 +0 0 3+00 4 + 0 0 5 + 0 0 6 + 0 0 7 + 0 0 8 + 0 0 9+00 10+00 11+00 12+00 13+00 14+00 14+57.36 S S S S S S S S S S SV V V V V V V V V V V V V V V V V V V V V SVVV SVVV S V S V V S V V S S V S V S V V S V V S S S S S S SS VVVVVVVV V V VV VV VV VVVVVV VV V V VV VV VV VV VV VV VV VV VVVV VV VV VV VV VV VV D D V V V V | | | | | | | VV VV VV VV | | | | | | || | | | | | | | | VV DVV | | | | | | || || | VV V V V V VV VV VV VV VV VV VVVVVV VV V V VV VV VV D D D DDD D D VVVV V V V V V V V V V V GASLINE NW INV.=958.70 SE INV.=958.50 GASLINE NW INV.=959.40 SE INV.=959.40 953.40 FG VVVVVVVV WS VV | | | VV VV D | | | D VV VV D S F S F SFSF SF S F SF SF SF SF S F S F SFSFSF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SFSF SF SF S F SFSF SF SF S F SF SF SF SF SF S F SF SF SF SF S F SF SF S F SFSF SF SF S F SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF S F SF S F S F SF SF S F S F SF S F SF SF S F S F S F S F S F S F S F S F SFSFSF S F SF SF SFSF SF S F SF S F SF SF SF SF S F S F S F S F S F SF S F SF SF SF SF SF INSTALL 1031 LF OF TEMP. SILT FENCE INSTALL 1050 LF OF TEMP. SILT FENCE INSTALL 1066 LF OF TEMP. SILT FENCE INSTALL 875 LF OF TEMP. SILT FENCE INSTALL 1761 LF OF TEMP. SILT FENCE INSTALL 594 LF OF TEMP. SILT FENCE SF SF SF SF SF SF INSTALL 694 LF OF TEMP. SILT FENCE CONTRACTOR TO DETERMINE EXACT PLACEMENT OF CONSTRUCTION ENTRANCE SF S F S F S F S F S F S F S F S F S F S F S F S F S F S F S F INSTALL 1839 LF OF TEMP. SILT FENCE INSTALL 1852 LF OF TEMP. SILT FENCE INSTALL 549 LF OF TEMP. SILT FENCE INSTALL 263 LF OF TEMP. SILT FENCE INSTALL 1768 LF OF TEMP. SILT FENCE 100'0 SCALE: 1" = 100' ER O S I O N ER O S I O N C O N T R O L P L A N C7.010 : 5 7 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ E r o s i o n P l a n . d w g 12 / 2 4 / 2 0 2 4 SF GRADING LIMITS AND PROPOSED TEMPORARY SILT FENCE TEMPORARY ROCK CONSTRUCTION ENTRANCE PROPOSED RIP RAP 984 PROPOSED CONTOUR EROSION CONTROL BLANKET (PER DETAIL) EMERGENCY OVERFLOWE.O.F. TEMPORARY SEDIMENT FILTER- HIGH FLOW LEGEND: FIBER-LOG ROLLS EROSION CONTROL NOTES: 1.CONTRACTOR SHALL CONFINE CONSTRUCTION OPERATIONS TO THE CONSTRUCTION/GRADING LIMITS SHOWN. 2.ALL WORK SHALL CONFORM TO THE MINNESOTA POLLUTION CONTROL AGENCY'S STORM WATER PERMIT REQUIREMENTS. CONTRACTOR SHALL OBTAIN ALL PERMITS AND COMPLY WITH ALL PERMIT REQUIREMENTS. 3.THE SITE SOIL EROSION AND SEDIMENT CONTROL FACILITIES SHALL BE INSTALLED PRIOR TO ANY DEMOLITION OR GRADING OPERATIONS AND MAINTAINED TO CONFORM WITH THE STANDARDS SPECIFIED BY THE PERMIT. 4.CONTRACTOR SHALL INSPECT TEMPORARY EROSION CONTROL MEASURES ON THE ENTIRE SITE AT LEAST EVERY 7 DAYS AND WITHIN 24 HOURS OF ANY MEASURABLE RAINSTORM. DAMAGED SILT FENCE OR OTHER EROSION CONTROL DEVICES OR PRACTICES SHALL BE REPAIRED IMMEDIATELY. INSPECTION AND MAINTENANCE OF DEVICES SHALL CONTINUE UNTIL THE SITE HAS UNDERGONE FINAL STABILIZATION AND A NOTICE OF TERMINATION IS SUBMITTED TO THE MPCA. 5.ALL GRADING OPERATIONS SHALL BE CONDUCTED IN A MANNER TO MINIMIZE THE POTENTIAL FOR SITE EROSION. 6.THE SITE SOIL EROSION AND SEDIMENT CONTROL FACILITIES SHALL BE INSTALLED AND MAINTAINED TO CONFORM WITH THE STANDARDS SPECIFIED BY THE CITY OF MONTICELLO AND THE MPCA. 7.EROSION CONTROL MEASURES SHALL BE INSTALLED PRIOR TO THE DISTURBANCE OF ANY AREAS AND MAINTAINED UNTIL ALL TRIBUTARY DISTURBED AREAS ARE RESTORED. 8.THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REMOVAL OF ALL EROSION CONTROL MEASURES, INCLUDING SILT FENCE AND BALES, UPON ESTABLISHMENT OF PERMANENT VEGETATION IN SAID AREAS. 9.ALL SOILS TRACKED ONTO PAVEMENT OR ANY OTHER OFF-SITE AREA SHALL BE REMOVED DAILY. 10.THE SITE SEDIMENT CONTROL FACILITIES FOR THE PROJECT MUST BE INSTALLED PRIOR TO ANY GRADING OPERATION. 11.ALL AREAS DISTURBED DURING CONSTRUCTION SHALL BE RESTORED AND VEGETATED AS SOON AS POSSIBLE. ANY FINISHED AREAS SHALL BE SEEDED AND MULCHED WITHIN 7 DAYS AFTER FINISHED GRADING IS COMPLETED IN ACCORDANCE TO MN/DOT 2575. 12.ALL DISTURBED AREAS SHALL BE REVEGETATED WITH MN/DOT SEED MIX, MULCHED, FERTILIZED & DISK ANCHORED, PER THE FOLLOWING SCHEDULE: SEED MIX 25-131: 220 LB/AC. FERTILIZER 22-5-10:350 LB/AC. MULCH TYPE 3: 2 TONS/AC. 13.CONTRACTOR SHALL INSTALL TEMPORARY SEDIMENT BMP'S SHOWN AND NOT SHOWN ON PLANS DURING PHASING ON PROJECT TO COMPLY WITH MPCA, CITY INSPECTOR AND DEVELOPER REQUEST 14.INSTALL SILT FENCE AROUND PONDS AS SOON AS POSSIBLE AFTER GRADING. 15.SEE WETLAND BUFFER REVEGETATION PLAN FOR WETLAND BUFFER SEEDING AREA. DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S TURF ESTABLISHMENT SEEDING DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S TAN A G E R L A N E FALLON DRI V E N E SP A R R O W S T R E E T GOLDFINCH AVENUE TA N A G E R L A N E GO L D F I N C H A V E N U E 8 11 14 8 1 1 1 1 1 1 1 26 28 OUTLOT A 2 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 8 9 10 11 1213 2 3 4 2 3 4 5 6 7 2 3 4 5 6 7 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 27 OUTLOT B 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 2 3 4 5 6 7 12 13 14 15 16 17 18 19 20 CH I C K A D E E L A N E 2 3 4 5 6 7 89101112 13 14 15 16 1 OUTLOT C OUTLOT D OUTLOT G 1 2 3 4 7 8 9 10 ROBIN STRE E T ROBIN STREET FALLON DRI V E N E H W HW HW HW HW HW H W HWHWHWHWHWHW H W H W HW H W HW HW H W H W HW H W H W H W HW HW HW HW HW H W H W H W HWHW HW HW 1 OUTLOT E OUTLOT F 2 5 17 18 19 20 8 9 10 11 5 6 7 8 9 10 6 1 9 8 7 6 5 4 3 2 10 11 12 8 5 t h S t N E 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+00 5+00 5+ 1 0 . 7 9 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+0 0 8 + 0 0 9 + 0 0 1 0 + 0 0 1 1 + 0 0 1 2 + 0 0 1 3 + 0 0 14 + 0 0 15 + 0 0 16 + 0 0 17 + 0 0 17 + 7 4 . 4 5 0+00 1+00 2 +0 0 3+00 4 + 0 0 5 + 0 0 6 + 0 0 7 + 0 0 8 + 0 0 9+00 10+00 11+00 12+00 13+00 14+00 14+57.36 0+0 0 1+0 0 2+0 0 3+0 0 4+0 0 5+0 0 6+0 06+1 7 . 3 1 1+ 0 0 2+ 0 0 3+ 0 0 4 + 0 0 5 + 0 0 6 + 0 0 7 + 0 0 8 + 0 0 9 + 0 0 1 0 + 0 0 1 1 + 0 0 1 2 + 0 0 1 3 + 0 0 1 4 + 0 0 1 5 + 0 0 1 6 + 0 0 1 7 + 0 0 1 8 + 0 0 1 9 + 0 0 19 + 5 7 . 8 7 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 8+ 0 0 9+ 0 0 10+00 11 +0 0 12+ 0 0 13+ 0 0 14+ 0 0 15+ 0 0 15+ 4 4 . 3 4 96 0 9 6 5 9 7 0 958 9 5 9 95 9 959 9 6 1 9 6 2 9 6 3 9 6 4 9 6 6 9 6 7 9 6 8 9 6 9 9 7 1 9 7 2 9 7 3 96 5 970 96 6 96 7 968 969 971 972 96 5 9 7 0 97 5 980 985 990 966 967 96 7 967 9 6 8 9 6 9 9 7 1 9 7 2 97 3 97 4 97 6 97 7 978 979 981 982 983 984 986 987 988 989 991 992 970 97 5 98 0 9 8 5 9 9 0 9 9 5 10 0 0 96 6 9 6 6 9 6 7 96 7 96 8 969 9 7 1 9 7 2 9 7 3 9 7 4 97 6 97 7 97 8 97 9 9 8 1 9 8 2 9 8 3 9 8 4 9 8 6 9 8 7 9 8 8 9 8 9 9 9 1 9 9 2 9 9 3 9 9 4 9 9 6 99 7 99 8 99 9 10 0 1 970 9 6 8 968 9 6 9 969 971 972 950 955 960 949951952953954956957958959961 950 955 949 951952953 954 956957958 9 5 0 95 5 9 4 9 9 5 1 9 5 2 9 5 3 95 4 95 6 95 7 9 5 8 9 5 9 9 7 0 9 7 1 9 7 2 9 7 3 974 9 7 0 96 8 9 6 8 9 6 9 9 7 1 9 7 2 9 7 3 9 7 4 960 957 9 5 8 95 9 9 6 1 9 5 8 958 95 9 970 975 967 968 969 971 972 973 974 976 977 978 9 7 5 98 0 98 5 9 7 6 9 7 7 9 7 8 97 9 98 1 98 2 98 3 98 4 98 6 98 7 98 8 POND 1 NWL=955.0 HWL=959.12 POND 2 NWL=954.0 HWL=956.46 980 985 990 995 10 0 0 979 981 982 983 984 986 987 988 989 991 992 993 994 996997 998 999 10 0 1 973 974 970 9 7 0 9699 6 9 9 7 1 9 7 2 9 7 3 9 7 1 9 7 2 9 7 3 990 99 5 989 991 99 2 99 3 99 4 99 6 98 5 99 0 98 3 98 4 98 6 98 7 98 8 98 9 970 975 968 969 971 972 973 974 976 97 0 966966 966966 96 7 9 6 7 967967 96 7 96 7 96 8 9 6 8 968 968 968 96 9 97 1 96 7 96 8 95 5 9 6 0 95 1 95 2 95 3 95 4 95 6 95 7 95 8 95 9 9 6 1 960 958 959 961 962 95 5 95 1 95 2 95 3 95 4 9 5 6 95 6 955 955 960 953953 954 954 956 956 957 957 958 959 951952953954 9 6 5 96596 5 9 6 2 9 6 3 9 6 4 9 6 6 96 7 97 0 9 7 0 97 1 97 19719 7 1 97 2 97 2 97 3 974 97 5 973973 974 967 968 966967 969 96 9 97 5 97 2 973 97 4 960 961 962 963 96 5 9 6 1 9 6 2 9 6 3 964 966 967 995 1000 10059969979989991001100210031004 980 985 990 977 978 979 981 982 983 984 986987988989 991 9 6 7 96 8 9 6 5 9 6 6 9 6 7 9 6 8 9 6 9 9 7 0 9 6 7 9 6 8 9 6 9 9 7 1 9 7 2 9 7 3 96 7 96 8 967 968 96 5 962 963 964 965 961 962 963 964 965 96 3 96 4 9 6 5 9 6 3 9 6 4 97 0 96 6 96 7 96 8 96 9 965 964 966 96796 7 9 6 7 968 980 979 981982983 985984 986 960 957 958 959 961 962 95 5 95 4 95 6 95 5 9 5 4 9 6 5 96 0 95 9 96 1 96 6 967 968 9 7 0 9 6 6 9 6 7 9 6 8 9 6 9 970 96 9 970 975 971 972 973974 976 977 9 7 8 9 7 9 975 971 972 973 974 970 969 97 0 96996 8 969 9 6 9 975 972 973 974 9 7 3 96 5 97 1 97 2 97 2 965 966 967 9 6 8 9 7 2 9 7 3 995 996 99 2 98 3 98 4 978 955 95 5 956957958959 955 95 5 957 98 5 982 98 3 984 966 96 0 95 8 95 9 96 0 95 8 95 9 19 + 5 7 . 8 7 1+ 0 0 2+ 0 0 3+ 0 0 4 + 0 0 5 + 0 0 6 + 0 0 7 + 0 0 8 + 0 0 9 + 0 0 1 0 + 0 0 1 1 + 0 0 1 2 + 0 0 1 3 + 0 0 1 4 + 0 0 1 5 + 0 0 1 6 + 0 0 1 7 + 0 0 1 8 + 0 0 1 9 + 0 0 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+00 5+00 5+ 1 0 . 7 9 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+0 0 8 + 0 0 9 + 0 0 1 0 + 0 0 1 1 + 0 0 1 2 + 0 0 1 3 + 0 0 14 + 0 0 15 + 0 0 16 + 0 0 17 + 0 0 17 + 7 4 . 4 5 15+44.34 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 8+ 0 0 9+ 0 0 10+00 11 +0 0 12+ 0 0 13+ 0 0 14+ 0 0 15+ 0 0 D 0+0 0 1+0 0 2+0 0 3+0 0 4+0 0 5+0 0 6+0 06+1 7 . 3 1 0+00 1+00 2 +0 0 3+00 4 + 0 0 5 + 0 0 6 + 0 0 7 + 0 0 8 + 0 0 9+00 10+00 11+00 12+00 13+00 14+00 14+57.36 S S S S S S S S S S SV V V V V V V V V V V V V V V V V V V V V SVVV SVVV S V S V V S V V S S V S V S V V S V V S S S S S S SS VVVVVVVV V V VV VV VV VVVVVV VV V V VV VV VV VV VV VV VV VV VVVV VV VV VV VV VV VV D D V V V V | | | | | | | VV VV VV VV | | | | | | || | | | | | | | | VV DVV | | | | | | || || | VV V V V V VV VV VV VV VV VV VVVVVV VV V V VV VV VV D D D DDD D D VVVV V V V V V V V V V V GASLINE NW INV.=958.70 SE INV.=958.50 GASLINE NW INV.=959.40 SE INV.=959.40 953.40 FG VVVVVVVV WS VV | | | VV VV D | | | D VV VV D WETLAND BUFFER REVEGETATION AREA=0.20 ACRES WETLAND BUFFER REVEGETATION AREA=0.22 ACRES WETLAND BUFFER REVEGETATION AREA=0.03 ACRES WETLAND BUFFER SIGNS 100'0 SCALE: 1" = 100' ER O S I O N WE T L A N D B U F F E R S E E D I N G C7.110 : 5 9 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ W e t l a n d S e e d i n g . d w g 12 / 2 4 / 2 0 2 4 WETLAND BUFFER SEDING LEGEND: DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S ALL DISTURBED AREAS SHALL BE REVEGETATED WITH MN/DOT SEED MIX, MULCHED, FERTILIZED & DISK ANCHORED, PER THE FOLLOWING SCHEDULE: STANDARD SEED MIX 25-131: 220 LB/AC. WETLAND BUFFER SEED MIX: 34-261 31.5 LB/AC FERTILIZER 22-5-10:350 LB/AC. MULCH TYPE 3: 2 TONS/AC. POND SEED MIX 33-261:35 LB/AC. SEEDING A) SITE PREPARATION - THE SITE SHOULD BE PREPARED BY LOOSENING TOPSOIL TO A MINIMUM DEPTH OF 3 INCHES. B) FERTILIZER – USE A FERTILIZER ANALYSIS BASED ON A SOIL TEST OR A GENERAL RECOMMENDATION IS A 10-10-10 (NPK) COMMERCIAL GRADE ANALYSIS AT 200 LBS/ACRE. C) SEED INSTALLATION - SEED SHOULD BE INSTALLED WITH A DROP SEEDER THAT WILL ACCURATELY METER THE TYPES OF SEED TO BE PLANTED, KEEP ALL SEEDS UNIFORMLY MIXED DURING THE SEEDING AND CONTAIN DROP SEED TUBES FOR SEED PLACEMENT (BRILLION-TYPE). THE DROP SEEDER SHOULD BE EQUIPPED WITH A CULTIPACKER ASSEMBLY TO ENSURE SEED-TO-SOIL CONTACT. D) SEEDING RATES - RATES ARE SPECIFIED IN THE MIXTURE TABULATION FOR THE SPECIFIED MIX. E) PACKING – IF THE DROP SEEDER IS NOT EQUIPPED WITH A CULTIPACKER, THE SITE SHOULD BE CULTIPACKED FOLLOWING THE SEEDING TO ENSURE SEED-TO-SOIL CONTACT. F) MULCH - THE SITE SHOULD BE MULCHED AND DISC-ANCHORED FOLLOWING CULTIPACKING. THE STANDARD MULCH IS MN/DOT TYPE 1 AT A RATE OF 2.0 TONS/ACRE. ALSO SEE TEMPORARY EROSION CONTROL FOR ADDITIONAL INFORMATION. SEED MIXTURE MAINTENANCE (25-131) YEAR 1 1) PROVIDE WATER IF NECESSARY TO AID ESTABLISHMENT 2) AFTER TURF GRASSES REACH A HEIGHT OF 6 INCHES, INITIALLY MOW TO A HEIGHT OF 2 TO 3 INCHES. LONG TERM 1) FERTILIZE AND WATER AS NEEDED. 2) MOW A MINIMUM OF ONCE EVERY 2 WEEKS. NATIVE GRASS AND FORB MIXTURES (33-261) YEAR 1 ESTABLISHMENT (SPRING SEEDING): 1)PREPARE SITE - LATE APRIL - MAY. 2)SEED - MAY 1 – JUNE 1. MAINTENANCE: 1)MOW (6-8 INCHES) – EVERY 30 DAYS AFTER PLANTING UNTIL SEPTEMBER 30. 2)WEED CONTROL - MOWING SHOULD HELP CONTROL ANNUAL WEEDS. SPOT SPRAY THISTLES ETC. ESTABLISHMENT (FALL SEEDING): 1)PREPARE SITE - LATE AUGUST - EARLY SEPTEMBER. 2)SEED - LATE SEPTEMBER TO FREEZE-UP. MAINTENANCE (FOLLOWING SEASON): 1)MOW (6-8 INCHES) – ONCE IN MAY, JUNE AND JULY. 2)WEED CONTROL - MOWING SHOULD KEEP ANNUAL WEEDS DOWN. SPOT SPRAY THISTLES ETC. EVALUATION: 1)COVER CROP GROWING WITHIN 2 WEEKS OF PLANTING (EXCEPT DORMANT PLANTINGS). 2)SEEDLINGS SPACED 1-6 INCHES APART IN DRILL ROWS. 3)NATIVE GRASS SEEDLINGS MAY ONLY BE 4-6 INCHES TALL. 4)IF THERE IS A FLUSH OF GROWTH FROM FOXTAIL ETC., MOW AS NECESSARY. YEAR 2 MAINTENANCE: 1)MOW (6-8 INCHES) ONE TIME BETWEEN JUNE 1 - AUGUST 15 BEFORE WEEDS SET SEED. 2)WEED CONTROL - MOWING SHOULD KEEP ANNUAL WEEDS DOWN. SPOT SPRAY THISTLES ETC. 3)SOME SITES MAY NOT REQUIRE MUCH MAINTENANCE THE SECOND YEAR. EVALUATION: 1)COVER CROP WILL BE GONE UNLESS WINTER WHEAT WAS USED IN A FALL PLANTING. 2)GRASSES FORMING CLUMPS 1-6 INCHES APART IN DRILL ROWS, BUT STILL SHORT. 3)SOME FLOWERS SHOULD BE BLOOMING (BLACK-EYED SUSANS, BERGAMOT ETC.). 4)IF THERE IS A FLUSH OF GROWTH FROM FOXTAIL ETC., MOW SITE. YEAR 3 MAINTENANCE: 1)MOW ONLY IF NECESSARY. 3)WEED CONTROL - SPOT SPRAY THISTLES, ETC. 4)SITES USUALLY DO NOT REQUIRE MUCH MAINTENANCE THE THIRD YEAR. EVALUATION: 1)PLANTING SHOULD BEGIN LOOKING LIKE A PRAIRIE - TALL GRASSES, FLOWERS ETC. LONG-TERM MAINTENANCE: 1)WEED CONTROL - SPOT SPRAY THISTLES ETC. 2)BURNING (3-5 YEAR ROTATION) ALTERNATE SPRING AND FALL IF POSSIBLE. 3)HAYING (3-5 YEAR ROTATION) LATE SUMMER OR EARLY FALL. ALTERNATE WITH BURN ALL BUFFERS (NATURAL OR CREATED) MUST BE PROTECTED DURING CONSTRUCTION WITH EROSION CONTROL. WHEN EXISTING VEGETATION IS NOT ACCEPTABLE FOR USE AS THE BUFFER, THEN A BUFFER MUST BE ESTABLISHED BY PLANTING. PLANTING MUST MEET THESE CRITERIA: ·PLANTING MUST BE IDENTIFIED ON THE WETLAND REPLACEMENT PLAN OR GRADING PLAN. ·PLANTING MUST BE DONE BY A QUALIFIED CONTRACTOR. ·INSTALL IN ACCORDANCE WITH MOST CURRENT BWSR GUIDANCE. ·REPLANT VEGETATION THAT IS UNSUCCESSFUL DURING THE FIRST TWO GROWING SEASONS. ·NO FERTILIZER MAY BE USED UNLESS PRESCRIBED BY ACCREDITED SOIL TESTING LAB. ·THE SEED PLANTED MUST BE: ··A 100% NATIVE BWSR SEED MIX OR EQUIVALENT APPROVED BY PERMITTING AUTHORITIES, WITH THE EXCEPTION OF A 1-TIME ANNUAL NURSE OR COVER CROP SUCH AS OATS OR RYE. ··OF LOCAL ECOTYPE ORIGINATING WITHIN 300 MILES. ·NATIVE TREES/SHRUBS MAY SUBSTITUTE FORBS AT 60 PER ACRE. BUFFER MONUMENTS BUFFERS SHALL BE ADEQUATELY MARKED WITH SIGNAGE AT A MAXIMUM 200 FT SPACING. SIGNS SHOULD BE ERECTED BEFORE OCCUPATION OF THE NEW DEVELOPMENTS. MONUMENT REQUIREMENTS CAN BE WAIVED WHERE THE PERMITTING AUTHORITY DEEMS THEY WOULD SERVE NO PRACTICAL PURPOSE. BUFFER MAINTENANCE FIRST TWO FULL GROWING SEASONS - DURING FIRST TWO FULL GROWING SEASONS THE APPLICANT MUST REPLANT ANY VEGETATION THAT DOES NOT SURVIVE. MUNICIPALITIES ARE ENCOURAGED TO CONSIDER BUFFER ESTABLISHMENT AND MANAGEMENT IN ESCROWS. AFTER THE FIRST TWO FULL GROWING SEASONS - AFTER THE FIRST TWO FULL GROWING SEASONS THE BUFFER MUST BE RESEEDED IF THE BUFFER CHANGES AT ANY TIME THROUGH HUMAN INTERVENTION OR ACTIVITIES. EXISTING BUFFERS THAT HAVE ESTABLISHED PERENNIAL VEGETATION WITH CONTINUOUS COVER AND ARE FREE OF NOXIOUS WEEDS DO NOT HAVE TO RE-ESTABLISHED. SEED MIX: 34-261 RIPARIAN SOUTH AND WEST (31.5 LB/AC) SEEDING & MAINTENANCE (PER MNDOT): WETLAND BUFFER SIGN TAN A G E R L A N E FALLON DRI V E N E SP A R R O W S T R E E T GOLDFINCH AVENUE TA N A G E R L A N E GO L D F I N C H A V E N U E SHEET X.1 SHEET X.3 SHEET X.2 SHEET X.4 SH E E T X . 1 SH E E T X . 2 SH E E T X . 3 SH E E T X . 4 8 11 14 8 1 1 1 1 1 1 1 26 28 OUTLOT A 2 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 8 9 10 11 1213 2 3 4 2 3 4 5 6 7 2 3 4 5 6 7 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 27 OUTLOT B 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 2 3 4 5 6 7 12 13 14 15 16 17 18 19 20 CH I C K A D E E L A N E 2 3 4 5 6 7 89101112 13 14 15 16 1 OUTLOT C OUTLOT D OUTLOT G 1 2 3 4 7 8 9 10 ROBIN STR E E T ROBIN STREET FALLON DRI V E N E MALLARD LANE FA L L O N D R I V E N E HERON C O U R T TA N A G E R C I R C L E H W HW HW HW HW HW H W HWHWHWHWHWHW H W H W HW H W HW HW H W H W HW H W H W H W HW HW HW HW HW H W H W H W HWHW HW HW 1 OUTLOT E OUTLOT F 2 5 17 18 19 20 8 9 10 11 5 6 7 8 9 10 6 1 9 8 7 6 5 4 3 2 10 11 12 8 5 t h S t N E GOLDFINCH AVE ROBIN STREET S P A R R O W S T G O L D F I N C H A V E CHICKADEEE LN GOLDFINCH AVE GO L D F I N C H A V E TA N A G E R L A N E TAN A G E R L A N E FAL L O N D R TAN A G E R L A N E FA L L O N D R S P A R R O W S T R O B I N S T R E E T TANAGER LN MALLARD LN C H I C K A D E E L A N E R O B I N S T R E E T CH I C K A D E E L A N E TA N A G E R L A N E T A N A G E R L A N E 8 5 T H S T N . E . GOPHER STATE ONE CALL MINNESOTA TOLL FREE 1-800-252-1166 TWIN CITY AREA 651-454-0002 CALL 48 HOURS BEFORE DIGGING: SI T E B A S E OV E R A L L S I G N P L A N C8.011 : 0 0 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ S i g n P l a n . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S SCALE: 1" = 100' 0 100' FALLON DRI V E N E GOLDFINCH AVENUE TA N A G E R L A N E SHEET X.1 SHEET X.3 SH E E T X . 1 SH E E T X . 2 8 1 1 1 OUTLOT A 2 3 4 5 6 7 8 1 2 3 4 5 2 3 4 5 6 7 2 OUTLOT B 1 1 7 MALLARD LANEHERON C O U R T HW HW HW HW HW HW HW HW HW HW HW HW H W HWHWHWHWHWHWHWHWHWHWHWHW HW HW HW HW H W HW HW H W H W HW HW HW H W H W HW H W H W HW H W H W H W H W H W H W HW HW HW HW HW H W HW HW HW HW HW HW H W H W H W H W HW HWHWHWHWHW HW HW HW 10 6 9 8 7 6 R1 - 1 GO L D F I N C H A V E TA N A G E R L A N E R1-1 TANAGER LN MALLARD LN R1 - 1 CH I C K A D E E L A N E TA N A G E R L A N E SI T E B A S E NW S I G N P L A N C8.111 : 0 0 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ S i g n P l a n . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S PROPOSED CONCRETE PAVEMENT PROPOSED ASPHALT PAVEMENT CONCRETE CURB AND GUTTER - B612 (INFLOW) LEGEND:SITE PLAN NOTES: 1. ALL OTHER DIMENSIONS ARE SHOWN TO BACK OF CURB. 2.ALL CONCRETE RAMPS, SIDEWALKS AND ACCESSIBLE HANDICAPPED PARKING STALLS TO CONFORM TO CURRENT A.D.A. REQUIREMENTS. 3.CONTRACTOR SHALL FIELD VERIFY HORIZONTAL AND VERTICAL LOCATION OF EXISTING UTILITIES PRIOR TO START OF CONSTRUCTION. 4.CONTRACTOR SHALL INSTALL EROSION CONTROL MEASURES PRIOR TO THE START OF CONSTRUCTION. 5.CONSTRUCTION SHALL BE IN ACCORDANCE WITH APPLICABLE CITY, COUNTY AND STATE REGULATIONS. 6.SITE SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE PLANS APPROVED BY THE CITY. 7.LANDSCAPING AND TURF ESTABLISHMENT PER LANDSCAPE PLANS & SPECIFICATIONS. PROPOSED SIGN SINGLE FAMILY HOME VILLA HOME SCALE: 1" = 50' 0 50' SP A R R O W S T R E E T GOLDFINCH AVENUE TA N A G E R L A N E SHEET X.2 SHEET X.4 SH E E T X . 1 SH E E T X . 2 1 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 2 3 4 5 6 7 13 14 15 16 17 18 19 20 CH I C K A D E E L A N E 2 3 4 OUTLOT C 8 9 OUTLOT E OUTLOT F 19 20 8 9 10 11 10 6 1 9 8 7 6 5 4 3 2 RETAINING WALL R1 - 1 R1-1 R 1 - 1 S P A R R O W S T G O L D F I N C H A V E CHICKADEEE LN GOLDFINCH AVE GO L D F I N C H A V E TA N A G E R L A N E R1-1 TANAGER LN MALLARD LN R 1 - 1 C H I C K A D E E L A N E R O B I N S T R E E T R1 - 1 CH I C K A D E E L A N E TA N A G E R L A N E SI T E B A S E NE S I G N P L A N C8.211 : 0 0 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ S i g n P l a n . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S PROPOSED CONCRETE PAVEMENT PROPOSED ASPHALT PAVEMENT CONCRETE CURB AND GUTTER - B612 (INFLOW) LEGEND:SITE PLAN NOTES: 1. ALL OTHER DIMENSIONS ARE SHOWN TO BACK OF CURB. 2.ALL CONCRETE RAMPS, SIDEWALKS AND ACCESSIBLE HANDICAPPED PARKING STALLS TO CONFORM TO CURRENT A.D.A. REQUIREMENTS. 3.CONTRACTOR SHALL FIELD VERIFY HORIZONTAL AND VERTICAL LOCATION OF EXISTING UTILITIES PRIOR TO START OF CONSTRUCTION. 4.CONTRACTOR SHALL INSTALL EROSION CONTROL MEASURES PRIOR TO THE START OF CONSTRUCTION. 5.CONSTRUCTION SHALL BE IN ACCORDANCE WITH APPLICABLE CITY, COUNTY AND STATE REGULATIONS. 6.SITE SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE PLANS APPROVED BY THE CITY. 7.LANDSCAPING AND TURF ESTABLISHMENT PER LANDSCAPE PLANS & SPECIFICATIONS. PROPOSED SIGN SINGLE FAMILY HOME VILLA HOME SCALE: 1" = 50' 0 50' TAN A G E R L A N E FALLON DRI V E N E TA N A G E R L A N E SHEET X.1 SHEET X.3 SH E E T X . 3 SH E E T X . 4 8 11 14 1 1 4 5 6 7 8 9 10 2 3 4 5 6 7 8 9 10 11 12 13 2 3 4 2 3 4 5 6 OUTLOT G 1 2 3 FALLON DRI V E N E 1 OUTLOT E 2 5 6 7 8 7 6 5 4 8 5 t h S t N E R1- 1 R1- 1 "FUTURE STREET" PERMANENT BARRICADE TA N A G E R L A N E FAL L O N D R TA N A G E R L A N E FA L L O N D R C H I C K A D E E L A N E R O B I N S T R E E T R1 - 1 CH I C K A D E E L A N E TA N A G E R L A N E 30' SIGHT TRIANGLE R 1 - 1 T A N A G E R L A N E 8 5 T H S T N . E . 3 0 ' 30' 30' 3 0 ' SI T E B A S E SW S I G N P L A N C8.311 : 0 0 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ S i g n P l a n . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S PROPOSED CONCRETE PAVEMENT PROPOSED ASPHALT PAVEMENT CONCRETE CURB AND GUTTER - B612 (INFLOW) LEGEND:SITE PLAN NOTES: 1. ALL OTHER DIMENSIONS ARE SHOWN TO BACK OF CURB. 2.ALL CONCRETE RAMPS, SIDEWALKS AND ACCESSIBLE HANDICAPPED PARKING STALLS TO CONFORM TO CURRENT A.D.A. REQUIREMENTS. 3.CONTRACTOR SHALL FIELD VERIFY HORIZONTAL AND VERTICAL LOCATION OF EXISTING UTILITIES PRIOR TO START OF CONSTRUCTION. 4.CONTRACTOR SHALL INSTALL EROSION CONTROL MEASURES PRIOR TO THE START OF CONSTRUCTION. 5.CONSTRUCTION SHALL BE IN ACCORDANCE WITH APPLICABLE CITY, COUNTY AND STATE REGULATIONS. 6.SITE SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE PLANS APPROVED BY THE CITY. 7.LANDSCAPING AND TURF ESTABLISHMENT PER LANDSCAPE PLANS & SPECIFICATIONS. PROPOSED SIGN SINGLE FAMILY HOME VILLA HOME SCALE: 1" = 50' 0 50' SP A R R O W S T R E E T GO L D F I N C H A V E N U E SHEET X.2 SHEET X.4 SH E E T X . 3 SH E E T X . 4 8 1 1 26 28 2 3 4 5 6 7 21 22 23 24 25 27 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 12 13 14 15 16 17 CH I C K A D E E L A N E 2 3 4 5 6 7 891011 12 13 14 15 16 OUTLOT D OUTLOT G 4 10 ROBIN STR E E T ROBIN STREET FALLON DRI V E N E 1 OUTLOT E OUTLOT F 2 5 17 18 19 20 9 10 11 7 8 9 6 7 6 5 4 10 11 12 RETAINING WALL R1-1 R 1 - 1 "FUTURE STREET" PERMANENT BARRICADE "FUTURE STREET" PERMANENT BARRICADE GOLDFINCH AVE ROBIN STREET S P A R R O W S T R O B I N S T R E E T R 1 - 1 C H I C K A D E E L A N E R O B I N S T R E E T R1 - 1 CH I C K A D E E L A N E TA N A G E R L A N E SI T E B A S E SE S I G N P L A N C8.411 : 0 0 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ S i g n P l a n . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S PROPOSED CONCRETE PAVEMENT PROPOSED ASPHALT PAVEMENT CONCRETE CURB AND GUTTER - B612 (INFLOW) LEGEND:SITE PLAN NOTES: 1. ALL OTHER DIMENSIONS ARE SHOWN TO BACK OF CURB. 2.ALL CONCRETE RAMPS, SIDEWALKS AND ACCESSIBLE HANDICAPPED PARKING STALLS TO CONFORM TO CURRENT A.D.A. REQUIREMENTS. 3.CONTRACTOR SHALL FIELD VERIFY HORIZONTAL AND VERTICAL LOCATION OF EXISTING UTILITIES PRIOR TO START OF CONSTRUCTION. 4.CONTRACTOR SHALL INSTALL EROSION CONTROL MEASURES PRIOR TO THE START OF CONSTRUCTION. 5.CONSTRUCTION SHALL BE IN ACCORDANCE WITH APPLICABLE CITY, COUNTY AND STATE REGULATIONS. 6.SITE SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE PLANS APPROVED BY THE CITY. 7.LANDSCAPING AND TURF ESTABLISHMENT PER LANDSCAPE PLANS & SPECIFICATIONS. PROPOSED SIGN SINGLE FAMILY HOME VILLA HOME SCALE: 1" = 50' 0 50' TA N A G E R L A N E FALLON DRIVE NE S H E E T X . 3 S H E E T X . 4 14 1 3 4 5 6 7 8 9 10 11 12 13 2 3 4 OUTLOT G 2 3 FALLON DRIVE NE 5 6 7 8 85th St NE R 1 - 1 R1 - 1 "FU T U R E S T R E E T " P E R M A N E N T B A R R I C A D E TA N A G E R L A N E FA L L O N D R TA N A G E R L A N E FA L L O N D R 30' S I G H T T R I A N G L E STOPPING SIGHT DISTANCE R1-1 TANAGER LANE 85TH ST N.E. DESIGN INTERSECTION SIGHT DISTANCE STOPPING SIGHT DISTANCE DESIGN INTERSECTION SIGHT DISTANCE 30' 30 ' 30 ' 30' SI T E B A S E SI G H T L I N E E X H I B I T C8.511 : 0 0 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ S i g n P l a n . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S PROPOSED CONCRETE PAVEMENT PROPOSED ASPHALT PAVEMENT CONCRETE CURB AND GUTTER - B612 (INFLOW) LEGEND:SITE PLAN NOTES: 1. ALL OTHER DIMENSIONS ARE SHOWN TO BACK OF CURB. 2.ALL CONCRETE RAMPS, SIDEWALKS AND ACCESSIBLE HANDICAPPED PARKING STALLS TO CONFORM TO CURRENT A.D.A. REQUIREMENTS. 3.CONTRACTOR SHALL FIELD VERIFY HORIZONTAL AND VERTICAL LOCATION OF EXISTING UTILITIES PRIOR TO START OF CONSTRUCTION. 4.CONTRACTOR SHALL INSTALL EROSION CONTROL MEASURES PRIOR TO THE START OF CONSTRUCTION. 5.CONSTRUCTION SHALL BE IN ACCORDANCE WITH APPLICABLE CITY, COUNTY AND STATE REGULATIONS. 6.SITE SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE PLANS APPROVED BY THE CITY. 7.LANDSCAPING AND TURF ESTABLISHMENT PER LANDSCAPE PLANS & SPECIFICATIONS. PROPOSED SIGN SINGLE FAMILY HOME VILLA HOME SCALE: 1" = 50' 0 50' SIGHT LINE ORIGIN LEGEND:SIGHT LINE EXHIBIT NOTES: 1.SPEED LIMIT: 55 MPH: DESIGN INTERSECTION SIGHT DISTANCE: 610 FT. STOPPING SIGHT DISTANCE: 495 FT. 2.NO SIGHT OBSTRUCTIONS PRESENT WITHIN STOPPING SIGHT DISTANCE TO ENTRANCE OF SITE. SIGHT TRIANGLE SW P P P TEMPORARY EROSION AND SEDIMENT CONTROL SPECIFICATIONS PART 1 GENERAL 1.01 SECTION INCLUDES A.PREVENTION OF SEDIMENTATION OF WATERWAYS, OPEN DRAINAGE WAYS, AND STORM AND SANITARY SEWERS DUE TO CONSTRUCTION ACTIVITIES. 1.02 REFERENCE STANDARDS A.GENERAL PERMIT AUTHORIZATION TO DISCHARGE STORM WATER ASSOCIATED WITH CONSTRUCTION ACTIVITY UNDER THE NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM. MINNESOTA PERMIT NO: MN R100001. 1.03 PERFORMANCE REQUIREMENTS A.COMPLY WITH ALL REQUIREMENTS OF THE MINNESOTA POLLUTION CONTROL AGENCY FOR EROSION AND SEDIMENT CONTROL. B.DO NOT BEGIN CLEARING, GRADING, OR OTHER WORK INVOLVING DISTURBANCE OF GROUND SURFACE COVER UNTIL APPLICABLE PERMITS HAVE BEEN OBTAINED; FURNISH ALL DOCUMENTATION REQUIRED TO OBTAIN APPLICABLE PERMITS. 1.OBTAIN AND PAY FOR PERMITS REQUIRED BY AUTHORITY HAVING JURISDICTION. C.TIMING: PUT PREVENTIVE MEASURES IN PLACE PRIOR TO DISTURBANCE OF SURFACE COVER AND BEFORE PRECIPITATION OCCURS. D.EROSION OFF SITE: PREVENT EROSION OF SOIL AND DEPOSITION OF SEDIMENT ON OTHER PROPERTIES CAUSED BY WATER LEAVING THE PROJECT SITE DUE TO CONSTRUCTION ACTIVITIES FOR THIS PROJECT. 1.PREVENT TRACKING OF MUD ONTO PUBLIC ROADS OUTSIDE SITE. 2.PREVENT MUD AND SEDIMENT FROM FLOWING ONTO PAVEMENTS. E.SEDIMENTATION OF WATERWAYS OFF SITE: PREVENT SEDIMENTATION OF WATERWAYS OFF THE PROJECT SITE, INCLUDING RIVERS, STREAMS, LAKES, PONDS, OPEN DRAINAGE WAYS, STORM SEWERS, AND SANITARY SEWERS. 1.IF SEDIMENTATION OCCURS, INSTALL OR CORRECT PREVENTIVE MEASURES IMMEDIATELY AT NO COST TO OWNER; REMOVE DEPOSITED SEDIMENTS; COMPLY WITH REQUIREMENTS OF AUTHORITIES HAVING JURISDICTION. F.MAINTENANCE: MAINTAIN TEMPORARY PREVENTIVE MEASURES UNTIL PERMANENT MEASURES HAVE BEEN ESTABLISHED. PART 2 PRODUCTS 2.01 MATERIALS A.TEMPORARY SILT FENCE: WOVEN POLYPROPYLENE GEOTEXTILE RESISTANT TO COMMON SOIL CHEMICALS, MILDEW, AND INSECTS; NON-BIODEGRADABLE; IN LONGEST LENGTHS POSSIBLE; FABRIC INCLUDING SEAMS WITH THE FOLLOWING MINIMUM AVERAGE ROLL LENGTHS: 1.AVERAGE OPENING SIZE: 20 U.S. STD. SIEVE, MAXIMUM, WHEN TESTED IN ACCORDANCE WITH ASTM D4751. 2.PERMITTIVITY: 0.05 SEC^-1, MINIMUM, WHEN TESTED IN ACCORDANCE WITH ASTM D4491. 3.ULTRAVIOLET RESISTANCE: RETAINING AT LEAST 70 PERCENT OF TENSILE STRENGTH, WHEN TESTED IN ACCORDANCE WITH ASTM D4355/D4355M AFTER 500 HOURS EXPOSURE. 4.TENSILE STRENGTH: 100 LB-F, MINIMUM, IN CROSS-MACHINE DIRECTION; 124 LB-F, MINIMUM, IN MACHINE DIRECTION; WHEN TESTED IN ACCORDANCE WITH ASTM D4632. 5.ELONGATION: 15 TO 30 PERCENT, WHEN TESTED IN ACCORDANCE WITH ASTM D4632. 6.TEAR STRENGTH: 55 LB-F, MINIMUM, WHEN TESTED IN ACCORDANCE WITH ASTM D4533. 7.COLOR: MANUFACTURER'S STANDARD, WITH EMBEDMENT AND FASTENER LINES PREPRINTED. 8.SILT FENCE POSTS: ONE OF THE FOLLOWING, MINIMUM 5 FEET LONG: a.STEEL U- OR T-SECTION, WITH MINIMUM MASS OF 1.33 LB PER LINEAR FOOT. b.SOFTWOOD, 4 BY 4 INCHES IN CROSS SECTION. c.HARDWOOD, 2 BY 2 INCHES IN CROSS SECTION. B.TEMPORARY SEDIMENT LOGS: FILTER LOGS SHALL CONSIST OF TYPE WOOD FIBER BIOROLLS AND THE REQUIREMENTS OF MNDOT SPEC. 3897. 1.SHALL BE ONE OF THE FOLLOWING. a.SHALL BE SILTSOXX PERIMETER CONTROL BY FILTREXX, INC., OR EQUAL. C.TEMPORARY SEDIMENT FILTER. 1.SHALL BE ONE OF THE FOLLOWING. a.DROP-IN SEDIMENT FILTER UNIT THAT INSERTS INTO THE INLET. 1)SHALL BE FLEXSTORM PURE: PERMANENT INLET FILTER BY ADS, INC., OR EQUAL. (a)PROVIDE CURB OPENING PROTECTION FOR EXISTING INLETS WITH CURB OPENINGS. D.TEMPORARY ROCK CONSTRUCTION ENTRANCE. 1.ROCK SHALL BE CLEAN 1 TO 2 INCH WASHED ROCK. E.TEMPORARY SLOPE EROSION PROTECTION. 1.SHALL BE ONE OF THE FOLLOWING. a.EROSION CONTROL BLANKET. 1)SHALL CONSIST OF A UNIFORM WEB OF INTERLOCKING STRAW OR WOOD FIBERS SANDWICHED BETWEEN AN ATTACHED TOP AND BOTTOM LAYER OF NET BACKING. 2)THE NETTING SHALL BE BIODEGRADABLE CONTAINING SUFFICIENT UV STABILIZATION FOR BREAKDOWN TO OCCUR WITHIN A NORMAL GROWING SEASON. 3)STAPLES USED TO ANCHOR THE BLANKETS SHALL BE U-SHAPED, 11 GAUGE OR HEAVIER STEEL WIRE HAVING A SPAN WIDTH OF 1 INCH AND A LENGTH OF 8 INCHES OR MORE FROM TOP TO BOTTOM AFTER BENDING. 4)THE EROSION CONTROL BLANKETS ACCEPTABLE FOR USE ON THIS PROJECT INCLUDE: (a)GEO-SYNTHETICS, INC., - LANDLOK 52. (b)NORTH AMERICAN GREEN - S150. (c)OR EQUAL. b.BONDED FIBER MATRIX. 1)THE FIBERS SHALL BE COMPOSED OF 100% WOOD OR WOOD BY-PRODUCTS. A MINIMUM OF 25% OF THE FIBERS SHALL AVERAGE 10.16 MM (0.4 INCHES) IN LENGTH AND 50% OR MORE SHALL BE RETAINED ON A CLARK FIBER CLASSIFIER 24 MESH SCREEN. FIBERS SHALL BE COLORED WITH A WATER SOLUBLE, NON-TOXIC DYE, TO AID IN UNIFORM APPLICATION OVER THE SITE. 2)THE BINDER SHALL BE A HYDRO COLLOID BASED (GUAR GUM) WITH ADDED SLOW-RELEASE AND AGRICULTURAL BASED FERTILIZERS. THE BINDER SHALL NOT DISSOLVE OR DISPERSE UPON REWETTING. 3)THE BFM SLURRY SHALL DRY TO FORM A CRUST APPROXIMATELY 3-6 MM (1/8 TO 1/4 INCHES) THICK ADHERING TO THE SOIL SURFACE. 4)THE MOISTURE CONTENT OF THE MATRIX SHALL BE 12% +/- 3% BY WEIGHT. 5)THE MATRIX SHALL CONSIST OF MATERIALS THAT ARE 100% BIODEGRADABLE AND 100% BENEFICIAL TO PLANT LIFE. 6)THE MATRIX SHALL PROVIDE 100% CONTINUOUS COVERAGE AND SHALL HAVE NO HOLES GREATER THAN 1MM IN SIZE. 7)THE HYDRATED MIXTURE DENSITY SHALL BE APPROXIMATED BY A SLUMP TEST PRIOR TO APPLICATION. 8)THE BFM MULCH: WATER RATIO SHALL BE AS MANUFACTURER RECOMMENDATIONS. THE MINIMUM BFM MULCH TO WATER RATIO IS 50LBS BFM MULCH AND 100 GALLONS WATER. THE WATER RATE WILL VARY BETWEEN 100 GALLONS AND 125 GALLONS PER 50LBS, DEPENDING ON WHICH OF THE PRODUCTS IS USED. 9)THE BONDED FIBER MATRIX MULCH PRODUCTS ACCEPTABLE FOR USE ON THIS PROJECT INCLUDE. (a)ECOAEGIS - MANUFACTURED BY CANFOR. (b)SOIL GUARD - MANUFACTURED BY MAT, INC. (c)CONWED 3000 - MANUFACTURED BY CONWED FIBERS, INC. F.TEMPORARY PUMPED SEDIMENT CONTROL DEVICE. 1.NON-WOVEN GEOTEXTILE FABRIC SEWN INTO A BAG USING A DOUBLE NEEDLE MACHINE AND HIGH STRENGTH THREAD. a.SEAMS SHALL HAVE AN AVERAGE WIDTH STRENGTH OF 60LB/INCH AS PER ASTM D4883 AND MEET OR EXCEED THE FOLLOWING. 1)GRAB TENSILE OF 205 LBS AS PER ASTM D 4632. 2)PUNCTURE OF 110 LBS AS PER ASTM D 4833. 3)FLOW RATE OF 95 GAL/MIN/SF AS PER ASTM D 4491. 4)PERMITTIVITY OF 1.5 SEC-1 AS PER ASTM D 4491. 5)MULLEN BURST STRENGTH OF 350 PSI AS PER ASTM D 3786. 6)AOS% OF 80% US SIEVE AS PER ASTM D 4751. 2.SPOUT LARGE ENOUGH TO ACCOMMODATE A 4 INCH DISCHARGE HOSE WITH STRAP TO TIE UNIT CLOSED. 3.SHALL BE ONE OF THE FOLLOWING. a.DIRTBAG. 1)ACF ENVIRONMENTAL, INC., 2831 CARDWELL ROAD, RICHMOND, VIRGINIA 23234, 800-448-3636. b.DANDY DEWATERING BAG. 1)DANDY PRODUCTS, INC., P.O. BOX 1980, WESTERVILLE, OHIO 43086, 800-591-2284. c.OR EQUAL. PART 3 EXECUTION 3.01 PREPARATION A.SCHEDULE WORK SO THAT SOIL SURFACES ARE LEFT EXPOSED FOR THE MINIMUM AMOUNT OF TIME. B.THE CONSTRUCTION SITE OPERATOR SHALL FOLLOW ALL REQUIREMENTS OF THE MINNESOTA STORMWATER PERMIT NO. MN R100001. C.THE CONTRACTOR SHALL COMPLETE AND SIGN THE NOTICE OF INTENT, OBTAIN THE OWNER'S SIGNATURE, AND SUBMIT TO THE MPCA. 1.PROVIDE A SIGNED COPY TO THE OWNER. 3.03 INSTALLATION A.TEMPORARY ROCK CONSTRUCTION ENTRANCE. 1.THE ROCK AREA SHALL BE A MINIMUM OF 6 INCHES DEEP, EXTEND THE FULL WIDTH OF THE EGRESS AREA AND SHALL BE AT LEAST 50FT LONG, HOWEVER, LONGER ENTRANCES MAY BE REQUIRED TO ADEQUATELY CLEAN THE TIRES. 2.GEOTEXTILE FABRIC MAY BE USED TO PREVENT MIGRATION OF MUD FROM THE UNDERLYING SOIL INTO THE ROCK. B.TEMPORARY SILT FENCES: 1.STORE AND HANDLE FABRIC IN ACCORDANCE WITH ASTM D4873. 2.USE NOMINAL 30 INCH HIGH BARRIERS, MINIMUM 60 INCH LONG POSTS SPACED AT 6 FEET MAXIMUM SPACING. 3.EMBED BOTTOM OF FABRIC IN A TRENCH ON THE UPSLOPE SIDE OF FENCE, WITH 6 INCHES OF FABRIC LAID FLAT ON BOTTOM OF TRENCH FACING UPSLOPE; BACKFILL TRENCH AND COMPACT. 4.MINIMUM POST EMBEDMENT. a.STEEL POST = 24 INCHES, MINIMUM. b.WOOD POST = 18 INCHES, MINIMUM. 5.DO NOT SPLICE FABRIC WIDTH; MINIMIZE SPLICES IN FABRIC LENGTH; SPLICE AT POST ONLY, OVERLAPPING AT LEAST 18 INCHES, WITH EXTRA POST. 6.FASTEN FABRIC TO WOOD POSTS USING ONE OF THE FOLLOWING: a.FOUR NAILS PER POST WITH 3/4 INCH DIAMETER FLAT OR BUTTON HEAD, 1 INCH LONG, AND 14 GAGE, 0.083 INCH SHANK DIAMETER. b.FIVE STAPLES PER POST WITH AT LEAST 17 GAGE, 0.0453 INCH WIRE, 3/4 INCH CROWN WIDTH AND 1/2 INCH LONG LEGS. 7.FASTEN FABRIC TO STEEL POSTS USING WIRE, NYLON CORD, OR INTEGRAL POCKETS. C.TEMPORARY SEDIMENT LOGS: 1.PERIMETER CONTROL SHOULD BE INSTALLED PARALLEL TO THE BASE OF THE SLOPE OR OTHER DISTURBED AREA. 2.STAKES SHOULD BE INSTALLED THROUGH THE MIDDLE OF THE PERIMETER CONTROL ON 10 FT CENTERS, USING 2 IN BY 2 IN BY 3 FT WOODEN STAKES. IN THE EVENT STAKING IS NOT POSSIBLE, I.E., WHEN PERIMETER CONTROL IS USED ON PAVEMENT, HEAVY CONCRETE BLOCKS SHALL BE USED BEHIND THE PERIMETER CONTROL TO HELP STABILIZE DURING RAIN EVENTS. D.TEMPORARY SEDIMENT FILTERS. 1.DROP-IN SEDIMENT TRAP. a.PLACE AS RECOMMENDED BY THE MANUFACTURER. E.TEMPORARY PUMPED SEDIMENT CONTROL DEVICE. 1.INSTALL AS PER MANUFACTURER'S RECOMMENDATIONS. F.TEMPORARY SLOPE EROSION PROTECTION. 1.PLACE AT ANY AND ALL FINISH SLOPES THAT ARE STEEPER THAN 10H:1V. 2.SEED AND FERTILIZE PER SPECIFICATION 32 9219 PRIOR TO INSTALLING TEMPORARY SLOPE EROSION PROTECTION. 3.BONDED FIBER MATRIX. a.INSTALL THE BFM AS PER THE MANUFACTURER'S INSTRUCTIONS WITH THE FOLLOWING MINIMUM GUIDELINES. 1)THE BFM SHALL BE APPLIED WITH HYDRAULIC SPRAY EQUIPMENT BY A MANUFACTURER'S CERTIFIED APPLICATOR. 2)APPLICATION SHALL BE DONE AT LEAST 24 HOURS IN ADVANCE OF PROJECTED RAINFALL TO ALLOW THE BFM MULCH ADEQUATE TIME TO DRY. 3)THE BFM MULCH SHALL BE APPLIED IN TWO STAGES (ONE-HALF RATE) WITH AMPLE TIME TO DEWATER THE FIRST APPLICATION. 4)THE BFM MULCH SHALL BE APPLIED FROM AT LEAST TWO ALTERNATE DIRECTIONS, PREFERABLY 90 DEGREES APART, IF POSSIBLE, TO ENSURE ALL SOIL FACES ARE COVERED. 5)THE INSTALLATION RATE OF THE BFM MULCH SHALL BE 3500 LBS PER ACRE, MINIMUM AND 100% COVERAGE. 4.EROSION CONTROL BLANKET. a.INSTALL AS PER MANUFACTURER'S RECOMMENDATIONS. 3.04 MAINTENANCE A.INSPECT PREVENTIVE MEASURES WEEKLY, WITHIN 24 HOURS AFTER THE END OF ANY STORM THAT PRODUCES 0.5 INCHES OR MORE RAINFALL AT THE PROJECT SITE, AND DAILY DURING PROLONGED RAINFALL. B.REPAIR DEFICIENCIES IMMEDIATELY. C.TEMPORARY SILT FENCES: 1.PROMPTLY REPLACE FABRIC THAT DETERIORATES UNLESS NEED FOR FENCE HAS PASSED. 2.REMOVE SILT DEPOSITS THAT EXCEED ONE-THIRD OF THE HEIGHT OF THE FENCE. 3.REPAIR FENCES THAT ARE UNDERCUT BY RUNOFF OR OTHERWISE DAMAGED, WHETHER BY RUNOFF OR OTHER CAUSES. D.TEMPORARY CONSTRUCTION EXIT. 1.PERIODIC ADDITION OF ROCK, OR REMOVAL AND REPLACEMENT OF PAD SHALL BE PROVIDED AS VOIDS BECOME FILLED WITH SOIL. E.TEMPORARY PUMPED SEDIMENT CONTROL DEVICE. 1.REPLACE THE UNIT WHEN 1/2 FULL OF SEDIMENT OR WHEN SEDIMENT HAS REDUCED THE FLOW RATE OF THE PUMP DISCHARGE TO AN IMPRACTICAL RATE. F.PLACE SEDIMENT IN APPROPRIATE LOCATIONS ON SITE; DO NOT REMOVE FROM SITE. 3.05 CLEAN UP A.REMOVE TEMPORARY MEASURE AFTER PERMANENT VEGETATION HAS BEEN ESTABLISHED. B.WHERE REMOVAL OF TEMPORARY MEASURES WOULD LEAVE EXPOSED SOIL, SHAPE SURFACE TO AN ACCEPTABLE GRADE AND FINISH TO MATCH ADJACENT GROUND SURFACES. END OF SECTION GENERAL INFORMATION THIS STORMWATER POLLUTION PREVENTION PLAN IS PREPARED IN ACCORDANCE TO THE NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM PERMIT NO. MN R1000001 FOR STORMWATER DISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITY. PROJECT NAME: MEADOWS AT PIONEER PARK LOCATION: 85TH STREET NE, MONTICELLO, MN 55362 WRIGHT COUNTY LAT/LONG: 45.279027/-93.778512 DESCRIPTION OF CONSTRUCTION ACTIVITY: DEVELOPMENT CONSISTS OF PAVING, GRADING, UTILITY INSTALLATION, AND TURF ESTABLISHMENT. PROJECT CONTACTS DALE WILLENBRING (TAMARACK LAND DEVELOPMENT) AND THE CONTRACTOR ARE RESPONSIBLE FOR IMPLEMENTATION OF THE SWPPP AND THE INSTALLATION, INSPECTION, AND MAINTENANCE OF THE EROSION PREVENTION AND SEDIMENT CONTROL BMP'S BEFORE AND DURING CONSTRUCTION. SWPPP PREPARATION: SWPPP PREPARER:CHRISTOPHER DAHN -BOGART, PEDERSON & ASSOCIATES TRAINING: ENGINEER AND SWPPP DESIGNER (EXP 2022) ADDRESS:13076 FIRST STREET BECKER, MN 53308-9322 TELEPHONE:763-262-8822 EMAIL;CDAHN@BOGART-PEDERSON,COM OWNER: OWNER CONTACT:DAN WILLENBRING COMPANY:TAMARACK LAND DEVELOPMENT TELEPHONE:(952)-715-2926 ADDRESS:712 VISTA BLVD SUITE 303 WACONIA, MN 55387 EMAIL;DALE@TAMARACKLAND.COM CONTRACTOR (TO BE FILLED OUT BY THE CONTRACTOR): BUSINESS NAME ___________________________ OWNER NAME ___________________________ MAILING ADDRESS ___________________________ CITY ___________________________ TELEPHONE ___________________________ EMAIL ___________________________ CONTACT NAME ___________________________ MAILING ADDRESS ___________________________ CITY ___________________________ TELEPHONE ___________________________ EMAIL ___________________________ ESTIMATED DATES OF CONSTRUCTION: START DATE ___/____/____(TO BE FILLED IN BY CONTRACTOR) COMPLETION DATE ___/____/____(TO BE FILLED IN BY CONTRACTOR) PERMANENT STORMWATER DESIGN CALCULATIONS: SEE THE STORM WATER MANAGEMENT REPORT FOR MORE INFORMATION. CONTACT BOGART, PEDERSON & ASSOCIATES FOR REPORT. PROPOSED FLOW RATE IS LIMITED THROUGH LESS IMPERVIOUS SURFACE AND STORM WATER BEING DIRECTED TO AN WET RETENTION BASIN. SOIL GROUP: A DESCRIPTION OF EROSION CONTROL ACTIVITY: EROSION CONTROL CONSISTS OF SILT FENCE PERIMETER CONTROL, TURF ESTABLISHMENT THROUGH SEEDING AND EROSION CONTROL BLANKET, AND ROCK CONSTRUCTION ENTRANCE PLACEMENT. CUMULATIVE IMPERVIOUS SURFACES: AREA OF DISTURBANCE:57.97 ACRES PRE-CONSTRUCTION IMPERVIOUS AREA: 0.00 ACRES POST CONSTRUCTION IMPERVIOUS AREA:18.05 ACRES NEW IMPERVIOUS AREA: 18.05 ACRES RECEIVING WATERS: STORM WATER FROM THIS SITE WILL BE DISCHARGED TO THE REGIONAL WETLAND NORTH WEST OF PROPOSED DEVELOPMENT. PLANS AND SPECIFICATIONS THE PLAN SHEETS OF THIS PLAN SET INDICATE THE FOLLOWING ITEMS: ·THE PROJECT LOCATION AND CONSTRUCTION LIMITS. ·LOCATIONS OF IMPERVIOUS SURFACES. ·LOCATIONS OF AREAS NOT TO BE DISTURBED (E.G., BUFFER ZONES, WETLANDS, ETC.). ·STEEP SLOPE LOCATIONS. ·LOCATIONS OF ALL TEMPORARY AND PERMANENT EROSION AND SEDIMENT CONTROL BMP'S TO BE INSTALLED ON THE PROJECT. ·THE DETAIL SHEETS INDICATE EROSION AND SEDIMENT CONTROL BMPS TO BE INSTALLED ON THE PROJECT. ·IF DEWATERING IS REQUIRED FOR THIS PROJECT, THE PUMP DISCHARGE SHALL BE TREATED PRIOR TO BEING DISCHARGED OFF-SITE OR INTO A SURFACE WATER. THE DISCHARGE SHALL BE VISUALLY CHECKED TO ENSURE THAT IT IS VISIBLY CLEAN WATER. TEMPORARY SEDIMENT CONTROL PRACTICES DOWN GRADIENT SILT FENCE AND SEDIMENT LOG INSTALLATIONS ARE TO BE INPLACE PRIOR TO THE COMMENCEMENT OF ANY EARTHWORK OPERATIONS. TOPSOIL IS TO BE WINDROWED ALONG THE CONSTRUCTION LIMITS AND PLACED AS SLOPE DRESSING IMMEDIATELY FOLLOWING COMPLETION OF THE GRADING OPERATIONS, AS THE GRADING OPERATIONS PROCEED. TOPSOIL PLACEMENT ALONG THE EMBANKMENT SLOPES THOUGH THE WETLANDS AREA IS TO BE SPREAD BY A LOW IMPACT CRAWLER TRACTOR OPERATING UP AND DOWN THE SLOPES SO AS TO PROVIDE TRACK PRINTS PARALLEL WITH THE CONTOURS. INSTALLATION OF MN/DOT CATEGORY 3 EROSION CONTROL BLANKET ALONG THE EMBANKMENT SLOPES ADJACENT THE WETLANDS AREA. ALL TEMPORARY SOILS STOCKPILES WILL REQUIRE AN EFFECTIVE MEANS OF SEDIMENT CONTROL SUCH AS AN EROSION CONTROL BLANKET COVERING OR SILT FENCE INSTALLATION ALONG THE TOE OF SLOPE. ALL COMPLETED SWALES SLOPES AND BOTTOMS NOT DRAINING TOWARDS WETLAND AREAS ARE TO BE STABILIZED WITHIN 7 DAYS. TEMPORARY STABILIZATION WILL BE REQUIRED IN AREAS WHERE GRADING OPERATIONS ARE SUSPENDED OR CEASED FOR A PERIOD OF 7 DAYS OR GREATER. A ROCK CONSTRUCTION ENTRANCE FOR SEDIMENT CONTROL IS TO BE PROVIDED AT THE PROJECT ENTRANCE ON 85TH STREET NE. STREET SWEEPING OF THE PAVED SURFACES WILL BE REQUIRED AS DIRECTED BY THE ENGINEER. TIMING OF EROSION CONTROL: SILT FENCE AND SEDIMENT LOGS WILL BE INSTALLED PRIOR TO CONSTRUCTION. RIPRAP AND FILTER BLANKET WILL BE PLACED AT THE OUTLETS WITHIN 24 HOURS OF THE OUTLET PLACEMENT. THE CONTRACTOR MUST STABILIZE ALL EXPOSED SOIL AREAS IMMEDIATELY FOLLOWING CONSTRUCTION WHEREVER CONSTRUCTION WILL NOT OCCUR FOR A PERIOD GREATER THAN OR EQUAL TO 7 DAYS. STABILIZATION WORK MUST BE COMPLETE WITHIN 7 CALENDAR DAYS AFTER THE CONSTRUCTION WORK IN THAT AREA HAS TEMPORARILY OR PERMANENTLY CEASED. AREAS THAT ARE WITHIN 200 FT OF A PUBLIC WATER MUST BE STABILIZED WITHIN 24 HOURS OF COMPLETING CONSTRUCTION DURING PERIODS OF "WORK IN WATER RESTRICTIONS" FOR TIME PERIODS DECLARED BY THE DNR. THE CONTRACTOR IS RESPONSIBLE TO MAINTAIN THE DISTURBED AREA UNTIL VEGETATION IN ESTABLISHED. ONCE VEGETATION IS ESTABLISHED AND CONSTRUCTION IS COMPLETE, THE SILT FENCE AND ANY OTHER TEMPORARY EROSION CONTROL THAT IS NOT BIODEGRADABLE SHALL BE REMOVED. STREET SWEEPING TO BE PROVIDED AS DIRECTED BY THE ENGINEER OR OWNER. THE CITY REQUIRES STREET SWEEPING TO OCCUR WITHIN 8 HOURS OF NOTICE FROM THE CITY. APPLYING MULCH, HYDROMULCH, TACKIFIER, POLYACRYLAMIDE OR SIMILAR EROSION PREVENTION PRACTICES IS NOT ACCEPTABLE STABILIZATION IN ANY PART OF A TEMPORARY OR PERMANENT DRAINAGE DITCH OR SWALE. BLANKETS OR OTHER APPROVED, BY THE ENGINEER, METHOD SHALL BE USED. INSPECTION AND MAINTENANCE ACTIVITIES THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING AND SCHEDULING THE WORK OF ALL OPERATIONS, INCLUDING SUBCONTRACTORS AND UTILITY COMPANIES, SUCH THAT EROSION AND SEDIMENT CONTROL MEASURES ARE FULLY EXECUTED FOR EACH OPERATION AND IN A TIMELY MANNER OVER THE DURATION OF THE PROJECT. OPERATORS HAVE DAILY ACCESS TO THE PROJECT SITE. THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE SWPPP IMPLEMENTATION UNTIL THE ENTIRE SITE HAS UNDERGONE FINAL STABILIZATION AND N.O.T HAS BEEN SUBMITTED TO THE MPCA. THE CONTRACTOR IS TO PROVIDE A TRAINED INDIVIDUAL RESPONSIBLE FOR THE IMPLEMENTATION, INSPECTION AND MAINTENANCE OF THE EROSION AND SEDIMENT CONTROL BMPS ON THE PROJECT. THAT INDIVIDUAL IS TO BE IDENTIFIED AT THE PRE-CONSTRUCTION CONFERENCE AND LISTED IN THE MINUTES THEREOF. THE APPOINTED INDIVIDUAL IS TO PERFORM A ROUTINE INSPECTION OF THE ENTIRE SITE AT LEAST ONCE EVERY SEVEN DAYS DURING CONSTRUCTION OPERATIONS AND WITHIN 24 HOURS AFTER A RAINFALL EVENT GREATER THAN 0.5 INCHES IN 24 HOURS. A INSPECTION FORM WILL BE PROVIDED BY THE CONTRACTOR. ANY DEFICIENCIES IN THE EROSION AND SEDIMENT CONTROL BMPS ARE TO BE NOTED ON THE INSPECTION FORM AND CORRECTED BY THE END OF THE NEXT BUSINESS DAY. PERIMETER CONTROL DEVICES ARE TO BE REPAIRED OR REPLACED WHEN THEY ARE NO LONGER EFFECTIVE OR WHEN THE SEDIMENT REACHES ONE-HALF THE HEIGHT OF THE DEVICE. TRAINING DOCUMENTATION: SWPPP IMPLEMENTATION, REVISING, AMENDING, AND INSPECTING (TO BE FILLED IN BY THE CONTRACTOR) NAME OF INDIVIDUAL OVERSEEING & INSPECTING ___________________________ DATE OF TRAINING ___________________________ NAME OF INSTRUCTOR ___________________________ ENTITY PROVIDING TRAINING ___________________________ CONTENT OF TRAINING ___________________________ TOTAL HOURS OF TRAINING ___________________________ BMP INSTALLATION, MAINTENANCE, AND REPAIR (TO BE FILLED IN BY THE CONTRACTOR) NAME OF INDIVIDUAL OVERSEEING & INSPECTING ___________________________ DATE OF TRAINING ___________________________ NAME OF INSTRUCTOR ___________________________ ENTITY PROVIDING TRAINING ___________________________ CONTENT OF TRAINING ___________________________ TOTAL HOURS OF TRAINING ___________________________ POLLUTION PREVENTION FERTILIZERS ARE TO BE APPLIED ONLY IN THE AMOUNTS AS SPECIFIED AND WORKED INTO THE SOIL TO MINIMIZE EXPOSURE TO STORMWATER RUNOFF. ONSITE REFUELING OPERATIONS ARE TO BE CONDUCTED WITH CARE. ANY INADVERTENT SPILLAGE OF FUEL OR CHEMICALS IS TO BE IMMEDIATELY CLEANED UP, REMOVED FROM THE SITE AND DISPOSED OF IN ACCORDANCE TO STATE AND LOCAL REGULATIONS. MAJOR SPILLS ARE TO BE REPORTED TO THE MPCA 24 HOUR NOTIFICATION NETWORK AT 800 422 0798. ALL VEHICLES ON-SITE ARE TO BE MONITORED FOR LEAKS AND SUBJECT TO ROUTINE PREVENTIVE MAINTENANCE EFFORTS TO REDUCE THE LIKELIHOOD OF LEAKAGE AND OR SPILLS. PORTABLE SANITARY WASTE FACILITIES ARE TO BE PROVIDED ONSITE AND EMPTIED ON A BI-WEEKLY BASIS. CONCRETE BATCH TRUCKS WILL NOT BE ALLOWED TO DISCHARGE DRUM AND CHUTE WASHOUT DIRECTLY ON THE GROUND. A PORTABLE WASHOUT RECEPTACLE IS TO BE PROVIDED BY THE CONTRACTOR AT THE LOCATION AS PROVIDED BY THE OWNER. FINAL STABILIZATION FINAL STABILIZATION OCCURS WHEN 70 PERCENT OF THE PERVIOUS AREA IS COVERED WITH UNIFORM, PERMANENT VEGETATION. ALL TEMPORARY EROSION AND SEDIMENT CONTROL FEATURES ARE TO BE REMOVED AND THE NPDES NOTICE OF TERMINATION IS TO BE PREPARED AND SUBMITTED TO THE MPCA. LOCATION OF SWPPP REQUIREMENTS IN PROJECT PLAN DESCRIPTION TITLE LOCATION EROSION CONTROL DETAILS CONSTRUCTION DETAILS C9.1-9.10 EROSION CONTROL LOCATIONS EROSION CONTROL LOCATIONS C7.0 24 HOUR MPCA EMERGENCY NOTIFICATION: TELEPHONE NUMBERS:651-649-5451 800-422-0798 ESTIMATED QUANTITIES: THE FOLLOWING QUANITITES IS AN ESTIMATED PRELIMINARY AMOUNT REQUIRED FOR SEDIMENT CONTROL BMP'S AT THE START OF THE PROJECT. THIS ESTIMATE IS PROVIDED AS REQUIRED BY THE MINNESOTA POLLUTION CONTROL AGENCY GENERAL STORMWATER PERMIT FOR CONSTRUCTION ACTIVITY. ANY ADDITIONAL AND/OR REPLACEMENT BMP'S QUANTITIES WILL BE FURNISHED AND INSTALLED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. ESTIMATED PRELIMINARY QUANTITIES AT START OF PROJECT: ITEM UNIT ESTIMATED INITIAL QUANTITY TEMPORARY CONSTRUCTION ENTRANCE EA 1 TEMPORARY SEDIMENT FILTER EA 72 TEMPORARY CONCRETE WASHOUT EA 1 TEMPORARY SILT FENCE LF 15,000 STORM WATER POLLUTION PREVENTION PLAN NARRATIVE: SW P P P N A R R A T I V E C9.011 : 0 1 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ C o v e r S W P P P D e t a i l s . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S IMPAIRED WATERS MAP 1 MILE RADIUS SITE LOCATION 1 MI0.5 MI DE T A I L S DE T A I L S C9.111 : 0 1 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ C o v e r S W P P P D e t a i l s . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S DE T A I L S DE T A I L S C9.211 : 0 1 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ C o v e r S W P P P D e t a i l s . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S DE T A I L S DE T A I L S C9.311 : 0 1 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ C o v e r S W P P P D e t a i l s . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S FERNCO FERNCO GRAVITY SANITARY SEWER 45° BEND FLOW FL O W F L O W FLOW SANITARY SEWER SERVICE 45° BEND WYE OR SADDLE 45° BEND 45° BEND AS REQUIRED WYE OR SADDLE TOP VIEW SECTION VIEW NOTE: WHERE NO EXISTING SEWER IS INPLACE, INSTALL PVC CAP AND MARK LOCATION WITH 4"X4"X6' TIMBER & 3/8" X 4' STEEL ROD BURY 6" BELOW FINISHED GRADE. SEWER SERVICE REQUIREMENTS -GRADES: MINIMUM - 1.0% (1/8" PER FT.) OPTIMUM - 2.0% (1/4" PER FT.) MAXIMUM - 12.5% RISER ON UNDISTURBED TRENCH WALL COMPACTED GRANULAR BEDDING & ENCASEMENT MATERIAL EXISTING SAN. SEWER SERVICE NOTE: WYES, BENDS AND PIPE SIZES AS REQUIRED BY PLANS AND SPECS EXISTING SAN. SEWER SERVICE SANITARY SEWER SERVICE WITH RISER N.T.S. DE T A I L S DE T A I L S C9.411 : 0 1 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ C o v e r S W P P P D e t a i l s . d w g 12 / 2 4 / 2 0 2 4 NOTE: TEE & PLUG BLOCKING SHOWN; TAPPING SLEEVE BLOCKING SIMILAR CONCRETE NOT TO COVER BOLTS ON FITTINGS SIZE OF PIPE 90° BEND 45° BEND 22.5° BEND 11.25° BEND TEES, PLUGS & TAPPING SLEEVE 4IN 6IN 8IN 10IN 12IN 2 SQ. FT. 3 SQ. FT. 5 SQ. FT. 8 SQ. FT. 11 SQ. FT. 2 SQ. FT. 3 SQ. FT. 4 SQ. FT. 6 SQ. FT. 2 SQ. FT. 3 SQ. FT. 3 SQ. FT. 2 SQ. FT. 2 SQ. FT. 2 SQ. FT. 2 SQ. FT. 2 SQ. FT. 3 SQ. FT. 4 SQ. FT. 6 SQ. FT. 8 SQ. FT. 2 SQ. FT.2 SQ. FT.2 SQ. FT.2 SQ. FT. WATERMAIN THRUST BLOCK N.T.S. DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S NOTE: 1.CONCRETE THRUST BLOCKING TO BE POURED AGAINST UNDISTURBED EARTH. 2.KEEP CONCRETE CLEAR OF JOINT AND ACCESSORIES. 3.IF NOT SHOWN ON PLANS, REQUIRED BEARING AREAS AT FITTING SHALL BE AS INDICATED ABOVE, ADJUSTED IF NECESSARY, TO CONFORM TO THE TEST PRESSURE(S) AND ALLOWABLE SOIL BEARING STRESS(ES). 4.BEARING AREAS AND SPECIAL BLOCKING DETAILS SHOWN ON PLANS TAKE PRECEDENCE OVER BEARING AREAS AND BLOCKING DETAILS SHOWN IN THIS STANDARD DETAIL. 5.ABOVE BEARING AREAS BASED ON TEST PRESSURE OF 150 P.S.I. AND AN ALLOWABLE SOIL BEARING STRESS OF 2000 POUNDS PER SQUARE FOOT. TO COMPUTE BEARING AREAS FOR DIFFERENT TEST PRESSURES AND SOIL BEARING STRESSES, USE THE FOLLOWING EQUATION: BEARING AREA = (TEST PRESSURE/150) X (2000/SOIL BEARING STRESS) X (TABLE VALUE). NOMINAL FITTING SIZE (INCHES) TEE, WYE, PLUG OR CAP 90° BEND, PLUGGED CROSS TEE PLUGGED ON RUN 45° BEND 22 1/2° BEND 11 1/4° BEND THRUST BLOCKING DETAIL N.T.S. NOZZLE ARRANGEMENT TWO 2 1/2" NOZZLE PLUS PUMPER NOZZLE WITH 1" PENTAGON OPERATING NUTS NOTE: 1.16" BREAKOFF SECTION 2.LEFT HAND OPERATING NUT (1 1/2" POINT TO FLAT) 3.PAINT BARREL SECTION RED TO GRADE. 4.DO NOT PLUG DRAIN HOLES. NUT CAP TYPE WITH CHAINS HYDRANT DETAIL N.T.S. DE T A I L S DE T A I L S C9.511 : 0 1 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ C o v e r S W P P P D e t a i l s . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S HOUSE PAD GRADING HOLD DOWN DETAIL N.T.S CENTER LINE EL. OF GROUND AT WALKOUT 7.7' BELOW GARAGE SLAB UNLESS OTHERWISE NOTED. EL. OF GROUND AT WALKOUT 8.2' BELOW SLAB UNLESS OTHERWISE NOTED. FINISHED GRADE SHOWN ON GRADING PLAN 2' HOLD DOWN SETBACK INTERIM GRADE R.O.W. CENTER LINE FINISHED GRADE SHOWN ON GRADING PLAN FOR CUT SLOPE INTERIM GRADE R.O.W. SETBACK FULL BASEMENT WALKOUT N.T.S. CENTER LINE EL. OF GROUND AT LOOKOUT 4.7' BELOW GARAGE SLAB UNLESS OTHERWISE NOTED. EL. OF GROUND AT LOOKOUT 5.2' BELOW SLAB UNLESS OTHERWISE NOTED. FINISHED GRADE SHOWN ON GRADING PLAN 2' HOLD DOWN SETBACK INTERIM GRADE R.O.W. FULL BASEMENT LOOKOUT N.T.S. FOR CUT SLOPE CENTER LINE EL. OF GROUND AT WALKOUT 2.7' BELOW GARAGE SLAB UNLESS OTHERWISE NOTED. EL. OF GROUND AT WALKOUT 3.2' BELOW SLAB UNLESS OTHERWISE NOTED. FINISHED GRADE SHOWN ON GRADING PLAN 1.5' HOLD DOWN SETBACK INTERIM GRADE R.O.W. CENTER LINE FINISHED GRADE SHOWN ON GRADING PLAN FOR CUT SLOPE INTERIM GRADE R.O.W. SETBACK FOR CUT SLOPE CENTER LINE FINISHED GRADE SHOWN ON GRADING PLAN R.O.W. SETBACK SPLIT ENTRY WALKOUT N.T.S. SPLIT ENTRY LOOKOUT N.T.S. SLAB ON GRADE N.T.S. FULL BASEMENT N.T.S. 0.5' HOLD DOWN DE T A I L S DE T A I L S C9.611 : 0 1 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ C o v e r S W P P P D e t a i l s . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S 8IN TOP COVER 957.75 +/- (VERIFY ACTUAL ELEVATION) -T.O.W.=957.50 WALL REINFORCING NOT SHOWN IN SECTION A AND PLAN VIEW FOR CLARITY INV=954.50 INV=957.5 -INV=954.50 -INV=955.00 INV=955.00 STORMWATER CONTROL STRUCTURE 2 N.T.S. STORMWATER CONTROL STRUCTURE 1 N.T.S. 8IN TOP COVER 956.00 +/- (VERIFY ACTUAL ELEVATION) -T.O.W.=955.75 WALL REINFORCING NOT SHOWN IN SECTION A AND PLAN VIEW FOR CLARITY INV=953.50 INV=955.75 -INV=953.50 -INV=954.00 INV=954.00 DE T A I L S DE T A I L S C9.711 : 0 1 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ C o v e r S W P P P D e t a i l s . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S EMERGENCY OVERFLOW WEIR DETAIL N.T.S. 4' 8' 8 ' 18" REFER TO GRADING PLAN REFER TO PLANS DE T A I L S DE T A I L S C9.811 : 0 1 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ C o v e r S W P P P D e t a i l s . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S DE T A I L S DE T A I L S C9.911 : 0 1 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ C o v e r S W P P P D e t a i l s . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S DE T A I L S DE T A I L S C9.1011 : 0 1 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ C o v e r S W P P P D e t a i l s . d w g 12 / 2 4 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S 9" 6" GREEN LETTERING ON WHITE BACKGROUND 3/4" 3/8" WETLAND BUFFER SIGN N.T.S. TA N A G E R L A N E FALLON DRI V E N E SP A R R O W S T R E E T GOLDFINCH AVENUE TA N A G E R L A N E GO L D F I N C H A V E N U E SHEET X.1 SHEET X.3 SHEET X.2 SHEET X.4 SH E E T X . 1 SH E E T X . 2 SH E E T X . 3 SH E E T X . 4 8 11 14 8 1 1 1 1 1 1 1 26 28 OUTLOT A 2 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 8 9 10 11 1213 2 3 4 2 3 4 5 6 7 2 3 4 5 6 7 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 27 OUTLOT B 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 2 3 4 5 6 7 12 13 14 15 16 17 18 19 20 CH I C K A D E E L A N E 2 3 4 5 6 7 89101112 13 14 15 16 1 OUTLOT C OUTLOT D OUTLOT G 1 2 3 4 7 8 9 10 ROBIN STRE E T ROBIN STREET FALLON DRI V E N E MALLARD LANE FA L L O N D R I V E N E HERON C O U R T TA N A G E R C I R C L E H W HW HW HW HW HW H W HWHWHWHWHWHW H W H W HW H W HW HW H W H W HW H W H W H W HW HW HW HW HW H W H W H W HWHW 1 OUTLOT E OUTLOT F 2 5 17 18 19 20 8 9 10 11 5 6 7 8 9 10 6 1 9 8 7 6 5 4 3 2 10 11 8 5 t h S t N E UE UE UE UE UE UE U E U E U E U E U E U E UE UE UE UE UE UE UE UE UE UE UE UE U E U E U E U E U E U E U E U E UE UE UE UE UE UE UE UE U E U E U E UE UE UE UE UE UE U E U E U E U E U E UE UE UE UE UE UE UE UE CONNECT TO EXISTING POWER POLE CONNECT TO EXISTING POWER POLE INSTALL STREET LIGHT AND BASE PER CITY DETAIL (TYP.) INSTALL STREET LIGHT AND BASE PER CITY DETAIL (TYP.) INSTALL STREET LIGHT AND BASE PER CITY DETAIL (TYP.) INSTALL STREET LIGHT AND BASE PER CITY DETAIL (TYP.) INSTALL STREET LIGHT AND BASE PER CITY DETAIL (TYP.) UE 100'0 SCALE: 1" = 100' LI G H T I N G P L A N LI G H T I N G O V E R A L L P L A N C10.011 : 0 2 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ L i g h t i n g P l a n . d w g 12 / 2 4 / 2 0 2 4 N DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S CALL 48 HOURS BEFORE DIGGING: TWIN CITY AREA 651-454-0002 MINNESOTA TOLL FREE 1-800-252-1166 GOPHER STATE ONE CALL LEGEND: UE STREET LIGHTING GENERAL NOTES 1.THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING WITH MONTICELLO MUNICIPAL UTILITIES (MMU) AND THE ELECTRIC COMPANY TO EXTEND POWER TO THE PROPOSED LIGHTING SERVICE PANEL. 2.THE CONTRACTOR SHALL VERIFY LOCATION OF LIGHTING SERVICE PANEL/CONCRETE PAD WITH MMU. 3.CONTRACTOR SHALL PROVIDE UNDERGROUND 1- 1 2" PVC SCHEDULE 40 CONDUIT WITH COPPER WIRE TO ADEQUATELY SUPPLY POWER TO THE PROPOSED STREET LIGHTS. 4.SEE ELEC DETAILS FOR REQUIREMENTS ON STREET LIGHTS, LIGHT BASES, CONDUIT, WIRING, AND GROUNDING. 5.ALL LIGHTING BASES, POLES, AND WIRING TO BE INSTALLED BY MMU PROPOSED UNDERGROUND ELECTRIC CONDUIT/ LINE FUTURE STREET LIGHT FALLON DRI V E N E GOLDFINCH AVENUE TA N A G E R L A N E SHEET X.1 SHEET X.3 SH E E T X . 1 SH E E T X . 2 8 1 1 1 OUTLOT A 2 3 4 5 6 7 8 1 2 3 4 5 2 3 4 5 6 7 2 3 OUTLOT B 1 1 7 HW HW HW HW HW HW HW HW HW HW HW HW H W HWHWHWHWHWHWHWHWHWHWHWHW HW HW HW HW H W HW HW H W H W HW HW HW H W H W HW H W H W HW H W H W H W H W H W H W HW HW HW HW H W HW HW HW HW HW HW H W H W H W H W HW HWHWHWHW 10 6 9 8 7 6 U E UE UE UE UE UE UE UE UE UE UE UE UE UE UE UE U E U E U E U E U E U E U E U E U E U E UE UE UE UE UE UEUE CONNECT TO EXISTING POWER POLE CONNECT TO EXISTING POWER POLE INSTALL STREET LIGHT AND BASE PER CITY DETAIL (TYP.) 50'0 SCALE: 1" = 50' CALL 48 HOURS BEFORE DIGGING: TWIN CITY AREA 651-454-0002 MINNESOTA TOLL FREE 1-800-252-1166 GOPHER STATE ONE CALL LI G H T I N G P L A N LI G H T I N G P L A N C10.111 : 0 2 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ L i g h t i n g P l a n . d w g 12 / 2 4 / 2 0 2 4 N DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S LEGEND: UE STREET LIGHTING GENERAL NOTES 1.THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING WITH MONTICELLO MUNICIPAL UTILITIES (MMU) AND THE ELECTRIC COMPANY TO EXTEND POWER TO THE PROPOSED LIGHTING SERVICE PANEL. 2.THE CONTRACTOR SHALL VERIFY LOCATION OF LIGHTING SERVICE PANEL/CONCRETE PAD WITH MMU. 3.CONTRACTOR SHALL PROVIDE UNDERGROUND 1- 1 2" PVC SCHEDULE 40 CONDUIT WITH COPPER WIRE TO ADEQUATELY SUPPLY POWER TO THE PROPOSED STREET LIGHTS. 4.SEE ELEC DETAILS FOR REQUIREMENTS ON STREET LIGHTS, LIGHT BASES, CONDUIT, WIRING, AND GROUNDING. 5.ALL LIGHTING BASES, POLES, AND WIRING TO BE INSTALLED BY MMU PROPOSED UNDERGROUND ELECTRIC CONDUIT/ LINE FUTURE STREET LIGHT SP A R R O W S T R E E T GOLDFINCH AVENUE SHEET X.2 SHEET X.4 SH E E T X . 1 SH E E T X . 2 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2 3 4 5 6 7 14 15 16 17 18 19 20 CH I C K A D E E L A N E 2 3 OUTLOT C 8 9 20 8 9 10 11 10 6 1 9 8 7 6 5 4 3 2 UE UE UE UE UE UE UE UE UE UE U E U E U E U E U E U E U E U E U E U E U E UE UE UE UE UE UE UE UE UE UE UE UE UE UE UE UE INSTALL STREET LIGHT AND BASE PER CITY DETAIL (TYP.) 50'0 SCALE: 1" = 50' CALL 48 HOURS BEFORE DIGGING: TWIN CITY AREA 651-454-0002 MINNESOTA TOLL FREE 1-800-252-1166 GOPHER STATE ONE CALL LI G H T I N G P L A N LI G H T I N G P L A N C10.211 : 0 3 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ L i g h t i n g P l a n . d w g 12 / 2 4 / 2 0 2 4 N DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S LEGEND: UE STREET LIGHTING GENERAL NOTES 1.THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING WITH MONTICELLO MUNICIPAL UTILITIES (MMU) AND THE ELECTRIC COMPANY TO EXTEND POWER TO THE PROPOSED LIGHTING SERVICE PANEL. 2.THE CONTRACTOR SHALL VERIFY LOCATION OF LIGHTING SERVICE PANEL/CONCRETE PAD WITH MMU. 3.CONTRACTOR SHALL PROVIDE UNDERGROUND 1- 1 2" PVC SCHEDULE 40 CONDUIT WITH COPPER WIRE TO ADEQUATELY SUPPLY POWER TO THE PROPOSED STREET LIGHTS. 4.SEE ELEC DETAILS FOR REQUIREMENTS ON STREET LIGHTS, LIGHT BASES, CONDUIT, WIRING, AND GROUNDING. 5.ALL LIGHTING BASES, POLES, AND WIRING TO BE INSTALLED BY MMU PROPOSED UNDERGROUND ELECTRIC CONDUIT/ LINE FUTURE STREET LIGHT TA N A G E R L A N E FALLON DRI V E N E TA N A G E R L A N E SHEET X.1 SHEET X.3 SH E E T X . 3 SH E E T X . 4 8 11 14 1 1 5 6 7 8 9 10 3 4 5 6 7 8 9 10 11 12 13 2 3 4 2 3 4 5 OUTLOT G 1 2 3 FALLON DRI V E N E 1 OUTLOT E 5 6 7 8 6 8 5 t h S t N E UE UE UE UE UE UE UE U E U E U E U E U E U E U E U E U E U E U E U E U E U E U E U E U E U E UE UE UE UE UE UE INSTALL STREET LIGHT AND BASE PER CITY DETAIL (TYP.) UEUEUE 50'0 SCALE: 1" = 50' CALL 48 HOURS BEFORE DIGGING: TWIN CITY AREA 651-454-0002 MINNESOTA TOLL FREE 1-800-252-1166 GOPHER STATE ONE CALL LI G H T I N G P L A N LI G H T I N G P L A N C10.311 : 0 3 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ L i g h t i n g P l a n . d w g 12 / 2 4 / 2 0 2 4 N DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S LEGEND: UE STREET LIGHTING GENERAL NOTES 1.THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING WITH MONTICELLO MUNICIPAL UTILITIES (MMU) AND THE ELECTRIC COMPANY TO EXTEND POWER TO THE PROPOSED LIGHTING SERVICE PANEL. 2.THE CONTRACTOR SHALL VERIFY LOCATION OF LIGHTING SERVICE PANEL/CONCRETE PAD WITH MMU. 3.CONTRACTOR SHALL PROVIDE UNDERGROUND 1- 1 2" PVC SCHEDULE 40 CONDUIT WITH COPPER WIRE TO ADEQUATELY SUPPLY POWER TO THE PROPOSED STREET LIGHTS. 4.SEE ELEC DETAILS FOR REQUIREMENTS ON STREET LIGHTS, LIGHT BASES, CONDUIT, WIRING, AND GROUNDING. 5.ALL LIGHTING BASES, POLES, AND WIRING TO BE INSTALLED BY MMU PROPOSED UNDERGROUND ELECTRIC CONDUIT/ LINE FUTURE STREET LIGHT SP A R R O W S T R E E T GO L D F I N C H A V E N U E SHEET X.2 SHEET X.4 SH E E T X . 3 SH E E T X . 4 8 1 1 26 28 2 3 4 5 6 7 21 22 23 24 25 27 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 12 13 14 15 16CH I C K A D E E L A N E 2 3 4 5 6 7 891011 12 13 14 15 16 OUTLOT D OUTLOT G 4 10 ROBIN STR E E T ROBIN STREET FALLON DRI V E N E 1 OUTLOT E OUTLOT F 2 5 17 18 19 20 10 11 8 9 6 5 10 11 12 U E UE UE UE UE UE UE UE UE UE UE UE UE UE UE UE UE UE U E U E U E U E U E UE UE UE UE U E U E U E U E U E U E U E U E U E UE UE UE UE UE UE UE UE UE UE UE INSTALL STREET LIGHT AND BASE PER CITY DETAIL (TYP.) INSTALL STREET LIGHT AND BASE PER CITY DETAIL (TYP.) UEUEUE 50'0 SCALE: 1" = 50' CALL 48 HOURS BEFORE DIGGING: TWIN CITY AREA 651-454-0002 MINNESOTA TOLL FREE 1-800-252-1166 GOPHER STATE ONE CALL LI G H T I N G P L A N LI G H T I N G P L A N C10.411 : 0 3 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ L i g h t i n g P l a n . d w g 12 / 2 4 / 2 0 2 4 N DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . ME A D O W S A T P I O N E E R P A R K TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 12 / 1 1 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 2 / 1 1 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S LEGEND: UE STREET LIGHTING GENERAL NOTES 1.THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING WITH MONTICELLO MUNICIPAL UTILITIES (MMU) AND THE ELECTRIC COMPANY TO EXTEND POWER TO THE PROPOSED LIGHTING SERVICE PANEL. 2.THE CONTRACTOR SHALL VERIFY LOCATION OF LIGHTING SERVICE PANEL/CONCRETE PAD WITH MMU. 3.CONTRACTOR SHALL PROVIDE UNDERGROUND 1- 1 2" PVC SCHEDULE 40 CONDUIT WITH COPPER WIRE TO ADEQUATELY SUPPLY POWER TO THE PROPOSED STREET LIGHTS. 4.SEE ELEC DETAILS FOR REQUIREMENTS ON STREET LIGHTS, LIGHT BASES, CONDUIT, WIRING, AND GROUNDING. 5.ALL LIGHTING BASES, POLES, AND WIRING TO BE INSTALLED BY MMU PROPOSED UNDERGROUND ELECTRIC CONDUIT/ LINE FUTURE STREET LIGHT TAN A G E R L A N E FA L L O N D R I V E N E SP A R R O W S T R E E T GOLDFINCH AVENUE T A N A G E R L A N E G O L D F I N C H A V E N U E 8 11 14 8 1 1 1 1 1 1 1 26 28 OUTLOT A 2 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 8 9 10 11 1213 2 3 4 2 3 4 5 6 7 2 3 4 5 6 7 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 27 OUTLOT B 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 2 3 4 5 6 7 12 13 14 15 16 17 18 19 20 C H I C K A D E E L A N E 2 3 4 5 6 7 89101112 13 14 15 16 1 OUTLOT C OUTLOT D OUTLOT G 1 2 3 4 7 8 9 10 RO B I N S T R E E T ROBIN STREET FA L L O N D R I V E N E H W HW HW HW HW HW H W HWHWHWHWHWHW H W H W HW H W HW HW H W H W HW H W H W H W HW HW HW HW HW H W H W HW HWHW HW HW 1 OUTLOT E OUTLOT F 2 5 17 18 19 20 8 9 10 11 5 6 7 8 9 10 6 1 9 8 7 6 5 4 3 2 10 11 8 5 t h S t N E 96 0 9 6 5 9 7 0 958 9 5 9 95 9 959 9 6 1 9 6 2 9 6 3 9 6 4 9 6 6 9 6 7 96 8 9 6 9 9 7 1 9 7 2 9 7 3 96 5 970 96 6 96 7 968 969 971 972 96 5 9 7 0 97 5 980 985 990 966 967 967 967 9 6 8 9 6 9 9 7 1 97 2 97 3 97 4 97 6 977 97 8 979 981 982 983 984 986 987 988 989 991 992 970 97 5 98 0 9 8 5 9 9 0 9 9 5 10 0 0 96 6 9 6 6 9 6 7 96 7 96 8 969 9 7 1 9 7 2 9 7 3 97 4 97 6 97 7 97 8 97 9 98 1 98 2 9 8 3 9 8 4 9 8 6 9 8 7 9 8 8 9 8 9 9 9 1 9 9 2 993 9 9 4 9 9 6 99 7 99 8 99 9 10 0 1 970 9 6 8 968 9 6 9 969 971 972 950 955 960 949951952953 954956957958959961 950 955 949 951 952 953 954 956 957 958 9 5 0 95 5 9 4 9 95 1 9 5 2 9 5 3 95 4 95 6 95 7 9 5 8 9 5 9 9 7 0 9 7 1 972 9 7 3 974 9 7 0 96 8 9 6 8 9 6 9 9 7 1 9 7 2 9 7 3 9 7 4 960 957 9 5 8 95 9 9 6 1 958 958 95 9 970 975 96 7 96 8 96 9 971 972 973 974 976 977 978 97 5 98 0 98 5 97 6 97 7 97 8 97 9 98 1 98 2 98 3 98 4 98 6 98 7 98 8 POND 1 NWL=955.0 HWL=959.12 POND 2 NWL=954.0 HWL=956.46 980 985 990 995 100 0 979 981 982 983 984 986 987 988 989 991 992 993 994 996 997 998 999 10 0 1 973 974 970 9 7 0 9699 6 9 9 7 1 9 7 2 9 7 3 971 972 9 7 3 990 99 5 989 991 99 2 99 3 99 4 99 6 98 5 990 98 3 98 4 98 6 98 7 98 8 98 9 970 975 968 969 971 972 973 974 976 97 0 966966 966966 96 7 967 967 967 96 7 96 7 96 8 9 6 8 968 968 968 96 9 97 1 96 7 96 8 95 5 9 6 0 95 1 95 2 95 3 95 4 95 6 95 7 95 8 95 9 9 6 1 960 958 959 961 962 95 5 95 1 95 2 95 3 95 4 9 5 6 95 6 955 955 960 953 953 954 954 956 956 957 957 958 959 951 952 953954 9 6 5 96596 5 9 6 2 9 6 3 9 6 4 966 96 7 97 0 9 7 0 97 1 97 19719 7 1 97 2 97 2 97 3 974 97 5 973 973 974 967 96 8 966967 969 96 9 97 5 97 2 973 97 4 960 961 962 963 965 9 6 1 9 6 2 9 6 3 964 966 967 995 1000 1005 996 99 7 998 999 1001 1002 1003 1004 980 985 990 977 978 979 981 982 983 984 986 987 988 989 991 96 7 96 8 9 6 5 9 6 6 9 6 7 9 6 8 9 6 9 9 7 0 9 6 7 9 6 8 9 6 9 971 9 7 2 973 96 7 96 8 967 968 965 962 963 964 965 961 962 963 964 965 96 3 96 4 9 6 5 9 6 3 9 6 4 97 0 96 6 96 7 96 8 96 9 965 964 966 96796 7 96 7 968 980 979 981 982 983 985 984 986 960 957 958 959 961 962 95 5 95 4 95 6 95 5 95 4 9 6 5 96 0 95 9 96 1 96 6 967 968 9 7 0 9 6 6 9 6 7 9 6 8 9 6 9 970 96 9 970 975 971 972 973 974 976 977 97 8 97 9 975 971 97 2 973 97 4 970 969 97 0 969 96 8 969 96 9 975 972 973 974 9 7 3 97 1 97 2 97 2 965 966 967 9 6 8 9 7 2 9 7 3 995 996 99 2 983 984 97 8 955 95 5 956 957958959 955 95 5 957 98 5 982 98 3 984 966 96 0 95 8 95 9 96 0 95 8 95 9 > >> >> >> T TT T T T D S V V S V S V S V V V S S V V V V S V S V V V S V V S V S V V V SVVV SVVV S V S V V S V V S S V S V S V V S V V S S S S S S SS VVVVVVVV D V V VV VV VV VVDVVVV VV V V VV VV VV VV VV VV VV VV VVVV VV VV VV VV VV VV V V V V | | | | | | | | | | | | | | | VV VV VV VV | | | | | | | | | | | | | | | ||| | | | | | | | | | | | | | | | | | ||| VV DVV | | | | | | | | | | | || ||| |||| | | VV V V VV VV VV VV VV VV VV VVVVVV VV V V VV VV VV D D D DDD D D VVVV V V V V V V V V V V VVVVVVVV VV | | | | | | VV VV D | | | | D VV VV D FA L L O N A V E N U E 8 5 T H S T R E E T N E c 1OF85TH STREET PROJECT MONTICELLO, MINNESOTA 8-25-2022 JLT JLT Name Reg. No.Date Revisions Date Designed Drawn 2022 Pioneer Engineering, P.A. Mendota Heights, MN 55120 2422 Enterprise Drive (651) 681-1914 Fax: 681-9488www.pioneereng.com LANDSCAPE ARCHITECTSLAND SURVEYORSLAND PLANNERSCIVIL ENGINEERS 4-29-2025 I hereby certify that this plan was prepared by me or under my direct supervision and that I am a duly Licensed Landscape Architect under the laws of the State of Minnesota 44763 Jennifer L. Thompson 1TAMARACK LAND DEVELOPMENT, LLC 00-PLAN-122082-SHEET-LAND LANDSCAPE PLAN4-29-2025 updated site plan TAN A G E R L A N E FA L L O N D R I V E N E SP A R R O W S T R E E T GOLDFINCH AVENUE T A N A G E R L A N E G O L D F I N C H A V E N U E 8 11 14 8 1 1 1 1 1 1 1 26 28 OUTLOT A 2 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 8 9 10 11 12 13 2 3 4 2 3 4 5 6 7 2 3 4 5 6 7 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 27 OUTLOT B 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 2 3 4 5 6 7 12 13 14 15 16 17 18 19 20 C H I C K A D E E L A N E 2 3 4 5 6 7 891011 12 13 14 15 16 1 OUTLOT C OUTLOT D OUTLOT G 1 2 3 4 7 8 9 10 ROB I N S T R E E T ROBIN STREET FA L L O N D R I V E N E MALLARD LANE F A L L O N D R I V E N E HERON COU R T T A N A G E R C I R C L E HW HW HWHW HW H W HW H W HW HW HW 1 OUTLOT E OUTLOT F 2 5 17 18 19 20 8 9 10 11 5 6 7 8 9 10 6 1 9 8 7 6 5 4 3 2 10 11 12 8 5 t h S t N E 96 0 96 5 97 0 95 7 95 8 95 9 959 959 96 1 96 2 96 3 96 4 96 6 96 7 96 8 96 9 97 1 97 2 97 3 96 5 970 96 6 967 968 969 971 972 96 5 97 0 97 5 980 985 990 966 967 967 967 96 8 96 9 97 1 97 2 97 3 97 4 97 6 977 978 979 981 982 983 984 986 987 988 989 991 992 970 97 5 98 0 98 5 99 0 995 10 0 0 96 6 96 6 967 967 968 969 97 1 97 2 97 3 97 4 97 6 97 7 97 8 97 9 98 1 98 2 98 3 98 4 98 6 98 7 9 8 8 98 9 99 1 9 9 2 99 3 9 9 4 996 99 7 99 8 99 9 10 0 1 970 96 8 968 96 9 969 971 972 950 955 960 949951952953954956957958959961 950 955 949 951 952 953 954 956 957958 950 95 5 949 951 95 2 9 5 3 95 4 95 6 95 7 95 8 95 9 97 0 97 1 9 7 2 97 3 974 97096 896896 9 97 19729 7 3 9 7 4 960 957 95 8 95 9 96 1 958 958 95 9 97 0 975 96 7 96 8 969 971 972 973 974 976 977 978 97 5 98 0 98 5 97 6 97 7 97 8 97 9 98 1 98 2 98 3 98 4 98 6 98 7 98 8 POND 1 NWL=955.0 HWL=959.12 POND 2 NWL=954.0 HWL=956.46 980 985 990 995 100 0 979 981 982 983 984 986 987 988 989 991 992 993 994 996 997 998 999 100 1 973 974 970 970 96996 9 97 1 97 2 9 7 3 971 9 7 2 97 3 990 99 5 989 991 99 2 99 3 99 4 99 6 98 5 990 98 3 98 4 98 6 98 7 98 8 98 9 970 975 968 969 971 972 973 974 976 97 0 966966 966966 967 96 7 967967 96 7 96 7 96 8 9 6 8 968 968 968 969 97 1 96 7 96 8 95 5 96 0 95 1 95 2 95 3 95 4 95 6 95 7 95 8 95 9 96 1 960 958 959 961 962 95 5 95 1 95 2 95 3 95 4 95 6 95 6 955 955 960 953 953 954 954 956 956 957 957 958 959 951952953954 965 96596 5 96 2 96 3 9 6 4 96 6 96 7 970 970971 97197197 1 972 97 2 97 3 974 975 973 973 974 967 968 966967 969 96 9 975 972 973 974 960 96 1 96 2 963 965 96 1 9 6 2 96 3 964 966 967 995 1000 1005 996 997 998 999 10011002 1003 1004 980 985 990 977 978 979 981 982 983 984 986987988989 991 96 7 96 8 96 5 96 6 96 7 96 8 96 9 9 7 0 9 6 7 96 8 96 9 971 97 2 973 96 7 96 8 967 968 965 962 963 964 965 961 962 963 964 965 96 3 964 96 5 96 3 96 4 970 96 6 96 7 96 8 969 965 964 966 96 796 7 96 7 968 980 979 981 982 983 985 984 986 960 957 958 959 961 962 95 5 95 4 95 6 95 5 95 4 9 6 5 96 0 95 9 96 1 96 6 967 968 9 7 0 96 6 9 6 7 9 6 8 9 6 9 970 969 970 975 971 972 973974 976 977 97 8 979 97 5 971 972 973 974 97 0 96 9 97 0 969 96 8 969 96 9 975 972 973 974 9 7 3 96 5 971 97 2 972 965 966 967 96 8 97 2 9 7 3 995 996 99 2 983 984 97 8 955 95 5 956 957958959 955 95 5 957 98 5 982 983 984 966 96 0 95 8 95 9 96 0 95 8 95 9 >>|| > | T E E E AC E E W S T TT T T T T T T T T TT M T T T D S S S S V S S V S S V S S S SV S S S S S S S S S S S S S S S SS D D V | | | VV | | | | | D | | | VV D D D DDDD D VV | DD D OUTLOT A 1 1 HW HW HW HW H W HW HW HW H W HW HW 950 955 960 949951952953954956957958959961 9 5 0 9 4 9 9 5 1 9 5 2 9 5 3 POND 2 NWL=954.0 HWL=956.46 95 6 96 0 95 8 95 9 96 0 95 8 95 9 >> >> >> >> >> T T 14 4 5 6 7 8 9 2 8 5 t h S t N E 9 6 5 9 6 3 9 6 4 95 9 9 6 2 9 6 3 9 6 4 9 7 0 9 6 7 9 6 8 9 6 9 966 T T S V V V V | | | VV VV VV VV VV VV 13 14 15 16 17 OUTLOT C 9 6 5 9 6 3 9 6 4 97 0 96 6 96 7 96 8 96 9 965 964 966 V| VV D c 1OF85TH STREET PROJECT MONTICELLO, MINNESOTA 8-25-2022 JLT JLT Name Reg. No.Date Revisions Date Designed Drawn 2022 Pioneer Engineering, P.A. Mendota Heights, MN 55120 2422 Enterprise Drive (651) 681-1914 Fax: 681-9488www.pioneereng.com LANDSCAPE ARCHITECTSLAND SURVEYORSLAND PLANNERSCIVIL ENGINEERS I hereby certify that this plan was prepared by me or under my direct supervision and that I am a duly Licensed Landscape Architect under the laws of the State of Minnesota 44763 Jennifer L. Thompson T1TAMARACK LAND DEVELOPMENT, LLC 00-PLAN-122082-SHEET-TREE TREE PRESERVATION PLAN 4-29-2025 4-29-2025 updated site plan Tamarack Land – Monticello, LLC P.U.D. Residential Development Stormwater Treatment Facilities Operation and Maintenance Plan Monticello, MN November 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. Signed: Michael J. Mordal-Huebsch Date: 11/26/2024 License Number: 61148 Tamarack Land – Monticello, LLC 0 of 5 Stormwater Operation & Maintenance Plan Table of Contents I. Introduction ....................................................................................................................1 II. Designation of Responsible Individuals .........................................................................1 III. Facilities to be Maintained .............................................................................................1 IV. Maintenance Activities ...................................................................................................2 Figures  Figure 1: Site-wide Stormwater BMPs Attachments  Utility Plan Tamarack Land – Monticello, LLC 1 of 5 Stormwater Operation & Maintenance Plan I. Introduction I.A. Site Description The proposed site property is located along north of 85th St NE and south of Mallard Ln in Monticello, Mn (PID# 21-31-00-24-2201 & 21-31-00-24-2202). Around 67 acres of land is being developed. Tamarack, LLC desires to develop the land for 157 new single-family residential homes. Based on our preliminary review of the subject property, it has access from the north through an existing neighborhood. The stormwater for the site will be managed with the addition of two new ponds on the site. The new ponds provide water quality treatment and provide storage volume to control discharge rates off site. Prior to water being discharged into the ponds, they will be pre-treated with a sump in the last manhole, and a forebay. An overflow control structure will II. Designation of Responsible Individuals The underground storage, pretreatment filters, storm sewer, sump catch basin, and Rain Guardian Turrets are located around the site as shown in Figure 1 and Exhibit “A”. These, along with other the stormwater BMPS on site, will all be maintained by the property manager. Maintenance shall be conducted by licensed professionals. II.A. Designated Contacts for Operation and Maintenance [Name, Title or Position] [Address] [Telephone] [Email] II.B. Off-Hours or Emergency Contact(s) This is expected to be the contractor(s) selected by the owners of the individual lots. III. Facilities to be Maintained III.A. Facility Descriptions  Wet Retention Pond o Storm sewer and overland flow directs storm water to two retention ponds to the Northwest of the site. o Forebays slow down the water and silt settles at the bottom of them, prior to entering the wet pond’s storage area. Sediment, trash, or other debris will need to be cleaned out often. o The civil plans will include specific information for the Prinsco underground storage o Inspection Frequency: After rain events of half inch or more. Minimum: Every 3 months. Tamarack Land – Monticello, LLC 2 of 5 Stormwater Operation & Maintenance Plan  Sump manholes and Overflow Control Structures o Storm manholes with sumps will collect sediment as a pretreatment method. o Sediment, trash, and other debris will need to be cleaned out and disposed of. o Inspection Frequency: After rain events of half inch or more. Minimum: Every 6 months.  Drainage Swales o Swales direct water to storm catch basins or wet ponds. o Swales may erode with large rain fall or if vegetation is not established. o Provide additional seeding and erosion control (erosion control blanket, erosion mats, etc.) as needed to prevent erosion. o Inspection Frequency: After rain events of one inch or more: Minimum: Yearly. III.B. Facility Construction Details [To be added following construction] [Attach As-Built Drawings to Final O&M Plan] IV. Maintenance Activities IV.A. General Maintenance Rules At no time will synthetic pesticides or fertilizers be applied, nor will any soil amendments, other than aged compost mulch or sand/compost mix, be introduced. The top of soil surface will be maintained at or near the design elevation throughout. Irrigation systems will be maintained to conserve water while maintaining plant health. Although it is unlikely to be needed, if plants are not thriving compost tea may be applied at a recommended rate of 5 gallons mixed with 15 gallons of water per acre, up to once per year between March and June. Compost tea will not be applied when temperatures are below 50°F or above 90°F or when rain is forecast within the next 48 hours. The following may be applied for pest control if needed:  Beneficial nematodes  Safer® products  Neem oil IV.B. Maintenance Schedule The stormwater treatment facilities will be maintained on the following schedule at a minimum. IV.B.1. Routine Activities The facilities will be examined daily for visible trash during regular policing of the site, and trash will be removed. Any graffiti, vandalism, or other damage will be noted and addressed within 48 hours. The planted areas will be weeded by hand approximately monthly. At this time plants will be inspected for health and the irrigation system will be turned on manually and checked for any leaks or broken lines, misdirected spray patterns etc. Any dead plants will be replaced. Tamarack Land – Monticello, LLC 3 of 5 Stormwater Operation & Maintenance Plan IV.B.2. Following Significant Rain Events A significant rain event will be considered to be one that produces approximately a half- inch or more rainfall in a 24-hour period. Within 24 hours after each such event, the following will be conducted:  Inlets will be inspected, and any accumulations of trash or debris will be removed.  Storm sewer structures and sumps will be inspected, and any accumulations of trash or debris will be removed.  The surface of the mulch layer will be inspected for movement of material. Mulch will be replaced and raked smooth if needed.  Erosion control plan, storm water pollution prevention plan, and NPDES inspection requirements shall be followed. IV.B.3. Prior to the Start of the Rainy Season In September or each year, site inlets and outlets will be inspected to confirm there is no accumulation of debris that would block flow. If not previously addressed during continual maintenance, any growth and spread of plantings that blocks inlets or the movement of runoff across the surface of the facility will be cut back or removed. IV.B.4. Annually During Winter Once, in December – February of each year, vegetation will be cut back as needed, debris removed, and plants and mulch replaced as needed. Storm sewer manholes, inlets, and curb will be inspected for damage. The elevation of the top of soil and mulch layer will be confirmed to be consistent with the design elevation and with the design 6-inch reservoir depth. Tamarack Land – Monticello, LLC 4 of 5 Stormwater Operation & Maintenance Plan Figure 1: Sitewide Stormwater BMPs Tamarack Land – Monticello, LLC 5 of 5 Stormwater Operation & Maintenance Plan EXHIBIT “A” Utility Plan 96 0 957 958 9 5 9 95 9 959 9 6 1 9 6 2 9 6 3 96 5 96 6 96 5 966 950 955 960 949951952953954956957958959961 950 955 949 951 952 953 954 956 957 958 9 5 0 95 5 9 4 9 9 5 1 9 5 2 9 5 3 95 4 95 6 95 7 9 5 8 9 5 9 960 957 9 5 8 95 9 9 6 1 9 5 8 958 95 9 POND 1 NWL=955.0 HWL=959.12 POND 2 NWL=954.0 HWL=956.46 966966 966966 967 967 96 7 96 7 968 968 96 7 96 8 95 5 9 6 0 95 1 95 2 95 3 95 4 95 6 95 7 95 8 95 9 9 6 1 960 958 959 961 962 95 5 95 1 95 2 95 3 95 4 9 5 6 95 6 955 955 960 953 953 954 954 956 956 957 957 958 959 951 952 953954 N O G R A D I N G W I T H I N U N D E R G R O U N D G A S P I P E L I N E L I M I T S C A U T I O N G A S SEWO G=968.3 LL/OPN=965.5 SEWO G=968.4 LL/OPN=965.6 SE W O G= 9 6 6 . 2 LL / O P N = 9 6 3 . 4 SE W O G= 9 6 6 . 6 LL / O P N = 9 6 3 . 8 FB L O G= 9 6 7 . 8 LL = 9 5 9 . 8 OP N = 9 6 1 . 8 FB L O G= 9 6 8 . 2 LL = 9 6 0 . 2 OP N = 9 6 2 . 2 FB L O G= 9 6 8 . 4 LL = 9 6 0 . 4 OP N = 9 6 2 . 4 FB L O G= 9 6 8 . 6 LL = 9 6 0 . 6 OP N = 9 6 2 . 6 FB L O G= 9 6 8 . 6 LL = 9 6 0 . 6 OP N = 9 6 2 . 6 SE W O G= 9 6 7 . 8 LL / O P N = 9 6 5 . 0 S E W O G = 9 6 4 . 0 L L / O P N = 9 6 1 . 2 S E W O G = 9 6 4 . 4 L L / O P N = 9 6 1 . 6 S E W O G = 9 6 4 . 8 L L / O P N = 9 6 2 . 0 S E W O G = 9 6 5 . 6 L L / O P N = 9 6 2 . 8 S E L O G = 9 6 5 . 8 L L = 9 6 2 . 6 S E L O G = 9 6 6 . 4 L L = 9 6 3 . 2 S E L O G = 9 6 7 . 0 L L = 9 6 3 . 8 S E W O G = 9 6 3 . 2 L L / O P N = 9 6 0 . 4 S E W O G = 9 6 3 . 2 L L / O P N = 9 6 0 . 4 S E W O G = 9 6 3 . 6 L L / O P N = 9 6 0 . 8 S E W O G = 9 6 4 . 2 L L / O P N = 9 6 1 . 4 S E W O G = 9 6 4 . 8 L L / O P N = 9 6 2 . 0 S E W O G = 9 6 5 . 4 L L / O P N = 9 6 2 . 6 SE L O G= 9 6 8 . 4 LL = 9 6 5 . 2 960 961 962 963 96 5 9 6 1 9 6 2 9 6 3 964 96 7 96 8 960 957 958 959 961 962 95 5 95 4 95 6 95 5 95 4 9 6 5 96 0 95 9 96 1 96 6 96 5 16 C.Y. OF CL. 3 RIP RAP IN FOREBAY 20 C.Y. OF CL. 3 RIP RAP IN FOREBAY 955 95 5 956 957958959 955 95 5 957 40 C.Y. OF CL. 3 RIP RAP WETLAND (3P) NWL=955.0 HWL=959.12 SE L O G= 9 6 8 . 8 LL = 9 6 5 . 6 SE L O G= 9 6 9 . 0 LL = 9 6 5 . 8 SE L O G= 9 6 8 . 7 LL = 9 6 5 . 5 SE L O G= 9 6 8 . 4 LL = 9 6 5 . 2 96 0 95 8 95 9 96 0 95 8 95 9 16 C.Y. OF CL. 3 RIP RAP IN FOREBAY 24 C.Y. OF CL. 3 RIP RAP IN FOREBAY FALLON DRI V E N E GOLDFINCH AVENUE TA N A G E R L A N E SHEET X.1 SHEET X.3 SH E E T X . 1 SH E E T X . 2 8 1 1 1 OUTLOT A 2 3 4 5 6 7 8 1 2 3 4 2 3 4 5 6 7 2 OUTLOT B 1 1 7 HW HW HW HW HW HW HW HW HW HW HW HW H W HWHWHWHWHWHWHWHWHWHWHWHW HW HW HW HW H W HW HW H W H W HW HW HW H W H W HW H W H W HW H W H W H W H W H W H W HW HW HW HW HW H W HW HW HW HW HW HW H W H W H W H W HW HWHWHWHWHW HW HW HW 10 6 9 8 7 6 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4 + 0 0 5 + 0 0 6 + 0 0 7 + 0 0 8 + 0 0 9 + 0 0 0+00 1+00 1+ 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 8+ 0 0 D REMOVE EXISTING 8" D.I.P. PLUG & CONNECT TO EXISTING 8" WATER MAIN STUB 0+00 1+00 S S S S S S V V V V V V V V V V V V V V V V V V V V V V V V V V V V V VVVV 199 LF OF 18"Ø RCP @ 0.40% VVVVVVVV VVVVVVVV VV VV 1 4 0 L F O F 3 0 " Ø R C P @ 0 . 7 6 % VV VV VV 1 8 2 L F O F 3 6 " Ø R C P @ 0 . 4 9 % VV VV 13 7 L F O F 1 5 " Ø H D P E @ 0 . 5 3 % D 18 LF OF 12"Ø RCP @ 2.17% 29 LF OF 24"Ø RCP @ 1.20% | | | | | | | | | | | 2 LF OF 6"Ø DIP | | | | | VV VV VV DVVVV | | | | G A S || | | W W W W W W W V V V V WW W W W W W W W W VV VV VV VV VV VV VV VV VV VV VV VVVVVV 30 LF OF 18"Ø HDPE @ 0.47% 41 LF OF 12"Ø RCP @ 1.87% 43 LF OF 12"Ø RCP @ 2.31% VV VV D D171 LF OF 30"Ø RCP @ 0.40% 18 7 L F O F 1 5 " Ø H D P E @ 0 . 5 0 % 124 L F O F 2 4 " Ø R C P @ 0 . 4 7 % 108 LF O F 2 4 " Ø R C P @ 0 . 3 9 % 125 LF OF 24"Ø RCP @ 0.62% 11.3° BEND 22.5° BEND 22.5° BEND 10 IN X 10 IN X 6 IN TEE WATER HYDRANT 6"Ø 6 IN X 6 IN GATE VALVE 10 IN X 10 IN X 6 IN TEE 6 IN X 6 IN GATE VALVE WATER HYDRANT 6"Ø 8 IN X 8 IN X 8 IN TEE 8 IN X 8 IN X 6 IN TEE WATER HYDRANT 6"Ø GATE 6 IN X 6 IN"Ø REDUCER 8 X 6 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE 8 IN X 8 IN GATE VALVE POND 2 CONTROL STRC (PER DETAIL) RIM=959.55 SE INV.=953.40 W INV.=954.00 CONNECT INTO EXISTING PVC PIPE INV.=943.1± (FIELD VERIFY) 5-20 CBMH RIM=964.00 S INV.=960.00 CBMH 5-22 CBMH RIM=962.35 SUMP INV.=951.90 SE INV.=955.90 NW INV.=955.90 5-23 FES INV.=955.00 5-21 CBMH RIM=964.10 N INV.=959.25 S INV.=959.25 9-1 FES INV.=954.50 9-3 FES INV.=953.40 8-1 FES INV.=953.00 8-2 FES INV.=953.63 2-23 FES INV.=955.00 6-5 FES INV.=956.60 1-7 FES INV.=954.75 CBMH 1-6 CBMH RIM=960.47 SUMP INV.=950.90 E INV.=954.90 SW INV.=954.90 1-8 FES INV.=959.25 1-9 FES INV.=958.48 1-10 FES INV.=957.85 1-11 FES INV.=956.85 5-14 CBMH 5-13 CB 2-20 STMH 2-19 CB 2-18 CBMH 2-22 STMH 1-3 CB1-4 CBMH 6-4 CB 6-7 CBMH 6-8 CB6-9 CBMH POND 1 CONTROL STRC (PER DETAIL) RIM=959.00 SE INV.=955.00 W INV.=955.00 6-10 FES INV.=954.00 CONNECT INTO EXISTING PVC PIPE INV.=939.3± (FIELD VERIFY) SAN MH 201 SAN MH 202 SAN MH 203 SAN MH 210 SAN MH 209 953.40 FG 6-6 CBMH VVVVVVVVVVVVVVVV 9-2 CBMH RIM=959.67 E INV.=954.56 W INV.=954.56 412 LF OF 24"Ø RCP @ 0.28% 2-17 CB 5-19 STMH DD SAN MH 211 VV VV D 1-5 STMH 146 LF OF 18"Ø HDP E @ 0 . 4 7 % 146 LF OF 18"Ø HDP E @ 0 . 4 7 % 5-16 STMH5-12 STMH 2-21 CB CONNECT TO EXIST. 10" WATERMAIN STUB REMOVE EX. HYDRANT. 16 LF OF 12"Ø RCP @ 2.76% UT I L I T Y NW U T I L I T Y P L A N C4.110 : 5 3 A M n: \ p r o j e c t s c u r r e n t \ 2 1 - 0 3 0 0 . 0 0 t a m a r a c k m o n t i c e l l o n e l s o n \ C i v i l \ c a d f i l e s \ U t i l i t y P r o f i l e s . d w g 11 / 2 6 / 2 0 2 4 DE S C R I P T I O N DA T E NO . RE V FI L E N O . : DW G F I L E : CH E C K E D B Y : DR A W N B Y : DE S I G N B Y : DA T E : SHEET NO. LA N D S U R V E Y I N G CI V I L E N G I N E E R I N G EN V I R O N M E N T A L S E R V I C E S 13 0 7 6 F I R S T S T R E E T , B E C K E R , M N 5 5 3 0 8 - 9 3 2 2 TE L : 7 6 3 - 2 6 2 - 8 8 2 2 F A X : 7 6 3 - 2 6 2 - 8 8 4 4 BO G A R T , P E D E R S O N & A S S O C I A T E S , I N C . P. U . D . R E S I D E N T I A L D E V E L O P M E N T TA M A R A C K L A N D - M O N T I C E L L O , L L C Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M N 11 / 2 6 / 2 0 2 4 21 - 0 3 0 0 . 0 0 CJ D MJ M MJ M I h e r e b y c e r t i f y t h a t t h i s p l a n , s p e c i f i c a t i o n , o r re p o r t w a s p r e p a r e d b y m e o r u n d e r m y d i r e c t su p e r v i s i o n a n d t h a t I a m a d u l y L i c e n s e d Pr o f e s s i o n a l E n g i n e e r u n d e r t h e l a w s o f t h e St a t e o f M i n n e s o t a . Si g n e d : Da t e : L i c . N o . - 0 9 / 0 7 / 2 0 2 2 DR A W I N G S I S S U E D T O C I T Y 1 0 9 / 1 9 / 2 0 2 2 RE V I S E D P E R P U D R E V I E W 2 0 7 / 2 6 / 2 0 2 4 UP D A T E D W I T H N E W L A Y O U T 3 1 1 / 2 6 / 2 0 2 4 RE V I S E D P E R C I T Y C O M M E N T S SCALE: 1" = 50' 0 50' VV | V PROPOSED STORM SEWER PROPOSED WATER LINE PROPOSED SANITARY SEWER PROPOSED SANITARY MANHOLE PROPOSED FLARED END SECITON PROPOSED CATCH BASIN PROPOSED GATE VALVE & BOX PROPOSED RIP RAP LEGEND: D S PROPOSED STORM MANHOLE UTILITY GENERAL NOTES: 1.CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL UTILITY RELOCATIONS. 2.CONTRACTOR SHALL LOCATE AND VERIFY ALL UTILITIES WHICH MAY AFFECT THIS WORK AND NOTIFY OWNER OF ANY CHANGES. CONTACT LOCAL UTILITY COMPANIES FOR EXACT LOCATIONS PRIOR TO BIDDING THE PROJECT AND COMMENCING WORK. 3.CONTRACTOR SHALL VERIFY CRITICAL ELEVATIONS TO ENSURE CONFORMANCE WITH GRADING PLAN AND EXISTING UTILITIES, PARTICULARLY WITH EXISTING STRUCTURES AND/OR PAVEMENTS TO REMAIN. 4.THE CONTRACTOR SHALL NOTE ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS AS EXISTING IN THE FIELD AND AS REPRESENTED WITHIN THE PLANS AS SHOWN AND ALERT THE ENGINEER BEFORE BIDDING THE PROJECT AND BEGINNING CONSTRUCTION. 5.WATER LINE TO MINIMUM 8.0 FEET DEPTH. 6.VERIFY INVERT ELEVATIONS OF EXISTING SANITARY LINE AT POINT OF CONNECTION WITH NEW SANITARY LINE PRIOR TO INSTALLING ANY NEW UTILITIES. 7.ALL CROSSING ELEVATIONS OF NEW UTILITIES & SIZES OF THE EXISTING UTILITIES ARE BASED ON ASSUMED ELEVATIONS AND SIZES PROVIDED BY THE SURVEY. 8.ALL SANITARY SERVICE PIPE AND FITTINGS WILL BE SCHDULE 40. 9.ALL STORM SEWER SHALL BE PVC SCHEDULE 40 WHEN LESS THAN 8" IN DIAMETER. ALL RCP STORM SEWER SHALL BE CLASS V PIPE UNLESS OTHERWISE NOTED. ALL HDPE STORM SEWER SHALL BE DUAL WALL HIGH PERFORMANCE POLYPROPYLENE PIPE AND SHALL CONFORM TO AASHTO M330. 10.ALL WATER LINES 4" OR GREATER SHALL CONFORM TO AWWA C900, AWWA C150, OR GRADE PE-3408 OR GRADE PE4710 PIPE AND SHALL BE RATED FOR 200 PSI. ALL WATER LINES LESS THAT 4" SHALL CONFORM TO AWWA C901 SIDR 7 (HDPE WATER LINE) OR TYPE K COPPER PIPE. 11.THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING TWO CONSECUTIVE PASSING BACTERIOLOGICAL TESTS FROM THE PROPOSED WATER SERVICE. 12.THE APPLICANT SHALL BE RESPONSIBLE FOR REPLACING ANY CONCRETE PAVEMENT WHICH IS DAMAGED OR REMOVED AS A RESULT OF THE PROPOSED WATER, SANITARY, STORM SEWER SERVICE INSTALLATION. 13.SEE DETAILS FOR SPECIFIC MODELS USED FOR CURB STOPS, MANHOLES, VALVES, ETC. 14.IF DEWATERING IS REQUIRED FOR THIS PROJECT, THE PUMP DISCHARGE SHALL BE TREATED PRIOR TO BEING DISCHARGED OFF-SITE OR INTO A SURFACE WATER. THE DISCHARGE SHALL BE VISUALLY CHECKED TO ENSURE THAT IT IS VISIBLY CLEAN WATER. NO DEWATERING IS EXPECTED FOR THIS SITE DUE TO SANDY SOIL CONDITIONS. 15.CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL PLAN FOR PAVEMENT REMOVAL, UTILITY INSTALLATION, AND REPLACEMENT AS NEEDED. W S PROPOSED WATER SERVICE PROPOSED SANITARY SERVICE PROPOSED HYDRANT Bogart, Pederson & Assoc Phone: 763/262-8822 13076 First Street Fax:763-262-8844 Becker, MN 55308 Toll free: 888/210-8301 www.bogart-pederson.com Response to 08/29/2024 Memorandum TO: Matt Leonard, City Engineer/Public Works Director FROM: Chris Dahn, Bogart, Pederson & Associates DATE: November 15, 2024 RE: Tamarack Residential Subdivision – Concept Stage PUD Plan Review City of Monticello, MN WSB Project No. 026480-000 Thank You for reviewing the “Tamarack Residential Subdivision” Concept Stage PUD Plan. BPA has reviewed the comments and we offer the following response to comments and recommendations that have been made in the review. Comments on the plan have been tabulated and responded to below. General: 1. City staff will provide additional comments under separate cover. BPA Response: Comment Noted. 2. Trail outlots or easements shall be 30’ in width. BPA Response: Trail outlots or easements are now 30’ in width. 3. Verify the project concept will work with the existing utility easements on the property. Show the locations of existing easements on future submittals. BPA Response: The plan is designed to work with the existing utility easements. A 100’ wide outlot is present for the main gas line. 4. If split lots with existing structures are annexed into the City, provide utility stubs to serve the split lots. Once the utility stubs are provided, connection shall be made with the timelines outlined in the City of Monticello Code Chapter 50: Water and Sewer Ordinance. BPA Response: Utility stubs are proposed for the split lots going onto city lots. 5. The plat will require 12’ perimeter and 6’ side-yard drainage and utility easements. BPA Response: These easements have now been modified slightly to accomplish this. 6. The Fallon Avenue right of way shall be 50’ from centerline. BPA Response: This right of way has been expanded and now includes a portion of the trail. 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. BPA Response: This information is provided in the storm water report. Site, Street, & Utility Plans: 8. With future submittals, provide a full civil plan set that includes an existing/removals plan, utility plan, more detailed site/paving plan, grading plan, erosion/sediment control, and standard details plan. BPA Response: These individual plans are present in the civil set. Bogart, Pederson & Assoc Phone: 763/262-8822 13076 First Street Fax:763-262-8844 Becker, MN 55308 Toll free: 888/210-8301 www.bogart-pederson.com 9. Streets and utilities shall be designed in accordance with the applicable City Subdivision Ordinances and the City’s General Specifications and standard Details Plates for Street and Utility Construction. BPA Response: Comment Noted. Standard city details are utilized. 10. 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. BPA Response: Comment Noted. 11. 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 accommodate the City’s ladder truck. Provide a turning movement exhibit to show that a fire truck can access all building structures, cul-de-sacs, roundabout areas, and parking lots as applicable. Additional comments may be provided under separate cover. BPA Response: A firetruck turning movement is now provided. 12. With future submittals, provide a utility plan showing the existing and proposed sanitary sewer, watermain and storm sewer serving the site. An overall utility plan was not provided with the plan submittal however, below are initial concept level comments: a. Watermain looping may be required through the site to provide adequate fire flow supply. BPA Response: The watermain layout is provided in the utility plan. Looping will be able to be accomplished during future development at the ends of roads. b. Additional utility stubs to adjacent properties may also be required to accommodate future looping connections. BPA Response: Comment Noted. c. See initial comments on concept plan markups. BPA Response: BPA has not received these specific markups. Stormwater Management 13. Below are General Stormwater Requirements for the Site: d. The applicant will be required to submit a stormwater management plan for the proposed development in accordance with the requirements in the City’s Design Manual. BPA Response: Comment Noted. See attached storm water plan. e. Infiltration is required for new developments. If infiltration is not feasible provide documentation on the rational before moving to additional BMP’s. BPA Response: Comment Noted. f. 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. BPA Response: Comment Noted. g. 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. BPA Response: Comment Noted. The wet ponds are designed to be of a design level 3 for TSS and TP reduction (TSS=90%, TP=60%) h. Rate control will be required for the new development. All rates must be equal or less than existing rates for each discharge location. BPA Response: Comment Noted. Bogart, Pederson & Assoc Phone: 763/262-8822 13076 First Street Fax:763-262-8844 Becker, MN 55308 Toll free: 888/210-8301 www.bogart-pederson.com i. An operation and maintenance plan for all stormwater BMPs is required and should be submitted with the stormwater report for review. BPA Response: An operation and maintenance plan is now provided. j. The site is not within the DWSMA and is subject to requirements of the City’s Wellhead Protection Plan. BPA Response: Comment noted. 14. 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. BPA Response: Comment Noted. 15. Include storm sewer sizing calculations with future plans. Refer to the City design guidelines for Storm sewer requirements. k. All flared end sections 12 inches in diameter and greater shall include trash guards per City detail. BPA Response: This is included in the details. l. 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. BPA Response: These velocities are achieved in the storm water report. m. Vaned grate (3067V) catch basin castings shall be used on all streets. BPA Response: These details are called out in the provided details. n. 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. BPA Response: Grate inflow calculations are included. Any grate inflows over 3 cfs 16. The last structure prior to discharge to a stormwater BMP is required to be a 4’ minimum sump structure. BPA Response: These are provided prior to entering the wet ponds. 17. 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. BPA Response: Comment Noted. A SWPPP is provided. 18. 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. BPA Response: Comment Noted. 19. A detailed review of erosion and sediment control BMP’s will take place with future submittals. Provide redundant perimeter control around all wetlands onsite. BPA Response: Comment Noted. Traffic & Access 20. The applicant is proposing three driveway access points, one extending form the existing Fallon Drive, one creating a south leg at the Mallard Lane and Tanager Circle intersection, and one located along 85th Street, approximately 1,200 feet east of Fallon Avenue. Street access spacing, grades, and sight lines will be review with future submittals. BPA Response: Comment Noted Bogart, Pederson & Assoc Phone: 763/262-8822 13076 First Street Fax:763-262-8844 Becker, MN 55308 Toll free: 888/210-8301 www.bogart-pederson.com 21. The site would generate approximately 1,481 daily trips, 11 AM peak hour trips and 148 PM peak hour trips. With this development and the Haven ridge development connecting to the south, the proposed traffic is expected to have impact along Fallon Avenue, 85th Street, Starling Drive, and School Boulevard. BPA Response: Comment Noted. 22. Provide a traffic study for this development including impacted intersections, turn lane recommendations, and traffic control mitigation measures if needed. In addition, the location of the driveways adjacent to 85th St NE should be reviewed to make sure they are not impacted by the traffic turning on to 85th St NE. BPA Response: A traffic study is being completed and should be completed by the end of January. 23. A sight line analysis should be completed at the Site Access Street and 85th St NE. BPA Response: A sight line is now shown on the sign plan. Wetlands & Environmental 24. Provide a wetland delineation for approval by the Local Government Unit. Wetland boundaries should be included on future plans. The City requires buffers around existing wetlands and the buffer widths are based on the wetland function. BPA Response: Wetland delineation is shown on the plans and included in the survey. 25. Any permanent or temporary wetland impacts from new development must be permitted under the Wetland Conservation Act through a replacement plan. BPA Response: Comment Noted. If you have any questions I can be reached at (763) 262-8822. Thank you for providing review comments for this project. Sincerely, Bogart, Pederson & Associates, Inc. Christopher J. Dahn, P.E. Response to City of Monticello staƯ comments regarding the preliminary plat submittal for Meadows at Pioneer Park.  Narrative  Included in the resubmittal  Signed land-used application property owner to reflect both property owners’ names  Included in the resubmittal  Corrected PID on the land-use application  Has been corrected on the land use application  Colored building elevation or clearly proposed minimum residential building and performance standards and address how they diƯer from the code requirements. If you have sample illustrations, note them as sample only and subject to approved PUD building standards.  Included in the resubmittal  Title commitment  Included in the resubmittal  Landscape Plan  Included in the resubmittal  Driveway dimensions  Included in the resubmittal  Proposed parks, common area and preservation easements  Typical lot easements are labeled on the Preliminary Plat, the gas easement is labeled on the site plan and preliminary plat.  Written statement describing the applicants understanding of the financial requirements for the PUD.  Included in the resubmittal July, 2024 Tamarack Land-Monticello LLC. Residential Development PUD Prepared for: Tamarack Land Company, LLC Prepared by: MANAGEMENT REPORT 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. Signed: Daniel F. Bogart Date: 07/17/2022 License Number: 55539 Table of Contents Table of Contents Drainage Report Narrative Drainage Maps Drainage Map 1- Existing Conditions Drainage Areas Drainage Map 2- Existing Land Use and Hydrologic Soil Group Drainage Map 3- Proposed Conditions Drainage Areas Drainage Map 4- Proposed Land Use and Hydrologic Soil Group Appendix A - Drainage Calculations- Existing Conditions · Existing Drainage Report Appendix B - Drainage Calculations- Proposed Conditions · Proposed Drainage Report Appendix C - Proposed Design Calculations Summary · Proposed Pond Design & Runoff Rates Appendix D - Additional Design Information · SSURGO Soils Data Report 1. SITE LOCATION AND EXISTING CONDITIONS: Site Information: The proposed Nelson Residential Development Project will be located on the southern edge of the city of Monticello, Minnesota. Existing Site Conditions: The subject property is located along north of 85th St NE and south of Mallard Ln in Monticello, Mn (PID# 21-31-00-24-2201 & 21-31-00-24-2202). The property is approximately 67.50+/- acres in size and is currently undeveloped. The balance of the property is unimproved and is being used as an agriculture field, the remaining area has wetlands. The wetlands are in locations determined with the wetland delineation. The slope of the property generally falls east to west and in elevation to the low areas throughout the site (wetlands). Flows from hese low areas make their way to the regional wetland across Fallon Ave by draining under the road by way of an existing storm water pond. This site has gradual slopes overall with approximately a 48’ fall from the high point to the lowlands. Onsite Soils: A soil boring log of onsite soils is attached. A soils report and additional information is available from the USDA- Web Soil Survey Website. In general, the site is comprised of lean clays (CL) and Clayey Sands (SC). 2. PROPOSED SITE IMPROVEMENTS The proposed project will include mass grading with two stormwater ponds being built. Due to native soils have low infiltrability, the proposed ponds cannot be infiltration ponds. Tamarack, LLC desires to develop the land for 157 new single-family residential homes. Based on our preliminary review of the subject property, it has access from the north through an existing neighborhood. The existing roads in this neighborhood, Fallon Dr. and Tanager Ln will be continued into the new Nelson neighborhood. There is also access from the south by way of 85th St. No additional water runoff will be directed off site to the north, east or south. The water directed off site to the northwest will be reduced before leaving the site. The Total New Impervious for the project is: 814,316 SF TOTAL. 3. STORMWATER MANAGEMENT The stormwater for the site will be managed with the addition of two new ponds on the site. The new ponds provide water quality treatment and provide storage volume to control discharge rates off site. The ponds have been sized to meet MPCA and NPDES regulations. The existing stormwater conditions can be found in Appendix A. The proposed stormwater conditions can be found in Appendix B. The design with detail of each pond with can be found in Appendix C. Release rates off site for pre-construction and post-construction are in Appendix C. The stormwater will be collected starting on the south side of the development and will be routed through a series of stormwater ponds as it is directed north to the regional wetland. The stormwater ponds are designed as wet ponds due to MPCA requirements and on site soil. The onsite soils are shown in the USDA web soil survey as having C & D soils groups. These soils are not optimal for infiltration therefore wet ponds were designed for the site. These ponds provide adequate storage area to treat the stormwater from this site and reduce the amount of water that is released compared to predevelopment. See the storm water calculations for addition details. A summary of the off-site flow rates and water quality provided by the proposed stormwater ponds are summarized below: Existing Drainage: Northwest - Offsite Offsite Existing Detention Pond Southeast - Offsite Rainfall Event Flow (cfs) Peak Elevation Rainfall Event Flow (cfs) Peak Elevation Rainfall Event Flow (cfs) Peak Elevation 2 Year 6.23 NA 2 Year 3.50 959.99 2 Year 4.44 NA 10 Year 37.21 NA 10 Year 4.52 961.87 10 Year 8.44 NA 100 Year 90.61 NA 100 Year 5.34 963.80 100 Year 16.51 NA 10-Day Snowmelt NA NA 10-Day Snowmelt NA 961.89 10-Day Snowmelt NA NA Proposed Drainage: Northwest - Offsite Offsite Existing Detention Pond Southeast - Offsite Rainfall Event Flow (cfs) Peak Elevation Rainfall Event Flow (cfs) Peak Elevation Rainfall Event Flow (cfs) Peak Elevation 2 Year 5.28 NA 2 Year 3.17 959.36 2 Year 3.78 NA 10 Year 10.50 NA 10 Year 3.98 960.78 10 Year 7.48 NA 100 Year 45.29 NA 100 Year 5.01 962.97 100 Year 15.09 NA 10-Day Snowmelt NA NA 10-Day Snowmelt NA 959.76 10-Day Snowmelt NA NA Existing vs. Proposed Runoff Rates: Northwest - Offsite Offsite Existing Detention Pond Southeast - Offsite Rainfall Event Flow (cfs) Peak Elevation Rainfall Event Flow (cfs) Peak Elevation Rainfall Event Flow (cfs) Peak Elevation 2 Year 0.95 NA 2 Year 0.33 0.63 2 Year 0.66 NA 10 Year 26.71 NA 10 Year 0.54 1.09 10 Year 0.96 NA 100 Year 45.32 NA 100 Year 0.33 0.83 100 Year 1.42 NA 10-Day Snowmelt NA NA 10-Day Snowmelt NA 2.13 10-Day Snowmelt NA NA 4. MIDS CALCULATOR CONSIDERATIONS Wet Sedimentation Ponds · Design Level 1 (TSS = 60%, DP = 0%, PP =62%, TP = 34%):.  Dead (or permanent) storage of at least 1800 cubic feet per acre that drains to the pond  Permanent Pool Volume Required=1800 cf/Ac X 68.35 Ac = 123,023 cf.  Permanent Pool Volume Provided= 56,886 cf. (Between Elev. 951 – 955, and 949 – 954 for Ponds 1 and 2, respectively).  The pond’s permanent storage volume must reach a minimum depth of at least 3 feet and must have no depth greater than 10 feet. The basin must be configured such that scour or resuspension of solids is minimized.  Pond 1: Permanent Pool is between 951 and 955 contours  Pond 2: Permanent Pool is between 949 and 954 contours · Design Level 2 (TSS = 84%, DP = 8%, PP = 84%, TP = 50%):  Water quality volume (flood pool volume) >= 1 inch of impervious area  Pond 1: Water Quality Volume Required= 1in X 15.58 Ac = 56,566 cf. o Water Quality Volume Provided= 104,500 cf. (Between Elev. 955 & 956.5).  Pond 2: Water Quality Volume Required= 1in X 3.11Ac = 11,293cf. o Water Quality Volume Provided= 146,754 cf. (Between Elev. 949 & 954).  Discharge rate of water quality volume does not exceed 5.66 cubic feet per second per acre of surface area of the pond.  Pond 1: Required Water Quality Release Rate  5.66 cfs/acre of pond surface area X (78,539/43,560)= 10.20 cfs · Provided Water Quality Release Rate: <2.73 cfs (per Water Control Structure release rate)  Pond 2: Required Water Quality Release Rate  5.66 cfs/acre of pond surface area X (53,361/43,560)= 6.93 cfs · Provided Water Quality Release Rate: <3.78 cfs (per Water Control Structure release rate)  Flow path length to pond width ratio; 1:1 to 3:1  Refer to design level 3 for additional applicable design criteria. · Design Level 3 (TSS 90%, DP = 23%, PP = 90%, TP = 60%):  Water quality volume (flood pool volume) >= 1.5 inch of impervious area  Pond 1: Water Quality Volume Required= 1.5in X 15.58 Ac = 84,833 cf. o Water Quality Volume Provided= 104,500 cf. (Between Elev. 955 & 956.5).  Pond 2: Water Quality Volume Required= 1.5in X 3.11Ac = 16,939cf. o Water Quality Volume Provided= 146,754 cf. (Between Elev. 949 & 954).  Wet extended detention or multi-cell system.  The two ponds are in series and designed to hold 3.5” of runoff over new impervious area, upstream of the ponds. The entire storage volume will be treated before it is discharged out of the ponds. Any runoff that leaves the ponds over the weirs will be treated before it is discharged.  Sediment forebay at all major inflows  The forebays of this pond are the permanent sediment traps that are in all catch basins, the ponding areas before end sections and the depressed area in the riprap.  Flow path length to pond width ratio; 3:1 ≤ X ≤ 10:1  The flow path length through the pond 1 is 770’. The pond area is 63,736 sq. ft. The equivalent width is therefore 82.8 feet. Thus the ratio of flow path length to pond width is 9.3  The flow path length through the pond 2 is 405’. The pond area is 53,380 sq. ft. The equivalent width is therefore 133.5 feet. Thus the ratio of flow path length to pond width is 3.0 Conclusion: The Proposed Ponds Meets all the criteria to be considered a Design Level 3 Pond in the MIDS calculator. 4. REFERENCES: Design data and methods are based on the following software and references: 1) HydroCad 2) USDA Web Soil Survey, https://websoilsurvey.sc.egov.usda.gov/App/HomePage.htm 3) Dept of Natural Respurces NOAA 14 Precipitation Frequency Estimates http://www.dnr.state.mn.us/climate/noaa_atlas_14.html 4) "Hydrologic Modeling of Small Watersheds", American Society of Agricultural Engineers 5) “Handbook of Hydraulics”, Sixth Edition, Brater & King 6) “Design and Construction of Urban Stormwater Management Systems”, ASCE Manual of Engineering Practice No 27, American Society of Civil Engineers 7) “Hydrologic Analysis and Design”. Richard McCuen, Prentice Hall, 1989 8) “Minnesota Storm Water Manual”, Current Edition, Minnesota Pollution Control Agency, https://stormwater.pca.state.mn.us/index.php/Main_Page 970 9 8 0 990 960 1000 9 7 0 1 0 0 0 960 990 9 6 0 970 960 9 8 0 960 9 9 0 9 8 0 960 960960 970 9 8 0 960 1 0 0 0 37.601 ac. 22.412 ac. 19.651 ac. 17.456 ac. 16.223 ac. 7.236 ac. 5.116 ac. 2.221 ac. 0.977 ac. 0.115 ac. %,I %,J %,B %,D %,C %,E %,A %,G %,H %,F #*7P #*9P #*8P#*3P#*2P #*10P")1L ")10L ± 0 300 600150Feet Legend Existing Watersheds DFB 22-0172CJD Scale:Drawn by:Checked by:Project No :Date:Sheet: NELSON RESIDENTIAL - MAP 1EXISTING DRAINAGE 1 of 15/22/20221 in = 300 ft LAND SURVEYINGCIVIL ENGINEERINGENVIRONMENTAL SERVICES %,I %,J %,B %,D %,C %,E %,A %,G %,H %,F #*7P #*9P #*8P#*3P#*2P #*10P")1L ")10L ± 0 300 600150Feet Legend Existing Watersheds Hydrologic Soil Group B C C/D LandUse 1 acre lots; 20% imp 1/4 acre lots; 38% imp 2 acre lots; 12% imp >75% Grass cover; Good Impervious Surface Pasture/grassland/range; Fair Row crops; SR + CR; Good Water Surface Woods; Fair DFB 22-0172CJD Scale:Drawn by:Checked by:Project No :Date:Sheet: NELSON RESIDENTIAL - MAP 2EXISTING LAND USE & SOIL TYPE 1 of 15/23/20221 in = 300 ft LAND SURVEYINGCIVIL ENGINEERINGENVIRONMENTAL SERVICES 965 970 9 7 5 9 8 0 9 8 5 990 995 955 960 100 0 950 9 8 0 965 975 970 965 960 955 960 965 9 6 5 990 9 6 5 960 970 975 965 960 970 970 970 975 970 975 975 955 970 9 7 5 970 965 970 9 7 5 965 975 955 9 6 5 970 975 970 970 980 9 6 5 98550.676 ac. 35.242 ac. 17.689 ac. 14.233 ac. 5.089 ac. 3.436 ac. 2.111 ac. 0.306 ac. 0.182 ac. 0.042 ac.%,J %,B %,D %,C %,E %,A %,G %,H %,F %,G2 #*8P#*3P#*1P #*10P")1L ")10L ± 0 300 600150Feet Legend Proposed Watershed DFB 22-0172CJD Scale:Drawn by:Checked by:Project No :Date:Sheet: NELSON RESIDENTIAL - MAP 3PROPOSED DRAINAGE 1 of 17/17/20241 in = 300 ft LAND SURVEYINGCIVIL ENGINEERINGENVIRONMENTAL SERVICES %,J %,B %,D %,C %,E %,A %,G %,H %,F %,G2 #*8P#*3P#*1P #*10P")1L ")10L ± 0 300 600150Feet Legend Proposed Watershed Hydrologic Soil Group B C C/D LandUse 1 acre lots; 20% imp 1/4 acre lots; 38% imp 2 acre lots; 12% imp >75% Grass cover; Good Impervious Surface Pasture/grassland/range; Fair Row crops; SR + CR; Good Water Surface Woods; Fair DFB 22-0172CJD Scale:Drawn by:Checked by:Project No :Date:Sheet: NELSON RESIDENTIAL - MAP 3PROPOSED LAND USE & SOIL TYPES 1 of 17/17/20241 in = 300 ft LAND SURVEYINGCIVIL ENGINEERINGENVIRONMENTAL SERVICES Appendix A Drainage Calculations- Existing Conditions A A B B C C D D E E F F G G H H I I J J 2P NW Depression 3P West Pasture Pond 7P NE Depression 8P Wetland 9P South Natural Depression 10P Offsite Detention Pond 1L NW Offsite 10L SE Offsite Routing Diagram for Pre 5.9.22 Prepared by {enter your company name here}, Printed 5/23/2022 HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 2HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Project Notes Rainfall events imported from "NRCS-Rain.txt" for 5386 MN Wright Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 3HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2 yr MSE 24-hr 3 Default 24.00 1 2.84 2 2 10 yr MSE 24-hr 3 Default 24.00 1 4.22 2 3 10-day snowmelt Constant Intensity Scale 120.00 1 7.20 4 4 100 yr MSE 24-hr 3 Default 24.00 1 6.87 2 Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 4HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 3.117 79 1 acre lots, 20% imp, HSG C, HSG C (E, G) 0.144 84 1 acre lots, 20% imp, HSG D, HSG D (G) 0.064 75 1/4 acre lots, 38% imp, HSG B, HSG B (C) 21.194 83 1/4 acre lots, 38% imp, HSG C, HSG C (C, D, E, G, H, J) 1.777 87 1/4 acre lots, 38% imp, HSG D, HSG D (C, D, E, H) 1.451 77 2 acre lots, 12% imp, HSG C, HSG C (B, G) 0.637 82 2 acre lots, 12% imp, HSG D, HSG D (G) 7.737 79 Pasture/grassland/range, Fair, HSG C, HSG C (C, D, E, G, H, I) 6.204 84 Pasture/grassland/range, Fair, HSG D, HSG D (C, D, E, G, H, I) 0.528 98 Paved roads w/curbs & sewers, HSG C, HSG C (B, G, I) 0.021 98 Paved roads w/curbs & sewers, HSG D, HSG D (B) 61.359 82 Row crops, SR + CR, Good, HSG C, HSG C (A, B, C, D, E, F, G, H, I) 10.227 85 Row crops, SR + CR, Good, HSG D, HSG D (B, C, D, E, F, G, H, I) 1.286 98 Water Surface, HSG C, HSG C (C, H) 0.380 98 Water Surface, HSG D (D) 2.778 98 Water Surface, HSG D, HSG D (C, E, H) 4.469 60 Woods, Fair, HSG B, HSG B (C, E) 5.641 73 Woods, Fair, HSG C, HSG C (E) Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 5HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) 1 C 0.00 0.00 611.0 0.0219 0.011 0.0 12.0 0.0 2 2P 953.98 953.56 233.0 0.0018 0.025 0.0 6.0 0.0 3 10P 957.86 956.07 348.0 0.0051 0.011 0.0 12.0 0.0 MSE 24-hr 3 2 yr Rainfall=2.84"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment A: A Runoff = 4.44 cfs @ 12.17 hrs, Volume= 0.232 af, Depth= 1.25" Routed to Link 10L : SE Offsite Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2 yr Rainfall=2.84" Area (ac) CN Description * 2.221 82 Row crops, SR + CR, Good, HSG C, HSG C 2.221 82 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 100 0.0483 0.21 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.81" 1.4 171 0.0909 2.11 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 9.5 271 Total Summary for Subcatchment B: B Runoff = 2.20 cfs @ 12.16 hrs, Volume= 0.110 af, Depth= 1.35" Routed to Link 1L : NW Offsite Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2 yr Rainfall=2.84" Area (ac) CN Description * 0.067 77 2 acre lots, 12% imp, HSG C, HSG C * 0.037 98 Paved roads w/curbs & sewers, HSG C, HSG C * 0.661 82 Row crops, SR + CR, Good, HSG C, HSG C * 0.021 98 Paved roads w/curbs & sewers, HSG D, HSG D * 0.191 85 Row crops, SR + CR, Good, HSG D, HSG D 0.977 83 Weighted Average 0.911 82 93.24% Pervious Area 0.066 98 6.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Subcatchment C: C [47] Hint: Peak is 479% of capacity of segment #3 Runoff = 29.85 cfs @ 12.27 hrs, Volume= 2.313 af, Depth= 1.59" Routed to Pond 10P : Offsite Detention Pond MSE 24-hr 3 2 yr Rainfall=2.84"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 7HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2 yr Rainfall=2.84" Area (ac) CN Description * 0.064 75 1/4 acre lots, 38% imp, HSG B, HSG B * 0.161 60 Woods, Fair, HSG B, HSG B * 13.191 83 1/4 acre lots, 38% imp, HSG C, HSG C * 0.591 79 Pasture/grassland/range, Fair, HSG C, HSG C * 0.052 82 Row crops, SR + CR, Good, HSG C, HSG C * 1.185 98 Water Surface, HSG C, HSG C * 0.978 87 1/4 acre lots, 38% imp, HSG D, HSG D * 0.459 84 Pasture/grassland/range, Fair, HSG D, HSG D * 0.069 85 Row crops, SR + CR, Good, HSG D, HSG D * 0.705 98 Water Surface, HSG D, HSG D 17.455 85 Weighted Average 10.156 75 58.19% Pervious Area 7.299 98 41.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 100 0.2618 0.12 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.81" 2.4 760 0.0653 5.19 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 611 0.0219 7.93 6.23 Pipe Channel, RCP_Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.011 Concrete pipe, straight & clean 18.0 1,471 Total Summary for Subcatchment D: D Runoff = 10.52 cfs @ 12.33 hrs, Volume= 0.893 af, Depth= 1.48" Routed to Pond 10P : Offsite Detention Pond Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2 yr Rainfall=2.84" Area (ac) CN Description * 4.851 83 1/4 acre lots, 38% imp, HSG C, HSG C * 0.044 79 Pasture/grassland/range, Fair, HSG C, HSG C * 1.116 82 Row crops, SR + CR, Good, HSG C, HSG C 0.035 98 Water Surface, HSG D * 0.149 87 1/4 acre lots, 38% imp, HSG D, HSG D * 0.262 84 Pasture/grassland/range, Fair, HSG D, HSG D * 0.434 85 Row crops, SR + CR, Good, HSG D, HSG D 0.345 98 Water Surface, HSG D 7.236 84 Weighted Average 4.956 77 68.49% Pervious Area 2.280 98 31.51% Impervious Area MSE 24-hr 3 2 yr Rainfall=2.84"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 8HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.7 100 0.0072 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 2.81" 6.8 365 0.0161 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 22.5 465 Total Summary for Subcatchment E: E Runoff = 32.49 cfs @ 12.48 hrs, Volume= 3.313 af, Depth= 1.06" Routed to Pond 8P : Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2 yr Rainfall=2.84" Area (ac) CN Description * 4.308 60 Woods, Fair, HSG B, HSG B * 0.811 79 1 acre lots, 20% imp, HSG C, HSG C * 1.643 83 1/4 acre lots, 38% imp, HSG C, HSG C * 4.947 79 Pasture/grassland/range, Fair, HSG C, HSG C * 14.620 82 Row crops, SR + CR, Good, HSG C, HSG C * 5.641 73 Woods, Fair, HSG C, HSG C * 0.534 87 1/4 acre lots, 38% imp, HSG D, HSG D * 3.318 84 Pasture/grassland/range, Fair, HSG D, HSG D * 0.586 85 Row crops, SR + CR, Good, HSG D, HSG D * 1.192 98 Water Surface, HSG D, HSG D 37.600 79 Weighted Average 35.419 77 94.20% Pervious Area 2.181 98 5.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 100 0.0615 0.17 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 22.3 1,798 0.0369 1.34 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 32.0 1,898 Total Summary for Subcatchment F: F Runoff = 25.01 cfs @ 12.42 hrs, Volume= 2.343 af, Depth= 1.25" Routed to Pond 7P : NE Depression Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2 yr Rainfall=2.84" MSE 24-hr 3 2 yr Rainfall=2.84"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 9HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Area (ac) CN Description * 18.698 82 Row crops, SR + CR, Good, HSG C, HSG C * 3.722 85 Row crops, SR + CR, Good, HSG D, HSG D 22.420 82 Weighted Average 22.420 82 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.3 100 0.0099 0.11 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.81" 14.5 1,330 0.0287 1.52 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 29.8 1,430 Total Summary for Subcatchment G: G Runoff = 15.86 cfs @ 12.55 hrs, Volume= 1.752 af, Depth= 1.30" Routed to Pond 2P : NW Depression Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2 yr Rainfall=2.84" Area (ac) CN Description * 2.306 79 1 acre lots, 20% imp, HSG C, HSG C * 0.105 83 1/4 acre lots, 38% imp, HSG C, HSG C * 1.384 77 2 acre lots, 12% imp, HSG C, HSG C * 0.470 79 Pasture/grassland/range, Fair, HSG C, HSG C * 0.422 98 Paved roads w/curbs & sewers, HSG C, HSG C * 8.483 82 Row crops, SR + CR, Good, HSG C, HSG C * 0.144 84 1 acre lots, 20% imp, HSG D, HSG D * 0.637 82 2 acre lots, 12% imp, HSG D, HSG D * 0.004 84 Pasture/grassland/range, Fair, HSG D, HSG D * 2.267 85 Row crops, SR + CR, Good, HSG D, HSG D 16.222 82 Weighted Average 15.028 81 92.64% Pervious Area 1.194 98 7.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.7 100 0.0159 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 21.6 1,500 0.0165 1.16 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 38.3 1,600 Total MSE 24-hr 3 2 yr Rainfall=2.84"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 10HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment H: H Runoff = 26.01 cfs @ 12.36 hrs, Volume= 2.225 af, Depth= 1.36" Routed to Pond 3P : West Pasture Pond Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2 yr Rainfall=2.84" Area (ac) CN Description * 1.289 83 1/4 acre lots, 38% imp, HSG C, HSG C * 0.756 79 Pasture/grassland/range, Fair, HSG C, HSG C * 12.853 82 Row crops, SR + CR, Good, HSG C, HSG C * 0.101 98 Water Surface, HSG C, HSG C * 0.116 87 1/4 acre lots, 38% imp, HSG D, HSG D * 0.970 84 Pasture/grassland/range, Fair, HSG D, HSG D * 2.685 85 Row crops, SR + CR, Good, HSG D, HSG D * 0.881 98 Water Surface, HSG D, HSG D 19.651 83 Weighted Average 18.135 82 92.29% Pervious Area 1.516 98 7.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 100 0.0255 0.16 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.81" 14.5 1,141 0.0211 1.31 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 25.0 1,241 Total Summary for Subcatchment I: I Runoff = 10.49 cfs @ 12.17 hrs, Volume= 0.543 af, Depth= 1.27" Routed to Pond 9P : South Natural Depression Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2 yr Rainfall=2.84" Area (ac) CN Description * 0.929 79 Pasture/grassland/range, Fair, HSG C, HSG C * 0.069 98 Paved roads w/curbs & sewers, HSG C, HSG C * 2.655 82 Row crops, SR + CR, Good, HSG C, HSG C * 1.191 84 Pasture/grassland/range, Fair, HSG D, HSG D * 0.273 85 Row crops, SR + CR, Good, HSG D, HSG D 5.117 82 Weighted Average 5.048 82 98.65% Pervious Area 0.069 98 1.35% Impervious Area MSE 24-hr 3 2 yr Rainfall=2.84"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 11HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 100 0.0587 0.22 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.81" 1.7 183 0.0417 1.84 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 9.2 283 Total Summary for Subcatchment J: J Runoff = 0.26 cfs @ 12.15 hrs, Volume= 0.014 af, Depth= 1.49" Routed to Link 1L : NW Offsite Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2 yr Rainfall=2.84" Area (ac) CN Description * 0.115 83 1/4 acre lots, 38% imp, HSG C, HSG C 0.071 74 62.00% Pervious Area 0.044 98 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Pond 2P: NW Depression Inflow = 15.86 cfs @ 12.55 hrs, Volume= 2.561 af Outflow = 6.11 cfs @ 13.60 hrs, Volume= 2.556 af, Atten= 61%, Lag= 62.8 min Primary = 6.11 cfs @ 13.60 hrs, Volume= 2.556 af Routed to Link 1L : NW Offsite Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 3P : West Pasture Pond Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Peak Elev= 955.80' @ 13.60 hrs Surf.Area= 1.080 ac Storage= 0.887 af Plug-Flow detention time= 532.8 min calculated for 2.556 af (100% of inflow) Center-of-Mass det. time= 530.8 min ( 1,423.4 - 892.5 ) Volume Invert Avail.Storage Storage Description #1 953.70' 335.460 af Custom Stage Data (Prismatic) Listed below (Recalc) MSE 24-hr 3 2 yr Rainfall=2.84"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 12HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 953.70 0.010 0.000 0.000 954.00 0.027 0.006 0.006 955.00 0.486 0.256 0.262 956.00 1.231 0.859 1.121 957.00 2.596 1.913 3.034 958.00 4.430 3.513 6.547 959.00 6.491 5.460 12.008 960.00 7.427 6.959 18.967 961.00 8.137 7.782 26.749 962.00 8.926 8.531 35.280 963.00 9.783 9.355 44.635 964.00 11.177 10.480 55.115 965.00 13.097 12.137 67.252 966.00 13.561 13.329 80.581 967.00 13.786 13.674 94.254 968.00 13.959 13.873 108.127 969.00 14.125 14.042 122.169 970.00 14.261 14.193 136.362 971.00 14.397 14.329 150.691 972.00 14.523 14.460 165.151 973.00 14.645 14.584 179.735 974.00 14.771 14.708 194.443 975.00 14.933 14.852 209.295 976.00 15.273 15.103 224.398 977.00 15.574 15.423 239.821 978.00 15.714 15.644 255.465 979.00 15.819 15.766 271.232 980.00 15.941 15.880 287.112 981.00 16.085 16.013 303.125 982.00 16.181 16.133 319.258 983.00 16.223 16.202 335.460 Device Routing Invert Outlet Devices #1 Primary 953.98'6.0" Round Culvert L= 233.0' Ke= 0.500 Inlet / Outlet Invert= 953.98' / 953.56' S= 0.0018 '/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 0.20 sf #2 Primary 955.55'20.0' 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 #3 Secondary 956.30'50.0' 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 MSE 24-hr 3 2 yr Rainfall=2.84"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 13HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Primary OutFlow Max=6.11 cfs @ 13.60 hrs HW=955.80' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.25 cfs @ 1.27 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 5.86 cfs @ 1.18 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=953.70' TW=954.20' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 3P: West Pasture Pond Inflow = 26.01 cfs @ 12.36 hrs, Volume= 2.225 af Outflow = 2.80 cfs @ 13.70 hrs, Volume= 0.809 af, Atten= 89%, Lag= 80.1 min Primary = 2.80 cfs @ 13.70 hrs, Volume= 0.809 af Routed to Pond 2P : NW Depression Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Peak Elev= 956.38' @ 13.70 hrs Surf.Area= 1.381 ac Storage= 1.528 af Plug-Flow detention time= 289.8 min calculated for 0.809 af (36% of inflow) Center-of-Mass det. time= 190.0 min ( 1,012.6 - 822.6 ) Volume Invert Avail.Storage Storage Description #1 954.20' 371.513 af Custom Stage Data (Prismatic) Listed below (Recalc) MSE 24-hr 3 2 yr Rainfall=2.84"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 14HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 954.20 0.001 0.000 0.000 955.00 0.564 0.226 0.226 956.00 1.093 0.828 1.054 957.00 1.846 1.469 2.524 958.00 2.967 2.406 4.930 959.00 4.272 3.620 8.550 960.00 5.251 4.761 13.311 961.00 6.398 5.824 19.136 962.00 8.200 7.299 26.435 963.00 10.484 9.342 35.777 964.00 12.518 11.501 47.278 965.00 14.886 13.702 60.980 966.00 16.167 15.527 76.506 967.00 16.867 16.517 93.023 968.00 17.280 17.074 110.097 969.00 17.613 17.447 127.543 970.00 17.895 17.754 145.297 971.00 18.085 17.990 163.287 972.00 18.235 18.160 181.447 973.00 18.384 18.310 199.757 974.00 18.521 18.452 218.209 975.00 18.647 18.584 236.793 976.00 18.787 18.717 255.510 977.00 19.020 18.903 274.414 978.00 19.202 19.111 293.525 979.00 19.379 19.290 312.815 980.00 19.533 19.456 332.271 981.00 19.650 19.591 351.863 982.00 19.651 19.650 371.513 Device Routing Invert Outlet Devices #1 Primary 956.30'50.0' 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=2.80 cfs @ 13.70 hrs HW=956.38' TW=955.80' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 2.80 cfs @ 0.67 fps) Summary for Pond 7P: NE Depression Inflow = 25.01 cfs @ 12.42 hrs, Volume= 2.343 af Outflow = 11.20 cfs @ 12.86 hrs, Volume= 1.928 af, Atten= 55%, Lag= 26.1 min Primary = 11.20 cfs @ 12.86 hrs, Volume= 1.928 af Routed to Pond 10P : Offsite Detention Pond Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 8P : Wetland Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 3P : West Pasture Pond MSE 24-hr 3 2 yr Rainfall=2.84"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 15HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Peak Elev= 962.87' @ 12.86 hrs Surf.Area= 1.760 ac Storage= 0.944 af Plug-Flow detention time= 139.3 min calculated for 1.928 af (82% of inflow) Center-of-Mass det. time= 76.4 min ( 912.4 - 836.0 ) Volume Invert Avail.Storage Storage Description #1 960.60' 263.880 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 960.60 0.001 0.000 0.000 961.00 0.002 0.001 0.001 962.00 0.188 0.095 0.096 963.00 1.992 1.090 1.186 964.00 3.070 2.531 3.717 965.00 3.911 3.490 7.207 966.00 5.064 4.487 11.695 967.00 6.064 5.564 17.259 968.00 7.070 6.567 23.826 969.00 8.282 7.676 31.502 970.00 9.296 8.789 40.291 971.00 10.081 9.688 49.979 972.00 10.717 10.399 60.378 973.00 11.380 11.049 71.427 974.00 12.073 11.726 83.153 975.00 12.863 12.468 95.621 976.00 13.606 13.235 108.856 977.00 14.203 13.904 122.760 978.00 14.710 14.456 137.217 979.00 15.106 14.908 152.125 980.00 15.470 15.288 167.413 981.00 15.707 15.589 183.001 982.00 15.899 15.803 198.804 983.00 16.083 15.991 214.795 984.00 16.269 16.176 230.971 985.00 16.449 16.359 247.330 986.00 16.650 16.549 263.880 Device Routing Invert Outlet Devices #1 Primary 962.50'20.0' 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 #2 Secondary 963.50'20.0' 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 #3 Tertiary 963.60'20.0' long x 5.0' breadth Broad-Crested Rectangular Weir MSE 24-hr 3 2 yr Rainfall=2.84"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 16HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC 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=11.20 cfs @ 12.86 hrs HW=962.87' TW=959.15' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 11.20 cfs @ 1.51 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=960.60' TW=959.40' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=960.60' TW=954.20' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 8P: Wetland Inflow = 32.49 cfs @ 12.48 hrs, Volume= 3.313 af Outflow = 27.56 cfs @ 12.64 hrs, Volume= 3.063 af, Atten= 15%, Lag= 9.4 min Primary = 27.56 cfs @ 12.64 hrs, Volume= 3.063 af Routed to Pond 10P : Offsite Detention Pond Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 7P : NE Depression Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Peak Elev= 961.64' @ 12.64 hrs Surf.Area= 0.843 ac Storage= 0.661 af Plug-Flow detention time= 65.9 min calculated for 3.062 af (92% of inflow) Center-of-Mass det. time= 30.3 min ( 870.4 - 840.1 ) Volume Invert Avail.Storage Storage Description #1 959.40' 277.352 af Custom Stage Data (Prismatic) Listed below (Recalc) MSE 24-hr 3 2 yr Rainfall=2.84"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 17HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 959.40 0.001 0.000 0.000 960.00 0.036 0.011 0.011 961.00 0.442 0.239 0.250 962.00 1.069 0.756 1.006 963.00 1.995 1.532 2.538 964.00 3.064 2.529 5.067 965.00 3.946 3.505 8.572 966.00 4.780 4.363 12.935 967.00 5.386 5.083 18.018 968.00 6.227 5.807 23.825 969.00 7.123 6.675 30.500 970.00 7.839 7.481 37.981 971.00 8.515 8.177 46.158 972.00 9.161 8.838 54.996 973.00 9.761 9.461 64.457 974.00 10.195 9.978 74.435 975.00 10.550 10.372 84.807 976.00 10.935 10.742 95.550 977.00 11.677 11.306 106.856 978.00 12.346 12.011 118.867 979.00 12.873 12.610 131.477 980.00 13.314 13.093 144.570 981.00 13.733 13.523 158.094 982.00 14.085 13.909 172.003 983.00 14.393 14.239 186.242 984.00 14.655 14.524 200.766 985.00 14.910 14.782 215.548 986.00 15.180 15.045 230.593 987.00 15.475 15.327 245.921 988.00 15.714 15.594 261.515 989.00 15.960 15.837 277.352 Device Routing Invert Outlet Devices #1 Primary 961.00'20.0' 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 #2 Secondary 963.50'20.0' 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=27.56 cfs @ 12.64 hrs HW=961.64' TW=958.85' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 27.56 cfs @ 2.16 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=959.40' TW=960.60' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 2 yr Rainfall=2.84"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 18HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Summary for Pond 9P: South Natural Depression Inflow Area = 5.117 ac, 1.35% Impervious, Inflow Depth = 1.27" for 2 yr event Inflow = 10.49 cfs @ 12.17 hrs, Volume= 0.543 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 7P : NE Depression Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Peak Elev= 969.42' @ 24.52 hrs Surf.Area= 0.428 ac Storage= 0.542 af Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 966.10' 54.751 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 966.10 0.000 0.000 0.000 967.00 0.047 0.021 0.021 968.00 0.165 0.106 0.127 969.00 0.342 0.253 0.381 970.00 0.547 0.444 0.825 971.00 0.821 0.684 1.509 972.00 1.184 1.002 2.512 973.00 1.578 1.381 3.893 974.00 1.943 1.761 5.653 975.00 2.299 2.121 7.774 976.00 2.878 2.588 10.363 977.00 3.494 3.186 13.549 978.00 3.871 3.683 17.231 979.00 4.103 3.987 21.218 980.00 4.328 4.215 25.434 981.00 4.616 4.472 29.906 982.00 4.839 4.727 34.633 983.00 4.980 4.909 39.543 984.00 5.048 5.014 44.557 985.00 5.112 5.080 49.637 986.00 5.116 5.114 54.751 Device Routing Invert Outlet Devices #1 Primary 973.50'20.0' 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=0.00 cfs @ 0.00 hrs HW=966.10' TW=960.60' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 2 yr Rainfall=2.84"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 19HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Summary for Pond 10P: Offsite Detention Pond Inflow = 52.12 cfs @ 12.57 hrs, Volume= 8.197 af Outflow = 3.53 cfs @ 16.44 hrs, Volume= 8.081 af, Atten= 93%, Lag= 232.2 min Primary = 3.53 cfs @ 16.44 hrs, Volume= 8.081 af Routed to nonexistent node 6L Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 8P : Wetland Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 7P : NE Depression Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Starting Elev= 957.86' Surf.Area= 2.119 ac Storage= 0.916 af Peak Elev= 959.99' @ 16.44 hrs Surf.Area= 2.937 ac Storage= 6.612 af (5.696 af above start) Plug-Flow detention time= 1,206.3 min calculated for 7.164 af (87% of inflow) Center-of-Mass det. time= 1,019.2 min ( 1,869.1 - 849.9 ) Volume Invert Avail.Storage Storage Description #1 956.80' 597.909 af Custom Stage Data (Prismatic) Listed below (Recalc) MSE 24-hr 3 2 yr Rainfall=2.84"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 20HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 956.80 0.001 0.000 0.000 957.00 0.009 0.001 0.001 958.00 2.462 1.235 1.237 959.00 2.703 2.582 3.819 960.00 2.939 2.821 6.640 961.00 3.176 3.058 9.698 962.00 3.479 3.327 13.025 963.00 4.075 3.777 16.802 964.00 4.837 4.456 21.258 965.00 5.851 5.344 26.602 966.00 6.916 6.383 32.986 967.00 7.535 7.226 40.211 968.00 7.804 7.669 47.880 969.00 7.994 7.899 55.779 970.00 8.245 8.120 63.899 971.00 8.854 8.549 72.449 972.00 9.835 9.344 81.793 973.00 11.626 10.730 92.523 974.00 12.519 12.072 104.596 975.00 13.496 13.007 117.603 976.00 14.672 14.084 131.687 977.00 15.761 15.216 146.904 978.00 16.638 16.199 163.103 979.00 17.375 17.006 180.110 980.00 17.982 17.678 197.788 981.00 18.553 18.268 216.056 982.00 19.085 18.819 234.875 983.00 19.424 19.254 254.129 984.00 19.543 19.483 273.613 985.00 19.639 19.591 293.204 986.00 19.730 19.685 312.888 987.00 19.860 19.795 332.683 988.00 19.954 19.907 352.590 989.00 20.014 19.984 372.574 990.00 20.089 20.051 392.626 991.00 20.183 20.136 412.762 992.00 20.278 20.231 432.992 993.00 20.414 20.346 453.338 994.00 20.469 20.441 473.780 995.00 20.522 20.495 494.275 996.00 20.601 20.561 514.837 997.00 20.663 20.632 535.469 998.00 20.746 20.704 556.173 999.00 20.878 20.812 576.985 1,000.00 20.970 20.924 597.909 Device Routing Invert Outlet Devices #1 Primary 957.86'12.0" Round RCP_Round 12" L= 348.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 957.86' / 956.07' S= 0.0051 '/' Cc= 0.900 MSE 24-hr 3 2 yr Rainfall=2.84"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 21HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Secondary 961.00'20.0' 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 #3 Tertiary 962.50'20.0' 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=3.53 cfs @ 16.44 hrs HW=959.99' (Free Discharge) 1=RCP_Round 12" (Barrel Controls 3.53 cfs @ 4.49 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=957.86' TW=959.40' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=957.86' TW=960.60' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link 1L: NW Offsite Inflow = 6.23 cfs @ 13.56 hrs, Volume= 2.679 af Primary = 6.23 cfs @ 13.57 hrs, Volume= 2.679 af, Atten= 0%, Lag= 0.6 min Primary outflow = Inflow, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Summary for Link 10L: SE Offsite Inflow Area = 2.221 ac, 0.00% Impervious, Inflow Depth = 1.25" for 2 yr event Inflow = 4.44 cfs @ 12.17 hrs, Volume= 0.232 af Primary = 4.44 cfs @ 12.18 hrs, Volume= 0.232 af, Atten= 0%, Lag= 0.6 min Primary outflow = Inflow, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10 yr Rainfall=4.22"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 22HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment A: A Runoff = 8.44 cfs @ 12.17 hrs, Volume= 0.443 af, Depth= 2.39" Routed to Link 10L : SE Offsite Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10 yr Rainfall=4.22" Area (ac) CN Description * 2.221 82 Row crops, SR + CR, Good, HSG C, HSG C 2.221 82 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 100 0.0483 0.21 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.81" 1.4 171 0.0909 2.11 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 9.5 271 Total Summary for Subcatchment B: B Runoff = 4.07 cfs @ 12.15 hrs, Volume= 0.204 af, Depth= 2.50" Routed to Link 1L : NW Offsite Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10 yr Rainfall=4.22" Area (ac) CN Description * 0.067 77 2 acre lots, 12% imp, HSG C, HSG C * 0.037 98 Paved roads w/curbs & sewers, HSG C, HSG C * 0.661 82 Row crops, SR + CR, Good, HSG C, HSG C * 0.021 98 Paved roads w/curbs & sewers, HSG D, HSG D * 0.191 85 Row crops, SR + CR, Good, HSG D, HSG D 0.977 83 Weighted Average 0.911 82 93.24% Pervious Area 0.066 98 6.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Subcatchment C: C [47] Hint: Peak is 838% of capacity of segment #3 Runoff = 52.21 cfs @ 12.26 hrs, Volume= 3.975 af, Depth= 2.73" Routed to Pond 10P : Offsite Detention Pond MSE 24-hr 3 10 yr Rainfall=4.22"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 23HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10 yr Rainfall=4.22" Area (ac) CN Description * 0.064 75 1/4 acre lots, 38% imp, HSG B, HSG B * 0.161 60 Woods, Fair, HSG B, HSG B * 13.191 83 1/4 acre lots, 38% imp, HSG C, HSG C * 0.591 79 Pasture/grassland/range, Fair, HSG C, HSG C * 0.052 82 Row crops, SR + CR, Good, HSG C, HSG C * 1.185 98 Water Surface, HSG C, HSG C * 0.978 87 1/4 acre lots, 38% imp, HSG D, HSG D * 0.459 84 Pasture/grassland/range, Fair, HSG D, HSG D * 0.069 85 Row crops, SR + CR, Good, HSG D, HSG D * 0.705 98 Water Surface, HSG D, HSG D 17.455 85 Weighted Average 10.156 75 58.19% Pervious Area 7.299 98 41.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 100 0.2618 0.12 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.81" 2.4 760 0.0653 5.19 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 611 0.0219 7.93 6.23 Pipe Channel, RCP_Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.011 Concrete pipe, straight & clean 18.0 1,471 Total Summary for Subcatchment D: D Runoff = 18.94 cfs @ 12.32 hrs, Volume= 1.577 af, Depth= 2.62" Routed to Pond 10P : Offsite Detention Pond Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10 yr Rainfall=4.22" Area (ac) CN Description * 4.851 83 1/4 acre lots, 38% imp, HSG C, HSG C * 0.044 79 Pasture/grassland/range, Fair, HSG C, HSG C * 1.116 82 Row crops, SR + CR, Good, HSG C, HSG C 0.035 98 Water Surface, HSG D * 0.149 87 1/4 acre lots, 38% imp, HSG D, HSG D * 0.262 84 Pasture/grassland/range, Fair, HSG D, HSG D * 0.434 85 Row crops, SR + CR, Good, HSG D, HSG D 0.345 98 Water Surface, HSG D 7.236 84 Weighted Average 4.956 77 68.49% Pervious Area 2.280 98 31.51% Impervious Area MSE 24-hr 3 10 yr Rainfall=4.22"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 24HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.7 100 0.0072 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 2.81" 6.8 365 0.0161 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 22.5 465 Total Summary for Subcatchment E: E Runoff = 66.84 cfs @ 12.47 hrs, Volume= 6.585 af, Depth= 2.10" Routed to Pond 8P : Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10 yr Rainfall=4.22" Area (ac) CN Description * 4.308 60 Woods, Fair, HSG B, HSG B * 0.811 79 1 acre lots, 20% imp, HSG C, HSG C * 1.643 83 1/4 acre lots, 38% imp, HSG C, HSG C * 4.947 79 Pasture/grassland/range, Fair, HSG C, HSG C * 14.620 82 Row crops, SR + CR, Good, HSG C, HSG C * 5.641 73 Woods, Fair, HSG C, HSG C * 0.534 87 1/4 acre lots, 38% imp, HSG D, HSG D * 3.318 84 Pasture/grassland/range, Fair, HSG D, HSG D * 0.586 85 Row crops, SR + CR, Good, HSG D, HSG D * 1.192 98 Water Surface, HSG D, HSG D 37.600 79 Weighted Average 35.419 77 94.20% Pervious Area 2.181 98 5.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 100 0.0615 0.17 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 22.3 1,798 0.0369 1.34 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 32.0 1,898 Total Summary for Subcatchment F: F Runoff = 48.36 cfs @ 12.42 hrs, Volume= 4.469 af, Depth= 2.39" Routed to Pond 7P : NE Depression Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10 yr Rainfall=4.22" MSE 24-hr 3 10 yr Rainfall=4.22"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 25HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Area (ac) CN Description * 18.698 82 Row crops, SR + CR, Good, HSG C, HSG C * 3.722 85 Row crops, SR + CR, Good, HSG D, HSG D 22.420 82 Weighted Average 22.420 82 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.3 100 0.0099 0.11 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.81" 14.5 1,330 0.0287 1.52 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 29.8 1,430 Total Summary for Subcatchment G: G Runoff = 30.21 cfs @ 12.55 hrs, Volume= 3.287 af, Depth= 2.43" Routed to Pond 2P : NW Depression Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10 yr Rainfall=4.22" Area (ac) CN Description * 2.306 79 1 acre lots, 20% imp, HSG C, HSG C * 0.105 83 1/4 acre lots, 38% imp, HSG C, HSG C * 1.384 77 2 acre lots, 12% imp, HSG C, HSG C * 0.470 79 Pasture/grassland/range, Fair, HSG C, HSG C * 0.422 98 Paved roads w/curbs & sewers, HSG C, HSG C * 8.483 82 Row crops, SR + CR, Good, HSG C, HSG C * 0.144 84 1 acre lots, 20% imp, HSG D, HSG D * 0.637 82 2 acre lots, 12% imp, HSG D, HSG D * 0.004 84 Pasture/grassland/range, Fair, HSG D, HSG D * 2.267 85 Row crops, SR + CR, Good, HSG D, HSG D 16.222 82 Weighted Average 15.028 81 92.64% Pervious Area 1.194 98 7.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.7 100 0.0159 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 21.6 1,500 0.0165 1.16 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 38.3 1,600 Total MSE 24-hr 3 10 yr Rainfall=4.22"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 26HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment H: H Runoff = 48.65 cfs @ 12.36 hrs, Volume= 4.119 af, Depth= 2.52" Routed to Pond 3P : West Pasture Pond Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10 yr Rainfall=4.22" Area (ac) CN Description * 1.289 83 1/4 acre lots, 38% imp, HSG C, HSG C * 0.756 79 Pasture/grassland/range, Fair, HSG C, HSG C * 12.853 82 Row crops, SR + CR, Good, HSG C, HSG C * 0.101 98 Water Surface, HSG C, HSG C * 0.116 87 1/4 acre lots, 38% imp, HSG D, HSG D * 0.970 84 Pasture/grassland/range, Fair, HSG D, HSG D * 2.685 85 Row crops, SR + CR, Good, HSG D, HSG D * 0.881 98 Water Surface, HSG D, HSG D 19.651 83 Weighted Average 18.135 82 92.29% Pervious Area 1.516 98 7.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 100 0.0255 0.16 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.81" 14.5 1,141 0.0211 1.31 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 25.0 1,241 Total Summary for Subcatchment I: I Runoff = 19.84 cfs @ 12.17 hrs, Volume= 1.029 af, Depth= 2.41" Routed to Pond 9P : South Natural Depression Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10 yr Rainfall=4.22" Area (ac) CN Description * 0.929 79 Pasture/grassland/range, Fair, HSG C, HSG C * 0.069 98 Paved roads w/curbs & sewers, HSG C, HSG C * 2.655 82 Row crops, SR + CR, Good, HSG C, HSG C * 1.191 84 Pasture/grassland/range, Fair, HSG D, HSG D * 0.273 85 Row crops, SR + CR, Good, HSG D, HSG D 5.117 82 Weighted Average 5.048 82 98.65% Pervious Area 0.069 98 1.35% Impervious Area MSE 24-hr 3 10 yr Rainfall=4.22"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 27HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 100 0.0587 0.22 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.81" 1.7 183 0.0417 1.84 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 9.2 283 Total Summary for Subcatchment J: J Runoff = 0.47 cfs @ 12.15 hrs, Volume= 0.025 af, Depth= 2.61" Routed to Link 1L : NW Offsite Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10 yr Rainfall=4.22" Area (ac) CN Description * 0.115 83 1/4 acre lots, 38% imp, HSG C, HSG C 0.071 74 62.00% Pervious Area 0.044 98 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Pond 2P: NW Depression Inflow = 52.54 cfs @ 12.63 hrs, Volume= 5.989 af Outflow = 36.79 cfs @ 12.90 hrs, Volume= 5.983 af, Atten= 30%, Lag= 16.0 min Primary = 36.79 cfs @ 12.90 hrs, Volume= 5.983 af Routed to Link 1L : NW Offsite Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 3P : West Pasture Pond Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Peak Elev= 956.32' @ 12.90 hrs Surf.Area= 1.673 ac Storage= 1.590 af Plug-Flow detention time= 245.1 min calculated for 5.983 af (100% of inflow) Center-of-Mass det. time= 244.2 min ( 1,098.8 - 854.6 ) Volume Invert Avail.Storage Storage Description #1 953.70' 335.460 af Custom Stage Data (Prismatic) Listed below (Recalc) MSE 24-hr 3 10 yr Rainfall=4.22"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 28HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 953.70 0.010 0.000 0.000 954.00 0.027 0.006 0.006 955.00 0.486 0.256 0.262 956.00 1.231 0.859 1.121 957.00 2.596 1.913 3.034 958.00 4.430 3.513 6.547 959.00 6.491 5.460 12.008 960.00 7.427 6.959 18.967 961.00 8.137 7.782 26.749 962.00 8.926 8.531 35.280 963.00 9.783 9.355 44.635 964.00 11.177 10.480 55.115 965.00 13.097 12.137 67.252 966.00 13.561 13.329 80.581 967.00 13.786 13.674 94.254 968.00 13.959 13.873 108.127 969.00 14.125 14.042 122.169 970.00 14.261 14.193 136.362 971.00 14.397 14.329 150.691 972.00 14.523 14.460 165.151 973.00 14.645 14.584 179.735 974.00 14.771 14.708 194.443 975.00 14.933 14.852 209.295 976.00 15.273 15.103 224.398 977.00 15.574 15.423 239.821 978.00 15.714 15.644 255.465 979.00 15.819 15.766 271.232 980.00 15.941 15.880 287.112 981.00 16.085 16.013 303.125 982.00 16.181 16.133 319.258 983.00 16.223 16.202 335.460 Device Routing Invert Outlet Devices #1 Primary 953.98'6.0" Round Culvert L= 233.0' Ke= 0.500 Inlet / Outlet Invert= 953.98' / 953.56' S= 0.0018 '/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 0.20 sf #2 Primary 955.55'20.0' 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 #3 Secondary 956.30'50.0' 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 MSE 24-hr 3 10 yr Rainfall=4.22"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 29HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Primary OutFlow Max=36.79 cfs @ 12.90 hrs HW=956.32' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.28 cfs @ 1.45 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 36.50 cfs @ 2.36 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=953.70' TW=954.20' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 3P: West Pasture Pond Inflow = 48.65 cfs @ 12.36 hrs, Volume= 4.119 af Outflow = 24.37 cfs @ 12.68 hrs, Volume= 2.702 af, Atten= 50%, Lag= 19.0 min Primary = 24.37 cfs @ 12.68 hrs, Volume= 2.702 af Routed to Pond 2P : NW Depression Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Peak Elev= 956.64' @ 12.68 hrs Surf.Area= 1.575 ac Storage= 1.909 af Plug-Flow detention time= 154.6 min calculated for 2.702 af (66% of inflow) Center-of-Mass det. time= 77.5 min ( 889.3 - 811.8 ) Volume Invert Avail.Storage Storage Description #1 954.20' 371.513 af Custom Stage Data (Prismatic) Listed below (Recalc) MSE 24-hr 3 10 yr Rainfall=4.22"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 30HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 954.20 0.001 0.000 0.000 955.00 0.564 0.226 0.226 956.00 1.093 0.828 1.054 957.00 1.846 1.469 2.524 958.00 2.967 2.406 4.930 959.00 4.272 3.620 8.550 960.00 5.251 4.761 13.311 961.00 6.398 5.824 19.136 962.00 8.200 7.299 26.435 963.00 10.484 9.342 35.777 964.00 12.518 11.501 47.278 965.00 14.886 13.702 60.980 966.00 16.167 15.527 76.506 967.00 16.867 16.517 93.023 968.00 17.280 17.074 110.097 969.00 17.613 17.447 127.543 970.00 17.895 17.754 145.297 971.00 18.085 17.990 163.287 972.00 18.235 18.160 181.447 973.00 18.384 18.310 199.757 974.00 18.521 18.452 218.209 975.00 18.647 18.584 236.793 976.00 18.787 18.717 255.510 977.00 19.020 18.903 274.414 978.00 19.202 19.111 293.525 979.00 19.379 19.290 312.815 980.00 19.533 19.456 332.271 981.00 19.650 19.591 351.863 982.00 19.651 19.650 371.513 Device Routing Invert Outlet Devices #1 Primary 956.30'50.0' 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=24.37 cfs @ 12.68 hrs HW=956.64' TW=956.19' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 24.37 cfs @ 1.43 fps) Summary for Pond 7P: NE Depression Inflow = 48.36 cfs @ 12.42 hrs, Volume= 4.469 af Outflow = 28.84 cfs @ 12.72 hrs, Volume= 4.054 af, Atten= 40%, Lag= 17.9 min Primary = 28.84 cfs @ 12.72 hrs, Volume= 4.054 af Routed to Pond 10P : Offsite Detention Pond Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 8P : Wetland Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 3P : West Pasture Pond MSE 24-hr 3 10 yr Rainfall=4.22"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 31HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Peak Elev= 963.16' @ 12.72 hrs Surf.Area= 2.164 ac Storage= 1.517 af Plug-Flow detention time= 94.3 min calculated for 4.054 af (91% of inflow) Center-of-Mass det. time= 53.9 min ( 876.6 - 822.8 ) Volume Invert Avail.Storage Storage Description #1 960.60' 263.880 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 960.60 0.001 0.000 0.000 961.00 0.002 0.001 0.001 962.00 0.188 0.095 0.096 963.00 1.992 1.090 1.186 964.00 3.070 2.531 3.717 965.00 3.911 3.490 7.207 966.00 5.064 4.487 11.695 967.00 6.064 5.564 17.259 968.00 7.070 6.567 23.826 969.00 8.282 7.676 31.502 970.00 9.296 8.789 40.291 971.00 10.081 9.688 49.979 972.00 10.717 10.399 60.378 973.00 11.380 11.049 71.427 974.00 12.073 11.726 83.153 975.00 12.863 12.468 95.621 976.00 13.606 13.235 108.856 977.00 14.203 13.904 122.760 978.00 14.710 14.456 137.217 979.00 15.106 14.908 152.125 980.00 15.470 15.288 167.413 981.00 15.707 15.589 183.001 982.00 15.899 15.803 198.804 983.00 16.083 15.991 214.795 984.00 16.269 16.176 230.971 985.00 16.449 16.359 247.330 986.00 16.650 16.549 263.880 Device Routing Invert Outlet Devices #1 Primary 962.50'20.0' 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 #2 Secondary 963.50'20.0' 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 #3 Tertiary 963.60'20.0' long x 5.0' breadth Broad-Crested Rectangular Weir MSE 24-hr 3 10 yr Rainfall=4.22"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 32HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC 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=28.84 cfs @ 12.72 hrs HW=963.16' TW=960.17' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 28.84 cfs @ 2.19 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=960.60' TW=959.40' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=960.60' TW=954.20' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 8P: Wetland [86] Warning: Oscillations may require smaller dt (severity=181) Inflow = 66.84 cfs @ 12.47 hrs, Volume= 7.568 af Outflow = 58.28 cfs @ 12.60 hrs, Volume= 7.318 af, Atten= 13%, Lag= 8.1 min Primary = 58.28 cfs @ 12.60 hrs, Volume= 7.318 af Routed to Pond 10P : Offsite Detention Pond Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 7P : NE Depression Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Peak Elev= 962.06' @ 12.60 hrs Surf.Area= 1.124 ac Storage= 1.070 af Plug-Flow detention time= 93.7 min calculated for 7.317 af (97% of inflow) Center-of-Mass det. time= 76.6 min ( 936.6 - 860.0 ) Volume Invert Avail.Storage Storage Description #1 959.40' 277.352 af Custom Stage Data (Prismatic) Listed below (Recalc) MSE 24-hr 3 10 yr Rainfall=4.22"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 33HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 959.40 0.001 0.000 0.000 960.00 0.036 0.011 0.011 961.00 0.442 0.239 0.250 962.00 1.069 0.756 1.006 963.00 1.995 1.532 2.538 964.00 3.064 2.529 5.067 965.00 3.946 3.505 8.572 966.00 4.780 4.363 12.935 967.00 5.386 5.083 18.018 968.00 6.227 5.807 23.825 969.00 7.123 6.675 30.500 970.00 7.839 7.481 37.981 971.00 8.515 8.177 46.158 972.00 9.161 8.838 54.996 973.00 9.761 9.461 64.457 974.00 10.195 9.978 74.435 975.00 10.550 10.372 84.807 976.00 10.935 10.742 95.550 977.00 11.677 11.306 106.856 978.00 12.346 12.011 118.867 979.00 12.873 12.610 131.477 980.00 13.314 13.093 144.570 981.00 13.733 13.523 158.094 982.00 14.085 13.909 172.003 983.00 14.393 14.239 186.242 984.00 14.655 14.524 200.766 985.00 14.910 14.782 215.548 986.00 15.180 15.045 230.593 987.00 15.475 15.327 245.921 988.00 15.714 15.594 261.515 989.00 15.960 15.837 277.352 Device Routing Invert Outlet Devices #1 Primary 961.00'20.0' 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 #2 Secondary 963.50'20.0' 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=58.27 cfs @ 12.60 hrs HW=962.06' TW=959.83' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 58.27 cfs @ 2.75 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=959.40' TW=960.60' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 10 yr Rainfall=4.22"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 34HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Summary for Pond 9P: South Natural Depression Inflow Area = 5.117 ac, 1.35% Impervious, Inflow Depth = 2.41" for 10 yr event Inflow = 19.84 cfs @ 12.17 hrs, Volume= 1.029 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 7P : NE Depression Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Peak Elev= 970.34' @ 24.52 hrs Surf.Area= 0.641 ac Storage= 1.028 af Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 966.10' 54.751 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 966.10 0.000 0.000 0.000 967.00 0.047 0.021 0.021 968.00 0.165 0.106 0.127 969.00 0.342 0.253 0.381 970.00 0.547 0.444 0.825 971.00 0.821 0.684 1.509 972.00 1.184 1.002 2.512 973.00 1.578 1.381 3.893 974.00 1.943 1.761 5.653 975.00 2.299 2.121 7.774 976.00 2.878 2.588 10.363 977.00 3.494 3.186 13.549 978.00 3.871 3.683 17.231 979.00 4.103 3.987 21.218 980.00 4.328 4.215 25.434 981.00 4.616 4.472 29.906 982.00 4.839 4.727 34.633 983.00 4.980 4.909 39.543 984.00 5.048 5.014 44.557 985.00 5.112 5.080 49.637 986.00 5.116 5.114 54.751 Device Routing Invert Outlet Devices #1 Primary 973.50'20.0' 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=0.00 cfs @ 0.00 hrs HW=966.10' TW=960.60' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 10 yr Rainfall=4.22"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 35HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Summary for Pond 10P: Offsite Detention Pond Inflow = 117.24 cfs @ 12.50 hrs, Volume= 16.924 af Outflow = 9.52 cfs @ 17.75 hrs, Volume= 16.793 af, Atten= 92%, Lag= 315.0 min Primary = 4.52 cfs @ 18.26 hrs, Volume= 15.809 af Routed to nonexistent node 6L Secondary = 5.00 cfs @ 17.75 hrs, Volume= 0.983 af Routed to Pond 8P : Wetland Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 7P : NE Depression Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Starting Elev= 957.86' Surf.Area= 2.119 ac Storage= 0.916 af Peak Elev= 961.87' @ 18.26 hrs Surf.Area= 3.441 ac Storage= 12.589 af (11.673 af above start) Plug-Flow detention time= 1,428.4 min calculated for 15.877 af (94% of inflow) Center-of-Mass det. time= 1,306.8 min ( 2,180.3 - 873.5 ) Volume Invert Avail.Storage Storage Description #1 956.80' 597.909 af Custom Stage Data (Prismatic) Listed below (Recalc) MSE 24-hr 3 10 yr Rainfall=4.22"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 36HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 956.80 0.001 0.000 0.000 957.00 0.009 0.001 0.001 958.00 2.462 1.235 1.237 959.00 2.703 2.582 3.819 960.00 2.939 2.821 6.640 961.00 3.176 3.058 9.698 962.00 3.479 3.327 13.025 963.00 4.075 3.777 16.802 964.00 4.837 4.456 21.258 965.00 5.851 5.344 26.602 966.00 6.916 6.383 32.986 967.00 7.535 7.226 40.211 968.00 7.804 7.669 47.880 969.00 7.994 7.899 55.779 970.00 8.245 8.120 63.899 971.00 8.854 8.549 72.449 972.00 9.835 9.344 81.793 973.00 11.626 10.730 92.523 974.00 12.519 12.072 104.596 975.00 13.496 13.007 117.603 976.00 14.672 14.084 131.687 977.00 15.761 15.216 146.904 978.00 16.638 16.199 163.103 979.00 17.375 17.006 180.110 980.00 17.982 17.678 197.788 981.00 18.553 18.268 216.056 982.00 19.085 18.819 234.875 983.00 19.424 19.254 254.129 984.00 19.543 19.483 273.613 985.00 19.639 19.591 293.204 986.00 19.730 19.685 312.888 987.00 19.860 19.795 332.683 988.00 19.954 19.907 352.590 989.00 20.014 19.984 372.574 990.00 20.089 20.051 392.626 991.00 20.183 20.136 412.762 992.00 20.278 20.231 432.992 993.00 20.414 20.346 453.338 994.00 20.469 20.441 473.780 995.00 20.522 20.495 494.275 996.00 20.601 20.561 514.837 997.00 20.663 20.632 535.469 998.00 20.746 20.704 556.173 999.00 20.878 20.812 576.985 1,000.00 20.970 20.924 597.909 Device Routing Invert Outlet Devices #1 Primary 957.86'12.0" Round RCP_Round 12" L= 348.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 957.86' / 956.07' S= 0.0051 '/' Cc= 0.900 MSE 24-hr 3 10 yr Rainfall=4.22"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 37HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Secondary 961.00'20.0' 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 #3 Tertiary 962.50'20.0' 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=4.52 cfs @ 18.26 hrs HW=961.87' (Free Discharge) 1=RCP_Round 12" (Barrel Controls 4.52 cfs @ 5.76 fps) Secondary OutFlow Max=2.69 cfs @ 17.75 hrs HW=961.87' TW=961.87' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 2.69 cfs @ 0.15 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=957.86' TW=960.60' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link 1L: NW Offsite Inflow = 37.21 cfs @ 12.90 hrs, Volume= 6.212 af Primary = 37.21 cfs @ 12.91 hrs, Volume= 6.212 af, Atten= 0%, Lag= 0.6 min Primary outflow = Inflow, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Summary for Link 10L: SE Offsite Inflow Area = 2.221 ac, 0.00% Impervious, Inflow Depth = 2.39" for 10 yr event Inflow = 8.44 cfs @ 12.17 hrs, Volume= 0.443 af Primary = 8.44 cfs @ 12.18 hrs, Volume= 0.443 af, Atten= 0%, Lag= 0.6 min Primary outflow = Inflow, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Constant Intensity scaled to 120.00 hrs 10-day snowmelt Rainfall=7.20", AMC=4Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 38HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment A: A Runoff = 0.13 cfs @ 119.90 hrs, Volume= 1.288 af, Depth= 6.96" Routed to Link 10L : SE Offsite Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Constant Intensity scaled to 120.00 hrs 10-day snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description * 2.221 82 Row crops, SR + CR, Good, HSG C, HSG C 2.221 82 98 Weighted Average, AMC Adjusted 2.221 82 98 100.00% Pervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 100 0.0483 0.21 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.81" 1.4 171 0.0909 2.11 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 9.5 271 Total Summary for Subcatchment B: B Runoff = 0.06 cfs @ 119.92 hrs, Volume= 0.567 af, Depth= 6.96" Routed to Link 1L : NW Offsite Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Constant Intensity scaled to 120.00 hrs 10-day snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description * 0.067 77 2 acre lots, 12% imp, HSG C, HSG C * 0.037 98 Paved roads w/curbs & sewers, HSG C, HSG C * 0.661 82 Row crops, SR + CR, Good, HSG C, HSG C * 0.021 98 Paved roads w/curbs & sewers, HSG D, HSG D * 0.191 85 Row crops, SR + CR, Good, HSG D, HSG D 0.977 83 98 Weighted Average, AMC Adjusted 0.911 82 98 93.24% Pervious Area, AMC Adjusted 0.066 98 98 6.76% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Subcatchment C: C Runoff = 1.06 cfs @ 120.02 hrs, Volume= 10.125 af, Depth= 6.96" Routed to Pond 10P : Offsite Detention Pond Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Constant Intensity scaled to 120.00 hrs 10-day snowmelt Rainfall=7.20", AMC=4 Constant Intensity scaled to 120.00 hrs 10-day snowmelt Rainfall=7.20", AMC=4Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 39HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Area (ac) CN Adj Description * 0.064 75 1/4 acre lots, 38% imp, HSG B, HSG B * 0.161 60 Woods, Fair, HSG B, HSG B * 13.191 83 1/4 acre lots, 38% imp, HSG C, HSG C * 0.591 79 Pasture/grassland/range, Fair, HSG C, HSG C * 0.052 82 Row crops, SR + CR, Good, HSG C, HSG C * 1.185 98 Water Surface, HSG C, HSG C * 0.978 87 1/4 acre lots, 38% imp, HSG D, HSG D * 0.459 84 Pasture/grassland/range, Fair, HSG D, HSG D * 0.069 85 Row crops, SR + CR, Good, HSG D, HSG D * 0.705 98 Water Surface, HSG D, HSG D 17.455 85 98 Weighted Average, AMC Adjusted 10.156 75 98 58.19% Pervious Area, AMC Adjusted 7.299 98 98 41.81% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 100 0.2618 0.12 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.81" 2.4 760 0.0653 5.19 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 611 0.0219 7.93 6.23 Pipe Channel, RCP_Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.011 Concrete pipe, straight & clean 18.0 1,471 Total Summary for Subcatchment D: D Runoff = 0.44 cfs @ 120.03 hrs, Volume= 4.197 af, Depth= 6.96" Routed to Pond 10P : Offsite Detention Pond Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Constant Intensity scaled to 120.00 hrs 10-day snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description * 4.851 83 1/4 acre lots, 38% imp, HSG C, HSG C * 0.044 79 Pasture/grassland/range, Fair, HSG C, HSG C * 1.116 82 Row crops, SR + CR, Good, HSG C, HSG C 0.035 98 Water Surface, HSG D * 0.149 87 1/4 acre lots, 38% imp, HSG D, HSG D * 0.262 84 Pasture/grassland/range, Fair, HSG D, HSG D * 0.434 85 Row crops, SR + CR, Good, HSG D, HSG D 0.345 98 Water Surface, HSG D 7.236 84 98 Weighted Average, AMC Adjusted 4.956 77 98 68.49% Pervious Area, AMC Adjusted 2.280 98 98 31.51% Impervious Area, AMC Adjusted Constant Intensity scaled to 120.00 hrs 10-day snowmelt Rainfall=7.20", AMC=4Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 40HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.7 100 0.0072 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 2.81" 6.8 365 0.0161 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 22.5 465 Total Summary for Subcatchment E: E Runoff = 2.27 cfs @ 120.00 hrs, Volume= 21.810 af, Depth= 6.96" Routed to Pond 8P : Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Constant Intensity scaled to 120.00 hrs 10-day snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description * 4.308 60 Woods, Fair, HSG B, HSG B * 0.811 79 1 acre lots, 20% imp, HSG C, HSG C * 1.643 83 1/4 acre lots, 38% imp, HSG C, HSG C * 4.947 79 Pasture/grassland/range, Fair, HSG C, HSG C * 14.620 82 Row crops, SR + CR, Good, HSG C, HSG C * 5.641 73 Woods, Fair, HSG C, HSG C * 0.534 87 1/4 acre lots, 38% imp, HSG D, HSG D * 3.318 84 Pasture/grassland/range, Fair, HSG D, HSG D * 0.586 85 Row crops, SR + CR, Good, HSG D, HSG D * 1.192 98 Water Surface, HSG D, HSG D 37.600 79 98 Weighted Average, AMC Adjusted 35.419 77 98 94.20% Pervious Area, AMC Adjusted 2.181 98 98 5.80% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 100 0.0615 0.17 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 22.3 1,798 0.0369 1.34 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 32.0 1,898 Total Summary for Subcatchment F: F Runoff = 1.36 cfs @ 119.63 hrs, Volume= 13.005 af, Depth= 6.96" Routed to Pond 7P : NE Depression Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Constant Intensity scaled to 120.00 hrs 10-day snowmelt Rainfall=7.20", AMC=4 Constant Intensity scaled to 120.00 hrs 10-day snowmelt Rainfall=7.20", AMC=4Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 41HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Area (ac) CN Adj Description * 18.698 82 Row crops, SR + CR, Good, HSG C, HSG C * 3.722 85 Row crops, SR + CR, Good, HSG D, HSG D 22.420 82 98 Weighted Average, AMC Adjusted 22.420 82 98 100.00% Pervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.3 100 0.0099 0.11 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.81" 14.5 1,330 0.0287 1.52 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 29.8 1,430 Total Summary for Subcatchment G: G Runoff = 0.98 cfs @ 119.88 hrs, Volume= 9.410 af, Depth= 6.96" Routed to Pond 2P : NW Depression Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Constant Intensity scaled to 120.00 hrs 10-day snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description * 2.306 79 1 acre lots, 20% imp, HSG C, HSG C * 0.105 83 1/4 acre lots, 38% imp, HSG C, HSG C * 1.384 77 2 acre lots, 12% imp, HSG C, HSG C * 0.470 79 Pasture/grassland/range, Fair, HSG C, HSG C * 0.422 98 Paved roads w/curbs & sewers, HSG C, HSG C * 8.483 82 Row crops, SR + CR, Good, HSG C, HSG C * 0.144 84 1 acre lots, 20% imp, HSG D, HSG D * 0.637 82 2 acre lots, 12% imp, HSG D, HSG D * 0.004 84 Pasture/grassland/range, Fair, HSG D, HSG D * 2.267 85 Row crops, SR + CR, Good, HSG D, HSG D 16.222 82 98 Weighted Average, AMC Adjusted 15.028 81 98 92.64% Pervious Area, AMC Adjusted 1.194 98 98 7.36% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.7 100 0.0159 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 21.6 1,500 0.0165 1.16 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 38.3 1,600 Total Constant Intensity scaled to 120.00 hrs 10-day snowmelt Rainfall=7.20", AMC=4Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 42HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment H: H Runoff = 1.19 cfs @ 119.75 hrs, Volume= 11.399 af, Depth= 6.96" Routed to Pond 3P : West Pasture Pond Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Constant Intensity scaled to 120.00 hrs 10-day snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description * 1.289 83 1/4 acre lots, 38% imp, HSG C, HSG C * 0.756 79 Pasture/grassland/range, Fair, HSG C, HSG C * 12.853 82 Row crops, SR + CR, Good, HSG C, HSG C * 0.101 98 Water Surface, HSG C, HSG C * 0.116 87 1/4 acre lots, 38% imp, HSG D, HSG D * 0.970 84 Pasture/grassland/range, Fair, HSG D, HSG D * 2.685 85 Row crops, SR + CR, Good, HSG D, HSG D * 0.881 98 Water Surface, HSG D, HSG D 19.651 83 98 Weighted Average, AMC Adjusted 18.135 82 98 92.29% Pervious Area, AMC Adjusted 1.516 98 98 7.71% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 100 0.0255 0.16 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.81" 14.5 1,141 0.0211 1.31 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 25.0 1,241 Total Summary for Subcatchment I: I Runoff = 0.31 cfs @ 119.61 hrs, Volume= 2.968 af, Depth= 6.96" Routed to Pond 9P : South Natural Depression Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Constant Intensity scaled to 120.00 hrs 10-day snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description * 0.929 79 Pasture/grassland/range, Fair, HSG C, HSG C * 0.069 98 Paved roads w/curbs & sewers, HSG C, HSG C * 2.655 82 Row crops, SR + CR, Good, HSG C, HSG C * 1.191 84 Pasture/grassland/range, Fair, HSG D, HSG D * 0.273 85 Row crops, SR + CR, Good, HSG D, HSG D 5.117 82 98 Weighted Average, AMC Adjusted 5.048 82 98 98.65% Pervious Area, AMC Adjusted 0.069 98 98 1.35% Impervious Area, AMC Adjusted Constant Intensity scaled to 120.00 hrs 10-day snowmelt Rainfall=7.20", AMC=4Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 43HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 100 0.0587 0.22 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.81" 1.7 183 0.0417 1.84 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 9.2 283 Total Summary for Subcatchment J: J Runoff = 0.01 cfs @ 119.92 hrs, Volume= 0.067 af, Depth= 6.96" Routed to Link 1L : NW Offsite Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Constant Intensity scaled to 120.00 hrs 10-day snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description * 0.115 83 1/4 acre lots, 38% imp, HSG C, HSG C 0.115 83 98 Weighted Average, AMC Adjusted 0.071 74 98 62.00% Pervious Area, AMC Adjusted 0.044 98 98 38.00% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Pond 2P: NW Depression Inflow = 2.17 cfs @ 119.88 hrs, Volume= 19.392 af Outflow = 2.17 cfs @ 119.99 hrs, Volume= 19.383 af, Atten= 0%, Lag= 6.7 min Primary = 2.17 cfs @ 119.99 hrs, Volume= 19.383 af Routed to Link 1L : NW Offsite Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 3P : West Pasture Pond Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Peak Elev= 955.67' @ 119.99 hrs Surf.Area= 0.985 ac Storage= 0.754 af Plug-Flow detention time= 304.4 min calculated for 19.383 af (100% of inflow) Center-of-Mass det. time= 302.8 min ( 4,285.0 - 3,982.2 ) Volume Invert Avail.Storage Storage Description #1 953.70' 335.460 af Custom Stage Data (Prismatic) Listed below (Recalc) Constant Intensity scaled to 120.00 hrs 10-day snowmelt Rainfall=7.20", AMC=4Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 44HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 953.70 0.010 0.000 0.000 954.00 0.027 0.006 0.006 955.00 0.486 0.256 0.262 956.00 1.231 0.859 1.121 957.00 2.596 1.913 3.034 958.00 4.430 3.513 6.547 959.00 6.491 5.460 12.008 960.00 7.427 6.959 18.967 961.00 8.137 7.782 26.749 962.00 8.926 8.531 35.280 963.00 9.783 9.355 44.635 964.00 11.177 10.480 55.115 965.00 13.097 12.137 67.252 966.00 13.561 13.329 80.581 967.00 13.786 13.674 94.254 968.00 13.959 13.873 108.127 969.00 14.125 14.042 122.169 970.00 14.261 14.193 136.362 971.00 14.397 14.329 150.691 972.00 14.523 14.460 165.151 973.00 14.645 14.584 179.735 974.00 14.771 14.708 194.443 975.00 14.933 14.852 209.295 976.00 15.273 15.103 224.398 977.00 15.574 15.423 239.821 978.00 15.714 15.644 255.465 979.00 15.819 15.766 271.232 980.00 15.941 15.880 287.112 981.00 16.085 16.013 303.125 982.00 16.181 16.133 319.258 983.00 16.223 16.202 335.460 Device Routing Invert Outlet Devices #1 Primary 953.98'6.0" Round Culvert L= 233.0' Ke= 0.500 Inlet / Outlet Invert= 953.98' / 953.56' S= 0.0018 '/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 0.20 sf #2 Primary 955.55'20.0' 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 #3 Secondary 956.30'50.0' 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 Constant Intensity scaled to 120.00 hrs 10-day snowmelt Rainfall=7.20", AMC=4Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 45HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Primary OutFlow Max=2.17 cfs @ 119.99 hrs HW=955.67' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.24 cfs @ 1.22 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 1.93 cfs @ 0.81 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=953.70' TW=954.20' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 3P: West Pasture Pond Inflow = 1.19 cfs @ 119.75 hrs, Volume= 11.399 af Outflow = 1.19 cfs @ 119.99 hrs, Volume= 9.983 af, Atten= 0%, Lag= 14.5 min Primary = 1.19 cfs @ 119.99 hrs, Volume= 9.983 af Routed to Pond 2P : NW Depression Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Peak Elev= 956.35' @ 119.99 hrs Surf.Area= 1.354 ac Storage= 1.479 af Plug-Flow detention time= 912.4 min calculated for 9.982 af (88% of inflow) Center-of-Mass det. time= 478.3 min ( 4,208.3 - 3,730.0 ) Volume Invert Avail.Storage Storage Description #1 954.20' 371.513 af Custom Stage Data (Prismatic) Listed below (Recalc) Constant Intensity scaled to 120.00 hrs 10-day snowmelt Rainfall=7.20", AMC=4Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 46HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 954.20 0.001 0.000 0.000 955.00 0.564 0.226 0.226 956.00 1.093 0.828 1.054 957.00 1.846 1.469 2.524 958.00 2.967 2.406 4.930 959.00 4.272 3.620 8.550 960.00 5.251 4.761 13.311 961.00 6.398 5.824 19.136 962.00 8.200 7.299 26.435 963.00 10.484 9.342 35.777 964.00 12.518 11.501 47.278 965.00 14.886 13.702 60.980 966.00 16.167 15.527 76.506 967.00 16.867 16.517 93.023 968.00 17.280 17.074 110.097 969.00 17.613 17.447 127.543 970.00 17.895 17.754 145.297 971.00 18.085 17.990 163.287 972.00 18.235 18.160 181.447 973.00 18.384 18.310 199.757 974.00 18.521 18.452 218.209 975.00 18.647 18.584 236.793 976.00 18.787 18.717 255.510 977.00 19.020 18.903 274.414 978.00 19.202 19.111 293.525 979.00 19.379 19.290 312.815 980.00 19.533 19.456 332.271 981.00 19.650 19.591 351.863 982.00 19.651 19.650 371.513 Device Routing Invert Outlet Devices #1 Primary 956.30'50.0' 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=1.19 cfs @ 119.99 hrs HW=956.35' TW=955.67' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 1.19 cfs @ 0.51 fps) Summary for Pond 7P: NE Depression Inflow = 1.36 cfs @ 119.63 hrs, Volume= 13.005 af Outflow = 1.36 cfs @ 120.05 hrs, Volume= 12.590 af, Atten= 0%, Lag= 25.1 min Primary = 1.36 cfs @ 120.05 hrs, Volume= 12.590 af Routed to Pond 10P : Offsite Detention Pond Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 8P : Wetland Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 3P : West Pasture Pond Constant Intensity scaled to 120.00 hrs 10-day snowmelt Rainfall=7.20", AMC=4Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 47HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Peak Elev= 962.59' @ 120.05 hrs Surf.Area= 1.260 ac Storage= 0.526 af Plug-Flow detention time= 287.4 min calculated for 12.590 af (97% of inflow) Center-of-Mass det. time= 175.8 min ( 3,910.3 - 3,734.4 ) Volume Invert Avail.Storage Storage Description #1 960.60' 263.880 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 960.60 0.001 0.000 0.000 961.00 0.002 0.001 0.001 962.00 0.188 0.095 0.096 963.00 1.992 1.090 1.186 964.00 3.070 2.531 3.717 965.00 3.911 3.490 7.207 966.00 5.064 4.487 11.695 967.00 6.064 5.564 17.259 968.00 7.070 6.567 23.826 969.00 8.282 7.676 31.502 970.00 9.296 8.789 40.291 971.00 10.081 9.688 49.979 972.00 10.717 10.399 60.378 973.00 11.380 11.049 71.427 974.00 12.073 11.726 83.153 975.00 12.863 12.468 95.621 976.00 13.606 13.235 108.856 977.00 14.203 13.904 122.760 978.00 14.710 14.456 137.217 979.00 15.106 14.908 152.125 980.00 15.470 15.288 167.413 981.00 15.707 15.589 183.001 982.00 15.899 15.803 198.804 983.00 16.083 15.991 214.795 984.00 16.269 16.176 230.971 985.00 16.449 16.359 247.330 986.00 16.650 16.549 263.880 Device Routing Invert Outlet Devices #1 Primary 962.50'20.0' 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 #2 Secondary 963.50'20.0' 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 #3 Tertiary 963.60'20.0' long x 5.0' breadth Broad-Crested Rectangular Weir Constant Intensity scaled to 120.00 hrs 10-day snowmelt Rainfall=7.20", AMC=4Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 48HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC 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=1.36 cfs @ 120.05 hrs HW=962.59' TW=961.89' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 1.36 cfs @ 0.72 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=960.60' TW=959.40' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=960.60' TW=954.20' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 8P: Wetland [89] Warning: Qout>Qin may require smaller dt [86] Warning: Oscillations may require smaller dt (severity=225) Inflow = 7.34 cfs @ 120.05 hrs, Volume= 22.112 af Outflow = 8.16 cfs @ 120.06 hrs, Volume= 21.862 af, Atten= 0%, Lag= 0.8 min Primary = 8.16 cfs @ 120.06 hrs, Volume= 21.862 af Routed to Pond 10P : Offsite Detention Pond Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 7P : NE Depression Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Peak Elev= 961.90' @ 120.22 hrs Surf.Area= 1.004 ac Storage= 0.899 af Plug-Flow detention time= 151.1 min calculated for 21.862 af (99% of inflow) Center-of-Mass det. time= 111.9 min ( 3,895.1 - 3,783.2 ) Volume Invert Avail.Storage Storage Description #1 959.40' 277.352 af Custom Stage Data (Prismatic) Listed below (Recalc) Constant Intensity scaled to 120.00 hrs 10-day snowmelt Rainfall=7.20", AMC=4Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 49HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 959.40 0.001 0.000 0.000 960.00 0.036 0.011 0.011 961.00 0.442 0.239 0.250 962.00 1.069 0.756 1.006 963.00 1.995 1.532 2.538 964.00 3.064 2.529 5.067 965.00 3.946 3.505 8.572 966.00 4.780 4.363 12.935 967.00 5.386 5.083 18.018 968.00 6.227 5.807 23.825 969.00 7.123 6.675 30.500 970.00 7.839 7.481 37.981 971.00 8.515 8.177 46.158 972.00 9.161 8.838 54.996 973.00 9.761 9.461 64.457 974.00 10.195 9.978 74.435 975.00 10.550 10.372 84.807 976.00 10.935 10.742 95.550 977.00 11.677 11.306 106.856 978.00 12.346 12.011 118.867 979.00 12.873 12.610 131.477 980.00 13.314 13.093 144.570 981.00 13.733 13.523 158.094 982.00 14.085 13.909 172.003 983.00 14.393 14.239 186.242 984.00 14.655 14.524 200.766 985.00 14.910 14.782 215.548 986.00 15.180 15.045 230.593 987.00 15.475 15.327 245.921 988.00 15.714 15.594 261.515 989.00 15.960 15.837 277.352 Device Routing Invert Outlet Devices #1 Primary 961.00'20.0' 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 #2 Secondary 963.50'20.0' 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=7.56 cfs @ 120.06 hrs HW=961.89' TW=961.89' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 7.56 cfs @ 0.42 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=959.40' TW=960.60' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Constant Intensity scaled to 120.00 hrs 10-day snowmelt Rainfall=7.20", AMC=4Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 50HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Summary for Pond 9P: South Natural Depression Inflow Area = 5.117 ac, 1.35% Impervious, Inflow Depth = 6.96" for 10-day snowmelt event Inflow = 0.31 cfs @ 119.61 hrs, Volume= 2.968 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 7P : NE Depression Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Peak Elev= 972.36' @ 120.53 hrs Surf.Area= 1.327 ac Storage= 2.966 af Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 966.10' 54.751 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 966.10 0.000 0.000 0.000 967.00 0.047 0.021 0.021 968.00 0.165 0.106 0.127 969.00 0.342 0.253 0.381 970.00 0.547 0.444 0.825 971.00 0.821 0.684 1.509 972.00 1.184 1.002 2.512 973.00 1.578 1.381 3.893 974.00 1.943 1.761 5.653 975.00 2.299 2.121 7.774 976.00 2.878 2.588 10.363 977.00 3.494 3.186 13.549 978.00 3.871 3.683 17.231 979.00 4.103 3.987 21.218 980.00 4.328 4.215 25.434 981.00 4.616 4.472 29.906 982.00 4.839 4.727 34.633 983.00 4.980 4.909 39.543 984.00 5.048 5.014 44.557 985.00 5.112 5.080 49.637 986.00 5.116 5.114 54.751 Device Routing Invert Outlet Devices #1 Primary 973.50'20.0' 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=0.00 cfs @ 0.00 hrs HW=966.10' TW=960.60' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Constant Intensity scaled to 120.00 hrs 10-day snowmelt Rainfall=7.20", AMC=4Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 51HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Summary for Pond 10P: Offsite Detention Pond Inflow = 11.01 cfs @ 120.02 hrs, Volume= 48.775 af Outflow = 9.61 cfs @ 120.09 hrs, Volume= 48.351 af, Atten= 13%, Lag= 4.0 min Primary = 4.53 cfs @ 120.20 hrs, Volume= 48.049 af Routed to nonexistent node 6L Secondary = 5.07 cfs @ 120.09 hrs, Volume= 0.302 af Routed to Pond 8P : Wetland Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 7P : NE Depression Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Starting Elev= 957.86' Surf.Area= 2.119 ac Storage= 0.916 af Peak Elev= 961.89' @ 120.20 hrs Surf.Area= 3.446 ac Storage= 12.650 af (11.734 af above start) Plug-Flow detention time= 1,567.3 min calculated for 47.432 af (97% of inflow) Center-of-Mass det. time= 1,380.0 min ( 5,229.0 - 3,849.0 ) Volume Invert Avail.Storage Storage Description #1 956.80' 597.909 af Custom Stage Data (Prismatic) Listed below (Recalc) Constant Intensity scaled to 120.00 hrs 10-day snowmelt Rainfall=7.20", AMC=4Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 52HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 956.80 0.001 0.000 0.000 957.00 0.009 0.001 0.001 958.00 2.462 1.235 1.237 959.00 2.703 2.582 3.819 960.00 2.939 2.821 6.640 961.00 3.176 3.058 9.698 962.00 3.479 3.327 13.025 963.00 4.075 3.777 16.802 964.00 4.837 4.456 21.258 965.00 5.851 5.344 26.602 966.00 6.916 6.383 32.986 967.00 7.535 7.226 40.211 968.00 7.804 7.669 47.880 969.00 7.994 7.899 55.779 970.00 8.245 8.120 63.899 971.00 8.854 8.549 72.449 972.00 9.835 9.344 81.793 973.00 11.626 10.730 92.523 974.00 12.519 12.072 104.596 975.00 13.496 13.007 117.603 976.00 14.672 14.084 131.687 977.00 15.761 15.216 146.904 978.00 16.638 16.199 163.103 979.00 17.375 17.006 180.110 980.00 17.982 17.678 197.788 981.00 18.553 18.268 216.056 982.00 19.085 18.819 234.875 983.00 19.424 19.254 254.129 984.00 19.543 19.483 273.613 985.00 19.639 19.591 293.204 986.00 19.730 19.685 312.888 987.00 19.860 19.795 332.683 988.00 19.954 19.907 352.590 989.00 20.014 19.984 372.574 990.00 20.089 20.051 392.626 991.00 20.183 20.136 412.762 992.00 20.278 20.231 432.992 993.00 20.414 20.346 453.338 994.00 20.469 20.441 473.780 995.00 20.522 20.495 494.275 996.00 20.601 20.561 514.837 997.00 20.663 20.632 535.469 998.00 20.746 20.704 556.173 999.00 20.878 20.812 576.985 1,000.00 20.970 20.924 597.909 Device Routing Invert Outlet Devices #1 Primary 957.86'12.0" Round RCP_Round 12" L= 348.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 957.86' / 956.07' S= 0.0051 '/' Cc= 0.900 Constant Intensity scaled to 120.00 hrs 10-day snowmelt Rainfall=7.20", AMC=4Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 53HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Secondary 961.00'20.0' 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 #3 Tertiary 962.50'20.0' 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=4.53 cfs @ 120.20 hrs HW=961.89' (Free Discharge) 1=RCP_Round 12" (Barrel Controls 4.53 cfs @ 5.77 fps) Secondary OutFlow Max=1.93 cfs @ 120.09 hrs HW=961.89' TW=961.89' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 1.93 cfs @ 0.11 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=957.86' TW=960.60' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link 1L: NW Offsite Inflow = 2.23 cfs @ 119.99 hrs, Volume= 20.017 af Primary = 2.23 cfs @ 120.00 hrs, Volume= 20.017 af, Atten= 0%, Lag= 0.6 min Primary outflow = Inflow, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Summary for Link 10L: SE Offsite Inflow Area = 2.221 ac, 0.00% Impervious, Inflow Depth = 6.96" for 10-day snowmelt event Inflow = 0.13 cfs @ 119.90 hrs, Volume= 1.288 af Primary = 0.13 cfs @ 119.91 hrs, Volume= 1.288 af, Atten= 0%, Lag= 0.6 min Primary outflow = Inflow, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100 yr Rainfall=6.87"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 54HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment A: A Runoff = 16.51 cfs @ 12.17 hrs, Volume= 0.887 af, Depth= 4.79" Routed to Link 10L : SE Offsite Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100 yr Rainfall=6.87" Area (ac) CN Description * 2.221 82 Row crops, SR + CR, Good, HSG C, HSG C 2.221 82 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 100 0.0483 0.21 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.81" 1.4 171 0.0909 2.11 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 9.5 271 Total Summary for Subcatchment B: B Runoff = 7.83 cfs @ 12.15 hrs, Volume= 0.400 af, Depth= 4.92" Routed to Link 1L : NW Offsite Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100 yr Rainfall=6.87" Area (ac) CN Description * 0.067 77 2 acre lots, 12% imp, HSG C, HSG C * 0.037 98 Paved roads w/curbs & sewers, HSG C, HSG C * 0.661 82 Row crops, SR + CR, Good, HSG C, HSG C * 0.021 98 Paved roads w/curbs & sewers, HSG D, HSG D * 0.191 85 Row crops, SR + CR, Good, HSG D, HSG D 0.977 83 Weighted Average 0.911 82 93.24% Pervious Area 0.066 98 6.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Subcatchment C: C [47] Hint: Peak is 1577% of capacity of segment #3 Runoff = 98.29 cfs @ 12.26 hrs, Volume= 7.448 af, Depth= 5.12" Routed to Pond 10P : Offsite Detention Pond MSE 24-hr 3 100 yr Rainfall=6.87"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 55HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100 yr Rainfall=6.87" Area (ac) CN Description * 0.064 75 1/4 acre lots, 38% imp, HSG B, HSG B * 0.161 60 Woods, Fair, HSG B, HSG B * 13.191 83 1/4 acre lots, 38% imp, HSG C, HSG C * 0.591 79 Pasture/grassland/range, Fair, HSG C, HSG C * 0.052 82 Row crops, SR + CR, Good, HSG C, HSG C * 1.185 98 Water Surface, HSG C, HSG C * 0.978 87 1/4 acre lots, 38% imp, HSG D, HSG D * 0.459 84 Pasture/grassland/range, Fair, HSG D, HSG D * 0.069 85 Row crops, SR + CR, Good, HSG D, HSG D * 0.705 98 Water Surface, HSG D, HSG D 17.455 85 Weighted Average 10.156 75 58.19% Pervious Area 7.299 98 41.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 100 0.2618 0.12 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.81" 2.4 760 0.0653 5.19 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 611 0.0219 7.93 6.23 Pipe Channel, RCP_Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.011 Concrete pipe, straight & clean 18.0 1,471 Total Summary for Subcatchment D: D Runoff = 36.32 cfs @ 12.32 hrs, Volume= 3.015 af, Depth= 5.00" Routed to Pond 10P : Offsite Detention Pond Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100 yr Rainfall=6.87" Area (ac) CN Description * 4.851 83 1/4 acre lots, 38% imp, HSG C, HSG C * 0.044 79 Pasture/grassland/range, Fair, HSG C, HSG C * 1.116 82 Row crops, SR + CR, Good, HSG C, HSG C 0.035 98 Water Surface, HSG D * 0.149 87 1/4 acre lots, 38% imp, HSG D, HSG D * 0.262 84 Pasture/grassland/range, Fair, HSG D, HSG D * 0.434 85 Row crops, SR + CR, Good, HSG D, HSG D 0.345 98 Water Surface, HSG D 7.236 84 Weighted Average 4.956 77 68.49% Pervious Area 2.280 98 31.51% Impervious Area MSE 24-hr 3 100 yr Rainfall=6.87"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 56HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.7 100 0.0072 0.11 Sheet Flow, Grass: Short n= 0.150 P2= 2.81" 6.8 365 0.0161 0.89 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 22.5 465 Total Summary for Subcatchment E: E Runoff = 140.49 cfs @ 12.45 hrs, Volume= 13.747 af, Depth= 4.39" Routed to Pond 8P : Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100 yr Rainfall=6.87" Area (ac) CN Description * 4.308 60 Woods, Fair, HSG B, HSG B * 0.811 79 1 acre lots, 20% imp, HSG C, HSG C * 1.643 83 1/4 acre lots, 38% imp, HSG C, HSG C * 4.947 79 Pasture/grassland/range, Fair, HSG C, HSG C * 14.620 82 Row crops, SR + CR, Good, HSG C, HSG C * 5.641 73 Woods, Fair, HSG C, HSG C * 0.534 87 1/4 acre lots, 38% imp, HSG D, HSG D * 3.318 84 Pasture/grassland/range, Fair, HSG D, HSG D * 0.586 85 Row crops, SR + CR, Good, HSG D, HSG D * 1.192 98 Water Surface, HSG D, HSG D 37.600 79 Weighted Average 35.419 77 94.20% Pervious Area 2.181 98 5.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 100 0.0615 0.17 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 22.3 1,798 0.0369 1.34 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 32.0 1,898 Total Summary for Subcatchment F: F Runoff = 95.91 cfs @ 12.42 hrs, Volume= 8.958 af, Depth= 4.79" Routed to Pond 7P : NE Depression Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100 yr Rainfall=6.87" MSE 24-hr 3 100 yr Rainfall=6.87"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 57HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Area (ac) CN Description * 18.698 82 Row crops, SR + CR, Good, HSG C, HSG C * 3.722 85 Row crops, SR + CR, Good, HSG D, HSG D 22.420 82 Weighted Average 22.420 82 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.3 100 0.0099 0.11 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.81" 14.5 1,330 0.0287 1.52 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 29.8 1,430 Total Summary for Subcatchment G: G Runoff = 59.59 cfs @ 12.52 hrs, Volume= 6.526 af, Depth= 4.83" Routed to Pond 2P : NW Depression Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100 yr Rainfall=6.87" Area (ac) CN Description * 2.306 79 1 acre lots, 20% imp, HSG C, HSG C * 0.105 83 1/4 acre lots, 38% imp, HSG C, HSG C * 1.384 77 2 acre lots, 12% imp, HSG C, HSG C * 0.470 79 Pasture/grassland/range, Fair, HSG C, HSG C * 0.422 98 Paved roads w/curbs & sewers, HSG C, HSG C * 8.483 82 Row crops, SR + CR, Good, HSG C, HSG C * 0.144 84 1 acre lots, 20% imp, HSG D, HSG D * 0.637 82 2 acre lots, 12% imp, HSG D, HSG D * 0.004 84 Pasture/grassland/range, Fair, HSG D, HSG D * 2.267 85 Row crops, SR + CR, Good, HSG D, HSG D 16.222 82 Weighted Average 15.028 81 92.64% Pervious Area 1.194 98 7.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.7 100 0.0159 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 21.6 1,500 0.0165 1.16 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 38.3 1,600 Total MSE 24-hr 3 100 yr Rainfall=6.87"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 58HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment H: H Runoff = 94.46 cfs @ 12.36 hrs, Volume= 8.083 af, Depth= 4.94" Routed to Pond 3P : West Pasture Pond Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100 yr Rainfall=6.87" Area (ac) CN Description * 1.289 83 1/4 acre lots, 38% imp, HSG C, HSG C * 0.756 79 Pasture/grassland/range, Fair, HSG C, HSG C * 12.853 82 Row crops, SR + CR, Good, HSG C, HSG C * 0.101 98 Water Surface, HSG C, HSG C * 0.116 87 1/4 acre lots, 38% imp, HSG D, HSG D * 0.970 84 Pasture/grassland/range, Fair, HSG D, HSG D * 2.685 85 Row crops, SR + CR, Good, HSG D, HSG D * 0.881 98 Water Surface, HSG D, HSG D 19.651 83 Weighted Average 18.135 82 92.29% Pervious Area 1.516 98 7.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 100 0.0255 0.16 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.81" 14.5 1,141 0.0211 1.31 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 25.0 1,241 Total Summary for Subcatchment I: I Runoff = 38.66 cfs @ 12.17 hrs, Volume= 2.055 af, Depth= 4.82" Routed to Pond 9P : South Natural Depression Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100 yr Rainfall=6.87" Area (ac) CN Description * 0.929 79 Pasture/grassland/range, Fair, HSG C, HSG C * 0.069 98 Paved roads w/curbs & sewers, HSG C, HSG C * 2.655 82 Row crops, SR + CR, Good, HSG C, HSG C * 1.191 84 Pasture/grassland/range, Fair, HSG D, HSG D * 0.273 85 Row crops, SR + CR, Good, HSG D, HSG D 5.117 82 Weighted Average 5.048 82 98.65% Pervious Area 0.069 98 1.35% Impervious Area MSE 24-hr 3 100 yr Rainfall=6.87"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 59HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 100 0.0587 0.22 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.81" 1.7 183 0.0417 1.84 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 9.2 283 Total Summary for Subcatchment J: J Runoff = 0.89 cfs @ 12.15 hrs, Volume= 0.047 af, Depth= 4.96" Routed to Link 1L : NW Offsite Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100 yr Rainfall=6.87" Area (ac) CN Description * 0.115 83 1/4 acre lots, 38% imp, HSG C, HSG C 0.071 74 62.00% Pervious Area 0.044 98 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, Summary for Pond 2P: NW Depression Inflow = 127.54 cfs @ 12.47 hrs, Volume= 15.452 af Outflow = 89.76 cfs @ 12.74 hrs, Volume= 15.447 af, Atten= 30%, Lag= 16.3 min Primary = 89.76 cfs @ 12.74 hrs, Volume= 15.447 af Routed to Link 1L : NW Offsite Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 3P : West Pasture Pond Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Peak Elev= 956.97' @ 12.74 hrs Surf.Area= 2.552 ac Storage= 2.950 af Plug-Flow detention time= 111.9 min calculated for 15.446 af (100% of inflow) Center-of-Mass det. time= 111.9 min ( 986.9 - 875.0 ) Volume Invert Avail.Storage Storage Description #1 953.70' 335.460 af Custom Stage Data (Prismatic) Listed below (Recalc) MSE 24-hr 3 100 yr Rainfall=6.87"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 60HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 953.70 0.010 0.000 0.000 954.00 0.027 0.006 0.006 955.00 0.486 0.256 0.262 956.00 1.231 0.859 1.121 957.00 2.596 1.913 3.034 958.00 4.430 3.513 6.547 959.00 6.491 5.460 12.008 960.00 7.427 6.959 18.967 961.00 8.137 7.782 26.749 962.00 8.926 8.531 35.280 963.00 9.783 9.355 44.635 964.00 11.177 10.480 55.115 965.00 13.097 12.137 67.252 966.00 13.561 13.329 80.581 967.00 13.786 13.674 94.254 968.00 13.959 13.873 108.127 969.00 14.125 14.042 122.169 970.00 14.261 14.193 136.362 971.00 14.397 14.329 150.691 972.00 14.523 14.460 165.151 973.00 14.645 14.584 179.735 974.00 14.771 14.708 194.443 975.00 14.933 14.852 209.295 976.00 15.273 15.103 224.398 977.00 15.574 15.423 239.821 978.00 15.714 15.644 255.465 979.00 15.819 15.766 271.232 980.00 15.941 15.880 287.112 981.00 16.085 16.013 303.125 982.00 16.181 16.133 319.258 983.00 16.223 16.202 335.460 Device Routing Invert Outlet Devices #1 Primary 953.98'6.0" Round Culvert L= 233.0' Ke= 0.500 Inlet / Outlet Invert= 953.98' / 953.56' S= 0.0018 '/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 0.20 sf #2 Primary 955.55'20.0' 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 #3 Secondary 956.30'50.0' 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 MSE 24-hr 3 100 yr Rainfall=6.87"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 61HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Primary OutFlow Max=89.76 cfs @ 12.74 hrs HW=956.97' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.32 cfs @ 1.64 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 89.44 cfs @ 3.15 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=953.70' TW=954.20' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 3P: West Pasture Pond Inflow = 94.46 cfs @ 12.36 hrs, Volume= 10.342 af Outflow = 70.35 cfs @ 12.43 hrs, Volume= 8.926 af, Atten= 26%, Lag= 4.2 min Primary = 70.35 cfs @ 12.43 hrs, Volume= 8.926 af Routed to Pond 2P : NW Depression Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Peak Elev= 957.05' @ 12.65 hrs Surf.Area= 1.904 ac Storage= 2.621 af Plug-Flow detention time= 114.1 min calculated for 8.925 af (86% of inflow) Center-of-Mass det. time= 52.2 min ( 919.7 - 867.5 ) Volume Invert Avail.Storage Storage Description #1 954.20' 371.513 af Custom Stage Data (Prismatic) Listed below (Recalc) MSE 24-hr 3 100 yr Rainfall=6.87"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 62HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 954.20 0.001 0.000 0.000 955.00 0.564 0.226 0.226 956.00 1.093 0.828 1.054 957.00 1.846 1.469 2.524 958.00 2.967 2.406 4.930 959.00 4.272 3.620 8.550 960.00 5.251 4.761 13.311 961.00 6.398 5.824 19.136 962.00 8.200 7.299 26.435 963.00 10.484 9.342 35.777 964.00 12.518 11.501 47.278 965.00 14.886 13.702 60.980 966.00 16.167 15.527 76.506 967.00 16.867 16.517 93.023 968.00 17.280 17.074 110.097 969.00 17.613 17.447 127.543 970.00 17.895 17.754 145.297 971.00 18.085 17.990 163.287 972.00 18.235 18.160 181.447 973.00 18.384 18.310 199.757 974.00 18.521 18.452 218.209 975.00 18.647 18.584 236.793 976.00 18.787 18.717 255.510 977.00 19.020 18.903 274.414 978.00 19.202 19.111 293.525 979.00 19.379 19.290 312.815 980.00 19.533 19.456 332.271 981.00 19.650 19.591 351.863 982.00 19.651 19.650 371.513 Device Routing Invert Outlet Devices #1 Primary 956.30'50.0' 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=68.89 cfs @ 12.43 hrs HW=956.99' TW=956.57' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 68.89 cfs @ 2.00 fps) Summary for Pond 7P: NE Depression [86] Warning: Oscillations may require smaller dt (severity=74) MSE 24-hr 3 100 yr Rainfall=6.87"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 63HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Inflow = 95.91 cfs @ 12.42 hrs, Volume= 16.492 af Outflow = 64.46 cfs @ 12.66 hrs, Volume= 16.077 af, Atten= 33%, Lag= 14.4 min Primary = 62.63 cfs @ 12.66 hrs, Volume= 13.300 af Routed to Pond 10P : Offsite Detention Pond Secondary = 1.99 cfs @ 16.80 hrs, Volume= 0.518 af Routed to Pond 8P : Wetland Tertiary = 3.98 cfs @ 16.89 hrs, Volume= 2.259 af Routed to Pond 3P : West Pasture Pond Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Peak Elev= 963.79' @ 16.89 hrs Surf.Area= 2.847 ac Storage= 3.105 af Plug-Flow detention time= 241.8 min calculated for 16.076 af (97% of inflow) Center-of-Mass det. time= 212.6 min ( 1,247.7 - 1,035.1 ) Volume Invert Avail.Storage Storage Description #1 960.60' 263.880 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 960.60 0.001 0.000 0.000 961.00 0.002 0.001 0.001 962.00 0.188 0.095 0.096 963.00 1.992 1.090 1.186 964.00 3.070 2.531 3.717 965.00 3.911 3.490 7.207 966.00 5.064 4.487 11.695 967.00 6.064 5.564 17.259 968.00 7.070 6.567 23.826 969.00 8.282 7.676 31.502 970.00 9.296 8.789 40.291 971.00 10.081 9.688 49.979 972.00 10.717 10.399 60.378 973.00 11.380 11.049 71.427 974.00 12.073 11.726 83.153 975.00 12.863 12.468 95.621 976.00 13.606 13.235 108.856 977.00 14.203 13.904 122.760 978.00 14.710 14.456 137.217 979.00 15.106 14.908 152.125 980.00 15.470 15.288 167.413 981.00 15.707 15.589 183.001 982.00 15.899 15.803 198.804 983.00 16.083 15.991 214.795 984.00 16.269 16.176 230.971 985.00 16.449 16.359 247.330 986.00 16.650 16.549 263.880 Device Routing Invert Outlet Devices #1 Primary 962.50'20.0' 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 MSE 24-hr 3 100 yr Rainfall=6.87"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 64HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC 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 Secondary 963.50'20.0' 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 #3 Tertiary 963.60'20.0' 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=62.62 cfs @ 12.66 hrs HW=963.61' TW=962.23' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 62.62 cfs @ 2.81 fps) Secondary OutFlow Max=0.00 cfs @ 16.80 hrs HW=963.79' TW=963.79' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Tertiary OutFlow Max=3.97 cfs @ 16.89 hrs HW=963.79' TW=956.44' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 3.97 cfs @ 1.03 fps) Summary for Pond 8P: Wetland [86] Warning: Oscillations may require smaller dt (severity=258) Inflow = 140.49 cfs @ 12.45 hrs, Volume= 44.733 af Outflow = 108.93 cfs @ 12.52 hrs, Volume= 44.482 af, Atten= 22%, Lag= 4.2 min Primary = 108.93 cfs @ 12.52 hrs, Volume= 43.583 af Routed to Pond 10P : Offsite Detention Pond Secondary = 2.94 cfs @ 16.77 hrs, Volume= 0.900 af Routed to Pond 7P : NE Depression Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Peak Elev= 963.80' @ 16.93 hrs Surf.Area= 2.854 ac Storage= 4.487 af Plug-Flow detention time= 170.4 min calculated for 44.482 af (99% of inflow) Center-of-Mass det. time= 160.7 min ( 1,571.3 - 1,410.5 ) Volume Invert Avail.Storage Storage Description #1 959.40' 277.352 af Custom Stage Data (Prismatic) Listed below (Recalc) MSE 24-hr 3 100 yr Rainfall=6.87"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 65HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 959.40 0.001 0.000 0.000 960.00 0.036 0.011 0.011 961.00 0.442 0.239 0.250 962.00 1.069 0.756 1.006 963.00 1.995 1.532 2.538 964.00 3.064 2.529 5.067 965.00 3.946 3.505 8.572 966.00 4.780 4.363 12.935 967.00 5.386 5.083 18.018 968.00 6.227 5.807 23.825 969.00 7.123 6.675 30.500 970.00 7.839 7.481 37.981 971.00 8.515 8.177 46.158 972.00 9.161 8.838 54.996 973.00 9.761 9.461 64.457 974.00 10.195 9.978 74.435 975.00 10.550 10.372 84.807 976.00 10.935 10.742 95.550 977.00 11.677 11.306 106.856 978.00 12.346 12.011 118.867 979.00 12.873 12.610 131.477 980.00 13.314 13.093 144.570 981.00 13.733 13.523 158.094 982.00 14.085 13.909 172.003 983.00 14.393 14.239 186.242 984.00 14.655 14.524 200.766 985.00 14.910 14.782 215.548 986.00 15.180 15.045 230.593 987.00 15.475 15.327 245.921 988.00 15.714 15.594 261.515 989.00 15.960 15.837 277.352 Device Routing Invert Outlet Devices #1 Primary 961.00'20.0' 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 #2 Secondary 963.50'20.0' 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=107.58 cfs @ 12.52 hrs HW=962.68' TW=961.49' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 107.58 cfs @ 3.21 fps) Secondary OutFlow Max=2.37 cfs @ 16.77 hrs HW=963.80' TW=963.79' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 2.37 cfs @ 0.39 fps) MSE 24-hr 3 100 yr Rainfall=6.87"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 66HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Summary for Pond 9P: South Natural Depression Inflow Area = 5.117 ac, 1.35% Impervious, Inflow Depth = 4.82" for 100 yr event Inflow = 38.66 cfs @ 12.17 hrs, Volume= 2.055 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 7P : NE Depression Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Peak Elev= 971.59' @ 24.52 hrs Surf.Area= 1.034 ac Storage= 2.053 af Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 966.10' 54.751 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 966.10 0.000 0.000 0.000 967.00 0.047 0.021 0.021 968.00 0.165 0.106 0.127 969.00 0.342 0.253 0.381 970.00 0.547 0.444 0.825 971.00 0.821 0.684 1.509 972.00 1.184 1.002 2.512 973.00 1.578 1.381 3.893 974.00 1.943 1.761 5.653 975.00 2.299 2.121 7.774 976.00 2.878 2.588 10.363 977.00 3.494 3.186 13.549 978.00 3.871 3.683 17.231 979.00 4.103 3.987 21.218 980.00 4.328 4.215 25.434 981.00 4.616 4.472 29.906 982.00 4.839 4.727 34.633 983.00 4.980 4.909 39.543 984.00 5.048 5.014 44.557 985.00 5.112 5.080 49.637 986.00 5.116 5.114 54.751 Device Routing Invert Outlet Devices #1 Primary 973.50'20.0' 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=0.00 cfs @ 0.00 hrs HW=966.10' TW=960.60' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 100 yr Rainfall=6.87"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 67HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Summary for Pond 10P: Offsite Detention Pond Inflow = 242.35 cfs @ 12.45 hrs, Volume= 67.346 af Outflow = 48.82 cfs @ 16.59 hrs, Volume= 67.177 af, Atten= 80%, Lag= 249.0 min Primary = 5.35 cfs @ 16.95 hrs, Volume= 30.075 af Routed to nonexistent node 6L Secondary = 31.30 cfs @ 16.16 hrs, Volume= 30.467 af Routed to Pond 8P : Wetland Tertiary = 13.22 cfs @ 16.51 hrs, Volume= 6.635 af Routed to Pond 7P : NE Depression Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Starting Elev= 957.86' Surf.Area= 2.119 ac Storage= 0.916 af Peak Elev= 963.80' @ 16.95 hrs Surf.Area= 4.684 ac Storage= 20.300 af (19.384 af above start) Plug-Flow detention time= 896.8 min calculated for 66.262 af (98% of inflow) Center-of-Mass det. time= 843.6 min ( 2,239.6 - 1,395.9 ) Volume Invert Avail.Storage Storage Description #1 956.80' 597.909 af Custom Stage Data (Prismatic) Listed below (Recalc) MSE 24-hr 3 100 yr Rainfall=6.87"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 68HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 956.80 0.001 0.000 0.000 957.00 0.009 0.001 0.001 958.00 2.462 1.235 1.237 959.00 2.703 2.582 3.819 960.00 2.939 2.821 6.640 961.00 3.176 3.058 9.698 962.00 3.479 3.327 13.025 963.00 4.075 3.777 16.802 964.00 4.837 4.456 21.258 965.00 5.851 5.344 26.602 966.00 6.916 6.383 32.986 967.00 7.535 7.226 40.211 968.00 7.804 7.669 47.880 969.00 7.994 7.899 55.779 970.00 8.245 8.120 63.899 971.00 8.854 8.549 72.449 972.00 9.835 9.344 81.793 973.00 11.626 10.730 92.523 974.00 12.519 12.072 104.596 975.00 13.496 13.007 117.603 976.00 14.672 14.084 131.687 977.00 15.761 15.216 146.904 978.00 16.638 16.199 163.103 979.00 17.375 17.006 180.110 980.00 17.982 17.678 197.788 981.00 18.553 18.268 216.056 982.00 19.085 18.819 234.875 983.00 19.424 19.254 254.129 984.00 19.543 19.483 273.613 985.00 19.639 19.591 293.204 986.00 19.730 19.685 312.888 987.00 19.860 19.795 332.683 988.00 19.954 19.907 352.590 989.00 20.014 19.984 372.574 990.00 20.089 20.051 392.626 991.00 20.183 20.136 412.762 992.00 20.278 20.231 432.992 993.00 20.414 20.346 453.338 994.00 20.469 20.441 473.780 995.00 20.522 20.495 494.275 996.00 20.601 20.561 514.837 997.00 20.663 20.632 535.469 998.00 20.746 20.704 556.173 999.00 20.878 20.812 576.985 1,000.00 20.970 20.924 597.909 Device Routing Invert Outlet Devices #1 Primary 957.86'12.0" Round RCP_Round 12" L= 348.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 957.86' / 956.07' S= 0.0051 '/' Cc= 0.900 MSE 24-hr 3 100 yr Rainfall=6.87"Pre 5.9.22 Printed 5/23/2022Prepared by {enter your company name here} Page 69HydroCAD® 10.10-7a s/n 03616 © 2021 HydroCAD Software Solutions LLC n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Secondary 961.00'20.0' 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 #3 Tertiary 962.50'20.0' 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=5.35 cfs @ 16.95 hrs HW=963.80' (Free Discharge) 1=RCP_Round 12" (Barrel Controls 5.35 cfs @ 6.82 fps) Secondary OutFlow Max=24.49 cfs @ 16.16 hrs HW=963.79' TW=963.79' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 24.49 cfs @ 0.44 fps) Tertiary OutFlow Max=12.75 cfs @ 16.51 hrs HW=963.80' TW=963.79' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 12.75 cfs @ 0.49 fps) Summary for Link 1L: NW Offsite Inflow = 90.61 cfs @ 12.74 hrs, Volume= 15.895 af Primary = 90.61 cfs @ 12.75 hrs, Volume= 15.895 af, Atten= 0%, Lag= 0.6 min Primary outflow = Inflow, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Summary for Link 10L: SE Offsite Inflow Area = 2.221 ac, 0.00% Impervious, Inflow Depth = 4.79" for 100 yr event Inflow = 16.51 cfs @ 12.17 hrs, Volume= 0.887 af Primary = 16.51 cfs @ 12.18 hrs, Volume= 0.887 af, Atten= 0%, Lag= 0.6 min Primary outflow = Inflow, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Appendix B Drainage Calculations- Proposed Conditions A A B B C C D D E E F F G G G2 G2 H H J J 1P Pond 2 3P Pond 1 8P Wetland 10P Offsite Detention Pond 1L NW Offsite 10L SE Offsite Routing Diagram for Post Nelson_7.17.2024 Prepared by Bogart Pederson & Associates, Printed 7/17/2024 HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Subcat Reach Pond Link Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 2HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Project Notes Rainfall events imported from "NRCS-Rain.txt" for 5386 MN Wright Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 3HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2 yr MSE 24-hr 3 Default 24.00 1 2.84 2 2 10 yr MSE 24-hr 3 Default 24.00 1 4.22 2 3 100 yr MSE 24-hr 3 Default 24.00 1 6.87 2 Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 4HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 3.116 79 1 acre lots, 20% imp, HSG C (E, G) 0.144 84 1 acre lots, 20% imp, HSG D (G) 0.064 75 1/4 acre lots, 38% imp, HSG B (C) 21.048 83 1/4 acre lots, 38% imp, HSG C (C, D, E, F, G2, J) 1.779 87 1/4 acre lots, 38% imp, HSG D (C, D, E, F) 1.451 77 2 acre lots, 12% imp, HSG C (B, G) 0.606 82 2 acre lots, 12% imp, HSG D (G) 29.689 74 >75% Grass cover, Good, HSG C (A, B, C, D, E, F, G, G2, H) 7.503 80 >75% Grass cover, Good, HSG D (B, C, D, E, F, G, H) 6.930 79 Pasture/grassland/range, Fair, HSG C (C, D, E, F) 4.649 84 Pasture/grassland/range, Fair, HSG D (C, D, E, F) 12.137 98 Paved parking, HSG C (C, D, E, F, G, G2, H, J) 2.232 98 Paved parking, HSG D (C, E, F, G) 15.345 80 Row crops, SR + CR, Good, HSG C (A, E, F) 0.239 84 Row crops, SR + CR, Good, HSG D (F) 3.939 98 Unconnected pavement, HSG C (B, C, D, E, F, G, G2, H) 0.904 98 Unconnected pavement, HSG D (B, C, D, E, F, G, H) 3.051 98 Water Surface, HSG C (C, D, F, G, H) 4.082 98 Water Surface, HSG D (C, D, E, F, G, H) 4.469 60 Woods, Fair, HSG B (C, E) 5.641 73 Woods, Fair, HSG C (E) 129.018 82 TOTAL AREA MSE 24-hr 3 2 yr Rainfall=2.84"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 5HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Time span=0.00-192.00 hrs, dt=0.01 hrs, 19201 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious Reach routing by Sim-Route method - Pond routing by Sim-Route method Runoff Area=2.111 ac 0.00% Impervious Runoff Depth=1.13"Subcatchment A: A Flow Length=271' Tc=9.5 min CN=80/0 Runoff=3.78 cfs 0.199 af Runoff Area=0.307 ac 2.62% Impervious Runoff Depth=1.17"Subcatchment B: B Tc=8.0 min CN=80/98 Runoff=0.60 cfs 0.030 af Runoff Area=17.688 ac 41.28% Impervious Runoff Depth=1.58"Subcatchment C: C Flow Length=1,471' Tc=18.0 min CN=75/98 Runoff=30.08 cfs 2.330 af Runoff Area=5.091 ac 39.95% Impervious Runoff Depth=1.56"Subcatchment D: D Flow Length=805' Tc=12.5 min CN=75/98 Runoff=10.16 cfs 0.661 af Runoff Area=35.243 ac 6.26% Impervious Runoff Depth=1.02"Subcatchment E: E Flow Length=1,898' Tc=32.0 min CN=76/98 Runoff=28.95 cfs 2.982 af Runoff Area=50.683 ac 28.26% Impervious Runoff Depth=1.47"Subcatchment F: F Flow Length=2,411' Tc=15.8 min CN=78/98 Runoff=87.45 cfs 6.194 af Runoff Area=14.234 ac 29.14% Impervious Runoff Depth=1.44"Subcatchment G: G Flow Length=1,340' Tc=26.0 min CN=77/98 Runoff=18.49 cfs 1.710 af Runoff Area=0.182 ac 41.47% Impervious Runoff Depth=1.71"Subcatchment G2: G2 Tc=8.0 min CN=79/98 Runoff=0.48 cfs 0.026 af Runoff Area=3.437 ac 28.72% Impervious Runoff Depth=1.47"Subcatchment H: H Flow Length=567' Tc=17.2 min CN=78/98 Runoff=5.71 cfs 0.422 af Runoff Area=0.042 ac 42.43% Impervious Runoff Depth=1.57"Subcatchment J: J Tc=8.0 min CN=74/98 Runoff=0.10 cfs 0.006 af Peak Elev=954.84' Storage=5.583 af Inflow=18.49 cfs 1.710 afPond 1P: Pond 2 Primary=2.20 cfs 1.687 af Secondary=0.00 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=2.20 cfs 1.687 af Peak Elev=956.79' Storage=8.806 af Inflow=93.11 cfs 6.616 afPond 3P: Pond 1 Primary=3.08 cfs 6.534 af Secondary=0.00 cfs 0.000 af Outflow=3.08 cfs 6.534 af Peak Elev=961.59' Storage=0.620 af Inflow=28.95 cfs 2.982 afPond 8P: Wetland Outflow=24.40 cfs 2.731 af Peak Elev=959.36' Storage=4.810 af Inflow=40.80 cfs 5.722 afPond 10P: Offsite Detention Pond Primary=3.17 cfs 5.611 af Secondary=0.00 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=3.17 cfs 5.611 af Inflow=5.28 cfs 8.282 afLink 1L: NW Offsite Primary=5.28 cfs 8.282 af Inflow=3.78 cfs 0.199 afLink 10L: SE Offsite Primary=3.78 cfs 0.199 af MSE 24-hr 3 2 yr Rainfall=2.84"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 6HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Total Runoff Area = 129.018 ac Runoff Volume = 14.558 af Average Runoff Depth = 1.35" 75.90% Pervious = 97.919 ac 24.10% Impervious = 31.099 ac MSE 24-hr 3 2 yr Rainfall=2.84"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 7HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment A: A Runoff = 3.78 cfs @ 12.17 hrs, Volume= 0.199 af, Depth= 1.13" Routed to Link 10L : SE Offsite Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2 yr Rainfall=2.84" Area (ac) CN Description 0.030 74 >75% Grass cover, Good, HSG C 2.081 80 Row crops, SR + CR, Good, HSG C 2.111 80 Weighted Average 2.111 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 100 0.0483 0.21 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.81" 1.4 171 0.0909 2.11 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 9.5 271 Total MSE 24-hr 3 2 yr Rainfall=2.84"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 8HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment B: B Runoff = 0.60 cfs @ 12.16 hrs, Volume= 0.030 af, Depth= 1.17" Routed to Link 1L : NW Offsite Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2 yr Rainfall=2.84" Area (ac) CN Description 0.103 74 >75% Grass cover, Good, HSG C 0.076 80 >75% Grass cover, Good, HSG D 0.067 77 2 acre lots, 12% imp, HSG C 0.037 98 Unconnected pavement, HSG C 0.021 98 Unconnected pavement, HSG D 0.003 98 Unconnected pavement, HSG D 0.307 81 Weighted Average 0.299 80 97.38% Pervious Area 0.008 98 2.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, MSE 24-hr 3 2 yr Rainfall=2.84"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 9HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C: C [47] Hint: Peak is 483% of capacity of segment #3 Runoff = 30.08 cfs @ 12.27 hrs, Volume= 2.330 af, Depth= 1.58" Routed to Pond 10P : Offsite Detention Pond Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2 yr Rainfall=2.84" Area (ac) CN Description 0.210 74 >75% Grass cover, Good, HSG C 0.125 80 >75% Grass cover, Good, HSG D 0.064 75 1/4 acre lots, 38% imp, HSG B 13.191 83 1/4 acre lots, 38% imp, HSG C 0.978 87 1/4 acre lots, 38% imp, HSG D 0.591 79 Pasture/grassland/range, Fair, HSG C 0.440 84 Pasture/grassland/range, Fair, HSG D 1.185 98 Water Surface, HSG C 0.705 98 Water Surface, HSG D 0.161 60 Woods, Fair, HSG B 0.002 98 Paved parking, HSG C 0.001 98 Paved parking, HSG D 0.026 98 Unconnected pavement, HSG C 0.009 98 Unconnected pavement, HSG D 17.688 84 Weighted Average 10.386 75 58.72% Pervious Area 7.302 98 41.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 100 0.2618 0.12 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.81" 2.4 760 0.0653 5.19 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 611 0.0219 7.93 6.23 Pipe Channel, RCP_Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.011 Concrete pipe, straight & clean 18.0 1,471 Total MSE 24-hr 3 2 yr Rainfall=2.84"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 10HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment D: D Runoff = 10.16 cfs @ 12.21 hrs, Volume= 0.661 af, Depth= 1.56" Routed to Pond 10P : Offsite Detention Pond Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2 yr Rainfall=2.84" Area (ac) CN Description 0.005 74 >75% Grass cover, Good, HSG C 0.017 80 >75% Grass cover, Good, HSG D 4.198 83 1/4 acre lots, 38% imp, HSG C 0.151 87 1/4 acre lots, 38% imp, HSG D 0.044 79 Pasture/grassland/range, Fair, HSG C 0.277 84 Pasture/grassland/range, Fair, HSG D 0.035 98 Water Surface, HSG C 0.345 98 Water Surface, HSG D 0.001 98 Paved parking, HSG C 0.002 98 Unconnected pavement, HSG C 0.016 98 Unconnected pavement, HSG D 5.091 84 Weighted Average 3.057 75 60.05% Pervious Area 2.034 98 39.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.3 45 0.0072 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 2.81" 3.7 575 0.0161 2.58 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.5 185 6.00 Direct Entry, 12.5 805 Total MSE 24-hr 3 2 yr Rainfall=2.84"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 11HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E: E Runoff = 28.95 cfs @ 12.48 hrs, Volume= 2.982 af, Depth= 1.02" Routed to Pond 8P : Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2 yr Rainfall=2.84" Area (ac) CN Description 2.292 74 >75% Grass cover, Good, HSG C 0.327 80 >75% Grass cover, Good, HSG D 0.811 79 1 acre lots, 20% imp, HSG C 1.643 83 1/4 acre lots, 38% imp, HSG C 0.534 87 1/4 acre lots, 38% imp, HSG D 4.895 79 Pasture/grassland/range, Fair, HSG C 2.741 84 Pasture/grassland/range, Fair, HSG D 10.320 80 Row crops, SR + CR, Good, HSG C 1.192 98 Water Surface, HSG D 4.308 60 Woods, Fair, HSG B 5.641 73 Woods, Fair, HSG C 0.021 98 Paved parking, HSG C 0.002 98 Paved parking, HSG D 0.420 98 Unconnected pavement, HSG C 0.096 98 Unconnected pavement, HSG D 35.243 77 Weighted Average 33.039 76 93.74% Pervious Area 2.204 98 6.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 100 0.0615 0.17 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 22.3 1,798 0.0369 1.34 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 32.0 1,898 Total MSE 24-hr 3 2 yr Rainfall=2.84"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 12HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment F: F Runoff = 87.45 cfs @ 12.24 hrs, Volume= 6.194 af, Depth= 1.47" Routed to Pond 3P : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2 yr Rainfall=2.84" Area (ac) CN Description * 21.187 74 >75% Grass cover, Good, HSG C * 5.076 80 >75% Grass cover, Good, HSG D * 1.881 83 1/4 acre lots, 38% imp, HSG C * 0.116 87 1/4 acre lots, 38% imp, HSG D * 1.400 79 Pasture/grassland/range, Fair, HSG C * 1.191 84 Pasture/grassland/range, Fair, HSG D * 10.114 98 Paved parking, HSG C * 1.987 98 Paved parking, HSG D * 2.944 80 Row crops, SR + CR, Good, HSG C * 0.239 84 Row crops, SR + CR, Good, HSG D * 2.471 98 Unconnected pavement, HSG C * 0.613 98 Unconnected pavement, HSG D * 1.067 98 Water Surface, HSG C * 0.397 98 Water Surface, HSG D 50.683 84 Weighted Average 36.359 78 71.74% Pervious Area 14.324 98 28.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 50 0.0099 0.09 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.81" 1.0 200 0.0287 3.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.0 2,161 6.00 Direct Entry, 15.8 2,411 Total MSE 24-hr 3 2 yr Rainfall=2.84"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 13HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment G: G Runoff = 18.49 cfs @ 12.39 hrs, Volume= 1.710 af, Depth= 1.44" Routed to Pond 1P : Pond 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2 yr Rainfall=2.84" Area (ac) CN Description 4.301 74 >75% Grass cover, Good, HSG C 1.157 80 >75% Grass cover, Good, HSG D 2.305 79 1 acre lots, 20% imp, HSG C 0.144 84 1 acre lots, 20% imp, HSG D 1.384 77 2 acre lots, 12% imp, HSG C 0.606 82 2 acre lots, 12% imp, HSG D 0.354 98 Unconnected pavement, HSG C 0.663 98 Water Surface, HSG C 0.562 98 Water Surface, HSG D 1.952 98 Paved parking, HSG C 0.242 98 Paved parking, HSG D 0.423 98 Unconnected pavement, HSG C 0.141 98 Unconnected pavement, HSG D 14.234 83 Weighted Average 10.086 77 70.86% Pervious Area 4.148 98 29.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.7 100 0.0159 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 6.9 370 0.0165 0.90 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.4 870 6.00 Direct Entry, 26.0 1,340 Total MSE 24-hr 3 2 yr Rainfall=2.84"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 14HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment G2: G2 Runoff = 0.48 cfs @ 12.15 hrs, Volume= 0.026 af, Depth= 1.71" Routed to Link 1L : NW Offsite Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2 yr Rainfall=2.84" Area (ac) CN Description 0.025 74 >75% Grass cover, Good, HSG C 0.096 83 1/4 acre lots, 38% imp, HSG C 0.039 98 Paved parking, HSG C 0.022 98 Unconnected pavement, HSG C 0.182 87 Weighted Average 0.107 79 58.53% Pervious Area 0.075 98 41.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, MSE 24-hr 3 2 yr Rainfall=2.84"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 15HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment H: H Runoff = 5.71 cfs @ 12.26 hrs, Volume= 0.422 af, Depth= 1.47" Routed to Pond 3P : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2 yr Rainfall=2.84" Area (ac) CN Description 1.536 74 >75% Grass cover, Good, HSG C 0.725 80 >75% Grass cover, Good, HSG D 0.101 98 Water Surface, HSG C 0.881 98 Water Surface, HSG D 0.005 98 Paved parking, HSG C 0.184 98 Unconnected pavement, HSG C 0.005 98 Unconnected pavement, HSG D 3.437 83 Weighted Average 2.450 78 71.28% Pervious Area 0.987 98 28.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 100 0.0255 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.81" 7.7 467 0.0211 1.02 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 17.2 567 Total MSE 24-hr 3 2 yr Rainfall=2.84"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 16HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment J: J Runoff = 0.10 cfs @ 12.15 hrs, Volume= 0.006 af, Depth= 1.57" Routed to Link 1L : NW Offsite Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2 yr Rainfall=2.84" Area (ac) CN Description 0.039 83 1/4 acre lots, 38% imp, HSG C 0.003 98 Paved parking, HSG C 0.042 84 Weighted Average 0.024 74 57.57% Pervious Area 0.018 98 42.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, MSE 24-hr 3 2 yr Rainfall=2.84"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 17HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: Pond 2 Inflow = 18.49 cfs @ 12.39 hrs, Volume= 1.710 af Outflow = 2.20 cfs @ 13.62 hrs, Volume= 1.687 af, Atten= 88%, Lag= 74.2 min Primary = 2.20 cfs @ 13.62 hrs, Volume= 1.687 af Routed to Link 1L : NW Offsite Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : NW Offsite Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 3P : Pond 1 Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Starting Elev= 954.00' Surf.Area= 1.225 ac Storage= 4.523 af Peak Elev= 954.84' @ 13.62 hrs Surf.Area= 1.298 ac Storage= 5.583 af (1.060 af above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 621.0 min ( 1,427.7 - 806.7 ) Volume Invert Avail.Storage Storage Description #1 949.00' 25.363 af Pond 2 (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 949.00 0.697 0.000 0.000 950.00 0.768 0.732 0.732 951.00 0.852 0.810 1.543 952.00 0.932 0.892 2.435 953.00 1.010 0.971 3.406 954.00 1.225 1.118 4.523 955.00 1.312 1.268 5.791 956.00 1.410 1.361 7.153 957.00 1.686 1.548 8.701 958.00 2.261 1.974 10.674 959.00 2.855 2.558 13.232 960.00 3.020 2.937 16.170 961.00 3.052 3.036 19.206 962.00 3.084 3.068 22.274 963.00 3.095 3.089 25.363 Device Routing Invert Outlet Devices #1 Primary 954.00'24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Device 1 954.00'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 955.75'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Device 1 956.00'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 956.50'12.5' long + 4.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #6 Secondary 958.75'100.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 MSE 24-hr 3 2 yr Rainfall=2.84"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 18HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC #7 Tertiary 959.00'90.0' long + 3.0 '/' SideZ 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=2.20 cfs @ 13.62 hrs HW=954.84' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Passes 2.20 cfs of 3.91 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.20 cfs @ 3.12 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=954.00' TW=0.00' (Dynamic Tailwater) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=954.00' TW=955.00' (Dynamic Tailwater) 7=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 2 yr Rainfall=2.84"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 19HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: Pond 1 Inflow = 93.11 cfs @ 12.24 hrs, Volume= 6.616 af Outflow = 3.08 cfs @ 15.23 hrs, Volume= 6.534 af, Atten= 97%, Lag= 179.0 min Primary = 3.08 cfs @ 15.23 hrs, Volume= 6.534 af Routed to Link 1L : NW Offsite Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 1P : Pond 2 Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Starting Elev= 955.00' Surf.Area= 2.026 ac Storage= 3.994 af Peak Elev= 956.79' @ 15.23 hrs Surf.Area= 3.423 ac Storage= 8.806 af (4.812 af above start) Plug-Flow detention time= 2,132.9 min calculated for 2.540 af (38% of inflow) Center-of-Mass det. time= 1,045.4 min ( 1,843.2 - 797.8 ) Volume Invert Avail.Storage Storage Description #1 951.00' 56.527 af Storage Pond 1 (Prismatic) Listed below (Recalc) #2 954.24' 33.838 af Existing Wetland (Prismatic) Listed below (Recalc) 90.365 af Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 951.00 0.651 0.000 0.000 952.00 0.762 0.706 0.706 953.00 0.905 0.834 1.540 954.00 1.056 0.981 2.520 955.00 1.462 1.259 3.779 956.00 1.622 1.542 5.321 957.00 1.983 1.802 7.124 958.00 2.144 2.063 9.187 959.00 2.298 2.221 11.408 960.00 3.049 2.673 14.082 961.00 3.526 3.287 17.369 962.00 3.932 3.729 21.098 963.00 4.259 4.096 25.194 964.00 4.758 4.509 29.702 965.00 5.063 4.910 34.613 966.00 5.280 5.171 39.784 967.00 5.468 5.374 45.158 968.00 5.704 5.586 50.744 969.00 5.862 5.783 56.527 MSE 24-hr 3 2 yr Rainfall=2.84"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 20HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 954.24 0.001 0.000 0.000 955.00 0.564 0.215 0.215 956.00 1.102 0.833 1.048 957.00 1.623 1.362 2.410 958.00 2.006 1.814 4.225 959.00 2.334 2.170 6.395 960.00 2.587 2.461 8.855 961.00 2.759 2.673 11.528 962.00 2.912 2.835 14.364 963.00 3.024 2.968 17.332 964.00 3.169 3.097 20.428 965.00 3.290 3.230 23.658 966.00 3.383 3.336 26.994 967.00 3.434 3.409 30.403 968.00 3.436 3.435 33.838 Device Routing Invert Outlet Devices #1 Primary 955.00'24.0" Round Culvert L= 100.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 955.00' / 954.00' S= 0.0100 '/' Cc= 0.900 n= 0.011, Flow Area= 3.14 sf #2 Device 1 955.00'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 957.50'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.5' Crest Height #4 Device 1 957.75'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 959.00'80.0' long + 3.0 '/' SideZ 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=3.08 cfs @ 15.23 hrs HW=956.79' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 3.08 cfs of 13.54 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.08 cfs @ 5.65 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=955.00' TW=954.00' (Dynamic Tailwater) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 2 yr Rainfall=2.84"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 21HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Pond 8P: Wetland Inflow = 28.95 cfs @ 12.48 hrs, Volume= 2.982 af Outflow = 24.40 cfs @ 12.64 hrs, Volume= 2.731 af, Atten= 16%, Lag= 9.7 min Primary = 24.40 cfs @ 12.64 hrs, Volume= 2.731 af Routed to Pond 10P : Offsite Detention Pond Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Peak Elev= 961.59' @ 12.64 hrs Surf.Area= 0.812 ac Storage= 0.620 af Plug-Flow detention time= 71.3 min calculated for 2.731 af (92% of inflow) Center-of-Mass det. time= 32.5 min ( 873.5 - 841.0 ) Volume Invert Avail.Storage Storage Description #1 959.40' 277.352 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 959.40 0.001 0.000 0.000 960.00 0.036 0.011 0.011 961.00 0.442 0.239 0.250 962.00 1.069 0.756 1.006 963.00 1.995 1.532 2.538 964.00 3.064 2.529 5.067 965.00 3.946 3.505 8.572 966.00 4.780 4.363 12.935 967.00 5.386 5.083 18.018 968.00 6.227 5.807 23.825 969.00 7.123 6.675 30.500 970.00 7.839 7.481 37.981 971.00 8.515 8.177 46.158 972.00 9.161 8.838 54.996 973.00 9.761 9.461 64.457 974.00 10.195 9.978 74.435 975.00 10.550 10.372 84.807 976.00 10.935 10.742 95.550 977.00 11.677 11.306 106.856 978.00 12.346 12.011 118.867 979.00 12.873 12.610 131.477 980.00 13.314 13.093 144.570 981.00 13.733 13.523 158.094 982.00 14.085 13.909 172.003 983.00 14.393 14.239 186.242 984.00 14.655 14.524 200.766 985.00 14.910 14.782 215.548 986.00 15.180 15.045 230.593 987.00 15.475 15.327 245.921 988.00 15.714 15.594 261.515 989.00 15.960 15.837 277.352 MSE 24-hr 3 2 yr Rainfall=2.84"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 22HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 961.00'20.0' 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=24.40 cfs @ 12.64 hrs HW=961.59' TW=958.76' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 24.40 cfs @ 2.07 fps) MSE 24-hr 3 2 yr Rainfall=2.84"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 23HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Pond 10P: Offsite Detention Pond Inflow = 40.80 cfs @ 12.30 hrs, Volume= 5.722 af Outflow = 3.17 cfs @ 21.28 hrs, Volume= 5.611 af, Atten= 92%, Lag= 538.9 min Primary = 3.17 cfs @ 21.28 hrs, Volume= 5.611 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 8P : Wetland Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 3P : Pond 1 Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Starting Elev= 957.86' Surf.Area= 2.119 ac Storage= 0.916 af Peak Elev= 959.36' @ 15.40 hrs Surf.Area= 2.788 ac Storage= 4.810 af (3.894 af above start) Plug-Flow detention time= 1,179.0 min calculated for 4.695 af (82% of inflow) Center-of-Mass det. time= 934.1 min ( 1,763.3 - 829.2 ) Volume Invert Avail.Storage Storage Description #1 956.84' 629.602 af Custom Stage Data (Prismatic) Listed below (Recalc) MSE 24-hr 3 2 yr Rainfall=2.84"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 24HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 956.84 0.001 0.000 0.000 957.00 0.009 0.001 0.001 958.00 2.462 1.235 1.236 959.00 2.703 2.582 3.819 960.00 2.939 2.821 6.640 961.00 3.176 3.058 9.697 962.00 3.494 3.335 13.032 963.00 3.812 3.653 16.685 964.00 4.246 4.029 20.714 965.00 4.959 4.603 25.317 966.00 6.092 5.526 30.842 967.00 6.980 6.536 37.378 968.00 7.556 7.268 44.646 969.00 7.997 7.776 52.423 970.00 8.442 8.220 60.642 971.00 9.175 8.808 69.451 972.00 10.268 9.722 79.172 973.00 12.244 11.256 90.428 974.00 13.280 12.762 103.190 975.00 14.394 13.837 117.027 976.00 15.690 15.042 132.069 977.00 16.919 16.304 148.374 978.00 17.912 17.415 165.789 979.00 18.694 18.303 184.092 980.00 19.301 18.998 203.090 981.00 19.872 19.586 222.676 982.00 20.405 20.139 242.815 983.00 20.744 20.574 263.389 984.00 20.863 20.803 284.193 985.00 20.959 20.911 305.104 986.00 21.049 21.004 326.108 987.00 21.179 21.114 347.222 988.00 21.273 21.226 368.448 989.00 21.334 21.303 389.751 990.00 21.409 21.372 411.123 991.00 21.502 21.456 432.578 992.00 21.597 21.549 454.128 993.00 21.734 21.665 475.793 994.00 21.789 21.761 497.555 995.00 21.842 21.815 519.370 996.00 21.920 21.881 541.251 997.00 21.983 21.951 563.203 998.00 22.065 22.024 585.227 999.00 22.198 22.131 607.358 1,000.00 22.290 22.244 629.602 Device Routing Invert Outlet Devices #1 Primary 957.86'12.0" Round RCP_Round 12" L= 348.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 957.86' / 956.07' S= 0.0051 '/' Cc= 0.900 MSE 24-hr 3 2 yr Rainfall=2.84"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 25HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Secondary 961.00'20.0' 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 #3 Tertiary 963.00'20.0' 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=3.17 cfs @ 21.28 hrs HW=959.13' (Free Discharge) 1=RCP_Round 12" (Barrel Controls 3.17 cfs @ 4.11 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=957.86' TW=959.40' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=957.86' TW=955.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 2 yr Rainfall=2.84"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 26HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Link 1L: NW Offsite Inflow = 5.28 cfs @ 13.57 hrs, Volume= 8.282 af Primary = 5.28 cfs @ 13.58 hrs, Volume= 8.282 af, Atten= 0%, Lag= 0.6 min Primary outflow = Inflow, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2 yr Rainfall=2.84"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 27HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Link 10L: SE Offsite Inflow Area = 2.111 ac, 0.00% Impervious, Inflow Depth = 1.13" for 2 yr event Inflow = 3.78 cfs @ 12.17 hrs, Volume= 0.199 af Primary = 3.78 cfs @ 12.18 hrs, Volume= 0.199 af, Atten= 0%, Lag= 0.6 min Primary outflow = Inflow, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10 yr Rainfall=4.22"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 28HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Time span=0.00-192.00 hrs, dt=0.01 hrs, 19201 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious Reach routing by Sim-Route method - Pond routing by Sim-Route method Runoff Area=2.111 ac 0.00% Impervious Runoff Depth=2.22"Subcatchment A: A Flow Length=271' Tc=9.5 min CN=80/0 Runoff=7.48 cfs 0.391 af Runoff Area=0.307 ac 2.62% Impervious Runoff Depth=2.27"Subcatchment B: B Tc=8.0 min CN=80/98 Runoff=1.18 cfs 0.058 af Runoff Area=17.688 ac 41.28% Impervious Runoff Depth=2.72"Subcatchment C: C Flow Length=1,471' Tc=18.0 min CN=75/98 Runoff=52.72 cfs 4.011 af Runoff Area=5.091 ac 39.95% Impervious Runoff Depth=2.69"Subcatchment D: D Flow Length=805' Tc=12.5 min CN=75/98 Runoff=17.83 cfs 1.142 af Runoff Area=35.243 ac 6.26% Impervious Runoff Depth=2.04"Subcatchment E: E Flow Length=1,898' Tc=32.0 min CN=76/98 Runoff=60.54 cfs 5.987 af Runoff Area=50.683 ac 28.26% Impervious Runoff Depth=2.61"Subcatchment F: F Flow Length=2,411' Tc=15.8 min CN=78/98 Runoff=157.94 cfs 11.009 af Runoff Area=14.234 ac 29.14% Impervious Runoff Depth=2.57"Subcatchment G: G Flow Length=1,340' Tc=26.0 min CN=77/98 Runoff=33.60 cfs 3.046 af Runoff Area=0.182 ac 41.47% Impervious Runoff Depth=2.91"Subcatchment G2: G2 Tc=8.0 min CN=79/98 Runoff=0.83 cfs 0.044 af Runoff Area=3.437 ac 28.72% Impervious Runoff Depth=2.62"Subcatchment H: H Flow Length=567' Tc=17.2 min CN=78/98 Runoff=10.30 cfs 0.749 af Runoff Area=0.042 ac 42.43% Impervious Runoff Depth=2.70"Subcatchment J: J Tc=8.0 min CN=74/98 Runoff=0.18 cfs 0.009 af Peak Elev=955.48' Storage=6.428 af Inflow=33.60 cfs 3.046 afPond 1P: Pond 2 Primary=3.74 cfs 3.023 af Secondary=0.00 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=3.74 cfs 3.023 af Peak Elev=957.78' Storage=12.529 af Inflow=168.14 cfs 11.758 afPond 3P: Pond 1 Primary=6.80 cfs 11.670 af Secondary=0.00 cfs 0.000 af Outflow=6.80 cfs 11.670 af Peak Elev=961.99' Storage=0.996 af Inflow=60.54 cfs 5.987 afPond 8P: Wetland Outflow=52.91 cfs 5.737 af Peak Elev=960.78' Storage=9.008 af Inflow=90.30 cfs 10.891 afPond 10P: Offsite Detention Pond Primary=3.98 cfs 10.770 af Secondary=0.00 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=3.98 cfs 10.770 af Inflow=10.50 cfs 14.804 afLink 1L: NW Offsite Primary=10.50 cfs 14.804 af Inflow=7.48 cfs 0.391 afLink 10L: SE Offsite Primary=7.48 cfs 0.391 af MSE 24-hr 3 10 yr Rainfall=4.22"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 29HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Total Runoff Area = 129.018 ac Runoff Volume = 26.448 af Average Runoff Depth = 2.46" 75.90% Pervious = 97.919 ac 24.10% Impervious = 31.099 ac MSE 24-hr 3 10 yr Rainfall=4.22"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 30HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment A: A Runoff = 7.48 cfs @ 12.17 hrs, Volume= 0.391 af, Depth= 2.22" Routed to Link 10L : SE Offsite Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10 yr Rainfall=4.22" Area (ac) CN Description 0.030 74 >75% Grass cover, Good, HSG C 2.081 80 Row crops, SR + CR, Good, HSG C 2.111 80 Weighted Average 2.111 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 100 0.0483 0.21 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.81" 1.4 171 0.0909 2.11 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 9.5 271 Total MSE 24-hr 3 10 yr Rainfall=4.22"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 31HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment B: B Runoff = 1.18 cfs @ 12.15 hrs, Volume= 0.058 af, Depth= 2.27" Routed to Link 1L : NW Offsite Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10 yr Rainfall=4.22" Area (ac) CN Description 0.103 74 >75% Grass cover, Good, HSG C 0.076 80 >75% Grass cover, Good, HSG D 0.067 77 2 acre lots, 12% imp, HSG C 0.037 98 Unconnected pavement, HSG C 0.021 98 Unconnected pavement, HSG D 0.003 98 Unconnected pavement, HSG D 0.307 81 Weighted Average 0.299 80 97.38% Pervious Area 0.008 98 2.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, MSE 24-hr 3 10 yr Rainfall=4.22"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 32HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C: C [47] Hint: Peak is 846% of capacity of segment #3 Runoff = 52.72 cfs @ 12.26 hrs, Volume= 4.011 af, Depth= 2.72" Routed to Pond 10P : Offsite Detention Pond Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10 yr Rainfall=4.22" Area (ac) CN Description 0.210 74 >75% Grass cover, Good, HSG C 0.125 80 >75% Grass cover, Good, HSG D 0.064 75 1/4 acre lots, 38% imp, HSG B 13.191 83 1/4 acre lots, 38% imp, HSG C 0.978 87 1/4 acre lots, 38% imp, HSG D 0.591 79 Pasture/grassland/range, Fair, HSG C 0.440 84 Pasture/grassland/range, Fair, HSG D 1.185 98 Water Surface, HSG C 0.705 98 Water Surface, HSG D 0.161 60 Woods, Fair, HSG B 0.002 98 Paved parking, HSG C 0.001 98 Paved parking, HSG D 0.026 98 Unconnected pavement, HSG C 0.009 98 Unconnected pavement, HSG D 17.688 84 Weighted Average 10.386 75 58.72% Pervious Area 7.302 98 41.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 100 0.2618 0.12 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.81" 2.4 760 0.0653 5.19 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 611 0.0219 7.93 6.23 Pipe Channel, RCP_Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.011 Concrete pipe, straight & clean 18.0 1,471 Total MSE 24-hr 3 10 yr Rainfall=4.22"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 33HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment D: D Runoff = 17.83 cfs @ 12.20 hrs, Volume= 1.142 af, Depth= 2.69" Routed to Pond 10P : Offsite Detention Pond Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10 yr Rainfall=4.22" Area (ac) CN Description 0.005 74 >75% Grass cover, Good, HSG C 0.017 80 >75% Grass cover, Good, HSG D 4.198 83 1/4 acre lots, 38% imp, HSG C 0.151 87 1/4 acre lots, 38% imp, HSG D 0.044 79 Pasture/grassland/range, Fair, HSG C 0.277 84 Pasture/grassland/range, Fair, HSG D 0.035 98 Water Surface, HSG C 0.345 98 Water Surface, HSG D 0.001 98 Paved parking, HSG C 0.002 98 Unconnected pavement, HSG C 0.016 98 Unconnected pavement, HSG D 5.091 84 Weighted Average 3.057 75 60.05% Pervious Area 2.034 98 39.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.3 45 0.0072 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 2.81" 3.7 575 0.0161 2.58 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.5 185 6.00 Direct Entry, 12.5 805 Total MSE 24-hr 3 10 yr Rainfall=4.22"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 34HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E: E Runoff = 60.54 cfs @ 12.47 hrs, Volume= 5.987 af, Depth= 2.04" Routed to Pond 8P : Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10 yr Rainfall=4.22" Area (ac) CN Description 2.292 74 >75% Grass cover, Good, HSG C 0.327 80 >75% Grass cover, Good, HSG D 0.811 79 1 acre lots, 20% imp, HSG C 1.643 83 1/4 acre lots, 38% imp, HSG C 0.534 87 1/4 acre lots, 38% imp, HSG D 4.895 79 Pasture/grassland/range, Fair, HSG C 2.741 84 Pasture/grassland/range, Fair, HSG D 10.320 80 Row crops, SR + CR, Good, HSG C 1.192 98 Water Surface, HSG D 4.308 60 Woods, Fair, HSG B 5.641 73 Woods, Fair, HSG C 0.021 98 Paved parking, HSG C 0.002 98 Paved parking, HSG D 0.420 98 Unconnected pavement, HSG C 0.096 98 Unconnected pavement, HSG D 35.243 77 Weighted Average 33.039 76 93.74% Pervious Area 2.204 98 6.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 100 0.0615 0.17 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 22.3 1,798 0.0369 1.34 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 32.0 1,898 Total MSE 24-hr 3 10 yr Rainfall=4.22"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 35HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment F: F Runoff = 157.94 cfs @ 12.24 hrs, Volume= 11.009 af, Depth= 2.61" Routed to Pond 3P : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10 yr Rainfall=4.22" Area (ac) CN Description * 21.187 74 >75% Grass cover, Good, HSG C * 5.076 80 >75% Grass cover, Good, HSG D * 1.881 83 1/4 acre lots, 38% imp, HSG C * 0.116 87 1/4 acre lots, 38% imp, HSG D * 1.400 79 Pasture/grassland/range, Fair, HSG C * 1.191 84 Pasture/grassland/range, Fair, HSG D * 10.114 98 Paved parking, HSG C * 1.987 98 Paved parking, HSG D * 2.944 80 Row crops, SR + CR, Good, HSG C * 0.239 84 Row crops, SR + CR, Good, HSG D * 2.471 98 Unconnected pavement, HSG C * 0.613 98 Unconnected pavement, HSG D * 1.067 98 Water Surface, HSG C * 0.397 98 Water Surface, HSG D 50.683 84 Weighted Average 36.359 78 71.74% Pervious Area 14.324 98 28.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 50 0.0099 0.09 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.81" 1.0 200 0.0287 3.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.0 2,161 6.00 Direct Entry, 15.8 2,411 Total MSE 24-hr 3 10 yr Rainfall=4.22"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 36HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment G: G Runoff = 33.60 cfs @ 12.37 hrs, Volume= 3.046 af, Depth= 2.57" Routed to Pond 1P : Pond 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10 yr Rainfall=4.22" Area (ac) CN Description 4.301 74 >75% Grass cover, Good, HSG C 1.157 80 >75% Grass cover, Good, HSG D 2.305 79 1 acre lots, 20% imp, HSG C 0.144 84 1 acre lots, 20% imp, HSG D 1.384 77 2 acre lots, 12% imp, HSG C 0.606 82 2 acre lots, 12% imp, HSG D 0.354 98 Unconnected pavement, HSG C 0.663 98 Water Surface, HSG C 0.562 98 Water Surface, HSG D 1.952 98 Paved parking, HSG C 0.242 98 Paved parking, HSG D 0.423 98 Unconnected pavement, HSG C 0.141 98 Unconnected pavement, HSG D 14.234 83 Weighted Average 10.086 77 70.86% Pervious Area 4.148 98 29.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.7 100 0.0159 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 6.9 370 0.0165 0.90 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.4 870 6.00 Direct Entry, 26.0 1,340 Total MSE 24-hr 3 10 yr Rainfall=4.22"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 37HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment G2: G2 Runoff = 0.83 cfs @ 12.15 hrs, Volume= 0.044 af, Depth= 2.91" Routed to Link 1L : NW Offsite Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10 yr Rainfall=4.22" Area (ac) CN Description 0.025 74 >75% Grass cover, Good, HSG C 0.096 83 1/4 acre lots, 38% imp, HSG C 0.039 98 Paved parking, HSG C 0.022 98 Unconnected pavement, HSG C 0.182 87 Weighted Average 0.107 79 58.53% Pervious Area 0.075 98 41.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, MSE 24-hr 3 10 yr Rainfall=4.22"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 38HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment H: H Runoff = 10.30 cfs @ 12.25 hrs, Volume= 0.749 af, Depth= 2.62" Routed to Pond 3P : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10 yr Rainfall=4.22" Area (ac) CN Description 1.536 74 >75% Grass cover, Good, HSG C 0.725 80 >75% Grass cover, Good, HSG D 0.101 98 Water Surface, HSG C 0.881 98 Water Surface, HSG D 0.005 98 Paved parking, HSG C 0.184 98 Unconnected pavement, HSG C 0.005 98 Unconnected pavement, HSG D 3.437 83 Weighted Average 2.450 78 71.28% Pervious Area 0.987 98 28.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 100 0.0255 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.81" 7.7 467 0.0211 1.02 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 17.2 567 Total MSE 24-hr 3 10 yr Rainfall=4.22"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 39HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment J: J Runoff = 0.18 cfs @ 12.15 hrs, Volume= 0.009 af, Depth= 2.70" Routed to Link 1L : NW Offsite Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10 yr Rainfall=4.22" Area (ac) CN Description 0.039 83 1/4 acre lots, 38% imp, HSG C 0.003 98 Paved parking, HSG C 0.042 84 Weighted Average 0.024 74 57.57% Pervious Area 0.018 98 42.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, MSE 24-hr 3 10 yr Rainfall=4.22"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 40HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: Pond 2 Inflow = 33.60 cfs @ 12.37 hrs, Volume= 3.046 af Outflow = 3.74 cfs @ 13.62 hrs, Volume= 3.023 af, Atten= 89%, Lag= 75.0 min Primary = 3.74 cfs @ 13.62 hrs, Volume= 3.023 af Routed to Link 1L : NW Offsite Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : NW Offsite Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 3P : Pond 1 Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Starting Elev= 954.00' Surf.Area= 1.225 ac Storage= 4.523 af Peak Elev= 955.48' @ 13.62 hrs Surf.Area= 1.359 ac Storage= 6.428 af (1.905 af above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 498.1 min ( 1,298.8 - 800.7 ) Volume Invert Avail.Storage Storage Description #1 949.00' 25.363 af Pond 2 (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 949.00 0.697 0.000 0.000 950.00 0.768 0.732 0.732 951.00 0.852 0.810 1.543 952.00 0.932 0.892 2.435 953.00 1.010 0.971 3.406 954.00 1.225 1.118 4.523 955.00 1.312 1.268 5.791 956.00 1.410 1.361 7.153 957.00 1.686 1.548 8.701 958.00 2.261 1.974 10.674 959.00 2.855 2.558 13.232 960.00 3.020 2.937 16.170 961.00 3.052 3.036 19.206 962.00 3.084 3.068 22.274 963.00 3.095 3.089 25.363 Device Routing Invert Outlet Devices #1 Primary 954.00'24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Device 1 954.00'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 955.75'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Device 1 956.00'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 956.50'12.5' long + 4.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #6 Secondary 958.75'100.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 MSE 24-hr 3 10 yr Rainfall=4.22"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 41HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC #7 Tertiary 959.00'90.0' long + 3.0 '/' SideZ 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=3.74 cfs @ 13.62 hrs HW=955.48' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Passes 3.74 cfs of 10.29 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.74 cfs @ 4.76 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=954.00' TW=0.00' (Dynamic Tailwater) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=954.00' TW=955.00' (Dynamic Tailwater) 7=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 10 yr Rainfall=4.22"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 42HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: Pond 1 Inflow = 168.14 cfs @ 12.24 hrs, Volume= 11.758 af Outflow = 6.80 cfs @ 14.56 hrs, Volume= 11.670 af, Atten= 96%, Lag= 139.3 min Primary = 6.80 cfs @ 14.56 hrs, Volume= 11.670 af Routed to Link 1L : NW Offsite Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 1P : Pond 2 Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Starting Elev= 955.00' Surf.Area= 2.026 ac Storage= 3.994 af Peak Elev= 957.78' @ 14.56 hrs Surf.Area= 4.033 ac Storage= 12.529 af (8.534 af above start) Plug-Flow detention time= 1,674.1 min calculated for 7.675 af (65% of inflow) Center-of-Mass det. time= 1,113.0 min ( 1,904.5 - 791.5 ) Volume Invert Avail.Storage Storage Description #1 951.00' 56.527 af Storage Pond 1 (Prismatic) Listed below (Recalc) #2 954.24' 33.838 af Existing Wetland (Prismatic) Listed below (Recalc) 90.365 af Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 951.00 0.651 0.000 0.000 952.00 0.762 0.706 0.706 953.00 0.905 0.834 1.540 954.00 1.056 0.981 2.520 955.00 1.462 1.259 3.779 956.00 1.622 1.542 5.321 957.00 1.983 1.802 7.124 958.00 2.144 2.063 9.187 959.00 2.298 2.221 11.408 960.00 3.049 2.673 14.082 961.00 3.526 3.287 17.369 962.00 3.932 3.729 21.098 963.00 4.259 4.096 25.194 964.00 4.758 4.509 29.702 965.00 5.063 4.910 34.613 966.00 5.280 5.171 39.784 967.00 5.468 5.374 45.158 968.00 5.704 5.586 50.744 969.00 5.862 5.783 56.527 MSE 24-hr 3 10 yr Rainfall=4.22"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 43HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 954.24 0.001 0.000 0.000 955.00 0.564 0.215 0.215 956.00 1.102 0.833 1.048 957.00 1.623 1.362 2.410 958.00 2.006 1.814 4.225 959.00 2.334 2.170 6.395 960.00 2.587 2.461 8.855 961.00 2.759 2.673 11.528 962.00 2.912 2.835 14.364 963.00 3.024 2.968 17.332 964.00 3.169 3.097 20.428 965.00 3.290 3.230 23.658 966.00 3.383 3.336 26.994 967.00 3.434 3.409 30.403 968.00 3.436 3.435 33.838 Device Routing Invert Outlet Devices #1 Primary 955.00'24.0" Round Culvert L= 100.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 955.00' / 954.00' S= 0.0100 '/' Cc= 0.900 n= 0.011, Flow Area= 3.14 sf #2 Device 1 955.00'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 957.50'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.5' Crest Height #4 Device 1 957.75'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 959.00'80.0' long + 3.0 '/' SideZ 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=6.80 cfs @ 14.56 hrs HW=957.78' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 6.80 cfs of 20.20 cfs potential flow) 2=Orifice/Grate (Orifice Controls 4.04 cfs @ 7.41 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 2.50 cfs @ 1.78 fps) 4=Orifice/Grate (Weir Controls 0.26 cfs @ 0.60 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=955.00' TW=954.00' (Dynamic Tailwater) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 10 yr Rainfall=4.22"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 44HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Pond 8P: Wetland Inflow = 60.54 cfs @ 12.47 hrs, Volume= 5.987 af Outflow = 52.91 cfs @ 12.60 hrs, Volume= 5.737 af, Atten= 13%, Lag= 7.9 min Primary = 52.91 cfs @ 12.60 hrs, Volume= 5.737 af Routed to Pond 10P : Offsite Detention Pond Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Peak Elev= 961.99' @ 12.60 hrs Surf.Area= 1.064 ac Storage= 0.996 af Plug-Flow detention time= 44.9 min calculated for 5.737 af (96% of inflow) Center-of-Mass det. time= 23.2 min ( 852.0 - 828.9 ) Volume Invert Avail.Storage Storage Description #1 959.40' 277.352 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 959.40 0.001 0.000 0.000 960.00 0.036 0.011 0.011 961.00 0.442 0.239 0.250 962.00 1.069 0.756 1.006 963.00 1.995 1.532 2.538 964.00 3.064 2.529 5.067 965.00 3.946 3.505 8.572 966.00 4.780 4.363 12.935 967.00 5.386 5.083 18.018 968.00 6.227 5.807 23.825 969.00 7.123 6.675 30.500 970.00 7.839 7.481 37.981 971.00 8.515 8.177 46.158 972.00 9.161 8.838 54.996 973.00 9.761 9.461 64.457 974.00 10.195 9.978 74.435 975.00 10.550 10.372 84.807 976.00 10.935 10.742 95.550 977.00 11.677 11.306 106.856 978.00 12.346 12.011 118.867 979.00 12.873 12.610 131.477 980.00 13.314 13.093 144.570 981.00 13.733 13.523 158.094 982.00 14.085 13.909 172.003 983.00 14.393 14.239 186.242 984.00 14.655 14.524 200.766 985.00 14.910 14.782 215.548 986.00 15.180 15.045 230.593 987.00 15.475 15.327 245.921 988.00 15.714 15.594 261.515 989.00 15.960 15.837 277.352 MSE 24-hr 3 10 yr Rainfall=4.22"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 45HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 961.00'20.0' 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=52.90 cfs @ 12.60 hrs HW=961.99' TW=959.55' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 52.90 cfs @ 2.67 fps) MSE 24-hr 3 10 yr Rainfall=4.22"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 46HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Pond 10P: Offsite Detention Pond Inflow = 90.30 cfs @ 12.30 hrs, Volume= 10.891 af Outflow = 3.98 cfs @ 16.08 hrs, Volume= 10.770 af, Atten= 96%, Lag= 226.8 min Primary = 3.98 cfs @ 16.08 hrs, Volume= 10.770 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 8P : Wetland Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 3P : Pond 1 Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Starting Elev= 957.86' Surf.Area= 2.119 ac Storage= 0.916 af Peak Elev= 960.78' @ 16.08 hrs Surf.Area= 3.124 ac Storage= 9.008 af (8.092 af above start) Plug-Flow detention time= 1,309.2 min calculated for 9.854 af (90% of inflow) Center-of-Mass det. time= 1,158.4 min ( 1,978.4 - 820.0 ) Volume Invert Avail.Storage Storage Description #1 956.84' 629.602 af Custom Stage Data (Prismatic) Listed below (Recalc) MSE 24-hr 3 10 yr Rainfall=4.22"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 47HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 956.84 0.001 0.000 0.000 957.00 0.009 0.001 0.001 958.00 2.462 1.235 1.236 959.00 2.703 2.582 3.819 960.00 2.939 2.821 6.640 961.00 3.176 3.058 9.697 962.00 3.494 3.335 13.032 963.00 3.812 3.653 16.685 964.00 4.246 4.029 20.714 965.00 4.959 4.603 25.317 966.00 6.092 5.526 30.842 967.00 6.980 6.536 37.378 968.00 7.556 7.268 44.646 969.00 7.997 7.776 52.423 970.00 8.442 8.220 60.642 971.00 9.175 8.808 69.451 972.00 10.268 9.722 79.172 973.00 12.244 11.256 90.428 974.00 13.280 12.762 103.190 975.00 14.394 13.837 117.027 976.00 15.690 15.042 132.069 977.00 16.919 16.304 148.374 978.00 17.912 17.415 165.789 979.00 18.694 18.303 184.092 980.00 19.301 18.998 203.090 981.00 19.872 19.586 222.676 982.00 20.405 20.139 242.815 983.00 20.744 20.574 263.389 984.00 20.863 20.803 284.193 985.00 20.959 20.911 305.104 986.00 21.049 21.004 326.108 987.00 21.179 21.114 347.222 988.00 21.273 21.226 368.448 989.00 21.334 21.303 389.751 990.00 21.409 21.372 411.123 991.00 21.502 21.456 432.578 992.00 21.597 21.549 454.128 993.00 21.734 21.665 475.793 994.00 21.789 21.761 497.555 995.00 21.842 21.815 519.370 996.00 21.920 21.881 541.251 997.00 21.983 21.951 563.203 998.00 22.065 22.024 585.227 999.00 22.198 22.131 607.358 1,000.00 22.290 22.244 629.602 Device Routing Invert Outlet Devices #1 Primary 957.86'12.0" Round RCP_Round 12" L= 348.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 957.86' / 956.07' S= 0.0051 '/' Cc= 0.900 MSE 24-hr 3 10 yr Rainfall=4.22"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 48HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Secondary 961.00'20.0' 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 #3 Tertiary 963.00'20.0' 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=3.98 cfs @ 16.08 hrs HW=960.78' (Free Discharge) 1=RCP_Round 12" (Barrel Controls 3.98 cfs @ 5.06 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=957.86' TW=959.40' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=957.86' TW=955.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 10 yr Rainfall=4.22"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 49HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Link 1L: NW Offsite Inflow = 10.50 cfs @ 14.16 hrs, Volume= 14.804 af Primary = 10.50 cfs @ 14.17 hrs, Volume= 14.804 af, Atten= 0%, Lag= 0.6 min Primary outflow = Inflow, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10 yr Rainfall=4.22"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 50HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Link 10L: SE Offsite Inflow Area = 2.111 ac, 0.00% Impervious, Inflow Depth = 2.22" for 10 yr event Inflow = 7.48 cfs @ 12.17 hrs, Volume= 0.391 af Primary = 7.48 cfs @ 12.18 hrs, Volume= 0.391 af, Atten= 0%, Lag= 0.6 min Primary outflow = Inflow, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100 yr Rainfall=6.87"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 51HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Time span=0.00-192.00 hrs, dt=0.01 hrs, 19201 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious Reach routing by Sim-Route method - Pond routing by Sim-Route method Runoff Area=2.111 ac 0.00% Impervious Runoff Depth=4.57"Subcatchment A: A Flow Length=271' Tc=9.5 min CN=80/0 Runoff=15.09 cfs 0.805 af Runoff Area=0.307 ac 2.62% Impervious Runoff Depth=4.63"Subcatchment B: B Tc=8.0 min CN=80/98 Runoff=2.35 cfs 0.118 af Runoff Area=17.688 ac 41.28% Impervious Runoff Depth=5.11"Subcatchment C: C Flow Length=1,471' Tc=18.0 min CN=75/98 Runoff=99.41 cfs 7.527 af Runoff Area=5.091 ac 39.95% Impervious Runoff Depth=5.07"Subcatchment D: D Flow Length=805' Tc=12.5 min CN=75/98 Runoff=33.65 cfs 2.152 af Runoff Area=35.243 ac 6.26% Impervious Runoff Depth=4.30"Subcatchment E: E Flow Length=1,898' Tc=32.0 min CN=76/98 Runoff=128.93 cfs 12.621 af Runoff Area=50.683 ac 28.26% Impervious Runoff Depth=5.00"Subcatchment F: F Flow Length=2,411' Tc=15.8 min CN=78/98 Runoff=302.57 cfs 21.117 af Runoff Area=14.234 ac 29.14% Impervious Runoff Depth=4.94"Subcatchment G: G Flow Length=1,340' Tc=26.0 min CN=77/98 Runoff=64.96 cfs 5.863 af Runoff Area=0.182 ac 41.47% Impervious Runoff Depth=5.36"Subcatchment G2: G2 Tc=8.0 min CN=79/98 Runoff=1.51 cfs 0.081 af Runoff Area=3.437 ac 28.72% Impervious Runoff Depth=5.01"Subcatchment H: H Flow Length=567' Tc=17.2 min CN=78/98 Runoff=19.74 cfs 1.435 af Runoff Area=0.042 ac 42.43% Impervious Runoff Depth=5.08"Subcatchment J: J Tc=8.0 min CN=74/98 Runoff=0.33 cfs 0.018 af Peak Elev=956.46' Storage=7.834 af Inflow=64.96 cfs 6.355 afPond 1P: Pond 2 Primary=18.29 cfs 6.331 af Secondary=0.00 cfs 0.000 af Tertiary=0.00 cfs 0.000 af Outflow=18.29 cfs 6.331 af Peak Elev=959.12' Storage=18.355 af Inflow=322.12 cfs 22.552 afPond 3P: Pond 1 Primary=26.71 cfs 21.970 af Secondary=7.57 cfs 0.492 af Outflow=34.28 cfs 22.462 af Peak Elev=962.97' Storage=2.485 af Inflow=128.93 cfs 21.770 afPond 8P: Wetland Outflow=108.60 cfs 21.520 af Peak Elev=962.97' Storage=16.561 af Inflow=182.09 cfs 31.199 afPond 10P: Offsite Detention Pond Primary=5.01 cfs 21.905 af Secondary=18.00 cfs 9.149 af Tertiary=0.00 cfs 0.000 af Outflow=23.00 cfs 31.054 af Inflow=45.29 cfs 28.519 afLink 1L: NW Offsite Primary=45.29 cfs 28.519 af Inflow=15.09 cfs 0.805 afLink 10L: SE Offsite Primary=15.09 cfs 0.805 af MSE 24-hr 3 100 yr Rainfall=6.87"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 52HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Total Runoff Area = 129.018 ac Runoff Volume = 51.738 af Average Runoff Depth = 4.81" 75.90% Pervious = 97.919 ac 24.10% Impervious = 31.099 ac MSE 24-hr 3 100 yr Rainfall=6.87"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 53HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment A: A Runoff = 15.09 cfs @ 12.17 hrs, Volume= 0.805 af, Depth= 4.57" Routed to Link 10L : SE Offsite Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100 yr Rainfall=6.87" Area (ac) CN Description 0.030 74 >75% Grass cover, Good, HSG C 2.081 80 Row crops, SR + CR, Good, HSG C 2.111 80 Weighted Average 2.111 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.1 100 0.0483 0.21 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.81" 1.4 171 0.0909 2.11 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 9.5 271 Total MSE 24-hr 3 100 yr Rainfall=6.87"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 54HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment B: B Runoff = 2.35 cfs @ 12.15 hrs, Volume= 0.118 af, Depth= 4.63" Routed to Link 1L : NW Offsite Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100 yr Rainfall=6.87" Area (ac) CN Description 0.103 74 >75% Grass cover, Good, HSG C 0.076 80 >75% Grass cover, Good, HSG D 0.067 77 2 acre lots, 12% imp, HSG C 0.037 98 Unconnected pavement, HSG C 0.021 98 Unconnected pavement, HSG D 0.003 98 Unconnected pavement, HSG D 0.307 81 Weighted Average 0.299 80 97.38% Pervious Area 0.008 98 2.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, MSE 24-hr 3 100 yr Rainfall=6.87"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 55HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment C: C [47] Hint: Peak is 1595% of capacity of segment #3 Runoff = 99.41 cfs @ 12.26 hrs, Volume= 7.527 af, Depth= 5.11" Routed to Pond 10P : Offsite Detention Pond Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100 yr Rainfall=6.87" Area (ac) CN Description 0.210 74 >75% Grass cover, Good, HSG C 0.125 80 >75% Grass cover, Good, HSG D 0.064 75 1/4 acre lots, 38% imp, HSG B 13.191 83 1/4 acre lots, 38% imp, HSG C 0.978 87 1/4 acre lots, 38% imp, HSG D 0.591 79 Pasture/grassland/range, Fair, HSG C 0.440 84 Pasture/grassland/range, Fair, HSG D 1.185 98 Water Surface, HSG C 0.705 98 Water Surface, HSG D 0.161 60 Woods, Fair, HSG B 0.002 98 Paved parking, HSG C 0.001 98 Paved parking, HSG D 0.026 98 Unconnected pavement, HSG C 0.009 98 Unconnected pavement, HSG D 17.688 84 Weighted Average 10.386 75 58.72% Pervious Area 7.302 98 41.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 100 0.2618 0.12 Sheet Flow, Woods: Dense underbrush n= 0.800 P2= 2.81" 2.4 760 0.0653 5.19 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 611 0.0219 7.93 6.23 Pipe Channel, RCP_Round 12" 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.011 Concrete pipe, straight & clean 18.0 1,471 Total MSE 24-hr 3 100 yr Rainfall=6.87"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 56HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment D: D Runoff = 33.65 cfs @ 12.20 hrs, Volume= 2.152 af, Depth= 5.07" Routed to Pond 10P : Offsite Detention Pond Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100 yr Rainfall=6.87" Area (ac) CN Description 0.005 74 >75% Grass cover, Good, HSG C 0.017 80 >75% Grass cover, Good, HSG D 4.198 83 1/4 acre lots, 38% imp, HSG C 0.151 87 1/4 acre lots, 38% imp, HSG D 0.044 79 Pasture/grassland/range, Fair, HSG C 0.277 84 Pasture/grassland/range, Fair, HSG D 0.035 98 Water Surface, HSG C 0.345 98 Water Surface, HSG D 0.001 98 Paved parking, HSG C 0.002 98 Unconnected pavement, HSG C 0.016 98 Unconnected pavement, HSG D 5.091 84 Weighted Average 3.057 75 60.05% Pervious Area 2.034 98 39.95% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.3 45 0.0072 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 2.81" 3.7 575 0.0161 2.58 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.5 185 6.00 Direct Entry, 12.5 805 Total MSE 24-hr 3 100 yr Rainfall=6.87"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 57HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment E: E Runoff = 128.93 cfs @ 12.45 hrs, Volume= 12.621 af, Depth= 4.30" Routed to Pond 8P : Wetland Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100 yr Rainfall=6.87" Area (ac) CN Description 2.292 74 >75% Grass cover, Good, HSG C 0.327 80 >75% Grass cover, Good, HSG D 0.811 79 1 acre lots, 20% imp, HSG C 1.643 83 1/4 acre lots, 38% imp, HSG C 0.534 87 1/4 acre lots, 38% imp, HSG D 4.895 79 Pasture/grassland/range, Fair, HSG C 2.741 84 Pasture/grassland/range, Fair, HSG D 10.320 80 Row crops, SR + CR, Good, HSG C 1.192 98 Water Surface, HSG D 4.308 60 Woods, Fair, HSG B 5.641 73 Woods, Fair, HSG C 0.021 98 Paved parking, HSG C 0.002 98 Paved parking, HSG D 0.420 98 Unconnected pavement, HSG C 0.096 98 Unconnected pavement, HSG D 35.243 77 Weighted Average 33.039 76 93.74% Pervious Area 2.204 98 6.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 100 0.0615 0.17 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 22.3 1,798 0.0369 1.34 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 32.0 1,898 Total MSE 24-hr 3 100 yr Rainfall=6.87"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 58HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment F: F Runoff = 302.57 cfs @ 12.24 hrs, Volume= 21.117 af, Depth= 5.00" Routed to Pond 3P : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100 yr Rainfall=6.87" Area (ac) CN Description * 21.187 74 >75% Grass cover, Good, HSG C * 5.076 80 >75% Grass cover, Good, HSG D * 1.881 83 1/4 acre lots, 38% imp, HSG C * 0.116 87 1/4 acre lots, 38% imp, HSG D * 1.400 79 Pasture/grassland/range, Fair, HSG C * 1.191 84 Pasture/grassland/range, Fair, HSG D * 10.114 98 Paved parking, HSG C * 1.987 98 Paved parking, HSG D * 2.944 80 Row crops, SR + CR, Good, HSG C * 0.239 84 Row crops, SR + CR, Good, HSG D * 2.471 98 Unconnected pavement, HSG C * 0.613 98 Unconnected pavement, HSG D * 1.067 98 Water Surface, HSG C * 0.397 98 Water Surface, HSG D 50.683 84 Weighted Average 36.359 78 71.74% Pervious Area 14.324 98 28.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 50 0.0099 0.09 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.81" 1.0 200 0.0287 3.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.0 2,161 6.00 Direct Entry, 15.8 2,411 Total MSE 24-hr 3 100 yr Rainfall=6.87"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 59HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment G: G Runoff = 64.96 cfs @ 12.37 hrs, Volume= 5.863 af, Depth= 4.94" Routed to Pond 1P : Pond 2 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100 yr Rainfall=6.87" Area (ac) CN Description 4.301 74 >75% Grass cover, Good, HSG C 1.157 80 >75% Grass cover, Good, HSG D 2.305 79 1 acre lots, 20% imp, HSG C 0.144 84 1 acre lots, 20% imp, HSG D 1.384 77 2 acre lots, 12% imp, HSG C 0.606 82 2 acre lots, 12% imp, HSG D 0.354 98 Unconnected pavement, HSG C 0.663 98 Water Surface, HSG C 0.562 98 Water Surface, HSG D 1.952 98 Paved parking, HSG C 0.242 98 Paved parking, HSG D 0.423 98 Unconnected pavement, HSG C 0.141 98 Unconnected pavement, HSG D 14.234 83 Weighted Average 10.086 77 70.86% Pervious Area 4.148 98 29.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.7 100 0.0159 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.81" 6.9 370 0.0165 0.90 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.4 870 6.00 Direct Entry, 26.0 1,340 Total MSE 24-hr 3 100 yr Rainfall=6.87"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 60HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment G2: G2 Runoff = 1.51 cfs @ 12.15 hrs, Volume= 0.081 af, Depth= 5.36" Routed to Link 1L : NW Offsite Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100 yr Rainfall=6.87" Area (ac) CN Description 0.025 74 >75% Grass cover, Good, HSG C 0.096 83 1/4 acre lots, 38% imp, HSG C 0.039 98 Paved parking, HSG C 0.022 98 Unconnected pavement, HSG C 0.182 87 Weighted Average 0.107 79 58.53% Pervious Area 0.075 98 41.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, MSE 24-hr 3 100 yr Rainfall=6.87"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 61HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment H: H Runoff = 19.74 cfs @ 12.25 hrs, Volume= 1.435 af, Depth= 5.01" Routed to Pond 3P : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100 yr Rainfall=6.87" Area (ac) CN Description 1.536 74 >75% Grass cover, Good, HSG C 0.725 80 >75% Grass cover, Good, HSG D 0.101 98 Water Surface, HSG C 0.881 98 Water Surface, HSG D 0.005 98 Paved parking, HSG C 0.184 98 Unconnected pavement, HSG C 0.005 98 Unconnected pavement, HSG D 3.437 83 Weighted Average 2.450 78 71.28% Pervious Area 0.987 98 28.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 100 0.0255 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.81" 7.7 467 0.0211 1.02 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 17.2 567 Total MSE 24-hr 3 100 yr Rainfall=6.87"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 62HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Subcatchment J: J Runoff = 0.33 cfs @ 12.15 hrs, Volume= 0.018 af, Depth= 5.08" Routed to Link 1L : NW Offsite Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. UI as Pervious, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100 yr Rainfall=6.87" Area (ac) CN Description 0.039 83 1/4 acre lots, 38% imp, HSG C 0.003 98 Paved parking, HSG C 0.042 84 Weighted Average 0.024 74 57.57% Pervious Area 0.018 98 42.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 Direct Entry, MSE 24-hr 3 100 yr Rainfall=6.87"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 63HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Pond 1P: Pond 2 Inflow = 64.96 cfs @ 12.37 hrs, Volume= 6.355 af Outflow = 18.29 cfs @ 13.20 hrs, Volume= 6.331 af, Atten= 72%, Lag= 49.8 min Primary = 18.29 cfs @ 13.20 hrs, Volume= 6.331 af Routed to Link 1L : NW Offsite Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : NW Offsite Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 3P : Pond 1 Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Starting Elev= 954.00' Surf.Area= 1.225 ac Storage= 4.523 af Peak Elev= 956.46' @ 13.20 hrs Surf.Area= 1.538 ac Storage= 7.834 af (3.311 af above start) Plug-Flow detention time= 1,089.3 min calculated for 1.808 af (28% of inflow) Center-of-Mass det. time= 342.2 min ( 1,135.1 - 792.9 ) Volume Invert Avail.Storage Storage Description #1 949.00' 25.363 af Pond 2 (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 949.00 0.697 0.000 0.000 950.00 0.768 0.732 0.732 951.00 0.852 0.810 1.543 952.00 0.932 0.892 2.435 953.00 1.010 0.971 3.406 954.00 1.225 1.118 4.523 955.00 1.312 1.268 5.791 956.00 1.410 1.361 7.153 957.00 1.686 1.548 8.701 958.00 2.261 1.974 10.674 959.00 2.855 2.558 13.232 960.00 3.020 2.937 16.170 961.00 3.052 3.036 19.206 962.00 3.084 3.068 22.274 963.00 3.095 3.089 25.363 Device Routing Invert Outlet Devices #1 Primary 954.00'24.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Device 1 954.00'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 955.75'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Device 1 956.00'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 956.50'12.5' long + 4.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 #6 Secondary 958.75'100.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 MSE 24-hr 3 100 yr Rainfall=6.87"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 64HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC #7 Tertiary 959.00'90.0' long + 3.0 '/' SideZ 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=18.29 cfs @ 13.20 hrs HW=956.46' TW=0.00' (Dynamic Tailwater) 1=Orifice/Grate (Orifice Controls 18.29 cfs @ 5.82 fps) 2=Orifice/Grate (Passes < 5.30 cfs potential flow) 3=Sharp-Crested Rectangular Weir (Passes < 9.55 cfs potential flow) 4=Orifice/Grate (Passes < 12.92 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=954.00' TW=0.00' (Dynamic Tailwater) 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=954.00' TW=955.00' (Dynamic Tailwater) 7=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 100 yr Rainfall=6.87"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 65HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Pond 3P: Pond 1 Inflow = 322.12 cfs @ 12.24 hrs, Volume= 22.552 af Outflow = 34.28 cfs @ 13.13 hrs, Volume= 22.462 af, Atten= 89%, Lag= 53.7 min Primary = 26.71 cfs @ 13.13 hrs, Volume= 21.970 af Routed to Link 1L : NW Offsite Secondary = 7.57 cfs @ 13.13 hrs, Volume= 0.492 af Routed to Pond 1P : Pond 2 Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Starting Elev= 955.00' Surf.Area= 2.026 ac Storage= 3.994 af Peak Elev= 959.12' @ 13.13 hrs Surf.Area= 4.750 ac Storage= 18.355 af (14.360 af above start) Plug-Flow detention time= 918.0 min calculated for 18.467 af (82% of inflow) Center-of-Mass det. time= 704.0 min ( 1,487.2 - 783.2 ) Volume Invert Avail.Storage Storage Description #1 951.00' 56.527 af Storage Pond 1 (Prismatic) Listed below (Recalc) #2 954.24' 33.838 af Existing Wetland (Prismatic) Listed below (Recalc) 90.365 af Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 951.00 0.651 0.000 0.000 952.00 0.762 0.706 0.706 953.00 0.905 0.834 1.540 954.00 1.056 0.981 2.520 955.00 1.462 1.259 3.779 956.00 1.622 1.542 5.321 957.00 1.983 1.802 7.124 958.00 2.144 2.063 9.187 959.00 2.298 2.221 11.408 960.00 3.049 2.673 14.082 961.00 3.526 3.287 17.369 962.00 3.932 3.729 21.098 963.00 4.259 4.096 25.194 964.00 4.758 4.509 29.702 965.00 5.063 4.910 34.613 966.00 5.280 5.171 39.784 967.00 5.468 5.374 45.158 968.00 5.704 5.586 50.744 969.00 5.862 5.783 56.527 MSE 24-hr 3 100 yr Rainfall=6.87"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 66HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 954.24 0.001 0.000 0.000 955.00 0.564 0.215 0.215 956.00 1.102 0.833 1.048 957.00 1.623 1.362 2.410 958.00 2.006 1.814 4.225 959.00 2.334 2.170 6.395 960.00 2.587 2.461 8.855 961.00 2.759 2.673 11.528 962.00 2.912 2.835 14.364 963.00 3.024 2.968 17.332 964.00 3.169 3.097 20.428 965.00 3.290 3.230 23.658 966.00 3.383 3.336 26.994 967.00 3.434 3.409 30.403 968.00 3.436 3.435 33.838 Device Routing Invert Outlet Devices #1 Primary 955.00'24.0" Round Culvert L= 100.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 955.00' / 954.00' S= 0.0100 '/' Cc= 0.900 n= 0.011, Flow Area= 3.14 sf #2 Device 1 955.00'10.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 957.50'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 1.5' Crest Height #4 Device 1 957.75'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Secondary 959.00'80.0' long + 3.0 '/' SideZ 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=26.71 cfs @ 13.13 hrs HW=959.12' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 26.71 cfs @ 8.50 fps) 2=Orifice/Grate (Passes < 5.05 cfs potential flow) 3=Sharp-Crested Rectangular Weir (Passes < 35.61 cfs potential flow) 4=Orifice/Grate (Passes < 65.72 cfs potential flow) Secondary OutFlow Max=7.57 cfs @ 13.13 hrs HW=959.12' TW=956.46' (Dynamic Tailwater) 5=Broad-Crested Rectangular Weir (Weir Controls 7.57 cfs @ 0.80 fps) MSE 24-hr 3 100 yr Rainfall=6.87"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 67HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Pond 8P: Wetland [86] Warning: Oscillations may require smaller dt (severity=279) Inflow = 128.93 cfs @ 12.45 hrs, Volume= 21.770 af Outflow = 108.60 cfs @ 12.57 hrs, Volume= 21.520 af, Atten= 16%, Lag= 7.6 min Primary = 108.60 cfs @ 12.57 hrs, Volume= 21.520 af Routed to Pond 10P : Offsite Detention Pond Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Peak Elev= 962.97' @ 18.68 hrs Surf.Area= 1.971 ac Storage= 2.485 af Plug-Flow detention time= 133.8 min calculated for 21.519 af (99% of inflow) Center-of-Mass det. time= 122.9 min ( 1,149.7 - 1,026.8 ) Volume Invert Avail.Storage Storage Description #1 959.40' 277.352 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 959.40 0.001 0.000 0.000 960.00 0.036 0.011 0.011 961.00 0.442 0.239 0.250 962.00 1.069 0.756 1.006 963.00 1.995 1.532 2.538 964.00 3.064 2.529 5.067 965.00 3.946 3.505 8.572 966.00 4.780 4.363 12.935 967.00 5.386 5.083 18.018 968.00 6.227 5.807 23.825 969.00 7.123 6.675 30.500 970.00 7.839 7.481 37.981 971.00 8.515 8.177 46.158 972.00 9.161 8.838 54.996 973.00 9.761 9.461 64.457 974.00 10.195 9.978 74.435 975.00 10.550 10.372 84.807 976.00 10.935 10.742 95.550 977.00 11.677 11.306 106.856 978.00 12.346 12.011 118.867 979.00 12.873 12.610 131.477 980.00 13.314 13.093 144.570 981.00 13.733 13.523 158.094 982.00 14.085 13.909 172.003 983.00 14.393 14.239 186.242 984.00 14.655 14.524 200.766 985.00 14.910 14.782 215.548 986.00 15.180 15.045 230.593 987.00 15.475 15.327 245.921 988.00 15.714 15.594 261.515 989.00 15.960 15.837 277.352 MSE 24-hr 3 100 yr Rainfall=6.87"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 68HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Device Routing Invert Outlet Devices #1 Primary 961.00'20.0' 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=108.15 cfs @ 12.57 hrs HW=962.62' TW=961.15' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 108.15 cfs @ 3.34 fps) MSE 24-hr 3 100 yr Rainfall=6.87"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 69HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Pond 10P: Offsite Detention Pond Inflow = 182.09 cfs @ 12.29 hrs, Volume= 31.199 af Outflow = 23.00 cfs @ 17.03 hrs, Volume= 31.054 af, Atten= 87%, Lag= 284.2 min Primary = 5.01 cfs @ 18.70 hrs, Volume= 21.905 af Secondary = 18.00 cfs @ 17.03 hrs, Volume= 9.149 af Routed to Pond 8P : Wetland Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond 3P : Pond 1 Routing by Sim-Route method, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Starting Elev= 957.86' Surf.Area= 2.119 ac Storage= 0.916 af Peak Elev= 962.97' @ 18.70 hrs Surf.Area= 3.802 ac Storage= 16.561 af (15.645 af above start) Plug-Flow detention time= 1,237.6 min calculated for 30.137 af (97% of inflow) Center-of-Mass det. time= 1,151.1 min ( 2,185.5 - 1,034.4 ) Volume Invert Avail.Storage Storage Description #1 956.84' 629.602 af Custom Stage Data (Prismatic) Listed below (Recalc) MSE 24-hr 3 100 yr Rainfall=6.87"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 70HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 956.84 0.001 0.000 0.000 957.00 0.009 0.001 0.001 958.00 2.462 1.235 1.236 959.00 2.703 2.582 3.819 960.00 2.939 2.821 6.640 961.00 3.176 3.058 9.697 962.00 3.494 3.335 13.032 963.00 3.812 3.653 16.685 964.00 4.246 4.029 20.714 965.00 4.959 4.603 25.317 966.00 6.092 5.526 30.842 967.00 6.980 6.536 37.378 968.00 7.556 7.268 44.646 969.00 7.997 7.776 52.423 970.00 8.442 8.220 60.642 971.00 9.175 8.808 69.451 972.00 10.268 9.722 79.172 973.00 12.244 11.256 90.428 974.00 13.280 12.762 103.190 975.00 14.394 13.837 117.027 976.00 15.690 15.042 132.069 977.00 16.919 16.304 148.374 978.00 17.912 17.415 165.789 979.00 18.694 18.303 184.092 980.00 19.301 18.998 203.090 981.00 19.872 19.586 222.676 982.00 20.405 20.139 242.815 983.00 20.744 20.574 263.389 984.00 20.863 20.803 284.193 985.00 20.959 20.911 305.104 986.00 21.049 21.004 326.108 987.00 21.179 21.114 347.222 988.00 21.273 21.226 368.448 989.00 21.334 21.303 389.751 990.00 21.409 21.372 411.123 991.00 21.502 21.456 432.578 992.00 21.597 21.549 454.128 993.00 21.734 21.665 475.793 994.00 21.789 21.761 497.555 995.00 21.842 21.815 519.370 996.00 21.920 21.881 541.251 997.00 21.983 21.951 563.203 998.00 22.065 22.024 585.227 999.00 22.198 22.131 607.358 1,000.00 22.290 22.244 629.602 Device Routing Invert Outlet Devices #1 Primary 957.86'12.0" Round RCP_Round 12" L= 348.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 957.86' / 956.07' S= 0.0051 '/' Cc= 0.900 MSE 24-hr 3 100 yr Rainfall=6.87"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 71HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Secondary 961.00'20.0' 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 #3 Tertiary 963.00'20.0' 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=5.01 cfs @ 18.70 hrs HW=962.97' (Free Discharge) 1=RCP_Round 12" (Barrel Controls 5.01 cfs @ 6.38 fps) Secondary OutFlow Max=8.95 cfs @ 17.03 hrs HW=962.95' TW=962.95' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 8.95 cfs @ 0.23 fps) Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=957.86' TW=955.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 100 yr Rainfall=6.87"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 72HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Link 1L: NW Offsite Inflow = 45.29 cfs @ 13.15 hrs, Volume= 28.519 af Primary = 45.29 cfs @ 13.16 hrs, Volume= 28.519 af, Atten= 0%, Lag= 0.6 min Primary outflow = Inflow, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100 yr Rainfall=6.87"Post Nelson_7.17.2024 Printed 7/17/2024Prepared by Bogart Pederson & Associates Page 73HydroCAD® 10.20-5a s/n 02380 © 2023 HydroCAD Software Solutions LLC Summary for Link 10L: SE Offsite Inflow Area = 2.111 ac, 0.00% Impervious, Inflow Depth = 4.57" for 100 yr event Inflow = 15.09 cfs @ 12.17 hrs, Volume= 0.805 af Primary = 15.09 cfs @ 12.18 hrs, Volume= 0.805 af, Atten= 0%, Lag= 0.6 min Primary outflow = Inflow, Time Span= 0.00-192.00 hrs, dt= 0.01 hrs Appendix C Proposed Pond Design & Runoff Rates ` Proposed Drainage Ponds: Proposed Pond 1 Water Quality Volume Required* 1.5" x s.f. = 84,850 c.f Water Quality Volume Provided Provided Between 955 & 956.5 104,500 c.f. Max Water Quality Release Rate 5.66 cfs/Ac of pond Surface area ** = 10.20 cfs Per HydroCAD Report at 956.5 = 1.06 cfs 1800 cf/Ac x 54.12 Ac = 97,414 c.f. 164,613 c.f. **Acrage of Pond Surface Area at Height of Water Quality Release Rate ***1800 cf/Ac x Area Draining to pond Proposed Pond 2 Water Quality Volume Required* 1.5" x s.f. = 16,939 c.f Water Quality Volume Provided Provided Between 954 & 956 146,754 c.f. 123,034 Max Water Quality Release Rate 5.66 cfs/Ac of pond Surface area ** = 6.93 cfs 361,635 Per HydroCAD Report at 956 = 1.25 cfs *Rates Are Proposed Runoff Rate - Existing Runoff Rate 1800 cf/Ac x 14.23 Ac = 25,619 c.f. 197,022 c.f. 101,790 251,254 **Acrage of Pond Surface Area at Height of Water Quality Release Rate ***1800 cf/Ac x Area Draining to pond Pond 1 Drainage Area Pond 2 Drainage Area 2,357,424 Total SF 619,989 Total SF 678,801 Total SF 135,515 Total SF 1,678,623 Total SF 484,474 Total SF 54.12 Area (Acres)14.23 Area (Acres) 10-Day Snowmelt NA NA Existing vs. Proposed Runoff Rates: 10-Day Snowmelt NA NA 10-Day Snowmelt NA 959.76 10-Day Snowmelt NA NA Total Permanent Pool Volume Provided: Required = cf Provided =cf Total Drainage Area Proposed New Impervious Area Pervious Area Total Drainage Area Land Type Total Drainage Area Proposed New Impervious Area Pervious Area Total Drainage Area Land Type 100 Year 1.420.83 NA 10 Year 0.54 1.09 10 Year 0.96 100 Year 5.01 962.97 100 Year 15.09 NA NA 960.78 10 Year 7.48 Peak Elevation 2 Year 0.662 Year 0.33 0.63 Rainfall Event Flow (cfs)Peak ElevationRainfall Event Flow (cfs) 100 Year 45.29 NA 10 Year 3.98 Rainfall Event Flow (cfs)Peak Elevation Proposed Drainage: Northwest - Offsite Offsite Existing Detention Pond Southeast - Offsite Rainfall Event Flow (cfs)Peak ElevationRainfall Event Flow (cfs)Peak Elevation 10 Year 8.44 Southeast - Offsite Rainfall Event 2 Year 3.17 959.36 Rainfall Event Flow (cfs) 10 Year 37.21 2 Year 4.44 NA 10 Year Rainfall Event 959.99 16.51 NA 21-0300.00 Flow (cfs)Peak Elevation BPA Project Number NA Project Name Monticello Nelson - Stormwater Calculations Project Location 4.52 961.87 5.34 963.80 Northwest - Offsite Offsite Existing Detention Pond Rainfall Event Flow (cfs)Peak Elevation 2 Year 6.23 NA 2 Year 3.50 Monticello Nelson Prepared By:DFB Checked By:CJD Page 1 of 1 Monticello, MN Existing Drainage: 100 Year100 Year Flow (cfs)Peak Elevation 10-Day Snowmelt NA 961.89 10-Day Snowmelt NA NA NA NA *1.1" x New Total Site Impervious Area cf cf Total Water Quality Treatment Volume Provided: 90.61 NA 100 Year Peak Elevation Between 949 & 954 2 Year 3.78 NA2 Year 5.28 NA 10 Year 10.50 NA Offsite Existing Detention Pond Southeast - Offsite 45.32 NA 100 Year 0.33 Permanent Pool Volume Required*** 135,515.16 Water Quality Release Rate Provided at Required Water quality Volume 2 Year 0.95 NA Northwest - Offsite 10 Year 26.71 NA100 Year NA10-Day Snowmelt NA NA NA Permanent Pool Volume Required*** Permanent Pool Volume Provided Between 951 & 955 *1.5" x Total New Impervious Area 678,801.00 Water Quality Release Rate Provided at Required Water quality Volume Permanent Pool Volume Provided 10-Day Snowmelt NA 2.13 Required = Provided = 10-Day Snowmelt NA *1.1" x Total New Impervious Area DESIGNED BY: CJN CHECKED BY: DFB RATIONAL METHOD DESIGN PROJECT NAME: Tamarack Nelson File:21-0300 RETURN PERIOD:10 year n=0.013 RCP Monticello, MN (Ac) (Ac) (Ac) (min) (in/hr) (cfs) (%) (in) (cfs) (ft/sec) (ft) (min)(ft)(ft) 1-1 0.87 0.40 0.348 TOTAL 0.87 0.40 0.348 1-1 0.87 0.40 0.348 1-2 0.46 0.40 0.182 TOTAL 1.33 0.40 0.530 1-1,1-2 1.33 0.40 0.530 1-3 0.87 0.40 0.348 TOTAL 2.20 0.40 0.878 1-1,1-2,1-3 2.20 0.40 0.878 1-4 0.60 0.40 0.241 TOTAL 2.80 0.40 1.119 1-1,1-2,1-3,1-4 2.80 0.40 1.119 TOTAL 2.80 0.40 1.119 TOTAL 2-1 0.91 0.40 0.363 TOTAL 0.91 0.40 0.363 2-1 0.91 0.40 0.363 2-2 1.15 0.40 0.460 TOTAL 2.06 0.40 0.822 2-3 0.50 0.40 0.200 TOTAL 0.50 0.40 0.200 969.78 965.48 4.02 4.305.3 6.0 0.02 969.62 965.602-3 2-4 MH 0.200 8.00 6.25 1.2 2.00 12 5.04 6.11 1-5 1-6 FES 1.119 10.78 5.68 6.4 0.41 18 6.73 0.59 963.70 955.60 961.09 954.98 8.100.40 18 6.64 4.3 154.01-4 1-5 1.119 10.18 5.78 6.5 961.25 956.41 3.00 SEWER DESIGN 2.31 4.84957.50260.0 1.29 960.50 RUNOFF (Q=CiA) TOFROM STRUCTURE NUMBER iDESCRIPTION / CHARACTERISTIC C x A SUM OF C x A tcA REMARKSUP D.S. DEPTH LOW D.S. LOWER D.S. T.O.C. ELEV. INVERT ELEV. PIPE LENGTH TIME IN PIPE UPPER D.S. T.O.C. ELEV. INVERT ELEV. 5.97 3.2 0.40 14 3.41-1 1-2 0.348 8.00 C 6.25 0.42 12 CAPACITY VELOCITY 2.2 SLOPE PIPE DIAM.Q 1-2 1-3 0.530 9.29 3.40 3.6 167.2 0.77 961.25 956.40 963.70 955.73 4.85 7.97 1-3 1-4 0.878 10.06 5.81 5.1 0.41 18 6.73 4.2 32.0 0.13 963.70 955.73 963.70 955.60 7.97 8.10 2-1 2-2 0.363 8.00 6.25 2.3 0.41 12 2.28 3.3 32.0 0.16 972.03 968.13 972.03 968.00 3.90 4.03 4.4 43.8 0.17 961.09 954.98 954.80 6.11 -954.80 2-2 2-4 MH 0.822 8.16 6.21 5.1 0.96 15 6.33 5.7 218.0 0.63 972.03 968.00 969.78 965.91 4.03 3.87 DESIGNED BY: CJN CHECKED BY: DFB RATIONAL METHOD DESIGN PROJECT NAME: Tamarack Nelson File:21-0300 RETURN PERIOD:10 year n=0.013 RCP Monticello, MN (Ac) (Ac) (Ac) (min) (in/hr) (cfs) (%) (in) (cfs) (ft/sec) (ft) (min)(ft)(ft) SEWER DESIGNRUNOFF (Q=CiA) TOFROM STRUCTURE NUMBER iDESCRIPTION / CHARACTERISTIC C x A SUM OF C x A tcA REMARKSUP D.S. DEPTH LOW D.S. LOWER D.S. T.O.C. ELEV. INVERT ELEV. PIPE LENGTH TIME IN PIPE UPPER D.S. T.O.C. ELEV. INVERT ELEV. C CAPACITY VELOCITYSLOPEPIPE DIAM.Q 2-1,2-2 2.06 0.40 0.822 2-3 0.40 0.40 0.160 Total 8-1 - 8-4 Run 5.60 0.40 2.240 TOTAL 8.06 0.40 3.222 2-4 CB 0.57 0.40 0.228 TOTAL 0.57 0.40 0.228 2-6 0.46 0.40 0.182 TOTAL 0.46 0.40 0.182 2-7 0.23 0.40 0.091 TOTAL 0.23 0.40 0.091 2-1 - 2-3 8.06 0.40 3.222 2-4 CB 0.57 0.40 0.228 2-6 0.46 0.40 0.182 TOTAL 9.08 0.40 3.632 2-1 - 2-5 9.08 0.40 3.632 2-7 0.23 0.40 0.091 TOTAL 9.31 0.40 3.723 2-9 0.47 0.40 0.189 TOTAL 0.47 0.40 0.189 2-11 0.67 0.40 0.268 TOTAL 0.67 0.40 0.268 2-1 - 2-10 10.45 0.40 4.180 TOTAL 10.45 0.40 4.180 2-12 0.12 0.40 0.048 TOTAL 0.12 0.40 0.048 2-1 - 2-10 10.45 0.40 4.180 Total Runs 3 & 4 8.68 0.40 3.471 2-12 0.12 0.40 0.048 TOTAL 19.25 0.40 7.699 2-14 0.46 0.40 0.183 TOTAL 0.46 0.40 0.183 2-18 1.02 0.40 0.409 TOTAL 1.02 0.40 0.409 Up to 2-13 19.25 0.40 7.699 2-14 0.46 0.40 0.183 2-18 1.02 0.40 0.409 TOTAL 20.73 0.40 8.291 Up to 2-15 20.73 0.40 8.291 2-16 0.45 0.40 0.179 967.54 963.42 3.933.2 6.5 0.03 967.38 963.452-4 CB 2-5 0.228 8.02 6.24 1.4 0.46 12 2.42 962.88 966.98 962.84 3.94 4.142-12 2-13 4.14 3.0 3.0 0.02 966.820.048 8.03 6.24 0.3 1.35 12 965.21 961.13 3.89 4.083.1 6.0 0.03 965.05 961.16 4.36 2-14 2-15 0.183 8.00 6.25 1.1 0.50 12 2.52 0.03 965.94 961.90 966.21 961.85 4.040.76 12 3.11 3.7 6.62-9 2-10 0.189 8.00 6.25 1.2 4.220.04 967.38 963.45 967.64 963.42 3.930.46 12 2.42 3.0 6.52-6 2-5 0.182 8.00 6.25 1.1 966.62 962.82 4.12 3.803.1 4.0 0.02 966.97 962.852-7 2-8 0.091 8.00 6.25 0.6 0.85 12 3.28 2-4 MH 2-5 3.222 8.79 6.08 19.6 0.40 27 19.69 5.7 273.4 0.80 969.78 961.80 967.64 960.70 7.98 2-5 2-8 3.632 9.59 5.90 21.4 0.40 30 25.94 5.9 94.6 0.27 967.64 960.70 966.89 960.32 6.94 6.57 2-8 2-10 3.723 9.86 5.85 21.8 0.40 30 25.94 5.9 109.2 0.31 960.32 966.21 959.88 -960.32 6.33 2-11 2-10 0.268 8.00 6.25 1.7 0.55 12 2.64 3.5 25.4 0.12 965.94 962.04 966.21 961.90 3.90 2-10 2-13 4.180 10.17 5.79 24.2 0.57 30 30.97 7.0 140.2 0.34 966.21 959.88 966.98 959.08 6.33 7.90 2-13 2-15 7.699 10.50 5.73 44.1 0.41 42 64.42 7.2 310.6 0.72 966.98 959.08 965.21 957.81 7.90 7.40 2-18 2-15 0.409 8.00 6.25 2.6 0.46 15 4.38 3.7 26.0 0.12 965.05 961.15 965.21 961.03 3.90 4.18 2-15 2-16 8.291 11.22 5.60 46.4 0.41 42 64.42 7.3 61.5 0.14 965.21 957.80 965.02 957.55 7.41 2-16 2-17 FES 8.470 11.36 5.57 47.2 0.14 48 53.75 4.8 177.7 0.61 964.69 955.25 955.00 9.44 -955.00 DESIGNED BY: CJN CHECKED BY: DFB RATIONAL METHOD DESIGN PROJECT NAME: Tamarack Nelson File:21-0300 RETURN PERIOD:10 year n=0.013 RCP Monticello, MN (Ac) (Ac) (Ac) (min) (in/hr) (cfs) (%) (in) (cfs) (ft/sec) (ft) (min)(ft)(ft) SEWER DESIGNRUNOFF (Q=CiA) TOFROM STRUCTURE NUMBER iDESCRIPTION / CHARACTERISTIC C x A SUM OF C x A tcA REMARKSUP D.S. DEPTH LOW D.S. LOWER D.S. T.O.C. ELEV. INVERT ELEV. PIPE LENGTH TIME IN PIPE UPPER D.S. T.O.C. ELEV. INVERT ELEV. C CAPACITY VELOCITYSLOPEPIPE DIAM.Q TOTAL 21.17 0.40 8.470 TOTAL TOTAL 4-1 0.29 0.40 0.115 TOTAL 0.29 0.40 0.115 4-3 0.60 0.40 0.238 TOTAL 0.60 0.40 0.238 4-1,4-3 0.88 0.40 0.353 4-2 0.05 0.40 0.018 TOTAL 0.93 0.40 0.372 4-5 0.70 0.40 0.280 TOTAL 0.70 0.40 0.280 4-1 4-2 0.115 8.00 6.25 1.1 2.29 12 5.39 5.3 93.8 0.29 992.35 988.45 990.30 986.30 4.00 4-3 4-2 0.238 8.29 6.18 1.5 0.41 12 2.28 3.1 32.0 0.17 990.30 986.43 990.30 986.30 3.87 4.00 4-2 4-4 0.372 8.47 6.15 2.3 4.18 15 13.21 8.1 270.1 0.56 990.30 986.30 978.90 975.00 4.00 3.90 4-5 4-4 0.280 8.00 6.25 1.7 0.40 12 2.25 3.2 37.3 0.20 978.04 974.05 978.90 973.90 3.99 5.00 DESIGNED BY: CJN CHECKED BY: DFB RATIONAL METHOD DESIGN PROJECT NAME: Tamarack Nelson File:21-0300 RETURN PERIOD:10 year n=0.013 RCP Monticello, MN (Ac) (Ac) (Ac) (min) (in/hr) (cfs) (%) (in) (cfs) (ft/sec) (ft) (min)(ft)(ft) SEWER DESIGNRUNOFF (Q=CiA) TOFROM STRUCTURE NUMBER iDESCRIPTION / CHARACTERISTIC C x A SUM OF C x A tcA REMARKSUP D.S. DEPTH LOW D.S. LOWER D.S. T.O.C. ELEV. INVERT ELEV. PIPE LENGTH TIME IN PIPE UPPER D.S. T.O.C. ELEV. INVERT ELEV. C CAPACITY VELOCITYSLOPEPIPE DIAM.Q 4-1 - 4-3, 4-2 1.63 0.40 0.652 4-4 0.43 0.40 0.171 TOTAL 2.06 0.40 0.822 4-7 0.65 0.40 0.261 TOTAL 0.65 0.40 0.261 4-6 0.48 0.40 0.190 4-1,4-2,4-3,4-4,4-5,4-7 2.71 0.40 1.083 TOTAL 3.18 0.40 1.274 4-1 thru 4-7 3.18 0.40 1.274 4-8 0.30 0.40 1.274 TOTAL 3.48 0.73 2.547 4-9 0.21 0.40 0.085 4-1 thru 4-8 3.48 0.40 1.394 TOTAL 3.70 0.40 1.479 4-1 thru 4-9 4.27 0.40 1.708 4-11 1.70 0.40 0.680 TOTAL 5.97 0.40 2.388 4-11 1.70 0.40 0.680 TOTAL 1.70 0.40 0.680 4-10 5.97 0.40 2.388 3-4 2.71 TOTAL 8.68 0.28 2.388 8-1 1.70 0.40 0.681 TOTAL 1.70 0.40 0.681 8-1 1.70 0.40 0.681 8-2 0.99 0.40 0.681 TOTAL 2.69 0.40 1.076 8-1,8-2 2.69 0.40 1.076 8-3 1.69 0.40 0.676 TOTAL 4.38 0.40 1.752 8-1 thru 8-3 4.38 0.40 1.752 8-4 1.22 0.40 0.488 TOTAL 5.60 0.40 2.240 TOTAL 3-1 0.70 0.40 0.282 TOTAL 0.70 0.40 0.282 3-2 1.79 0.40 0.715 7.880.54 966.98 959.78 966.98 959.10 7.200.40 36 42.18 5.3 171.04-12 2-13 2.388 11.18 5.61 13.4 4.380.09 965.76 961.76 965.76 961.38 4.001.18 15 7.02 6.0 32.24-11 4-10 0.680 8.00 6.25 4.2 4-4 4-6 0.822 9.03 6.03 5.0 2.25 15 9.69 7.9 278.5 0.59 978.90 973.90 971.54 967.64 5.00 3.90 4-7 4-6 0.261 8.00 6.25 1.6 0.41 12 2.28 3.1 32.0 0.17 971.54 967.57 971.54 967.44 3.97 4.10 4-6 4-8 1.274 9.61 5.90 7.5 1.19 18 11.46 6.9 255.3 0.62 971.54 967.29 968.23 964.25 4.25 3.98 4-8 4-9 2.547 10.23 5.78 14.7 0.87 21 14.74 7.0 115.6 0.27 968.23 964.00 966.91 963.00 4.23 3.91 4-9 4-10 1.479 10.51 5.73 8.5 0.73 21 13.54 5.9 143.2 0.40 966.91 963.00 965.76 961.95 3.91 3.81 4-10 4-12 2.388 10.91 5.65 13.5 1.23 21 17.60 8.1 129.6 0.27 965.76 961.38 966.84 959.78 4.38 7.06 8-1 8-2 0.681 8.00 6.25 4.3 0.40 18 6.64 4.0 180.2 0.76 967.00 964.00 966.50 963.28 3.00 3.22 8-2 8-3 1.076 8.76 6.09 6.5 0.40 18 6.61 4.3 166.7 0.65 966.50 963.28 967.03 962.62 3.22 4.41 8-3 8-4 1.752 9.40 5.95 10.4 0.41 24 14.49 5.0 32.0 0.11 967.03 962.62 967.06 962.49 4.41 4.57 8-4 2-3.5 2.240 9.51 5.92 13.3 0.40 24 14.31 5.2 173.2 0.56 967.06 962.49 969.78 961.80 4.57 7.98 3-1 3-3 0.282 8.00 6.25 1.8 0.42 12 2.31 3.2 33.4 0.17 965.97 962.97 965.20 962.83 3.00 2.37 3-2 3-3 0.715 8.00 6.25 4.5 0.40 18 6.64 4.0 137.7 0.57 964.20 961.20 965.20 960.65 3.00 DESIGNED BY: CJN CHECKED BY: DFB RATIONAL METHOD DESIGN PROJECT NAME: Tamarack Nelson File:21-0300 RETURN PERIOD:10 year n=0.013 RCP Monticello, MN (Ac) (Ac) (Ac) (min) (in/hr) (cfs) (%) (in) (cfs) (ft/sec) (ft) (min)(ft)(ft) SEWER DESIGNRUNOFF (Q=CiA) TOFROM STRUCTURE NUMBER iDESCRIPTION / CHARACTERISTIC C x A SUM OF C x A tcA REMARKSUP D.S. DEPTH LOW D.S. LOWER D.S. T.O.C. ELEV. INVERT ELEV. PIPE LENGTH TIME IN PIPE UPPER D.S. T.O.C. ELEV. INVERT ELEV. C CAPACITY VELOCITYSLOPEPIPE DIAM.Q TOTAL 1.79 0.40 0.715 3-1,3-2 2.49 0.40 0.996 3-3 0.40 TOTAL 2.49 0.40 0.996 3-1,3-2,3-3 2.49 0.40 0.996 3-4 0.22 0.40 0.087 TOTAL 2.71 0.40 1.083 TOTAL 5-1 1.92 0.40 0.767 TOTAL 1.92 0.40 0.767 5-1 1.92 0.40 0.767 5-2 0.49 0.40 0.198 TOTAL 2.41 0.40 0.965 5-1,5-2 2.41 0.40 0.965 5-3 0.19 0.40 0.074 TOTAL 2.60 0.40 1.039 5-1,5-2,5-3 2.60 0.40 1.039 5-4 0.40 0.40 0.161 TOTAL 3.00 0.40 1.200 5-5 0.75 0.40 0.299 TOTAL 0.75 0.40 0.299 5-5 0.75 0.40 0.300 5-6 1.07 0.40 0.427 TOTAL 1.82 0.40 0.727 No drain combine 2 runs 4.82 0.40 1.926 TOTAL 4.82 0.40 1.926 Total 4.82 0.40 1.926 5-8 0.02 0.40 0.006 TOTAL 4.83 0.40 1.933 Total 4.83 0.40 1.933 5-9 0.20 0.40 0.081 TOTAL 5.04 0.40 2.014 5-11 0.55 0.40 0.220 TOTAL 0.55 0.40 0.220 5-11 0.55 0.40 0.220 5-12 0.69 0.40 0.275 TOTAL 1.24 0.40 0.495 5-14 6.61 0.40 2.642 TOTAL 6.61 0.40 2.642 5-14 6.61 0.40 2.642 5-15 0.61 0.40 0.242 5.020.40 966.53 962.03 965.50 960.48 4.500.86 24 20.98 7.5 180.6 966.53 961.51 3.00 5.02 5-15 5-13 2.884 8.86 6.06 17.5 6.2 317.8 0.86 966.29 963.29 5.56 5-14 5-15 2.642 8.00 6.25 16.5 0.56 24 16.93 0.62 964.00 960.48 965.50 959.94 3.520.40 14 3.40 3.6 135.0 964.00 960.48 3.00 3.52 5-12 5-13 0.495 8.72 6.09 3.0 3.0 130.0 0.72 964.00 961.00 3.71 5-11 5-12 0.220 8.00 6.25 1.4 0.40 12 2.25 0.45 966.49 962.54 965.70 961.99 3.950.40 24 14.31 5.1 138.3 966.49 962.54 4.47 3.95 5-9 5-10 2.014 9.73 5.88 11.8 5.0 144.2 0.48 967.58 963.11 4.42 5-8 5-9 1.933 9.25 5.98 11.6 0.40 24 14.24 0.09 967.78 963.23 967.53 963.11 4.550.42 24 14.66 5.2 28.85-7 5-8 1.926 9.16 6.00 11.6 3-3 3-4 0.996 8.17 6.21 6.2 0.40 18 6.66 4.3 215.8 0.84 965.20 960.65 966.58 959.78 4.55 6.80 3-4 4-12 1.083 11.75 5.50 6.0 0.50 18 7.43 4.7 6.0 0.02 966.58 959.78 966.84 959.75 6.80 7.09 5-1 5-2 0.767 8.00 6.25 4.8 0.40 18 6.64 4.1 112.2 0.46 968.50 965.50 969.01 965.05 3.00 5-2 5-3 0.965 8.46 6.15 5.9 0.40 18 6.64 4.3 113.0 0.44 969.01 965.05 968.21 964.60 3.96 3.61 5-3 5-4 1.039 8.90 6.05 6.3 0.41 18 6.73 4.3 32.1 7.2 4.131.41 18 0.12 968.21 964.21 968.21 964.08 4.00 7.3 60.2 12 0.14 4.13 5-4 5-7 1.200 9.02 6.03 968.21 964.08 967.76 963.23 6.64 4.53 4.00 4.13 12.47 5-5 5-6 0.299 8.00 6.25 1.9 3.720.25 968.34 964.21 967.69 4.13968.34 964.34 968.34 4.0 59.5 963.97 0.162.28 3.2 32.0 5-6 5-7 0.727 8.16 964.21 6.21 4.5 0.40 18 0.41 DESIGNED BY: CJN CHECKED BY: DFB RATIONAL METHOD DESIGN PROJECT NAME: Tamarack Nelson File:21-0300 RETURN PERIOD:10 year n=0.013 RCP Monticello, MN (Ac) (Ac) (Ac) (min) (in/hr) (cfs) (%) (in) (cfs) (ft/sec) (ft) (min)(ft)(ft) SEWER DESIGNRUNOFF (Q=CiA) TOFROM STRUCTURE NUMBER iDESCRIPTION / CHARACTERISTIC C x A SUM OF C x A tcA REMARKSUP D.S. DEPTH LOW D.S. LOWER D.S. T.O.C. ELEV. INVERT ELEV. PIPE LENGTH TIME IN PIPE UPPER D.S. T.O.C. ELEV. INVERT ELEV. C CAPACITY VELOCITYSLOPEPIPE DIAM.Q TOTAL 7.21 0.40 2.884 5-14,5-15 7.21 0.40 2.884 5-11,5-12 1.24 0.40 0.495 5-13 0.52 0.40 0.209 TOTAL 8.97 0.40 3.588 5-11 through 5-15 8.97 0.40 3.588 5-16 1.63 0.40 0.652 TOTAL 10.60 0.40 4.240 Up to 5-16 10.60 0.40 4.240 5-10 0.39 0.40 0.156 5-9 5.04 0.40 2.014 TOTAL 16.03 0.40 6.411 Total 16.03 0.40 6.411 No drain TOTAL 16.03 0.40 6.411 TOTAL 6-1 1.46 0.40 0.584 TOTAL 1.46 0.40 0.584 6-3 0.73 0.40 0.291 TOTAL 0.73 0.40 0.291 6-1,6-3 2.19 0.40 0.876 6-2 0.72 0.40 0.286 TOTAL 2.90 0.40 1.162 6-4 0.75 0.40 0.300 TOTAL 0.75 0.40 0.300 6-1 - 6-4 3.65 0.40 1.461 6-5 0.74 0.40 0.295 TOTAL 4.39 0.40 1.756 6-1,6-2,6-3,6-4,6-5 4.39 0.40 1.756 6-6 0.24 0.40 0.096 TOTAL 4.63 0.40 1.852 6-7 0.33 0.40 0.131 TOTAL 0.33 0.40 0.131 6-1 through 6-7 4.96 0.40 1.984 6-8 0.22 0.40 0.089 TOTAL 5.18 0.40 2.073 TOTAL 7-1 6.28 0.40 2.510 TOTAL 6.28 0.40 2.510 953.81 -955.00 -953.815.8 238.0 0.68 955.007-1 FES 7-2 FES 2.510 8.00 6.25 15.7 0.50 24 16.00 954.11 3.43 -954.115.9 37.3 0.11 957.76 954.33 3.43 6-8 6-9 FES 2.073 10.36 5.75 11.9 0.60 21 12.27 0.17 958.30 954.55 957.76 954.33 3.750.69 12 2.96 3.2 32.0 957.76 954.33 3.90 3.43 6-7 6-8 0.131 8.00 6.25 0.8 5.2 141.8 0.45 958.91 955.01 3.58 6-6 6-8 1.852 9.91 5.84 10.8 0.48 21 10.98 0.35 959.86 956.00 958.56 954.98 3.860.77 21 13.90 6.3 132.6 960.18 956.04 4.00 4.14 6-5 6-6 1.756 9.56 5.91 10.4 3.2 32.0 0.16 960.17 956.17 4.04 6-4 6-5 0.300 8.00 6.25 1.9 0.41 12 2.28 1.02 963.88 959.50 960.18 956.14 4.380.90 18 9.94 6.1 375.1 963.88 959.75 4.00 4.13 6-2 6-5 1.162 8.53 6.13 7.1 3.2 32.0 0.17 963.88 959.88 4.13 6-3 6-2 0.291 8.00 6.25 1.8 0.41 12 2.28 0.53 961.60 963.88 959.75 -961.601.07 12 3.69 5.4 172.86-1 FES 6-2 0.584 8.00 6.25 3.7 -955.000.48 962.35 955.65 955.00 6.700.35 36 39.68 6.4 183.9 962.35 955.90 8.80 6.45 5-17 5-18 FES 6.411 9.99 5.82 37.3 8.8 130.6 0.25 965.71 956.91 6.45 5-10 5-17 6.411 9.74 5.87 37.7 0.77 36 58.53 0.09 965.70 959.38 965.70 959.25 6.320.41 30 26.26 6.1 32.1 965.70 959.38 5.56 6.32 5-16 5-10 4.240 9.65 5.89 25.0 5.9 139.4 0.39 965.50 959.94 5.02 5-13 5-16 3.588 9.26 5.98 21.4 0.40 30 25.94 0.40 966.53 962.03 965.50 960.48 4.500.86 24 20.98 7.5 180.65-15 5-13 2.884 8.86 6.06 17.5 DESIGNED BY: CJN CHECKED BY: DFB RATIONAL METHOD DESIGN PROJECT NAME: Tamarack Nelson File:21-0300 RETURN PERIOD:10 year n=0.013 RCP Monticello, MN (Ac) (Ac) (Ac) (min) (in/hr) (cfs) (%) (in) (cfs) (ft/sec) (ft) (min)(ft)(ft) SEWER DESIGNRUNOFF (Q=CiA) TOFROM STRUCTURE NUMBER iDESCRIPTION / CHARACTERISTIC C x A SUM OF C x A tcA REMARKSUP D.S. DEPTH LOW D.S. LOWER D.S. T.O.C. ELEV. INVERT ELEV. PIPE LENGTH TIME IN PIPE UPPER D.S. T.O.C. ELEV. INVERT ELEV. C CAPACITY VELOCITYSLOPEPIPE DIAM.Q TOTAL Drains into pond 1 0.82 0.40 0.327 TOTAL 0.82 0.40 0.327 Drains into pond 1 0.44 0.40 0.176 TOTAL 0.44 0.40 0.176 -956.640.13 957.85 956.64 -957.852.75 12 5.91 5.7 44.0 958.48 -959.25 -958.48 1-9 FES 1-10 FES 0.176 8.00 6.25 1.1 5.8 44.0 0.13 959.251-7 FES 1-8 FES 0.327 8.00 6.25 2.0 1.75 12 4.71 Appendix D Additional Design Information Geotechnical Evaluation Report Monticello – Nelson Site NE Quadrant of Fallon Avenue NE and 85th Street NE Monticello, Minnesota Prepared for Tamarack Land Development Professional Certification: 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. Daniel J. Leffler, PE Project Engineer License Number: 58736 April 7, 2022 Project B2111878 Braun Intertec Corporation AA/EOE Braun Intertec Corporation 11001 Hampshire Avenue S Minneapolis, MN 55438 Phone: 952.995.2000 Fax: 952.995.2020 Web: braunintertec.com April 7, 2022 Project B2111878 Mr. Dan Willenbring Tamarack Land Development 1536 Beachcomber Boulevard Waconia, MN 55387 Re: Geotechnical Evaluation Monticello – Nelson Site NE Quadrant of Fallon Avenue NE and 85th Street NE Monticello, Minnesota Dear Mr. Willenbring: We are pleased to present this Geotechnical Evaluation Report for the proposed residential development on the Nelson Property in Monticello, Minnesota. Please read the entire attached report for details regarding our findings and recommendations. Thank you for making Braun Intertec your geotechnical consultant for this project. If you have questions about this report, or if there are other services that we can provide in support of our work to date, please contact Dan Leffler at 952.995.2354 (dleffler@braunintertec.com) or Joe Westphal at 952.995.2238 (jwestphal@braunintertec.com) Sincerely, BRAUN INTERTEC CORPORATION Daniel J. Leffler, PE Project Engineer Joseph L. Westphal, PE Account Leader, Senior Engineer c: Mr. Jim Osterberg, Tamarack Land Development Mr. Brian Theis, Tamarack Land Development Chris Dahn, PE, Bogart Pederson & Associates, Inc. Table of Contents Description Page A. Introduction ...................................................................................................................................... 1 A.1. Project Description .............................................................................................................. 1 A.1.a. Structural Loads ...................................................................................................... 1 A.1.b. Pavement Traffic Loads .......................................................................................... 2 A.2. Site Conditions and History ................................................................................................. 2 A.3. Purpose ................................................................................................................................ 3 A.4. Background Information and Reference Documents .......................................................... 3 A.5. Scope of Services ................................................................................................................. 3 B. Results .............................................................................................................................................. 4 B.1. Geologic Overview .............................................................................................................. 4 B.2. Boring Results ...................................................................................................................... 4 B.3. Groundwater ....................................................................................................................... 5 B.4. Laboratory Test Results ....................................................................................................... 6 C. Recommendations ........................................................................................................................... 7 C.1. Design and Construction Discussion ................................................................................... 7 C.1.a. Building Subgrade Preparation .............................................................................. 7 C.1.b. Reuse of On-Site Soils ............................................................................................. 7 C.1.c. Groundwater .......................................................................................................... 7 C.1.d. Construction Disturbance....................................................................................... 8 C.2. Site Grading and Subgrade Preparation .............................................................................. 8 C.2.a. Building Subgrade Excavations ............................................................................... 8 C.2.b. Excavation Oversizing ............................................................................................. 9 C.2.c. Excavated Slopes .................................................................................................. 10 C.2.d. Filling on Slopes .................................................................................................... 11 C.2.e. Excavation Dewatering ......................................................................................... 11 C.2.f. Pavement and Exterior Slab Subgrade Preparation ............................................. 11 C.2.g. Pavement Subgrade Proofroll .............................................................................. 12 C.2.h. Engineered Fill Materials and Compaction .......................................................... 12 C.3. Spread Footings ................................................................................................................. 14 C.3.a. Embedment Depth ............................................................................................... 14 C.3.b. Subgrade Improvement ....................................................................................... 14 C.3.c. Net Allowable Bearing Pressure ........................................................................... 14 C.3.d. Settlement ............................................................................................................ 14 C.4. Below-Grade Walls ............................................................................................................ 15 C.4.a. Drainage Control .................................................................................................. 15 C.4.b. Selection, Placement, and Compaction of Backfill ............................................... 16 C.4.c. Configuring and Resisting Lateral Loads............................................................... 17 C.5. Interior Slabs ..................................................................................................................... 18 C.5.a. Moisture Vapor Protection .................................................................................. 18 C.5.b. Radon ................................................................................................................... 19 C.6. Frost Protection ................................................................................................................. 19 C.6.a. General ................................................................................................................. 19 C.6.b. Frost Heave Mitigation ......................................................................................... 19 C.7. Pavements and Exterior Slabs ........................................................................................... 21 C.7.a. Design Sections .................................................................................................... 21 Table of Contents (continued) Description Page C.7.b. Bituminous Pavement Materials .......................................................................... 21 C.7.c. Subgrade Drainage ............................................................................................... 21 C.7.d. Performance and Maintenance ........................................................................... 21 C.8. Utilities .............................................................................................................................. 22 C.8.a. Subgrade Stabilization .......................................................................................... 22 C.8.b. Selection, Placement, and Compaction of Backfill ............................................... 22 C.8.c. Corrosion Potential .............................................................................................. 22 C.9. Stormwater........................................................................................................................ 23 D. Procedures...................................................................................................................................... 23 D.1. Penetration Test Borings ................................................................................................... 23 D.2. Exploration Logs ................................................................................................................ 24 D.2.a. Log of Boring Sheets ............................................................................................. 24 D.2.b. Geologic Origins ................................................................................................... 24 D.3. Material Classification and Testing ................................................................................... 24 D.3.a. Visual and Manual Classification .......................................................................... 24 D.3.b. Laboratory Testing ............................................................................................... 24 D.4. Groundwater Measurements ............................................................................................ 25 E. Qualifications .................................................................................................................................. 25 E.1. Variations in Subsurface Conditions .................................................................................. 25 E.1.a. Material Strata ..................................................................................................... 25 E.1.b. Groundwater Levels ............................................................................................. 25 E.2. Continuity of Professional Responsibility .......................................................................... 26 E.2.a. Plan Review .......................................................................................................... 26 E.2.b. Construction Observations and Testing ............................................................... 26 E.3. Use of Report..................................................................................................................... 26 E.4. Standard of Care ................................................................................................................ 26 Appendix Soil Boring Location Sketch Log of Boring Sheets ST-1 through ST-16 Descriptive Terminology of Soil A. Introduction A.1. Project Description Tamarack Land Development is planning to develop a single-family housing development on the Nelson Property in Monticello, Minnesota. The site consists of two separate parcels totaling about 67 acres in size. The proposed development will consist of 164 single-family house pads along with associated streets, underground utilities, and stormwater features/ponds. The figure below shows an illustration of the proposed site layout. Figure 1. Proposed Site Layout Figure prepared by Bogart Pederson & Associates, Inc., undated. A.1.a. Structural Loads We understand the construction will consist of one- to two-story wood-framed houses with pitched roofs and full or partial basements on poured concrete foundations. Based on the residential construction, we have based on our analysis and recommendations on the assumption that footing pressures will not exceed 2,000 psf. Please contact us if this information is not correct. Tamarack Land Development Project B2111878 April 7, 2022 Page 2 A.1.b. Pavement Traffic Loads We have assumed that bituminous pavements, typical of residential neighborhoods, will be subjected to normal traffic conditions over a design life of 20 years. A.2. Site Conditions and History The site has historically and is currently used primarily for agricultural purposes. The site appears to have a few lowlands/wetlands along the north property line in the northeast corner and northwest corner of the property. The property also has a farmstead located on the west property line and a single-family house near the southwest property line. However, both farmsteads will not be part of the proposed development. The site is gently rolling with grades ranging from approximately elevations ranging from 954 to 1004 feet Mean Sea Level (MSL). The grades are generally sloping downward from the southeast corner to the northwest corner of the property. Photograph 1. Aerial Photograph of the Site in 2018 Photograph provided by Google Earth. Tamarack Land Development Project B2111878 April 7, 2022 Page 3 A.3. Purpose The purpose of our geotechnical evaluation will be to characterize subsurface geologic conditions at selected exploration locations and evaluate their impact on the design and construction of the proposed residential development. A.4. Background Information and Reference Documents We reviewed the following information: ▪ An undated Concept Sketch Plan, prepared by Bogart Pederson. ▪ Available public aerial photographs showing the existing site conditions. ▪ Geologic Atlas showing the general soil types present in this area. We have described our understanding of the proposed construction and site to the extent others reported it to us. Depending on the extent of available information, we may have made assumptions based on our experience with similar projects. If we have not correctly recorded or interpreted the project details, the project team should notify us. New or changed information could require additional evaluation, analyses and/or recommendations. A.5. Scope of Services We performed our scope of services for the project in accordance with our Proposal QTB150245 to Tamarack Land Development, dated December 8, 2021. The following list describes the geotechnical tasks completed in accordance with our authorized scope of services. ▪ Reviewing the background information and reference documents previously cited. ▪ Staking and clearing the exploration location of underground utilities. We selected and staked the new exploration locations. We acquired the surface elevations and locations with GPS technology using the State of Minnesota’s permanent GPS base station network. The Soil Boring Location Sketch included in the Appendix shows the approximate locations of the borings. Tamarack Land Development Project B2111878 April 7, 2022 Page 4 ▪ Performing 16 standard penetration test (SPT) borings, denoted as ST-1 to ST-16, to a nominal depth of 14 1/2 feet below grade across the site. However, while drilling boring ST-2 the boring was extended due to low relative densities encountered at depth, thus, the boring was extended to 20 feet below grade. ▪ Performing laboratory testing on select samples to aid in soil classification and engineering analysis. ▪ Preparing this report containing a boring location sketch, logs of soil borings, a summary of the soils encountered, results of laboratory tests, and recommendations for structure and pavement subgrade preparation and the design of foundations, floor slabs, exterior slabs, utilities, stormwater improvements, and pavements. Our scope of services did not include environmental services or testing and our geotechnical personnel performing this evaluation are not trained to provide environmental services or testing. We can provide environmental services or testing at your request. B. Results B.1. Geologic Overview We based the geologic origins used in this report on the soil types, in-situ and laboratory testing, and available common knowledge of the geological history of the site. Because of the complex depositional history, geologic origins can be difficult to ascertain. We did not perform a detailed investigation of the geologic history for the site. B.2. Boring Results Table 1 provides a summary of the soil boring results in the general order we encountered the strata. Please refer to the Log of Boring sheets in the Appendix for additional details. The Descriptive Terminology of Soil sheet in the Appendix includes definitions of abbreviations used in Table 1. Tamarack Land Development Project B2111878 April 7, 2022 Page 5 Table 1. Subsurface Profile Summary* Strata Soil Type - ASTM Classification Range of Penetration Resistances Commentary and Details Topsoil SM, SC, CL --- ▪ Predominantly lean clay with lesser amounts of clayey sand and silty sand. ▪ Dark brown to black. ▪ Thicknesses at boring locations varied from 1 1/4 to 2 1/2 feet. ▪ Moisture condition generally moist. Slopewash SM 7 BPF ▪ Only encountered in Boring ST-14. ▪ Dark gray in color. ▪ Thickness at boring location extended about 4 feet below grade. Alluvial SP-SM, SM, SC, CL 4 to 11 BPF ▪ Not encountered in every boring. ▪ Generally brown and gray in color. ▪ Variable amounts of gravel. ▪ Moisture condition generally moist. Glacial deposits SC, CL, SM, SC-SM, SP-SM 4 to 18 BPF ▪ Predominantly sandy lean clay or clayey sand with lesser amounts of silty clayey sand, silty sand, and sand. ▪ Variable amounts of gravel. ▪ Generally brown in color changing to gray at depth. ▪ Moisture condition generally moist, however wet sand soils were observed in Boring ST-6. *Abbreviations defined in the attached Descriptive Terminology of Soil sheet. B.3. Groundwater While performing the soil borings, one boring location encountered groundwater. Table 2 summarizes the depth where we observed groundwater; the attached Log of Boring sheets in the Appendix also include this information and additional details. Tamarack Land Development Project B2111878 April 7, 2022 Page 6 Table 2. Groundwater Summary Location Measured Surface Elevation (ft MSL) Measured Depth to Groundwater (ft) Corresponding Groundwater Elevation (ft MSL) ST-6 986.9 9 981 At the time of our observation, the groundwater surface elevation appeared to be about elevation 981 feet. However, it is our opinion this water was in a perched condition due to lack of groundwater in adjacent borings and with surface grades on the western portion of the site being below an elevation of 981 feet MSL and being dry. The soil borings indicate a layered soil profile that is conducive for encountering perched water conditions. Groundwater may take days or longer to reach equilibrium in the boreholes and we immediately backfilled the boreholes, in accordance with our scope of work. If the project team identifies a need for more accurate determination of groundwater depth, we can install piezometers. Project planning should anticipate seasonal and annual fluctuations of groundwater. B.4. Laboratory Test Results The boring logs show the results of the laboratory testing we performed, next to the tested sample depths. The laboratory tests were all completed in general conformance with the applicable ASTM standards. The Log of Boring sheets are in the Appendix of this report. The moisture content tests (ASTM D 2216) performed on selected clay soil samples showed moisture contents ranging from about 13 to 34 percent, indicating the clay to be slightly below to well above its probable optimum moisture content. The selected sand soil samples showed moisture contents ranging from about 7 to 15 percent, indicating the sand is slightly below to near its probable optimum moisture content. The percent passing the #200 sieve (ASTM C117) tests on selected soil samples from Borings ST-1, ST-3, ST-7, and ST-14, indicated that the selected soil samples contained 41 percent, 81 percent, 9 percent and 55 percent, respectively, silt and clay, by weight passing the #200 sieve. These results correlate to soil types of clayey sand, lean clay with sand, poorly graded sand with silt, and sandy lean clay, respectively. Tamarack Land Development Project B2111878 April 7, 2022 Page 7 One soil sample from the 5-foot depth in Boring ST-13 was classified using the Atterberg Limits test (ASTM D4318). The result indicated a liquid limit of 35, a plasticity limit of 21, and a plasticity index of 14. This classifies the soils as lean clay. Pocket penetrometer tests were completed on selected clayey soil samples to estimate the unconfined compressive strength of the soils. The results ranged from about 1/4 to 3 1/2 tons per square foot (tsf). C. Recommendations C.1. Design and Construction Discussion C.1.a. Building Subgrade Preparation Based on the results of our subsurface exploration and evaluation, spread footing foundation bearing on engineered fill and/or native alluvium or glacially deposited soils that can support the proposed houses after performing typical subgrade preparation. Typical subgrade preparation includes removing existing vegetation, topsoil, organic soils, fill soils, and soft clays. Any existing structures, wells, septic systems and field drain tiles should also be removed from proposed house pads and roadways during mass grading. C.1.b. Reuse of On-Site Soils The on-site alluvial and glacial soils, free of organic materials and debris, appear suitable for reuse as engineered fill. We caution, some of the on-site soils appear to be significantly wet of their estimated optimum moisture contents. As such, it should be anticipated some moisture conditioning (drying) will be required prior to reuse and compaction. The summer months of June through September are the most favorable time to dry the wet clayey soil. Any materials to be used as engineered fill should be tested and approved by the geotechnical engineer prior to placement. C.1.c. Groundwater Groundwater was observed in one boring while performing our evaluation, which appeared to be perched. We anticipate perched water will be encountered throughout site grading, as the soil profiled contains intermixed layers of sand and clay. Groundwater that accumulates in excavations from perched water or rainfall, we recommend immediately removing the collected water prior to placement of fill or constructing foundations. Tamarack Land Development Project B2111878 April 7, 2022 Page 8 C.1.d. Construction Disturbance We caution that the clayey nature of some of the site soils makes them highly susceptible to disturbance from construction or excessive moisture. Care should be taken not to disturb these soils during construction, as once stable subgrades can be destabilized and require additional moisture conditioning and compacting. Also, care should be taken to remove any accumulating water from prepared subgrades after rain events. C.2. Site Grading and Subgrade Preparation C.2.a. Building Subgrade Excavations We recommend removing unsuitable materials from beneath house pads and oversize areas. We define unsuitable materials as existing fill, frozen materials, organic soils, existing structures, existing utilities, vegetation, and soft clay soils. Also, in agricultural fields, there are likely buried drain tiles which will need to be removed. Table 3 shows the anticipated excavation depths and bottom of soil correction excavation elevations at each of the current soil boring locations, assuming that structures, utilities, or roads will be built at each location. Excavation depths could be reduced in areas that will not support future structures, utilities, and roads. Table 3. Building Excavation Depths Location Measured Surface Elevation (ft MSL) Anticipated Excavation Depth (ft) Anticipated Bottom Elevation (ft MSL) ST-1 958.7 2 956 1/2 ST-2 956.1 2 954 ST-3 956.3 2 1/2 954 ST-4 965.7 1 1/2-4* 964-961 1/2* ST-5 963.7 1 1/2 962 ST-6 986.9 1 1/2-4* 985 1/2-983* ST-7 962.1 2 960 Tamarack Land Development Project B2111878 April 7, 2022 Page 9 ST-8 964.7 2-4 960 1/2-962 1/2* ST-9 962.2 1 1/2 960 1/2 ST-10 962.9 2-4* 961-959* ST-11 970.1 1 1/2 968 1/2 ST-12 968.2 1 1/2 966 1/2 ST-13 977.3 1 1/2 976 ST-14 975.7 4 972 ST-15 974.7 2 972 1/2 ST-16 999.3 1 1/2 997 1/2 *The depth of soil correction work should be determined in the field during site grading. Excavation depths will vary between the borings. Portions of the excavations may also extend deeper than indicated by the borings. A geotechnical representative should observe the excavations to make the necessary field judgments regarding the suitability of the exposed soils. The contractor should use equipment and techniques to minimize soil disturbance. If soils become disturbed or are wet, we recommend excavation and replacement. C.2.b. Excavation Oversizing When removing unsuitable materials below structures or pavements, we recommend the excavation extend outward and downward at a slope of 1H:1V (horizontal:vertical) or flatter. See Figure 2 for an illustration of excavation oversizing. Tamarack Land Development Project B2111878 April 7, 2022 Page 10 Figure 2. Generalized Illustration of Oversizing C.2.c. Excavated Slopes Based on the borings, we anticipate on-site soils in excavations will consist of both clayey and sandy soils. Clayey soils are typically considered Type B Soil under OSHA (Occupational Safety and Health Administration) guidelines. OSHA guidelines indicate unsupported excavations in Type B soils should have a gradient no steeper than 1H:1V. Sandy soils are typically considered Type C Soil under OSHA (Occupational Safety and Health Administration) guidelines. OSHA guidelines indicate unsupported excavations in Type C soils should have a gradient no steeper than 1.5H:1V. Slopes constructed in this manner may still exhibit surface sloughing. OSHA requires an engineer to evaluate slopes or excavations over 20 feet in depth. 1. Engineered fill as defined in C.2 2. Excavation oversizing minimum of 1 to 1 (horizontal to vertical) slope or flatter 3. Engineered fill as required to meet pavement support or landscaping requirements as defined in C.2 4. Backslope to OSHA requirements Tamarack Land Development Project B2111878 April 7, 2022 Page 11 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. C.2.d. Filling on Slopes Where existing or excavated slopes are steeper than 4H:1V, we recommend placing fill from low to high elevations on horizontal benches cut into the native soils so that successive lifts are spread and compacted on level surfaces, and potential failure surfaces are not created along the fill’s lower boundary. Depending on fill requirements, the contractor can construct benches by cutting into existing grades while placing fill (the composition of the exposed soils being in compliance with fill specifications), or by cutting the benches in advance of filling (to prevent mixing with soils not in compliance with fill specifications). The height of a given bench may vary but the width should consistently be great enough to accommodate large, self-propelled compaction equipment. C.2.e. Excavation Dewatering We recommend removing groundwater from the excavations. Project planning should include temporary sumps and pumps for excavations in low-permeability soils, such as clays. C.2.f. Pavement and Exterior Slab Subgrade Preparation We recommend the following steps for pavement and exterior slab subgrade preparation. Note that project planning may need to require additional subcuts to limit frost heave. 1. Strip unsuitable soils consisting of vegetation, topsoil, organic soils, and existing fill down to native soils. 2. Have a geotechnical representative observe the excavated subgrade to evaluate if additional subgrade improvements are necessary. 3. Slope subgrade soils to areas of sand or drain tile ( if fine grained soils are present) to allow the removal of accumulating water. 4. Scarify, moisture condition, and surface compact the subgrade with at least three passes of a large roller with a minimum drum diameter of 3 1/2 feet. Tamarack Land Development Project B2111878 April 7, 2022 Page 12 5. Place pavement engineered fill to grade and compact in accordance with Section C.2.h to bottom of pavement and exterior slab section. 6. Proofroll the pavement or exterior slab subgrade as described in Section C.2.g. C.2.g. Pavement Subgrade Proofroll After preparing the subgrade as described above and prior to the placement of the aggregate base, we recommend proofrolling the subgrade soils with a fully loaded tandem-axle truck. We also recommend having a geotechnical representative observe the proofroll. Areas that fail the proofroll likely indicate soft or weak areas that will require additional soil correction work to support pavements. The contractor should correct areas that display excessive yielding or rutting during the proofroll, as determined by the geotechnical representative. Possible options for subgrade correction include moisture conditioning and recompaction, subcutting and replacement with soil or crushed aggregate, chemical stabilization and/or using geotextiles. We recommend performing a second proofroll after the aggregate base material is in place, and prior to placing bituminous or concrete pavement. C.2.h. Engineered Fill Materials and Compaction Table 4 below contains our recommendations for engineered fill materials. Table 4. Engineered Fill Materials* Locations To Be Used Engineered Fill Classification Possible Soil Type Descriptions Gradation Additional Requirements ▪ Below foundations ▪ Below interior slabs Structural fill SP, SP-SM, SM, SC-SM, SC, CL 100% passing 2-inch sieve < 2% Organic Content (OC) Plasticity Index (PI) < 20% ▪ Drainage layer ▪ Non-frost- susceptible ▪ Free-draining ▪ Non-frost- susceptible fill GP, GW, SP, SW 100% passing 1-inch sieve < 50% passing #40 sieve < 5% passing #200 sieve < 2% OC Pavements Pavement fill SP, SP-SM, SM, SC-SM, SC, CL 100% passing 3-inch sieve < 2% OC PI < 20% Below landscaped surfaces, where subsidence is not a concern Non-structural fill SP, SP-SM, SM, SC-SM, SC, CL 100% passing 6-inch sieve < 10% OC *More select soils comprised of coarse sands with < 5% passing #200 sieve may be needed to accommodate work occurring in periods of wet or freezing weather. Tamarack Land Development Project B2111878 April 7, 2022 Page 13 If there is a need for some deeper soil correction work or if there is a need for large grade raises that will require more than 10 feet of compacted fill, we would recommend placing clean sand (less than 12 percent passing the #200 sieve) as structural fill at depths deeper than 10 feet. If only clay fill is used to fill house pads where more than 10 feet of fill is needed, a construction delay ranging from three to nine months may be needed, depending on the final depths of clay fill used. As an alternative, on lots where deep fills are needed, clean sand fill could be used to initially fill the excavations below these house pads. The clean sand fil should be placed in thin compacted lifts, up to an elevation of 10 feet or less from the finished basement floor grades. On-site clay fill can then be used to complete construction of the building pads. If the alternative method of filling the house pads partially with sand is used, a construction delay would not be needed. Clean sand was encountered in one boring out of 16, thus, clean sands will likely need to be imported to the site. We recommend spreading engineered fill in loose lifts of approximately 8 to 12 inches thick. We recommend compacting each lift of fill with a full-size vibratory compactor or sheepsfoot equipment, in accordance with the criteria presented below in Table 5. The project documents should specify relative compaction of engineered fill, based on the structure located above the engineered fill, and vertical proximity to that structure. Table 5. Compaction Recommendations Summary Reference Relative Compaction, percent (ASTM D698 – Standard Proctor) Moisture Content Variance from Optimum, percentage points < 12% Passing #200 Sieve (typically SP, SP-SM) > 12% Passing #200 Sieve (typically CL, SC, SM) Below foundations and floor slabs, less than 10 feet of fill 95 * -1 to +3 Below foundations and floor slabs, greater than 10 feet of fill 98 * -1 to +3 Within 3 feet of pavement subgrade 100 * -2 to +1 More than 3 feet below pavement subgrade 95 * -1 to +3 Below landscaped surfaces 90 * -1 to +5 *The minimum moisture content should be no less than 5 percent by weight and no more than 3 percentage points over optimum. Tamarack Land Development Project B2111878 April 7, 2022 Page 14 The project documents should not allow the contractor to use frozen material as engineered fill or to place engineered fill on frozen material. Frost should not penetrate under foundations during construction. We recommend performing density tests in engineered fill to evaluate if the contractors are effectively compacting the soil and meeting project requirements. C.3. Spread Footings C.3.a. Embedment Depth For frost protection, we recommend embedding perimeter footings of the proposed houses, including attached garages, a minimum of 42 inches below the lowest exterior grade. Interior footings may be placed directly below floor slabs unless they will be subjected to freezing. We recommend embedding building footings not heated during winter construction, and other unheated footings associated with decks, porches, stoops, or sidewalks at least 60 inches below the lowest exterior grade. C.3.b. Subgrade Improvement If a small amount of groundwater is present within the footing excavation, or if the footing subgrade soils become disturbed prior to placing forms or reinforcement, we recommend subcutting any soft or wet soil and placing a 6- to 12-inch layer of clear rock. The clear rock will provide a stable working surface and will allow for the flow of water to a drain tile or sump pump. If it is necessary to place greater than 12 inches of clear rock, the rock should be wrapped in a water permeable fabric to reduce risks of loss of fines in the rock. C.3.c. Net Allowable Bearing Pressure We recommend sizing spread footings to exert a net allowable bearing pressure of up to 2,000 pounds per square foot (psf). This value includes a safety factor of at least 3.0 with regard to bearing capacity failure. C.3.d. Settlement We estimate that total and differential settlements among the footings will amount to less than 1 and 1/2 inch, respectively, under the assumed loads. If there are areas where more than 10 feet of fill is required, higher settlements could occur, unless the deeper fill areas are only filled with poorly graded sand (SP) or poorly graded sand with silt (SP-SM) fill. Tamarack Land Development Project B2111878 April 7, 2022 Page 15 If deep fill areas are completed using clay soil only, a construction delay may be needed to allow the fill soils to consolidate under its own weight. Construction delays could range from three to nine months, depending on the type of fill used, the compaction level obtained in the fill, and the thickness of the fill. The construction delays should be evaluated after grading is completed by using settlement plates to monitor the consolidation of the fill. C.4. Below-Grade Walls The following sections address soil parameters for basement wall design. Although construction of retaining walls has not been specified for this project to date, the following recommendations can also be used for preliminary retaining wall design. We recommend that additional soil borings be completed for final retaining wall design. C.4.a. Drainage Control We recommend installing drain tile to remove water behind the below-grade walls, at the location shown in Figure 3 The below-grade wall drainage system should also incorporate free-draining, engineered fill or a drainage board placed against the wall and connected to the drain tile. Even with the use of free-draining, engineered fill, we recommend general waterproofing of below-grade walls that surround occupied or potentially occupied areas because of the potential cost impacts related to seepage after construction is complete. Tamarack Land Development Project B2111878 April 7, 2022 Page 16 Figure 3. Generalized Illustration of Wall Engineered Fill The materials listed in the sketch should meet the definitions in Section C.2.h. Low-permeability material is capable of directing water away from the wall, like clay, topsoil, or pavement. The project documents should indicate if the contractor should brace the walls prior to filling and allowable unbalanced fill heights. C.4.b. Selection, Placement, and Compaction of Backfill Unless a drainage composite is placed against the backs of the exterior perimeter basement walls, we recommend that backfill placed within 2 horizontal feet of those walls consist of sand having less than 50 percent of the particles, by weight, passing a #40 sieve and less than 5 percent of the particles, by weight, passing a #200 sieve. Sand meeting this gradation will likely need to be imported to the site. 1. 2-foot wide area of Free- Draining Engineered Fill or Drainage Board 2. Retained Engineered Fill 3. 1 foot of Low-Permeability Soil or Pavement Tamarack Land Development Project B2111878 April 7, 2022 Page 17 If clay must be considered for use to make up the balance of the below-grade wall backfill (assuming a drainage composite or sand is placed against the backs of the walls), post-compaction consolidation of the clay occurring under its own weight can be expected to continue beyond the end of construction. The magnitude of consolidation could amount to between 1 and 3 percent of the backfill thickness, or wall height, and if not accommodated, could cause slabs or pavements to settle unfavorably or be damaged. Should clay still be considered for use as backfill, however, we further recommend that: ▪ The bottoms of the excavations required for basement wall construction are wide enough to accommodate compaction equipment. ▪ Backfill is placed at moisture contents at least equal to, but not more than, 3 percentage points above its optimum moisture content. ▪ Backfill is placed is loose lifts no thicker than 6 inches prior to compaction. ▪ The relative compaction of the backfill is measured through density testing at intervals not exceeding one test per 50 horizontal feet for each 2 vertical feet of backfill placed. We recommend using a walk-behind compactor to compact the backfill placed within about 5 feet of the basement walls. Further away than that, a self-propelled compactor can be used. Compaction criteria for basement walls should be determined based on the compaction recommendations provided above in Section C.2. Exterior wall backfill not capped with slabs or placement should be capped with low-permeability soil to limit the infiltration of surface drainage into the backfill. The finished surface should also be sloped to divert water away from the walls. C.4.c. Configuring and Resisting Lateral Loads Below-grade wall design can use active earth pressure conditions if the walls can rotate slightly. If the wall design cannot tolerate rotation, then design should use at-rest earth pressure conditions. Rotation up to 0.002 times the wall height is generally required for walls supporting sand. Rotation up to 0.02 times the wall height is required when wall supports clay. Tamarack Land Development Project B2111878 April 7, 2022 Page 18 Table 6 presents our recommended lateral coefficients and equivalent fluid pressures for wall design of active, at-rest and passive earth pressure conditions. The table also provides recommended wet unit weights and internal friction angles. Designs should also consider the slope of any engineered fill and dead or live loads placed behind the walls within a horizontal distance that is equal to the height of the walls. Our recommended values assume the wall design provides drainage so water cannot accumulate behind the walls. The construction documents should clearly identify what soils the contractor should use for engineered fill of walls. Table 6. Recommended Below-Grade Wall Design Parameters – Drained Conditions Retained Soil Wet Unit Weight (pcf) Friction Angle (degrees) Equivalent Active Fluid Pressure (pcf) Equivalent At-Rest Fluid Pressure (pcf) Equivalent Passive Fluid Pressure* (pcf) Imported sand (SP, SP-SM) 120 33 35 55 N/A Silty sand (SM) 125 30 42 63 375 Clay (CL, SC) 130 26 50 70 330 *Based on Rankine model for soils in a region behind the wall extending at least 2 horizontal feet beyond the bottom outer edges of the wall footings and then rising up and away from the wall at an angle no steeper than 60 degrees from horizontal. Sliding resistance between the bottom of the footing and the soil can also resist lateral pressures. We recommend assuming a sliding coefficient equal to 0.30 between the concrete and clayey soil. The values presented in this section are un-factored. C.5. Interior Slabs C.5.a. Moisture Vapor Protection Excess transmission of water vapor could cause floor dampness, certain types of floor bonding agents to separate, or mold to form under floor coverings. If project planning includes using floor coverings or coatings, we recommend placing a vapor retarder or vapor barrier immediately beneath the slab. We also recommend consulting with floor covering manufacturers regarding the appropriate type, use, and installation of the vapor retarder or barrier to preserve warranty assurances. Tamarack Land Development Project B2111878 April 7, 2022 Page 19 C.5.b. Radon We recommend installing a radon mitigation system in accordance with local building code. Our certified and licensed radon mitigation professionals can assist in this design at you request. C.6. Frost Protection C.6.a. General Clayey soils will likely underlie all of the exterior slabs, as well as pavements. We consider clayey soils to be moderately to highly frost susceptible. Soils of this type can retain moisture and heave upon freezing. In general, this characteristic is not an issue unless these soils become saturated, due to surface runoff or infiltration, or are excessively wet in situ. Once frozen, unfavorable amounts of general and isolated heaving of the soils and the surface structures supported on them could develop. This type of heaving could affect design drainage patterns and the performance of exterior slabs and pavements, as well as any isolated exterior footings and piers. Note that general runoff and infiltration from precipitation are not the only sources of water that can saturate subgrade soils and contribute to frost heave. Roof drainage and irrigation of landscaped areas in close proximity to exterior slabs, pavements, and isolated footings and piers, contribute as well. C.6.b. Frost Heave Mitigation To address most of the heave related issues, we recommend setting general site grades and grades for exterior surface features to direct surface drainage away from buildings, across large paved areas and away from walkways. Such grading will limit the potential for saturation of the subgrade and subsequent heaving. General grades should also have enough “slope” to tolerate potential larger areas of heave, which may not fully settle after thawing. Even small amounts of frost-related differential movement at walkway joints or cracks can create tripping hazards. Project planning can explore several subgrade improvement options to address this condition. One of the more conservative subgrade improvement options to mitigate potential heave is removing any frost-susceptible soils present below the exterior slab areas down to a minimum depth of 4 feet below subgrade elevations. We recommend filling the resulting excavation with non-frost-susceptible fill. We also recommend sloping the bottom of the excavation toward one or more collection points to remove any water entering the engineered fill. This approach will not be effective in controlling frost heave without removing the water. Tamarack Land Development Project B2111878 April 7, 2022 Page 20 An important geometric aspect of the excavation and replacement approach described above is sloping the banks of the excavations to create a more gradual transition between the unexcavated soils considered frost susceptible and the engineered fill in the excavated area, which is not frost susceptible. The slope allows attenuation of differential movement that may occur along the excavation boundary. We recommend slopes that are 3H:1V, or flatter, along transitions between frost-susceptible and non- frost-susceptible soils. Figure 4 shows an illustration summarizing some of the recommendations. Figure 4. Frost Protection Geometry Illustration Another option is to limit frost heave in critical areas, such as doorways and entrances, via frost-depth footings or localized excavations with sloped transitions between frost-susceptible and non-frost- susceptible soils, as described above. Over the life of slabs and pavements, cracks will develop, and joints will open up, which will expose the subgrade and allow water to enter from the surface and either saturate or perch atop the subgrade soils. This water intrusion increases the potential for frost heave or moisture-related distress near the crack or joint. Therefore, we recommend implementing a detailed maintenance program to seal and/or fill any cracks and joints. The maintenance program should give special attention to areas where dissimilar materials abut one another, where construction joints occur, and where shrinkage cracks develop. Tamarack Land Development Project B2111878 April 7, 2022 Page 21 C.7. Pavements and Exterior Slabs C.7.a. Design Sections Our scope of services for this project did not include laboratory tests on subgrade soils to determine an R-value for pavement design. Based on our experience with similar clay soils anticipated at the pavement subgrade elevation, we recommend pavement design assume an R-value of 12. Note, the contractor may need to perform limited removal of unsuitable or less suitable soils to achieve this value. We assumed that pavements for the residential development will be subject to a minimum of 50,000 ESALs over a 20-year design life. Based upon the aforementioned traffic loads and an R-value of 12, we recommend a bituminous pavement section that includes a minimum of 3 1/2 inches of bituminous pavement (a 1 1/2-inch surface course over a 2-inch base course) over 8 inches of aggregate base material and 18 inches of select granular borrow. The local government agency may require alternative standard pavement sections. C.7.b. Bituminous Pavement Materials Appropriate mix designs are critical to the performance of flexible pavements. We can provide recommendations for pavement material selection during final pavement design. C.7.c. Subgrade Drainage We recommend installing perorated drainpipes throughout pavement areas at low points, around catch basins, and behind curb in landscaped areas. We also recommend installing drainpipes along pavement and exterior slab edges where exterior grades promote drainage toward those edge areas. The contractor should place drainpipes in small trenches, at the base of the granular subbase layer, or below the aggregate base material where no subbase is present. C.7.d. Performance and Maintenance We based the above pavement designs on a 20-year performance life for bituminous. This is the amount of time before we anticipate the pavement will require reconstruction. This performance life assumes routine maintenance, such as seal coating and crack sealing. The actual pavement life will vary depending on variations in weather, traffic conditions, and maintenance. It is common to place the non-wear course of bituminous and then delay placement of wear course through a minimum of one freeze-thaw cycle. Tamarack Land Development Project B2111878 April 7, 2022 Page 22 The ongoing performance of bituminous pavements is impacted by conditions under which the pavement is asked to perform in. These conditions include the environmental conditions, the actual use conditions, and the level of ongoing maintenance performed. Because of normal thermos-expansion and contraction, it is not unusual to have cracking develop within the first few years of placement and for the cracking to continue throughout the life of the pavement. A regular maintenance plan should be developed for filling cracks to lessen the potential impacts for cold weather distress due to frost heave or warm weather distress due to wetting and softening of the subgrade. It is also not unusual for the pavement to require a seal coat within the first 5 to 10 years to increase the long-term performance of the bituminous pavement. C.8. Utilities C.8.a. Subgrade Stabilization Earthwork activities associated with utility installations located inside the building area should adhere to the recommendations in Section C.2. For exterior utilities, we anticipate the soils at typical invert elevations will be suitable for utility support. However, if construction encounters unfavorable conditions such as soft clay, organic soils, or perched water at invert grades, the unsuitable soils may require some additional subcutting and replacement with sand or crushed rock to prepare a proper subgrade for pipe support. Project design and construction should not place utilities within the 1H:1V oversizing of foundations or proposed house pads. C.8.b. Selection, Placement, and Compaction of Backfill We recommend selecting, placing, and compacting utility backfill in accordance with the recommendations provided above in Section C.2.h. C.8.c. Corrosion Potential Based on our experience, the soils encountered by the borings are moderately corrosive to metallic conduits, but only marginally corrosive to concrete. We recommend specifying non-corrosive materials or providing corrosion protection, unless project planning chooses to perform additional tests to demonstrate the soils are not corrosive. Tamarack Land Development Project B2111878 April 7, 2022 Page 23 C.9. Stormwater Based on the abundance of clayey, fine-grained soils encountered within the soil borings, we do not recommend infiltration of stormwater at this site. The site soils are judged to be in the Hydrologic Soil Group D according to the Minnesota Stormwater manual. However, if a design is required, we offer the following. If infiltration basins are proposed, we recommend field-testing of in-situ soils, such as double-ring infiltrometer tests (ASTM D3385), to determine infiltration rates. Alternatively, preliminary infiltration rates can be found in the Minnesota Stormwater Manual based on soil types. Fine-grained soils (silts and clays), topsoil, or organic matter that mixes into or washes onto the soil will lower the permeability of an infiltration/filtration basin. The contractor should maintain and protect infiltration areas during construction. Furthermore, organic matter and silt washed into the system after construction can fill the soil pores and reduce permeability over time. Proper maintenance is important for long-term performance of infiltration/filtration systems. This geotechnical evaluation does not constitute a review of site suitability for stormwater infiltration or evaluate the potential impacts, if any, from infiltration of large amounts of stormwater. D. Procedures D.1. Penetration Test Borings We drilled the penetration test borings with an all-terrain-mounted core and auger drill equipped with hollow-stem auger. We performed the borings in general accordance with ASTM D6151 taking penetration test samples at 2 1/2- or 5-foot intervals in general accordance with ASTM D1586. The boring logs show the actual sample intervals and corresponding depths. We sealed penetration test boreholes meeting the Minnesota Department of Health (MDH) Environmental Borehole criteria with an MDH-approved grout. We will forward a sealing record for those boreholes to the Minnesota Department of Health Well Management Section. Tamarack Land Development Project B2111878 April 7, 2022 Page 24 D.2. Exploration Logs D.2.a. Log of Boring Sheets The Appendix includes Log of Boring sheets for our penetration test borings. The logs identify and describe the penetrated geologic materials and present the results of penetration resistance and other in-situ tests performed. The logs also present the results of laboratory tests performed on penetration test samples, and groundwater measurements. We inferred strata boundaries from changes in the penetration test samples and the auger cuttings. Because we did not perform continuous sampling, the strata boundary depths are only approximate. The boundary depths likely vary away from the boring locations, and the boundaries themselves may occur as gradual rather than abrupt transitions. D.2.b. Geologic Origins We assigned geologic origins to the materials shown on the logs and referenced within this report, based on: (1) a review of the background information and reference documents cited above, (2) visual classification of the various geologic material samples retrieved during the course of our subsurface exploration, (3) penetration resistance and other in-situ testing performed for the project, (4) laboratory test results, and (5) available common knowledge of the geologic processes and environments that have impacted the site and surrounding area in the past. D.3. Material Classification and Testing D.3.a. Visual and Manual Classification We visually and manually classified the geologic materials encountered based on ASTM D2488. When we performed laboratory classification tests, we used the results to classify the geologic materials in accordance with ASTM D2487. The Appendix includes a chart explaining the classification system we used. D.3.b. Laboratory Testing The exploration logs in the Appendix note most of the results of the laboratory tests performed on geologic material samples. We performed the tests in general accordance with ASTM procedures. Tamarack Land Development Project B2111878 April 7, 2022 Page 25 D.4. Groundwater Measurements The drillers checked for groundwater while advancing the penetration test borings, and again after auger withdrawal. We then filled the boreholes, as noted on the boring logs. E. Qualifications E.1. Variations in Subsurface Conditions E.1.a. Material Strata We developed our evaluation, analyses, and recommendations from a limited amount of site and subsurface information. It is not standard engineering practice to retrieve material samples from exploration locations continuously with depth. Therefore, we must infer strata boundaries and thicknesses to some extent. Strata boundaries may also be gradual transitions, and project planning should expect the strata to vary in depth, elevation, and thickness away from the exploration locations. Variations in subsurface conditions present between exploration locations may not be revealed until performing additional exploration work or starting construction. If future activity for this project reveals any such variations, you should notify us so that we may reevaluate our recommendations. Such variations could increase construction costs, and we recommend including a contingency to accommodate them. E.1.b. Groundwater Levels We made groundwater measurements under the conditions reported herein and shown on the exploration logs and interpreted in the text of this report. Note that the observation periods were relatively short, and project planning can expect groundwater levels to fluctuate in response to rainfall, flooding, irrigation, seasonal freezing and thawing, surface drainage modifications, and other seasonal and annual factors. Tamarack Land Development Project B2111878 April 7, 2022 Page 26 E.2. Continuity of Professional Responsibility E.2.a. Plan Review We based this report on a limited amount of information, and we made a number of assumptions to help us develop our recommendations. We should be retained to review the geotechnical aspects of the designs and specifications. This review will allow us to evaluate whether we anticipated the design correctly, if any design changes affect the validity of our recommendations, and if the design and specifications correctly interpret and implement our recommendations. E.2.b. Construction Observations and Testing We recommend retaining us to perform the required observations and testing during construction as part of the ongoing geotechnical evaluation. This will allow us to correlate the subsurface conditions exposed during construction with those encountered by the borings and provide professional continuity from the design phase to the construction phase. If we do not perform observations and testing during construction, it becomes the responsibility of others to validate the assumption made during the preparation of this report and to accept the construction-related geotechnical engineer-of-record responsibilities. E.3. Use of Report This report is for the exclusive use of the addressed parties. Without written approval, we assume no responsibility to other parties regarding this report. Our evaluation, analyses, and recommendations may not be appropriate for other parties or projects. E.4. Standard of Care In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under similar circumstances by reputable members of its profession currently practicing in the same locality. No warranty, express or implied, is made. Appendix ST-1 ST-2 ST-3 ST-4 ST-5 ST-6 ST-8 ST-9 ST-7 ST-16 ST-15 ST-11 ST-13 ST-14 ST-12 ST-10 8 5 T H S T R E E T N E FA L L O N A V E N U E N E MALLARD LANEFA L L O N D R I V E F: \ 2 0 2 1 \ B 2 1 1 1 8 7 8 \ C A D \ B 2 1 1 1 8 7 8 . d w g ,Ge o t e c h ,1/ 2 5 / 2 0 2 2 1 : 3 4 : 0 8 P M braunintertec.com 952.995.2000 Minneapolis, MN 55438 11001 Hampshire Avenue S Project No: B2111878 Drawn By: Date Drawn: Checked By: Last Modified:1/25/22 Drawing No: Project Information Drawing Information B2111878 JAG 1/6/22 DJL Nelson Site Northeast Quadrant of Fallon Avenue NE and 85th Street NE Monticello, Minnesota Soil Boring Location SketchN DENOTES APPROXIMATE LOCATION OF STANDARD PENETRATION TEST BORING 0 SCALE:1"= 200' 200'100' Elev./ Depth ft 957.0 1.7 954.7 4.0 944.2 14.5 Wat e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) LEAN CLAY with SAND (CL), dark brown, moist (TOPSOIL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff (GLACIAL TILL) CLAYEY SAND (SC), trace Gravel, brownish gray, moist, stiff to very stiff (GLACIAL TILL) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 3-4-5 (9) 6" 2-7-7 (14) 7" 9-7-8 (15) 10" 7-9-8 (17) 9" 9-5-11-14 (16) 14" qₚ tsf 3 3 MC % 16 13 Tests or Remarks P200=41% Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2111878 Geotechnical Evaluation Monticello -Nelson Site NE Quadrant of Fallon Avenue NE and 85th Street NE Monticello, Minnesota BORING:ST-1 LOCATION: See attached sketch NORTHING:210651 EASTING:525280 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:01/20/22 END DATE:01/20/22 SURFACE ELEVATION:958.7 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Open Field WEATHER:-10°, Sunny B2111878 Braun Intertec Corporation Print Date:04/07/2022 ST-1 page 1 of 1 Elev./ Depth ft 954.4 1.7 949.1 7.0 944.1 12.0 940.1 16.0 935.1 21.0 Wat e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) LEAN CLAY (CL), slightly organic, black, moist (TOPSOIL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium (GLACIAL TILL) LEAN CLAY with SAND (CL), trace Gravel, brown, moist, soft to medium (GLACIAL TILL) CLAYEY SAND (SC), trace Gravel, brown, moist, soft (GLACIAL TILL) POORLY GRADED SAND with SILT (SP-SM), fine to coarse-grained, brown, moist, very loose to loose (GLACIAL OUTWASH) END OF BORING Boring then grouted 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 3-3-4 (7) 10" 2-4-4 (8) 12" 1-2-2 (4) 8" 2-4-4 (8) 8" 2-2-2-2 (4) 14" 3-1-3 (4) 8" 5-3-5 (8) 10" qₚ tsf 1.25 0.25 MC % 23 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2111878 Geotechnical Evaluation Monticello -Nelson Site NE Quadrant of Fallon Avenue NE and 85th Street NE Monticello, Minnesota BORING:ST-2 LOCATION: See attached sketch NORTHING:210574 EASTING:525582 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:01/20/22 END DATE:01/20/22 SURFACE ELEVATION:956.1 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Open Field WEATHER:-10°, Sunny B2111878 Braun Intertec Corporation Print Date:04/07/2022 ST-2 page 1 of 1 Elev./ Depth ft 953.8 2.5 950.3 6.0 947.3 9.0 941.8 14.5 Wat e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) LEAN CLAY (CL), slightly organic, black, moist (TOPSOIL) SANDY LEAN CLAY (CL), trace Gravel, gray, moist, medium (ALLUVIUM) LEAN CLAY with SAND (CL), brown, moist, stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, gray, moist, stiff (GLACIAL TILL) Silty Sand seam at 10 feet END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 2-2-4 (6) 6" 3-4-3 (7) 6" 3-5-5 (10) 10" 3-6-9 (15) 10" 3-4-5-7 (9) 18" qₚ tsf 1.75 2.5 MC % 20 33 Tests or Remarks P200=81% Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2111878 Geotechnical Evaluation Monticello -Nelson Site NE Quadrant of Fallon Avenue NE and 85th Street NE Monticello, Minnesota BORING:ST-3 LOCATION: See attached sketch NORTHING:210640 EASTING:526006 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:01/20/22 END DATE:01/20/22 SURFACE ELEVATION:956.3 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Open Field WEATHER:-10°, Sunny B2111878 Braun Intertec Corporation Print Date:04/07/2022 ST-3 page 1 of 1 Elev./ Depth ft 964.1 1.6 961.7 4.0 958.7 7.0 953.7 12.0 951.2 14.5 Wat e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) CLAYEY SAND (SC), dark brown, moist (TOPSOIL) CLAYEY SAND (SC), brown, moist, medium (ALLUVIUM) LEAN CLAY (CL), brown, moist, stiff (ALLUVIUM) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff (GLACIAL TILL) SILTY SAND layer at 7 1/2 feet CLAYEY SAND (SC), trace Gravel, brown, moist, stiff (GLACIAL TILL) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 3-2-3 (5) 2" 3-4-5 (9) 9" 3-5-5 (10) 7" 3-6-7 (13) 4" 4-4-6-8 (10) 16" qₚ tsf 1.75 1.75 MC % 16 34 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2111878 Geotechnical Evaluation Monticello -Nelson Site NE Quadrant of Fallon Avenue NE and 85th Street NE Monticello, Minnesota BORING:ST-4 LOCATION: See attached sketch NORTHING:210666 EASTING:526604 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:01/20/22 END DATE:01/20/22 SURFACE ELEVATION:965.7 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Open Field WEATHER:-10°, Sunny B2111878 Braun Intertec Corporation Print Date:04/07/2022 ST-4 page 1 of 1 Elev./ Depth ft 962.2 1.5 959.7 4.0 956.7 7.0 951.7 12.0 949.2 14.5 Wat e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) CLAYEY SAND (SC), dark brown, moist (TOPSOIL) LEAN CLAY with SAND (CL), contains seams of Poorly Graded Sand, SILT layer, brown, moist, medium (ALLUVIUM) SILTY SAND (SM), fine-grained, brown and gray, moist, loose (ALLUVIUM) SANDY LEAN CLAY (CL), trace Gravel, brown and gray, moist, medium to stiff (GLACIAL TILL) CLAYEY SAND (SC), trace Gravel, POORLY GRADED SAND layer, gray, moist, stiff (GLACIAL TILL) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 3-4-4 (8) 14" 2-3-4 (7) 6" 2-3-4 (7) 14" 2-4-6 (10) 13" 2-4-7-8 (11) 16" qₚ tsf 2.25 1.5 MC % 16 21 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2111878 Geotechnical Evaluation Monticello -Nelson Site NE Quadrant of Fallon Avenue NE and 85th Street NE Monticello, Minnesota BORING:ST-5 LOCATION: See attached sketch NORTHING:210582 EASTING:527005 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:01/19/22 END DATE:01/19/22 SURFACE ELEVATION:963.7 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Open Field WEATHER:-5°, Sunny B2111878 Braun Intertec Corporation Print Date:04/07/2022 ST-5 page 1 of 1 Elev./ Depth ft 985.4 1.5 979.9 7.0 977.9 9.0 972.4 14.5 Wat e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) LEAN CLAY with SAND (CL), slightly organic, black, moist (TOPSOIL) SANDY LEAN CLAY (CL), trace Gravel, gray, moist, soft to medium (ALLUVIUM) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff (GLACIAL TILL) SILTY SAND (SM), fine to medium-grained, brown, wet, loose (GLACIAL TILL) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 3-2-2 (4) 7" 2-3-3 (6) 13" 6-5-4 (9) 14" 3-5-5 (10) 15" 3-3-4-3 (7) 14" qₚ tsf 1 1.5 MC % 20 20 Tests or Remarks Water observed at 9.0 feet while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2111878 Geotechnical Evaluation Monticello -Nelson Site NE Quadrant of Fallon Avenue NE and 85th Street NE Monticello, Minnesota BORING:ST-6 LOCATION: See attached sketch NORTHING:210288 EASTING:527612 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:01/20/22 END DATE:01/20/22 SURFACE ELEVATION:986.9 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Open Field WEATHER:-10°, Sunny B2111878 Braun Intertec Corporation Print Date:04/07/2022 ST-6 page 1 of 1 Elev./ Depth ft 960.5 1.6 956.1 6.0 947.6 14.5 Wat e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) LEAN CLAY (CL), trace Gravel, dark brown, moist (TOPSOIL) POORLY GRADED SAND with SILT (SP-SM), fine to medium-grained, trace Gravel, Silt and Clay lenses, brown, moist, loose to medium dense (ALLUVIUM) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff (GLACIAL TILL) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 5-3-4 (7) 14" 4-6-5 (11) 13" 3-5-6 (11) 15" 3-6-7 (13) 16" 3-6-8-9 (14) 18" qₚ tsf 2.25 2 MC % 7 20 Tests or Remarks P200=9% Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2111878 Geotechnical Evaluation Monticello -Nelson Site NE Quadrant of Fallon Avenue NE and 85th Street NE Monticello, Minnesota BORING:ST-7 LOCATION: See attached sketch NORTHING:210663 EASTING:527447 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:01/19/22 END DATE:01/19/22 SURFACE ELEVATION:962.1 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Open Field WEATHER:-5°, Sunny B2111878 Braun Intertec Corporation Print Date:04/07/2022 ST-7 page 1 of 1 Elev./ Depth ft 962.7 2.0 957.7 7.0 952.7 12.0 950.2 14.5 Wat e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) LEAN CLAY (CL), slightly organic, black, moist (TOPSOIL) SILTY SAND (SM), trace Gravel, ORGANIC layer, brown, moist (ALLUVIUM) LEAN CLAY with SAND (CL), brown and gray, moist, soft to medium (ALLUVIUM) SANDY LEAN CLAY (CL), trace Gravel, gray, moist, stiff (GLACIAL TILL) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 2-3-4 (7) 10" 3-5-5 (10) 9" 2-2-2 (4) 14" 2-2-4 (6) 15" 2-6-8-7 (14) 18" qₚ tsf 2.25 MC % 11 29 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2111878 Geotechnical Evaluation Monticello -Nelson Site NE Quadrant of Fallon Avenue NE and 85th Street NE Monticello, Minnesota BORING:ST-8 LOCATION: See attached sketch NORTHING:210324 EASTING:527162 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:01/19/22 END DATE:01/19/22 SURFACE ELEVATION:964.7 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Open Field WEATHER:-8°, Sunny B2111878 Braun Intertec Corporation Print Date:04/07/2022 ST-8 page 1 of 1 Elev./ Depth ft 960.9 1.3 947.7 14.5 Wat e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SANDY LEAN CLAY (CL), slightly organic, black, moist (TOPSOIL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium to stiff (GLACIAL TILL) SILTY SAND layer at 14 feet END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 3-3-3 (6) 10" 2-3-3 (6) 8" 4-5-7 (12) 12" 3-4-6 (10) 13" 6-7-8-8 (15) 16" qₚ tsf 1.5 2.5 3.5 MC % 22 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2111878 Geotechnical Evaluation Monticello -Nelson Site NE Quadrant of Fallon Avenue NE and 85th Street NE Monticello, Minnesota BORING:ST-9 LOCATION: See attached sketch NORTHING:210227 EASTING:526260 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:01/20/22 END DATE:01/20/22 SURFACE ELEVATION:962.2 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Open Field WEATHER:-10°, Sunny B2111878 Braun Intertec Corporation Print Date:04/07/2022 ST-9 page 1 of 1 Elev./ Depth ft 960.9 2.0 958.9 4.0 955.9 7.0 948.4 14.5 Wat e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) CLAYEY SAND (SC), slightly organic, black, moist (TOPSOIL) SILTY SAND (SM), fine to medium-grained, brown, moist, very loose (ALLUVIUM) LEAN CLAY with SAND (CL), brown, moist, medium (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium to stiff (GLACIAL TILL) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 1-2-2 (4) 10" 2-3-3 (6) 13" 3-2-4 (6) 14" 2-5-6 (11) 13" 3-7-8-9 (15) 1" qₚ tsf 2 3.5 MC % 23 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2111878 Geotechnical Evaluation Monticello -Nelson Site NE Quadrant of Fallon Avenue NE and 85th Street NE Monticello, Minnesota BORING:ST-10 LOCATION: See attached sketch NORTHING:210209 EASTING:525895 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:01/20/22 END DATE:01/20/22 SURFACE ELEVATION:962.9 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Open Field WEATHER:-10°, Sunny B2111878 Braun Intertec Corporation Print Date:04/07/2022 ST-10 page 1 of 1 Elev./ Depth ft 968.6 1.5 966.1 4.0 964.1 6.0 961.1 9.0 958.1 12.0 955.6 14.5 Wat e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) CLAYEY SAND (SC), dark brown, moist (TOPSOIL) LEAN CLAY with SAND (CL), brown, moist, medium (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff (GLACIAL TILL) LEAN CLAY (CL), brown, moist, stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, very stiff (GLACIAL TILL) SILTY SAND (SM), fine to coarse-grained, trace Gravel, brown, moist, medium dense (GLACIAL TILL) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 3-4-4 (8) 7" 3-4-5 (9) 6" 2-4-6 (10) 11" 4-6-10 (16) 10" 7-10-7-9 (17) 14" qₚ tsf 1.75 1.5 MC % 23 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2111878 Geotechnical Evaluation Monticello -Nelson Site NE Quadrant of Fallon Avenue NE and 85th Street NE Monticello, Minnesota BORING:ST-11 LOCATION: See attached sketch NORTHING:210042 EASTING:526657 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:01/20/22 END DATE:01/20/22 SURFACE ELEVATION:970.1 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Open Field WEATHER:-10°, Sunny B2111878 Braun Intertec Corporation Print Date:04/07/2022 ST-11 page 1 of 1 Elev./ Depth ft 966.7 1.5 964.2 4.0 961.2 7.0 953.7 14.5 Wat e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine to medium-grained, dark brown, moist (TOPSOIL) LEAN CLAY (CL), trace Gravel, brown, moist, medium (GLACIAL TILL) SILTY SAND (SM), fine to medium-grained, trace Gravel, brown, moist, loose (GLACIAL TILL) CLAYEY SAND (SC), trace Gravel, brown, moist, medium to stiff (GLACIAL TILL) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 2-2-4 (6) 13" 3-2-4 (6) 12" 2-3-3 (6) 13" 3-4-5 (9) 12" 4-4-5-6 (9) 14" qₚ tsf MC % 17 20 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2111878 Geotechnical Evaluation Monticello -Nelson Site NE Quadrant of Fallon Avenue NE and 85th Street NE Monticello, Minnesota BORING:ST-12 LOCATION: See attached sketch NORTHING:209711 EASTING:526115 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:01/19/22 END DATE:01/19/22 SURFACE ELEVATION:968.2 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Open Field WEATHER:-5°, Sunny B2111878 Braun Intertec Corporation Print Date:04/07/2022 ST-12 page 1 of 1 Elev./ Depth ft 975.8 1.5 970.3 7.0 968.3 9.0 962.8 14.5 Wat e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) LEAN CLAY with SAND (CL), dark brown, moist (TOPSOIL) LEAN CLAY (CL), brown, moist, medium to stiff (GLACIAL TILL) SILTY, CLAYEY SAND (SC-SM), brown, moist, medium dense (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, stiff to very stiff (GLACIAL TILL) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 4-3-4 (7) 14" 5-5-7 (12) 13" 4-8-10 (18) 14" 4-6-8 (14) 13" 5-7-9-12 (16) 14" qₚ tsf 1.25 3.5 MC % 27 28 Tests or Remarks LL=35, PL=21, PI=14 Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2111878 Geotechnical Evaluation Monticello -Nelson Site NE Quadrant of Fallon Avenue NE and 85th Street NE Monticello, Minnesota BORING:ST-13 LOCATION: See attached sketch NORTHING:209616 EASTING:526434 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:01/19/22 END DATE:01/19/22 SURFACE ELEVATION:977.3 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Open Field WEATHER:-8°, Sunny B2111878 Braun Intertec Corporation Print Date:04/07/2022 ST-13 page 1 of 1 Elev./ Depth ft 974.2 1.5 971.7 4.0 966.7 9.0 961.2 14.5 Wat e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine to medium-grained, dark brown, moist (TOPSOIL) SILTY SAND (SM), fine-grained, dark gray, moist, loose (SLOPEWASH) SANDY LEAN CLAY (CL), brown, moist, medium (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown and gray, moist, stiff to very stiff (GLACIAL TILL) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 2-3-4 (7) 14" 2-3-3 (6) 13" 2-3-4 (7) 14" 4-7-8 (15) 13" 4-7-10-12 (17) 18" qₚ tsf 1 3 MC % 15 21 Tests or Remarks P200=55% LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2111878 Geotechnical Evaluation Monticello -Nelson Site NE Quadrant of Fallon Avenue NE and 85th Street NE Monticello, Minnesota BORING:ST-14 LOCATION: See attached sketch NORTHING:209541 EASTING:526973 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:01/19/22 END DATE:01/19/22 SURFACE ELEVATION:975.7 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Open Field WEATHER:-5°, Sunny B2111878 Braun Intertec Corporation Print Date:04/07/2022 ST-14 page 1 of 1 Elev./ Depth ft 973.0 1.7 967.7 7.0 960.2 14.5 Wat e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine-grained, slightly organic, black, moist (TOPSOIL) LEAN CLAY with SAND (CL), trace Gravel, brown, moist, medium (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown and gray, moist, stiff to very stiff (GLACIAL TILL) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 2-3-3 (6) 13" 2-2-3 (5) 12" 3-5-6 (11) 14" 4-4-8 (12) 13" 3-6-11-11 (17) 14" qₚ tsf 2.75 3.5 MC % 25 25 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2111878 Geotechnical Evaluation Monticello -Nelson Site NE Quadrant of Fallon Avenue NE and 85th Street NE Monticello, Minnesota BORING:ST-15 LOCATION: See attached sketch NORTHING:209808 EASTING:527129 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:01/19/22 END DATE:01/19/22 SURFACE ELEVATION:974.7 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Open Field WEATHER:-5°, Sunny B2111878 Braun Intertec Corporation Print Date:04/07/2022 ST-15 page 1 of 1 Elev./ Depth ft 997.8 1.5 992.3 7.0 984.8 14.5 Wat e r Le v e l Description of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) LEAN CLAY (CL), dark brown, moist (TOPSOIL) LEAN CLAY (CL), trace Gravel, brown, moist, medium to stiff (GLACIAL TILL) SANDY LEAN CLAY (CL), trace Gravel, brown and gray, moist, stiff (GLACIAL TILL) END OF BORING Boring then backfilled with auger cuttings 5 10 15 20 25 30 Sa m p l e Blows (N-Value) Recovery 2-3-3 (6) 14" 3-4-5 (9) 13" 4-4-6 (10) 12" 4-5-7 (12) 15" 2-6-8-13 (14) 16" qₚ tsf 1.5 3 MC % 31 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2111878 Geotechnical Evaluation Monticello -Nelson Site NE Quadrant of Fallon Avenue NE and 85th Street NE Monticello, Minnesota BORING:ST-16 LOCATION: See attached sketch NORTHING:209685 EASTING:527510 DRILLER:M. Takada LOGGED BY:D. Leffler START DATE:01/19/22 END DATE:01/19/22 SURFACE ELEVATION:999.3 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Open Field WEATHER:-5°, Sunny B2111878 Braun Intertec Corporation Print Date:04/07/2022 ST-16 page 1 of 1 Descriptive Terminology of Soil Based on Standards ASTM D2487/2488 (Unified Soil Classification System) Group  Symbol Group NameB  Cu ≥ 4 and 1 ≤ Cc ≤ 3D GW  Well‐graded gravelE  Cu < 4 and/or (Cc < 1 or Cc > 3)D GP  Poorly graded gravelE  Fines classify as ML or MH GM  Silty gravelE F G  Fines Classify as CL or CH GC  Clayey gravelE F G  Cu ≥ 6 and 1 ≤ Cc ≤ 3D SW  Well‐graded sandI  Cu < 6 and/or (Cc < 1 or Cc > 3)D SP  Poorly graded sandI  Fines classify as ML or MH SM  Silty sandF G I  Fines classify as CL or CH SC  Clayey sandF G I CL  Lean clayK L M  PI < 4 or plots below "A" lineJ ML  SiltK L M Organic OL CH  Fat clayK L M MH  Elastic siltK L M Organic OH PT  Peat Highly Organic Soils Silts and Clays  (Liquid limit less than  50) Silts and Clays  (Liquid limit 50 or  more) Primarily organic matter, dark in color, and organic odor Inorganic Inorganic  PI > 7 and plots on or above "A" lineJ  PI plots on or above "A" line  PI plots below "A" line Criteria for Assigning Group Symbols and  Group Names Using Laboratory TestsA Soil Classification Co a r s e ‐gr a i n e d  So i l s  (m o r e  th a n  50 %  re t a i n e d  on            No .  20 0  si e v e ) Fi n e ‐gr a i n e d  So i l s  (5 0 %  or  mo r e  pa s s e s  th e                  No .  20 0  si e v e )   Sands  (50% or more coarse  fraction passes No. 4  sieve) Clean Gravels (Less than 5% finesC) Gravels with Fines  (More than 12% finesC)  Clean Sands  (Less than 5% finesH) Sands with Fines  (More than 12% finesH) Gravels  (More than 50% of  coarse fraction  retained on No. 4  sieve) Liquid Limit − oven dried Liquid Limit − not dried    <0.75 Organic clay K L M N Organic silt K L M O    Liquid Limit − oven dried Liquid Limit − not dried    <0.75 Organic clay K L M P Organic silt K L M Q    ParticleSize Identification Boulders.............. over 12"   Cobbles................ 3" to 12" Gravel Coarse............. 3/4" to 3" (19.00 mm to 75.00 mm) Fine................. No. 4 to 3/4" (4.75 mm to 19.00 mm) Sand Coarse.............. No. 10 to No. 4 (2.00 mm to 4.75 mm) Medium........... No. 40 to No. 10 (0.425 mm to 2.00 mm)  Fine.................. No. 200 to No. 40 (0.075 mm to 0.425 mm) Silt........................ No. 200 (0.075 mm) to .005 mm Clay...................... < .005 mm Relative ProportionsL, M trace............................. 0 to 5% little.............................. 6 to 14% with.............................. ≥ 15% Inclusion Thicknesses lens............................... 0 to 1/8" seam............................. 1/8" to 1" layer.............................. over 1"   Apparent Relative Density of Cohesionless Soils Very loose ..................... 0 to 4 BPF Loose ............................ 5 to 10 BPF Medium dense.............. 11 to 30 BPF Dense............................ 31 to 50 BPF Very dense.................... over 50 BPF A. Based on the material passing the 3‐inch (75‐mm) sieve.  B. If field sample contained cobbles or boulders, or both, add "with cobbles or boulders,   or both" to group name. C. Gravels with 5 to 12% fines require dual symbols: GW‐GM well‐graded gravel with silt GW‐GC  well‐graded gravel with clay GP‐GM poorly graded gravel with silt GP‐GC poorly graded gravel with clay  D. Cu = D60 / D10 Cc =  𝐷30 2 /  ሺ𝐷10 𝑥 𝐷60)  E. If soil contains ≥ 15% sand, add "with sand" to group name.   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. Sands with 5 to 12% fines require dual symbols: SW‐SM well‐graded sand with silt SW‐SC well‐graded sand with clay SP‐SM poorly graded sand with silt  SP‐SC poorly graded sand with clay I. If soil contains ≥ 15% gravel, add "with gravel" to group name.  J. If Atterberg limits plot in hatched area, soil is CL‐ML, silty clay.  K. If soil contains 15 to < 30% plus No. 200, add "with sand" or "with gravel", whichever is  predominant.  L. If soil contains ≥ 30% plus No. 200, predominantly sand, add “sandy” to group name. M. If soil contains ≥ 30% plus No. 200 predominantly gravel, add “gravelly” to group name. N. PI ≥ 4 and plots on or above “A” line. O. PI < 4 or plots below “A” line. P. PI plots on or above “A” line. Q. PI plots below “A” line. Laboratory Tests DD Dry density,pcf qp Pocket penetrometer strength, tsf WD Wet density, pcf qU Unconfined compression test, tsf P200 % Passing #200 sieve LL Liquid limit MC Moisture content, %PL Plastic limit  OC Organic content, %PI Plasticity index  Consistency of Blows             Approximate Unconfined  Cohesive Soils             Per Foot            Compressive Strength Very soft................... 0 to 1 BPF................... < 0.25 tsf Soft........................... 2 to 4 BPF................... 0.25 to 0.5 tsf Medium.................... 5to 8 BPF .................. 0.5 to 1 tsf Stiff........................... 9 to 15 BPF................. 1 to 2 tsf Very Stiff................... 16 to 30 BPF............... 2 to 4 tsf Hard.......................... over 30 BPF................ > 4 tsf Drilling Notes: Blows/N‐value:  Blows indicatethe driving resistance recorded  for each 6‐inch interval. The reported N‐value is the blows per  foot recorded by summing the second and third interval in  accordance with the Standard Penetration Test, ASTM D1586. PartialPenetration:If the sampler could not be driven  through a full 6‐inch interval, the number of blows for that  partial penetration is shown as #/x" (i.e. 50/2"). The N‐value is  reported as "REF" indicating refusal. Recovery:  Indicates the inches of sample recovered from the  sampled interval. For a standard penetration test, full recovery  is 18", and is 24" for a thinwall/shelby tube sample. WOH:  Indicates the sampler penetrated soil under weight of  hammer and rods alone; driving not required.   WOR: Indicates the sampler penetrated soil under weight of  rods alone; hammer weight and driving not required.  Water Level: Indicates the water level measured by the  drillers either while drilling (       ), at the end of drilling (       ),  or at some time after drilling (        ).   Moisture Content: Dry:Absence of moisture, dusty, dry to the touch. Moist:  Damp but no visible water. Wet:  Visible free water, usually soil is below water table.  5/2021       BWSR NOD Form – November 12, 2019 1 Minnesota Wetland Conservation Act Notice of Decision Local Government Unit: Wright SWCD County: Wright Applicant Name: David and Judy Nelson Applicant Representative: Kyle Cameron, Kjolhaug Env. Services Project Name: 5106 85th Street NE Monticello LGU Project No. (if any): Date Complete Application Received by LGU: 11-5-21 Date of LGU Decision: 11-30-21 Date this Notice was Sent: 11-30-21 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 ☐ 6 ☐ 7 ☐ 8 ☐ 9 Replacement Plan Impacts (replacement plan decisions only) Total WCA Wetland Impact Area: Wetland Replacement Type: ☐ Project Specific Credits: ☐ Bank Credits: Bank Account Number(s): Technical Evaluation Panel Findings and Recommendations (attach if any) ☐ Approve ☐ Approve w/Conditions ☐ Deny ☒ No TEP Recommendation LGU Decision ☐ Approved with Conditions (specify below)1 ☒ Approved1 ☐ Denied List Conditions: Decision-Maker for this Application: ☒ Staff ☐ Governing Board/Council ☐ Other: Decision is valid for: ☒ 5 years (default) ☐ Other (specify): 1 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 decision1. ☒ Attachment(s) (specify): Wetland Boundary Figure ☒ Summary: The LGU conducted a site visit on 11-8-21 to review the wetland boundary described within the application. The LGU concurs with the wetland boundary/type as shown on the attached figure and described within the application. 1 Findings must consider any TEP recommendations. BWSR NOD Form – November 12, 2019 2 Attached Project Documents ☒ Site Location Map ☒ Project Plan(s)/Descriptions/Reports (specify): Wetland Boundary Figure 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? ☐ Yes1 ☒ No 1If 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) Notice Distribution (include name) Required on all notices: ☒ SWCD & LGU TEP Member: Andrew Grean – andrew.grean@usda.gov ☒ BWSR TEP Member: Cade Steffenson – cade.steffenson@state.mn.us ☒ Wright County Delegated TEP Member: Jeremy Carlson - jeremy.carlson@co.wright.mn.us ☒ DNR Representative: James Bedell – james.bedell@state.mn.us ☐ Watershed District or Watershed Mgmt. Org.: ☒ Applicant: David and Judy Nelson, 5106 85th Street NE Monticello MN 55362 ☒ Agent/Consultant: Kyle Cameron, kyle@kjolhaugenv.com Optional or As Applicable: ☒ Corps of Engineers: usace_requests_mn_usace.army.mil ☐ BWSR Wetland Mitigation Coordinator (required for bank plan applications only): ☒ Members of the Public (notice only): Frank Svoboda - fjsvoboda@gmail.co, ☒ Other: Scott Glup, USFWS – scott_glup@fws.gov Jeremy Donabauer, jeremydonabauer@hotmail.com Signature: Date: November 30, 2021 This notice and accompanying application materials may 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. © OpenStreetMap (and) contributors, CC-BY-SA Figure 1 - Site Location Map 5106 85th ST NE (KES 2021-129)Monticello, Minnesota Note: Boundaries indicatedon this figure are approxim ate and do not constitute an official survey product. ¯0 1,000 Feet Site Boun dary Source: ESRI Streets Basemap Fallon Ave NE School B lvd !.!. !. !. !. !. 968 9 7 0 972 974 9 6 6 976 978 980 982 962 964 984 986 988 990 992 994 960 9 9 6 9 5 8 998 1000 956 1002 1004 9 5 4 10 06 952 1008 1012 964 9 5 2 96 6 9 6 2 9 7 8 958 96 6 966 958 972 956 9 5 8 95 8 966954 1 0 0 2 9 6 6 9 8 2 956 9 8 4982 970 1004 9 6 4 96 4 964 964 972 966954 958 9 6 6 952 958964 962 960 9 6 2 9 6 0 96 0 9 6 0 958 960 9 6 2 980 978 964 9 7 2 960 952 954 9 7 4 960 960 958 9 9 6 9 7 0 9 6 2 962 954 956 9 7 0 956 962 9 6 2 9 7 6 976 9 6 6 964 96 8 9 6 2 998 966 966 9 8 0 962 9 6 4 964 958 97 6 978 982 9 5 8 958 1004 Figure 2 - Existing Conditions 5106 85th ST NE (KES 2021-129)Monticello, Minnesota Note: Boundaries indicatedon this figure are approximate and do not constitute an official survey product. ¯0 290 Feet Site Boundary Transect Line Wetland Boundary !.Sample Point Wright County Lida r Source: MNGEO Spatial Commons SP1-1 SP2-1 SP3-1 Wetland 10.98 A cre Wetland 21.19 A cres Wetland 40.18 A cre Wetland 30.07 A cre SPB SPA SP4-1 SPE SPF DRAFT REPORT www.transportationcollaborative.com To: Reid Schultz, Development Manager Tamarack Land Development From: Matt Pacyna, PE, Principal Transportation Collaborative & Consultants, LLC Date: February 13, 2025 Subject: Meadows at Pioneer Park Development Traffic Study, Monticello, MN INTRODUCTION TC2 completed a traffic study for the proposed Meadows at Pioneer Park residential development in Monticello, MN. The site under consideration, shown in Figure 1, is generally bounded by Fallon Avenue to the west, Mallard Lane to the north, Fenning Avenue (CR 118) to the east, and 85th Street to the south. The main objectives of the study are to quantify existing traffic operations within the study area, evaluate potential impacts of the proposed development, and recommend improvements, if necessary, to ensure safe and efficient operations for all users. The following study assumptions, methodology, and findings are offered for consideration. Figure 1 Subject Site Fa l l o n Av e Subject Site School Blvd Fe n n i n g A v e ( C R 1 1 8 ) 85th St CR 1 8 Ed m o n s o n A v e Meadows at Pioneer Park Development Traffic Study February 13, 2025 Page 2 EXISTING CONDITIONS Existing conditions were reviewed within the study area to establish current traffic conditions to help determine impacts associated with the proposed development. The evaluation of existing conditions included collecting traffic volumes, observing transportation characteristics, and analyzing crash history and intersection capacity, which are described in the following sections. Traffic Volumes Vehicular intersection turning movement counts were collected at the following locations on Wednesday, December 18, 2024. The counts were generally collected from 7 to 9 a.m. and 4 to 6 p.m. at each study intersection except a 13-hour count (i.e., 6 a.m. to 7 p.m.) was collected at the Fallon Avenue and School Boulevard intersection. Traffic volumes were estimated at the Fallon Avenue / Fallon Drive and Mallard Lane / Tanager Circle intersections based on adjacent land use and intersection travel patterns. • Fallon Avenue and School Boulevard • Fallon Avenue and Starling Drive • Fallon Avenue and 85th Street • School Boulevard and Pelican Lane • Fenning Avenue (CR 18 / 118) and School Boulevard / CR 18 • Fenning Avenue (CR 118) and 85th Street The a.m. and p.m. peak hours represent 7:15 to 8:15 a.m. and 4:45 to 5:45 p.m., respectively. Average daily traffic (ADT) volumes were provided by MnDOT or estimated based on the data collected. Transportation Characteristics Observations were conducted within the study area to identify various transportation characteristics such as roadway geometry, traffic controls, speed limits, and multimodal facilities. A general overview of key roadways within the study area is as follows: • School Boulevard – a 3-lane undivided minor arterial roadway with a center two-way left turn lane. There is a multiuse trail along both sides of the roadway, except for a gap on the south side from about 1,000 feet east of Fallon Avenue to Fenning Avenue (CR 18 / CR 118). The speed limit is 40 mph, but there is a 30-mph school speed zone. • CR 18 – a major collector roadway that varies from a 2-lane undivided facility with select turn / bypass lanes east of the School Boulevard roundabout to a 4-lane divided facility to the north. There is a multiuse trail along both sides of the roadway within the study area; the speed limit is 40 mph. • Fenning Avenue (CR 118) – a 2-lane undivided minor collector roadway with periodic left and right turn lanes at key intersections, as well as a short segment with a center two-way left turn lane. There is a multiuse trail along the east side of the roadway north of 85th Street; the speed limit is 45 mph. • Fallon Avenue – a 2-lane undivided local roadway with no turn lanes. There is a multiuse trail along the west side of the roadway between School Boulevard and 87th Street, as well as a short multiuse trail segment on the east side south of 85th Street; the speed limit is 30 mph. All other study roadways are 2-lane undivided local facilities with limited turn lanes or multimodal facilities. The Fenning Avenue (CR 18 / 118) and School Boulevard intersection is roundabout controlled and the Fallon Avenue and School Boulevard intersection is all-way stop controlled; all other study intersections have two-way stop control. Existing conditions are illustrated in Figure 2. Figure 2Existing Conditions Meadows at Pioneer Park Development Traffic Study 93 (65) 215 (254) 14 (24) 124 (50) 158 (301) 40 (40) 1 5 ( 1 2 ) 7 7 ( 4 0 ) 8 2 ( 4 4 ) 4 5 ( 1 0 4 ) 4 3 ( 7 8 ) 1 0 0 ( 6 7 ) 3 (5) 7 (3) 5 ( 1 ) 69 ( 1 3 4 ) 8 ( 5 ) 11 5 ( 1 0 9 ) 216 (319) 11 (11) 426 (529) 16 (39) 1 6 ( 7 ) 4 8 ( 1 7 ) 1 (3) 10 (15) 1 (2) 25 (10)3 ( 1 ) 0 ( 0 ) 2 ( 1 ) 6 ( 4 ) 7 ( 2 ) 1 2 3 ( 8 4 ) 5 ( 2 ) 8 2 ( 1 0 6 ) 5 ( 6 ) Starling Dr I 94 Fallon Dr 85th St School Blvd C R 1 8 CR 1 8 Fe n n i n g A v e ( C R 1 1 8 ) Fa l l o n A v e Fa l l o n A v e 5,700 6,400 150 2 , 0 0 0 6,800 3 , 9 0 0 1 , 8 0 0 9 , 7 0 0 1 (1) 0 (1) 2 (1) 39 (16) 1 (0) 10 (4) 1 ( 1 ) 13 4 ( 7 9 ) 2 ( 6 ) 3 ( 3 ) 7 4 ( 1 1 5 ) 2 0 ( 2 4 ) 10 (3) 4 (2) 1 2 7 ( 8 3 ) 2 ( 2 ) 8 3 ( 1 1 0 ) 3 ( 1 0 ) Legend AM Peak Hour Volume PM Peak Hour Volume Estimated ADT Volume Roundabout Stop Sign XXX (XXX) X,XXX N 174 (174) 78 (136) 12 (26) 248 (236) 170 (204) 11 (11) 5 0 ( 1 9 ) 1 2 1 ( 1 2 5 ) 1 ( 2 0 ) 17 7 ( 3 3 0 ) 11 5 ( 1 5 2 ) 13 3 ( 2 2 1 ) Mallard Ln Meadows at Pioneer Park Development Traffic Study February 13, 2025 Page 4 Crash History Five years of crash history within the study area (January 2020 through December 2024) was reviewed using data from MnDOT’s Crash Mapping Analysis Tool (MnCMAT). There was a total of 13 intersection-related crashes and zero (0) severe crashes (defined as a fatal or serious injury) during the analysis period at the study intersections. Most of the reported crashes occurred at the Fenning Avenue (CR 18 / 118) and School Boulevard intersection, which had eight (8) reported crashes. Note that this intersection was reconstructed to a roundabout in 2021; following construction, there has been an average of two (2) crashes per year. No other study intersection had more than three (3) reported crashes within the review period. A summary of the intersection crash analysis is shown in Table 1. To help understand the significance of the frequency or severity of crashes within the study area, actual crash and severity rates were calculated and compared to critical crash and severity rates for intersections with similar characteristics. This approach was used to determine the statistical significance of the amount and severity of the crashes that have occurred. A crash or severity rate above the critical rate (i.e., a critical index > 1.0) indicates an intersection that operates outside of the normal range that should be investigated further to determine if there are any engineering solutions to address the statistically significant crash issue. Based on the crash analysis, there are no study intersections with a crash or severity rate above the critical crash rate. Thus, there does not appear to be any significant safety issues within the study area from a crash history perspective. K – represents a fatal crash A – represents a serious injury crash Intersection Capacity Intersection capacity was evaluated using Synchro / SimTraffic Software (version 11), which uses methods outlined in the Highway Capacity Manual, 6th Edition. The software is used to develop calibrated models that simulate observed traffic operations and identify key metrics such as intersection Level of Service (LOS) and queues. These models incorporate collected traffic, pedestrian, and bicyclist volumes, traffic controls, peaking characteristics, and driver behavior factors. Level of Service (LOS) quantifies how an intersection is operating. Intersections are graded from LOS A to LOS F, which corresponds to the average delay per vehicle values shown. An overall intersection LOS A though LOS D is generally considered acceptable in the study area. LOS A indicates the best traffic operation, while LOS F indicates an intersection where demand exceeds capacity. Table 1 Intersection Crash Analysis Intersection Crashes All / K-A Actual / Critical / Index Crash Rates Severity Rates Fallon Ave and School Blvd 3 / 0 0.18 0.69 0.26 0.00 5.55 0.00 Fallon Ave and Starling Dr 1 / 0 0.24 0.73 0.32 0.00 16.0 0.00 Fallon Ave and Fallon Dr 0 / 0 0.00 0.81 0.00 0.00 18.8 0.00 Fallon Ave and 85th St 1 / 0 0.30 0.82 0.36 0.00 22.5 0.00 School Blvd and Pelican Ln 0 / 0 0.00 0.45 0.00 0.00 6.46 0.00 Fenning Ave (CR 18/118) and School Blvd 8 / 0 0.34 1.52 0.22 0.00 4.37 0.00 Fenning Ave (CR 118) and 85th St 0 / 0 0.00 0.77 0.00 0.00 20.7 0.00 Meadows at Pioneer Park Development Traffic Study February 13, 2025 Page 5 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, which takes into account the total number of vehicles entering the intersection and the capability of the intersection to support the volumes. Second, it is important to consider the delay on the minor approach. Since the mainline does not have to stop, most 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. The existing intersection capacity analysis results, summarized in Table 2, indicate that all study intersections and approaches currently operate at an acceptable LOS B or better during the typical weekday a.m. and p.m. peak hours. There is some minor queuing (i.e., 4 to 8 vehicles) that occurs at the Fallon Avenue and School Boulevard intersection during the peak hours; these queues primarily occur around school arrival / departure periods and quickly dissipate within approximately 15-minutes. There is also some minor queuing (i.e., 6 to 10 vehicles) that occurs at the Fenning Avenue (CR 18 / 118) and School Boulevard intersection during the peak periods; most queuing at this intersection occur in the southbound and westbound directions and also dissipate relatively quickly. Thus, there are currently no significant intersection capacity issues within the study area. Level of Service Average Delay / Vehicles Stop, Yield, and Roundabout Signalized A < 10 seconds < 10 seconds B 10 to 15 seconds 10 to 20 seconds C 15 to 25 seconds 20 to 35 seconds D 25 to 35 seconds 35 to 55 seconds E 35 to 50 seconds 55 to 80 seconds F > 50 seconds > 80 seconds Table 2 Existing Intersection Capacity Intersection Traffic Control Level of Service (Delay) AM Peak Hour PM Peak Hour Fallon Ave and School Blvd AWSC A (9 sec) A (9 sec) Fallon Ave and Starling Dr SSS A / A (4 sec) A / A (4 sec) Fallon Ave and Fallon Dr SSS A / A (4 sec) A / A (4 sec) Fallon Ave and 85th St SSS A / A (2 sec) A / A (2 sec) Mallard Ln and Tanager Cr SSS A / A (6 sec) A / A (4 sec) School Blvd and Pelican Ln SSS A / A (5 sec) A / A (6 sec) Fenning Ave (CR 18 / 118) and School Blvd RAB A (7 sec) A (8 sec) Fenning Ave (CR 118) and 85th St SSS A / A (2 sec) A / A (3 sec) AWSC – All Way Stop Control SSS – Side-Street-Stop RAB - Roundabout Meadows at Pioneer Park Development Traffic Study February 13, 2025 Page 6 PROPOSED DEVELOPMENT The proposed development, which is shown in Figure 3, is generally bounded by Fallon Avenue to the west, Mallard Lane to the north, Fenning Avenue (CR 118) to the east, and 85th Street to the south. As proposed, the project would include a total of 157 single-family residential homes. Three (3) access locations are planned for the project, with connections to Fallon Drive, Mallard Lane, and 85th Street. The new 85th Street access is located approximately ¼-mile east of Fallon Avenue. Note that Robin Street within the development is planned to allow for future east-west connectivity to potential future adjacent development. Sidewalk is proposed throughout the site along one side of each roadway and includes connections to adjacent facilities. Construction was assumed to be fully completed by 2029. Figure 3 Proposed Site Plan TRAFFIC FORECASTS Traffic forecasts were developed for year 2030 conditions, which represents one-year after completion. The traffic forecasts account for general background growth and trip generation from the proposed development. The following information summarizes the traffic forecast development process. Background Growth To account for general background growth in the study area, an annual growth rate of three (3) percent was applied to the existing traffic volumes to develop year 2030 background traffic forecasts. This growth rate is consistent with historical ADT volumes over the last 20-years, as well as future year 2040 traffic forecasts within the Wright County Long Range Transportation Plan. Meadows at Pioneer Park Development Traffic Study February 13, 2025 Page 7 Proposed Development Trip Generation The trip generation estimate for the proposed development was created using the ITE Trip Generation Manual, 11th Edition and includes trips for typical weekday a.m. and p.m. peak hours, as well as daily. The proposed development, shown in Table 3, is estimated to generate 112 a.m. peak hour (28 in / 84 out), 152 p.m. peak hour (96 in / 56 out), and 1,528 daily trips. No modal reductions were applied to provide a more conservative estimate. Table 3 Trip Generation Summary Land Use Type (ITE Code) Size AM Peak Hour PM Peak Hour Daily In Out In Out Single-Family Residential (210) 157 homes 28 84 96 56 1,528 Site generated trips were distributed throughout the study area using the directional distribution shown in Figure 4, which is based on a combination of existing area travel patterns and engineering judgment. The resultant year 2027 build condition traffic forecasts are illustrated in Figure 5. YEAR 2030 CONDITIONS To understand impacts associated with the proposed development, a year 2030 build condition intersection capacity analysis was conducted. Results of the future analysis shown Table 4 indicate that all study intersections and approaches are expected to operate at an acceptable LOS C or better during the typical weekday a.m. and p.m. peak hours. Most approach queues are anticipated to increase by one (1) to two (2) vehicles under future year 2030 conditions, except the westbound approach at the Fenning Avenue (CR 18 / 118) and School Boulevard intersection during the a.m. peak hour. These approach queues are expected to extend approximately 400 feet, but quickly dissipate. Thus, the overall change in operations as a result of the proposed development from an intersection capacity perspective is relatively minimal and within acceptable industry standards. No additional infrastructure is needed to support the proposed development from a roadway capacity perspective. Table 4 Year 2030 Build Intersection Capacity Intersection Traffic Control Level of Service (Delay) AM Peak Hour PM Peak Hour Fallon Ave and School Blvd AWSC B (12 sec) B (11 sec) Fallon Ave and Starling Dr SSS A / A (5 sec) A / A (5 sec) Fallon Ave and Fallon Dr SSS A / A (4 sec) A / A (4 sec) Fallon Ave and 85th St SSS A / A (5 sec) A / A (2 sec) Mallard Ln and Tanager Cr / North Site Access SSS A / A (7 sec) A / A (4 sec) 85th St and South Site Access SSS A / A (6 sec) A / A (4 sec) School Blvd and Pelican Ln SSS A / A (6 sec) A / A (7 sec) Fenning Ave (CR 18 / 118) and School Blvd RAB B (12 sec) B (10 sec) Fenning Ave (CR 118) and 85th St SSS A / A (3 sec) A / A (3 sec) AWSC – All Way Stop Control SSS – Side-Street-Stop RAB - Roundabout Figure 4Site Generated Trips 10% 35% 5% 15% 10% 25% 0 (0) 0 (0) 7 (24) 0 (0) 0 (0) 0 (0) 2 1 ( 1 4 ) 1 3 ( 8 ) 0 ( 0 ) 0 ( 0 ) 4 ( 1 4 ) 0 ( 0 ) 10 (7) 4 (3) 1 ( 5 ) 0 ( 0 ) 4 ( 1 2 ) 0 ( 0 ) 0 (0) 0 (0) 0 (0) 9 (32) 0 ( 0 ) 2 8 ( 1 9 ) 0 (0) 0 (0) 7 (25) 0 (0) 0 (0) 9 (32) 2 2 ( 1 6 ) 0 ( 0 ) 2 8 ( 1 9 ) 0 ( 0 ) 0 ( 0 ) 0 ( 0 ) 4 ( 1 2 ) 0 ( 0 ) 5 ( 1 7 ) 0 ( 0 ) 10 ( 7 ) 14 ( 1 0 ) 3 ( 2 ) 7 ( 5 ) 0 ( 1 ) 3 ( 9 ) 1 ( 1 ) 1 ( 3 ) +375 + 7 5 +150 + 2 2 5 + 1 5 0 + 5 5 0 0 (0) 0 (0) 0 (0) 22 (16) 0 (0) 0 (0) 0 ( 0 ) 12 ( 6 ) 0 ( 0 ) 0 ( 0 ) 4 ( 1 3 ) 7 ( 2 5 ) 9 (4) 1 (1) 3 ( 2 ) 0 ( 1 ) 1 ( 3 ) 3 ( 1 0 ) 22 (15) 6 (4) 0 (0) 0 (0) 2 (7) 1 (3) 0 ( 0 ) 8 ( 5 ) 2 ( 2 ) 7 ( 2 5 ) 3 ( 9 ) 0 ( 0 ) Legend AM Peak Hour Volume PM Peak Hour Volume Estimated ADT Volume Roundabout Stop Sign Directional Distribution XXX (XXX) X,XXX N Meadows at Pioneer Park Development Traffic Study Figure 5Year 2030 Build Conditions 105 (73) 241 (286) 23 (50) 140 (56) 177 (341) 45 (45) 3 8 ( 2 8 ) 1 0 0 ( 5 2 ) 9 2 ( 5 0 ) 5 1 ( 1 1 7 ) 5 2 ( 1 0 2 ) 11 2 ( 7 5 ) 14 (13) 12 (6) 7 ( 6 ) 78 ( 1 5 1 ) 1 3 ( 1 8 ) 1 2 9 ( 1 2 2 ) 243 (359) 12 (12) 479 (594) 27 (76) 1 8 ( 8 ) 8 2 ( 3 8 ) 1 (3) 11 (17) 7 (25) 1 (2) 28 (11) 9 (32) 2 2 ( 1 6 ) 0 ( 0 ) 2 8 ( 1 9 ) 3 ( 1 ) 0 ( 0 ) 2 ( 1 ) 4 ( 1 2 ) 12 ( 9 ) 5 ( 1 7 ) 15 ( 7 ) 10 ( 7 ) 14 ( 1 0 ) 10 ( 7 ) 15 ( 7 ) 1 3 8 ( 9 6 ) 9 ( 1 1 ) 9 3 ( 1 2 0 ) 7 ( 1 0 ) Starling Dr Fallon Dr 85th St School Blvd C R 1 8 CR 1 8 Fe n n i n g A v e ( C R 1 1 8 ) Fa l l o n A v e 6,800 7,500 375 2 , 2 0 0 7,400 4 , 5 0 0 2 , 1 0 0 11 , 3 0 0 1 (1) 0 (1) 2 (1) 66 (34) 1 (0) 11 (5) 1 ( 1 ) 16 3 ( 9 5 ) 2 ( 7 ) 3 ( 3 ) 8 7 ( 1 4 2 ) 3 0 ( 5 2 ) 20 (7) 6 (3) 1 4 6 ( 9 6 ) 2 ( 7 ) 9 4 ( 1 2 7 ) 6 ( 2 1 ) 218 (210) 94 (157) 13 (30) 279 (266) 193 (237) 13 (15) 5 6 ( 2 2 ) 1 4 3 ( 1 4 7 ) 3 ( 2 5 ) 20 7 ( 3 9 6 ) 13 1 ( 1 8 0 ) 15 0 ( 2 4 9 ) Mallard Ln Fa l l o n A v e Meadows at Pioneer Park Development Traffic Study Legend AM Peak Hour Volume PM Peak Hour Volume Estimated ADT Volume Roundabout Stop Sign XXX (XXX) X,XXX N Meadows at Pioneer Park Development Traffic Study February 13, 2025 Page 10 SITE PLAN / OTHER CONSIDERATIONS A review of the proposed site plan does not indicate any major issues. However, the following items are offered for further consideration between the City, County, and / or project team. • Locate signage and landscaping to avoid creating any sight distance issues. • Extend the sidewalk along the west side of Tanager Lane to Mallard Lane to improve connectivity. • Add stop signs to the Tanager Lane and Tanager Circle approaches at Mallard Lane to help identify motorist right-of-way. • Review truck maneuverability to limit potential internal circulation conflicts. • Change the building / driveway orientations of the four lots closest to 85th Street to increase the distance of these driveways from 85th Street; year 2030 queues are anticipated to extend up to 50 feet (i.e., 2 vehicles), which is near the first two driveways shown. In addition to the items noted, realignment of the 85th Street approach to Fallon Avenue should be discussed. Although there are no existing safety issues and the intersection volumes are anticipated to be relatively low, realignment of the skewed 85th Street approach to a more perpendicular configuration would help improve motorist visibility, as well as shorten the pedestrian crossing distance on the east approach. CONCLUSIONS Based on the findings of the study, the following conclusions are offered for consideration. 1) There does not appear to be any significant safety issues within the study area from a crash history perspective. 2) All study intersections and approaches currently operate at an acceptable overall LOS B or better during the typical weekday a.m. and p.m. peak hours and there are no significant existing intersection capacity issues within the study area. 3) The proposed development includes 157 single-family residential homes with construction anticipated to be fully completed by the year 2029. 4) Traffic forecasts were developed for year 2030 build conditions, which included a three (3) percent annual background growth and trip generation from the proposed development; the proposed development is estimated to generate 112 a.m. peak hour (28 in / 84 out), 152 p.m. peak hour (96 in / 56 out), and 1,528 daily trips. 5) Key takeaways from the future year 2030 build capacity analysis, include: a. All study intersections and approaches are expected to operate at an acceptable LOS C or better during typical weekday a.m. and p.m. peak hours. b. Most peak hour approach queues are anticipated to increase by one (1) or two (2) vehicles under future year 2030, except the westbound approach at the Fenning Avenue (CR 18 / 118) and School Boulevard intersection during the a.m. peak hour; these approach queues are expected to extend approximately 400 feet, but quickly dissipate. c. The overall change in operations as a result of the proposed development from an intersection capacity perspective is relatively minimal and no additional infrastructure is needed to support the proposed development. Meadows at Pioneer Park Development Traffic Study February 13, 2025 Page 11 6) A review of the proposed site plan identified the following considerations: a. Locate signage and landscaping to avoid creating any sight distance issues. b. Extend the sidewalk along the west side of Tanager Lane to Mallard Lane to improve connectivity. c. Add stop signs to the Tanager Lane and Tanager Circle approaches at Mallard Lane to help identify motorist right-of-way. d. Review truck maneuverability to limit potential internal circulation conflicts. e. Change the building / driveway orientations of the four lots closest to 85th Street to increase the distance of these driveways from 85th Street; year 2030 queues are anticipated to extend up to 50 feet (i.e., 2 vehicles), which is near the first two driveways shown. f. Discuss realignment of the skewed 85th Street approach with Fallon Avenue to a more perpendicular configuration to improve motorist visibility and shorten the pedestrian crossing distance on the east approach. M:\026480-000\Admin\Docs\2025-04-17 Submittal (Prelim Plat)\_2025-04-30 Tamarack Residential Sbdv - PUD & Prelim Plat - WSB Engineering Comments.docx 7 0 1 X E N I A A V E N U E S | S U I T E 3 0 0 | M I N N E A P O L I S , M N | 5 5 4 1 6 | 7 6 3 . 5 4 1 . 4 8 0 0 | W S B E N G . C O M April 30, 2025 Matt Leonard City Engineer/Public Works Director City of Monticello 505 Walnut Street, Suite 1 Monticello, MN 55362 Re: Tamarack Residential Subdivision - PUD Plan Review City Project No. 2024-38 WSB Project No. 026480-000 Dear Mr. Leonard: We have reviewed the Tamarack residential subdivision PUD, preliminary plat, and site plans dated December 11, 2024. The applicant proposes to construct a 157-unit single-family residential development on a 67 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 & General Comments 1. City staff will provide additional comments under separate cover. 2. Trail outlots or easements shall be 30’ in width. 3. Verify the project concept will work with the existing utility easements on the property. Show the locations of existing easements on future submittals. 4. Provide confirmation from easement holders for grading, roadway improvements, and retaining walls within easements. 5. The plat will require 12’ perimeter and 6’ side-yard drainage and utility easements. 6. Expand lots to eliminate outlots D & F; they appear to have no public purpose. 7. The Fallon Avenue right of way shall be 50’ from centerline. 8. Parking lots in the villa section of the project will require a license agreement and will be required to be maintained by HOA. 9. 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. 10. Additional comments have been provided directly on the plan sheets. Not all comments on the plans have been summarized in this review letter. Tamarack Residential Subdivision PUD & Preliminary Plat – WSB Engineering Plan Review April 30, 2025 Page 2 Existing Site & Demolition Plan (Sheets C1.0) 11. Show all proposed removals/demolition on these sheets: a. Existing driveways are shown to be replaced on the proposed plans, show the necessary removal hatching/areas. b. Where Tanger Lanes meets the existing Mallard Lane, there appears to be concrete curb that also needs to be saw-cut and removed. Provide more detail for the proposed connections to existing streets. 12. The existing property boundaries and easements lines are hard to see on this plan. Make the linework darker so that it is clear. Site & Street Plans (Sheets C2.0-C2.5; C8.0-C8.5) 13. City design standards require horizontal and vertical curve lengths to meet a 30 MPH design speed for local streets, at minimum. Generally, the minimum horizontal curve radius is 300’ and the minimum vertical curve length is 90’. For low volume residential/neighborhood streets (not a thru street), the City can consider locations that do not meet this standard on a case-by-case basis. It appears the sharp horizontal curve to the east will not meet this criteria and will require additional review/consideration by City staff. Provide sight distance review of this curve as well. 14. Streets shall be designed in accordance with the applicable City Subdivision Ordinances and the City’s General Specifications and Standard Details Plates for Street and Utility Construction. Here are initial comments: a. Provide a temporary cul-de-sac at Robin Street. b. Provide signage for “Future Thru Street” on barricades at all stub streets. c. Shift lights on Fallon Drive so that there is one on the curve. 15. 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, here are initial comments: a. Review all locations where trails and/or sidewalks connect to roadways, all of these locations will require pedestrian curb ramps. b. Provide bump-outs at midblock trail crossing locations and narrow road to 26’ wide at these locations. c. Center trail within easement/outlot where feasible. d. Paved pathways shall be 10’ wide. Utility Plans (Sheets C4.0-C6.10) General: 16. 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. 17. 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. 18. If split lots with existing structures are annexed into the City, provide utility stubs to serve the split lots. Once the utility stubs are provided, connection shall be made with the Tamarack Residential Subdivision PUD & Preliminary Plat – WSB Engineering Plan Review April 30, 2025 Page 3 timelines outlined in the City of Monticello Code Chapter 50: Water and Sewer Ordinance. 19. Provide utility stubs to the existing home on the lot that is being annexed. 20. 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. 21. 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. Watermain: 22. 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). Provide an exhibit showing hydrant influence spacing. Currently, it looks like additional hydrant will need to be added. a. Hydrants should be located at intersections and property lines/corners. b. Hydrants should be placed at all water system vertical high points. Adjust watermain depth and hydrant locations as necessary. 23. 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 accommodate the City’s ladder truck. Provide a turning movement exhibit to show that a fire truck can access all building structures and cul-de-sacs (provided). Additional comments may be provided under separate cover. Tamarack Residential Subdivision PUD & Preliminary Plat – WSB Engineering Plan Review April 30, 2025 Page 4 24. 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. A final review will be performed with the final plan submittal. 25. The existing hydrant at the end of Fallon Drive being removed will need to be reinstalled. 26. Here are the locations where the City will require 10” watermain oversizing: Sanitary Sewer: 27. All manholes shall be located along the centerline of the street. Complete. Storm Sewer: 28. Within filtration areas, extend cleanouts to the base of the slope, note rim/invert elevations. 29. Add rip-rap quantities and class notes at each flared end section and pond overflows (if applicable). 30. On the final plans, note the sizes of the proposed storm sewer structures. 31. Storm catch basins shall have a minimum depth of 4.0’ to prevent freezing. 32. Here are the locations where the City will require the sanitary sewer to be as deep as possible: Tamarack Residential Subdivision PUD & Preliminary Plat – WSB Engineering Plan Review April 30, 2025 Page 5 Grading & Drainage Plans (Sheets C3.0-C3.4) 33. Retaining walls greater than 4’ in height will require certified engineering drawings/plans form a registered structural engineer. A safety fence/railing will be required at the top of walls 4’ or greater. Provide soil borings/geotechnical analysis for the area where the wall is proposed. 34. Reconfigure Outlot C or retaining wall onto Lot 20 so that no part of the wall is located within Outlot C. 35. Review grading on the east side of the project to determine if Robin Street should be raised; the road appears to be roughly 6’ lower than the adjacent property. Verify the road elevations will work when connecting into the adjacent property. 36. Storm sewer pipes should be in drainage and utility easements, please verify that pipes are all within easements. 37. Within filtration areas, extend cleanouts to the base of the slope, note rim/invert elevations. 38. Label more of the proposed contours and the location of all EOF’s. Locations of EOF’s or other concentrated discharge point over vegetated areas will require a permanent energy dissipation/stabilization method such as rip-rap or permanent turf reinforcement matting. 39. 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. Tamarack Residential Subdivision PUD & Preliminary Plat – WSB Engineering Plan Review April 30, 2025 Page 6 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 Control & SWPPP Plans (Sheets C7.0, C9.0) 40. The proposed project will disturb more than one acre. Develop and include a SWPPP consistent with the MPCA CSWGP with future plan submittals. 41. 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. 42. A detailed review of erosion/sediment control and SWPPP will be conducted with the final plat submittal. Construction Notes & Standard Details Plans (Sheets C9.1-9.10) 43. Utilize City standard details where applicable. 44. The proposed street section should be reviewed and designed by a geotechnical engineer. Provide soil borings and geotechnical report with final plat submittal. 45. Provide specific typical sections for streets. The street sections should follow the updated City standard detail with 1 ½” wear course and 3” non-wear pavement. 46. Provide details for the proposed stormwater treatment areas. 47. Provide specific details for each of the control structures proposed. 48. A full review of standard details will be conducted with the final plat submittal. Stormwater Management 49. Below are General Stormwater Requirements for the Site: a. The applicant will be required to submit a stormwater management plan for the proposed development in accordance with the requirements in the City’s Design Manual. b. Infiltration is required for new developments. If infiltration is not feasible provide documentation on the rational before moving to additional BMP’s. Because infiltration is not feasible for the site, stormwater sizing will defer to the Construction Stormwater General Permit volume control requirement of 1800 cu ft of treatment per acre of tributary area. Therefore, Pond 2 should provide 25,619 cu ft of storage below the outlet (1800 cu ft * 14.233 ac) and Pond 1 should provide 97,401 cu ft of storage below the outlet (1800 cu ft * (50.7+3.4)). Both ponds have sufficient storage, but please update calculations to reflect the 1800 cu ft of storage required per tributary acre. 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. Infiltration is not feasible, see above comment. 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. Tamarack Residential Subdivision PUD & Preliminary Plat – WSB Engineering Plan Review April 30, 2025 Page 7 e. Rate control will be required for the new development. All rates must be equal or less than existing rates for each discharge location. Given downstream restrictions, the City SWMP restricts the discharge rate from this site to 0.5 cfs for the 100-yr, 24-hour event. This will require additional flood storage volume onsite to accomplish the rate restriction, the proposed model reflects approximately 45 cfs. f. An operation and maintenance plan for all stormwater BMPs is required and should be submitted with the stormwater report for review. Show maintenance access routes on plans. Access routes will need to be contained within a drainage and utility easement. g. The site is not within the DWSMA and is subject to requirements of the City’s Wellhead Protection Plan. 50. Provide calculations that show the reconstructed road to the north of the intersection between ponds 1 and 2 reduces impervious by replacing the cul-de-sac. Or show that this portion of impervious is routed to a BMP. 51. Provide stabilization at the overflows between Pond 1 and Wetland 3P. 52. The 100-year HWL should be contained with a drainage and utility easement and within the pond/wetland footprint. Currently Pond 1 HWL overtops the proposed EOF. 53. 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. Label EOF locations and elevations for each pond, wetland, and low point along roads/greenspace. 54. Include storm sewer sizing calculations with future plans. Refer to the City design guidelines for Storm sewer requirements. h. All flared end sections 12 inches in diameter and greater shall include trash guards per City detail i. 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. j. Vaned grate (3067V) catch basin castings shall be used on all streets. k. 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. 55. The last structure prior to discharge to a stormwater BMP is required to be a 4’ minimum sump structure. Provide sump elevations on plans. 56. Confirm the OCS modeled in HydroCAD is consistent with detail. It appears the detail shows a 60” grate while HydroCAD is modeling 48”. Please add inlet and outlet pipe size to OCS details. 57. It is recommended that the Haala grate on the proposed OCS be placed at a slope for maintenance. E.g. the front of the grate/pond side, would be approximately 1’ lower than the back of the grate. Tamarack Residential Subdivision PUD & Preliminary Plat – WSB Engineering Plan Review April 30, 2025 Page 8 58. 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. 59. 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. 60. A detailed review of erosion and sediment control BMP’s will take place with future submittals. Provide redundant perimeter control around all wetlands onsite. Traffic & Access 61. The applicant is proposing three driveway access points, one extending from the existing Fallon Drive, one creating a south leg at the Mallard Lane and Tanager Circle intersection, and one located along 85th Street, approximately 1,200 feet east of Fallon Avenue. Street access spacing, grades, and sight lines will be reviewed with future submittals. Complete. 62. The site would generate approximately 1,481 daily trips, 111 AM peak hour trips and 148 PM peak hour trips. With this development and the Haven Ridge development connecting to the south, the proposed traffic is expected to have an impact along Fallon Avenue, 85th Street, Starling Drive, and School Boulevard. Complete. 63. Provide a traffic study for this development including impacted intersections, turn lane recommendations, and traffic control mitigation measures if needed. In addition, the location of the driveways adjacent to 85th St NE should be reviewed to make sure they are not impacted by the traffic turning on to 85th St NE. Comments have been provided on the draft traffic study. 64. A sight line analysis should be completed at the Site Access Street and 85th St NE. Sight line exhibit has been provided. Include proposed landscaping on the exhibit to verify sight triangle remain clear. Also verify the vertical curve to the southeast on 85th Street doesn’t block sight lines. 65. Note centerline pavement marking removal on 85th Street at new Tanger Lane intersection. 66. Show pedestrian ramp locations at intersections. Wetlands & Environmental 67. Provide a wetland delineation for approval by the Local Government Unit. Wetland boundaries should be included on future plans. The City requires buffers around existing wetlands and the buffer widths are based on the wetland function. 68. Any permanent or temporary wetland impacts from new development must be permitted under the Wetland Conservation Act through a replacement plan. A more detailed review of the development plans will be completed when the applicant submits complete civil plans and a stormwater management report. Tamarack Residential Subdivision PUD & Preliminary Plat – WSB Engineering Plan Review April 30, 2025 Page 9 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 James L. Stremel, P.E. Senior Project Manager Planning Commission Agenda – 05/06/2025 1 2D. Public Hearing - Consideration of an Amendment to the Monticello 2040 Vision + Plan (Comprehensive Plan), Chapter 3, “Land Use, Growth and Orderly Annexation” re- guiding certain parcels from their existing Estate Residential, Commercial and Residential Flex, and Mixed Neighborhood designations to Light Industrial Park designation. Applicant: Scannell Properties, LLC Prepared by: Grittman Consulting, Stephen Grittman, City Planner Meeting Date: 05/06/2025 Council Date (pending Commission action): 05/27/2025 Additional Analysis by: Community Development Director, Community & Economic Development Director ALTERNATIVE ACTIONS Consideration of an Amendment to the Monticello 2040 Vision + Plan (Comprehensive Plan), Chapter 3, “Land Use, Growth and Orderly Annexation” re-guiding certain parcels from their existing Estate Residential, Commercial and Residential Flex, and Mixed Neighborhood designations to Light Industrial Park designation. 1. Motion to adopt Resolution No. PC-2025-19 recommending approval of an Amendment to the Monticello 2040 Vision + Plan (Comprehensive Plan), Chapter 3, “Land Use, Growth and Orderly Annexation” re-guiding certain parcels from their existing Estate Residential, Commercial and Residential Flex, and Mixed Neighborhood designations to Light Industrial Park designation, subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to adopt Resolution No. PC-2025-19 recommending denial of an Amendment to the Monticello 2040 Vision + Plan (Comprehensive Plan), Chapter 3, “Land Use, Growth and Orderly Annexation” re-guiding certain parcels from their existing Estate Residential, Commercial and Residential Flex, and Mixed Neighborhood designations to Light Industrial Park designation, based on the findings to be made by the Planning Commission and directing staff to prepare the resolution and authorizing the Chair to execute said resolution 3. Motion to continue the hearing to the Planning Commission regular meeting of June 3, 2025 and postpone action on Resolution No. PC-2025-19 Planning Commission Agenda – 05/06/2025 2 REFERENCE AND BACKGROUND Property: Legal Description: Lengthy-Contact City Hall PID #: 213-100-161101, 213-100-094400, 213-100-152205 Planning Case Number: 2025-20 Request(s): Consideration of an Amendment to the Monticello 2040 Vision + Plan (Comprehensive Plan), Chapter 3, “Land Use, Growth and Orderly Annexation” re-guiding certain parcels from their existing Estate Residential, Commercial and Residential Flex, and Mixed Neighborhood designations to Light Industrial Park designation. Deadline for Decision: June 3, 2025 (60-day deadline) August 2, 2025 (120-day deadline) Land Use Designation: Monticello Orderly Annexation Area Zoning Designation: Commercial & Residential Flex, Estate Residential, Mixed Neighborhood Overlays/Environmental Regulations Applicable: None Current Site Uses: Agricultural Surrounding Land Uses: North: Bertram Chain Lakes Regional Park, County Zoning and Otter Creek Industrial Park, Zoned I-1 East: Otter Creek Industrial Park, Zoned I-1 and Rural Residential, County Zoning South: Rural Residential, County Zoning West: Bertram Chain of Lakes Regional Park and Rural Residential, County Zoning Project Description: The applicants are seeking amendments to the Future Land Use Map of the Monticello 2040 Vision + Plan. The subject property is currently within the boundaries of Monticello Township, but is within the Monticello Orderly Annexation Area, abutting the City on the north and east. The property is currently used for agricultural purposes and includes an electric transmission line from 90th Street north to the Xcel substation and beyond. Planning Commission Agenda – 05/06/2025 3 The applicants propose to reguide the property to an appropriate land use designation in support of development of a data center project, with development potential of up to 1.3 million square feet. The City recently amended its 2040 Comprehensive Plan to accommodate the potential for Data Center development in its Light Industrial Park (LIP) land use category. Approximately 30 acres of the 106-acre proposed site are currently guided in this manner. The other 76 acres of the subject site are guided by the land use plan for residential or residential/commercial mixed uses and are otherwise surrounded by both rural residential and parkland. The applicants have previously presented a conceptual site plan for the proposed data center campus. The current application is the formal request to amend the land use plan. During the concept review, several issues were discussed, with a general consensus supporting consideration of the land use amendment, although a variety of specifics will impact any eventual development of the site, including this formal Comprehensive Plan amendment decision, and a series of subdivision and zoning applications. ANALYSIS: Context The applicant seeks to amend the Monticello 2040 Future Land Use Map to reguide an approximately 76-acre area from its current land use designations to “Light Industrial Park,” consistent with the balance of property directly adjacent to the northeast. The applicant previously presented an initial concept for the development of a data center campus to the City during a joint workshop with the Planning Commission and City Council in March. The concept development area represented approximately 106 acres, which included both the approximately 76-acre land area subject to this request, as well as the approximately 40-acre parcel to the northwest, which is already guided Light Industrial Park. Site development as a data center is not the subject of this request. The consideration of this application is whether the “Light Industrial Park” land use designation is appropriate for the application subject area given the City’s growth and land use goals as outlined within its Planning Commission Agenda – 05/06/2025 4 adopted Monticello 2040 Vision +Plan (Comprehensive Plan). Development of the site would require further future applications and separate consideration by the City. Land Use Designation In support of its overall goals for growth, the 2040 Plan separates land uses within broad categories reflective of the activity and impacts that may occur. These include designations for residential, commercial, industrial, and open space land uses. The project area is included in the Monticello 2040 Vison + Plan Future Land Use Map, guided as four separate land use categories. The largest parcel of 41 acres occupies the northwest corner of the site and is guided Estate Residential. The parcel adjoins the Bertram Chain of Lakes Regional Park on the north and west. The next largest, consisting of approximately 30 acres, is guided Light Industrial Park, abutting the Otter Creek Business Park and the Xcel Energy power substation on the north. In the southwest corner of the site, a parcel of 27 acres is currently guided Mixed Neighborhood, a residential category. Finally, a parcel of approximately 8 acres extends to 90th Street, and is guided Commercial and Residential Flex. The City of Monticello recently amended its 2040 Comprehensive Plan to address data center uses, identifying the Light Industrial Park designation as the only land use designation where such uses would be considered, and only as provided within the plan. Land Use Amendment Analysis Within the Implementation chapter of the 2040 Plan, the document identifies the Zoning Ordinance as one of the primary implementation tools for land use. For proposed Comprehensive Plan amendments, the Zoning Ordinance identifies a series of criteria that govern the City’s consideration of Plan amendments. These are listed below, along with comments provided by the applicants addressing those criteria. Finally, for each item, staff provides a brief analysis. § 153.028 (A) (5) Approval criteria. Recommendations and decisions on Comprehensive Plan amendments shall be based on consideration of the following criteria: (a) Whether the proposed amendment corrects an error or addresses the need resulting from some changing condition, trend, or fact arising since the adoption of the Comprehensive Plan; Applicant Comment: The current division of the property into different land use designations has not reflected the reality of its ownership and use. This amendment corrects this discrepancy, addressing the changing conditions of unified ownership and consistent use across a majority or the entire property. Planning Commission Agenda – 05/06/2025 5 Staff Comment: It is not uncommon for land in the Monticello Orderly Annexation Area to be guided for uses that differ from the current use, which will typically be agricultural or rural residential. In response to this criterion, the more applicable consideration would be “changing conditions” – the proposed data center development was not a common development style when the 2040 Plan was adopted. Moreover, there was an expectation that Dalton Avenue would need to be extended through to 90th Street NE. Because those two conditions are new, it is reasonable for the City to reconsider the designated land use pattern. (b) Whether the proposed amendment is consistent with the guiding principles of the Comprehensive Plan; Applicant Comment: Our proposed land use, which necessitates this amendment, has been carefully crafted to align with the city's goals and the guiding principles of the Comprehensive Plan by promoting efficient land use and cohesive development plans. Staff Comment: During the concept review, the City officials expressed concern that the majority of the site’s land area was guided for residential land uses of various densities. The discussion cited current site constraints and conditions which could impact the feasibility and desirability of residential development for the site. While options for replacement of these land uses in other areas of the City’s growth area (especially for the Estate Residential designation) would require further search and discussion by the City, there was conceptual feedback that the Light Industrial Park designation was reasonable for the subject property given current conditions and existing land use patterns. (c) The extent to which the proposed amendment addresses a demonstrated community need; Applicant Comment: This amendment addresses the community's need for logical and efficient land use. By allowing the entire property to be developed under a unified designation, we can create a more cohesive and functional space that better serves the community's interests, while creating jobs and growing the tax base. Staff Comment: While the City has several hundred acres of land designated as Light Industrial Park, there is a limited supply that has immediate access to utilities. Moreover, the proximity to the Xcel Energy substation facilitates this area’s attractiveness for large energy users, such as the conceptual data Planning Commission Agenda – 05/06/2025 6 center project. As with the relative scarcity of Estate Residential, however, use of this site for data center development will put pressure on preparing alternative locations for other Light Industrial development with city utilities. Other residential uses (such as the Mixed Neighborhood and Commercial/Residential Flex lands are relatively less sensitive to location, and thus can be redesignated more easily. (d) Whether the proposed amendment will protect the health, safety, morals, and general welfare of the public; Applicant Comment: The proposed change will enhance public welfare by enabling a more integrated and well-planned development. This unified approach allows for better coordination of infrastructure, amenities, and services across the entire property. Staff Comment: The primary benefit to this amendment is a more orderly land use pattern for an area that was originally designated for four separate land uses, despite common ownership, as well as only a conceptual idea of transportation and other infrastructure in the area. The proposed land use pattern enables a significant benefit in local industrial tax base, while creating a much lower traffic generation compared to most other land uses. This reserves road capacities for other uses and minimizes potential conflicts with heavy truck uses. The potential impacts on existing rural residential uses that adjoin the property to the south will require discussion and further review with future zoning and other land use applications for any light industrial use. While traffic generation from the proposed data center would be minimal, other light industrial uses have differing transportation impacts and needs. There are other potential light industrial use impacts which will necessitate site planning considerations to minimize negative impacts – such as noise. Finally, light industrial development, depending on the specific style of development, can have significant impacts on public infrastructure demand. The City will need to properly scale its utility provisions, as well as that of private utilities, to ensure that no negative impacts are created for other lands in the City’s current or future territory. (e) The impacts on the natural and built environments, including air, water, noise, stormwater management, wildlife habitat, water quality, vegetation, drainage, streets, and other engineering design or environmental factors; Planning Commission Agenda – 05/06/2025 7 Applicant Comment: A unified land use designation allows for more comprehensive environmental planning and infrastructure development. Our site plan takes into account factors such as future connectivity of public utilities and efficient street layouts, which are more effectively implemented across a uniformly designated property. Staff Comment: The primary environmental factor for this site is its proximity to the Bertram Chain of Lakes Regional Park that borders the westerly edge of the amendment area. Currently designated as Estate Residential, a conversion to the proposed Light Industrial Park designation creates a greater potential for environmental impact. This is true for both the data center proposal or other more traditional Light Industrial land uses, although in different ways. The City will need to evaluate future development plans for light industrial users to establish extensive buffers to the Park areas, dependent on the types of impacts created by the projects. The City Engineer’s office has indicated that utilities are currently located at the end of Dalton Avenue, including a 12” Sanitary Sewer and 16” Watermain stub. Additional analysis will be required to determine utility capacity and system upgrades, which can occur once the user and more specific user utility needs are known. (f) Whether the proposed amendment is compatible with existing and proposed uses surrounding the subject property; whether the proposed design and land uses are appropriate for the land; and whether the proposed amendment will maintain or improve compatibility among uses and ensure efficient development within the city; Applicant Comment: The proposed amendment ensures compatibility within the property itself and with surrounding uses. By treating the land as a single entity, we can create appropriate transitions and buffers where needed, rather than being constrained by arbitrary lot lines that do not reflect ownership or use patterns. Staff Comment: Staff notes the applicant’s comments related to compatibility. As noted above, the potential impacts on existing rural residential uses that adjoin the property to the south will require discussion and further review with future zoning and other land use applications for any light industrial use. Staff would emphasize the need to require site planning that acknowledges, and mitigates, the potential for conflicts to all areas Planning Commission Agenda – 05/06/2025 8 surrounding the site, including the existing rural residential uses and parkland. (g) Whether the proposed amendment will result in a logical, orderly and predictable development pattern; Applicant Comment: This amendment contributes to a more logical and orderly development pattern. As a continuation of the Otter Creek Business Park, this property's development provides a more coherent and predictable outcome. Staff Comment: Staff acknowledges the amendment’s direction toward orderly development, given neighboring industrial uses to the north. As noted, ensuring that other suitable replacements for the Estate Residential and Light Industrial areas, with services, will be an incumbent responsibility of the City to avoid disruptions in orderly provision of a full range of land use choices in the community. (h) Whether the proposed amendment is consistent with the purpose of this chapter. Applicant Comment: The requested change is consistent with the purpose of the planning ordinance, as it promotes organized and efficient land use. It allows for a more flexible and responsive approach to development that can better meet the evolving needs of the community. Staff Comment: The “chapter” referred to in the criterion is the Zoning Ordinance chapter of City Code. The purpose of the Zoning Ordinance is to effectuate the City’s land use and development goals and policies. As has been discussed, the primary goals of the City’s economic development programming have been to create a more diverse, growing, and stable tax base, and to provide opportunities for high-quality local jobs. The proposed industrial uses here – in particular, the data center development discussed at concept review – are high-value property tax generators in support of the first goal. While these uses are lower generators of employment, that factor promotes the first goal by having a relatively modest impact on street infrastructure, and the second goal by providing jobs that are higher paying technical and professional positions, despite the lowered employment counts. Other zoning considerations and evaluations of the property will be the subject of future decision for the City. Planning Commission Agenda – 05/06/2025 9 Summary The applicant summarizes their promotion of the amendment by suggesting that the Light Industrial Park amendment is a “more coherent” land use pattern, that is currently “misaligned.” This would suggest that the City is reasonably compelled to approve the amendment. While staff would dispute that the current pattern is either misaligned or incoherent, the findings do not require a mistake in current land use designation, only that the proposed amended pattern is logical and reasonable in itself. If properly implemented, and addressing the potential conflicts or impacts as noted for light industrial uses, the proposed amendment to Light Industrial Park meets the relevant tests and can be approved under the requirements of the Zoning Ordinance-imposed standards. STAFF RECOMMENDED ACTION Staff recommends approval of the proposed amendment to reguide parcels from Commercial/Residential Flex, Mixed Neighborhood, and Estate Residential to Light Industrial Park, as proposed and based on findings in Resolution PC-2025-019. Staff find that the proposed consolidated land use designation is consistent with the stated review criteria for such amendments as listed in the Zoning Ordinance, and as summarized in this report. This recommendation for land use plan amendment is made with the recognition that other future zoning and land use considerations would be required to evaluate and establish light industrial uses in the subject area. SUPPORTING DATA A. Resolution PC-2025-19 B. Aerial Site Image C. Applicant Narrative D. Monticello 2040 Vision + Plan Comprehensive Plan, Excerpts a. Future Land Use Map b. Light Industrial Park Designation c. Estate Residential Designation d. Commercial Residential Flex Designation e. Mixed Neighborhood Designation CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-19 RECOMMENDING APPROVAL OF AN AMENDMENT TO THE 2040 MONTICELLO VISION + PLAN (THE “COMPREHENSIVE PLAN”) MODIFYING THE FUTURE LAND USE MAP FROM ESTATE RESIDENTIAL, COMMERCIAL AND RESIDENTIAL FLEX, AND MIXED NEIGHBORHOOD TO LIGHT INDUSTRIAL PARK PIDS: 213-100-161101, 213-100-094400, 213-100-152205 WHEREAS, the City regulates land use through its Comprehensive Plan (currently the 2040 Monticello Vision + Plan), including the Future Land Use Map, for guidance as to future land uses and resulting impacts, and implements the Plan through its development regulations, including its subdivision and zoning ordinances; and WHEREAS, the City utilizes a process for considering amendments to the Comprehensive Plan from time to time, as various conditions may warrant such considerations; and WHEREAS, the City finds that the best interests of the City’s land use goals and objectives, and reasonable flexibility for development planning and timing, would be best served by amending the current Comprehensive Plan to accommodate changes to the Future Land Use Map, enlarging a current area of Light Industrial Park; and WHEREAS, the City will adopt, or has adopted, various land use management requirements ensuring that development within the LIP areas is undertaken in accordance with the City’s land use and economic development goals; and WHEREAS, with the applicable amendment, the City would establish and retain land use control over projects in this district, to ensure more effective planning, cost-efficient development, and preservation of other City goals and objectives related to industrial and economic development; and WHEREAS, the Planning Commission has reviewed the amendments modifying the applicable sections of the Comprehensive Plan modifying the Future Land Use Map of the Comprehensive Plan and the effect on the City’s land use plans and policies; and WHEREAS, the Planning Commission held a public hearing on May 6th, 2025 on the proposal 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 the following Findings of Fact in relation to the recommendation of approval: CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-19 1. The City’s land use planning documents direct a balanced approach to development, requiring adherence to high standards of use, but also recognizing the needs of the private development market to efficiently plan for and finance that development. 2. The City’s land use goals for industrial development include an emphasis on high-wage and high-volume employment, as well as tax-base stabilization and diversification. 3. The incorporation of additional Light Industrial Park development in this area has the potential to accomplish tax-base stability and diversity. 4. The current designated land use pattern includes significant levels of residential use, which may face challenges given physical characteristics of the area, including extensive power line and substation infrastructure. 5. By retaining the ability to limit industrial uses in a controlled fashion, and only to suitable locations, the potential allowance of light industrial development can accommodate both the City’s economic development interests, as well as its interest in quality land planning. 6. The conversion of the property to Light Industrial Park may facilitate the potential for Data Center uses, where the current Comprehensive Pan and pending zoning regulations provide assurances that such development is advancing the City’s land use and economic development interests, including but not limited to the following standards: a. Proximity to Residential Land Uses: The city will review data center development requests to ensure protection of existing and future residential development areas. b. Noise: The City will review and consider data center development only when concerns related to nuisance noise can be satisfactorily addressed with demonstrated data. c. Utility Demands: The City will require that the developer must demonstrate adequate capacity and design to serve these users, without creating a shortage of capacity for other development. d. Transportation: The City will require that transportation impacts and demands are studied to ensure that road networks are maintained and advanced, and that capacity and/or design improvements are accounted for as a part of such development. The City will require study and detail for transportation impacts and a thorough and adequate multi-modal circulation plan, as determined by the City. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-19 e. Industrial Land Supply: The City will evaluate, and use as a consideration of approval or denial, whether adequate supplies of land to accommodate other light-industrial development are available if data center development consumes large areas currently guided. f. The City will examine, and use as a consideration of approval or denial, whether the City’s current Orderly Annexation boundaries and Orderly Annexation Agreement expansion language will not negatively impact other land use and growth considerations as land is consumed by data center uses. g. Economic/Fiscal Issues: The City will utilize various financial tools to ensure that development contracts adequately secure financial obligations and bind future parties to achieve the goals of the projects under consideration. h. Electric Power Usage: Data center coordination with energy service providers and information on their permitting process may be a factor in local approval or denial. The information must demonstrate to the satisfaction of the City whether the electric power supply can remain consistent and robust for others in and around the community, without threat of power loss due to the development of data centers in the community. 7. While other light industrial uses may be developed in the designated area, the City retains similar standards and regulations to ensure quality development and protection of the neighboring residential and environmental areas. NOW, THEREFORE, BE IT RESOLVED, by the Planning Commission of the City of Monticello, Minnesota that the Planning Commission hereby recommends to the Monticello City Council that the proposed Comprehensive Plan amendment reguiding the parcels identified in Exhibit A to this resolution to Light Industrial Park be approved, based on the findings noted herein. ADOPTED this 6th day of May, 2025 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION By: _______________________________ Andrew Tapper, Chair CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-19 ATTEST: ____________________________________________ Angela Schumann, Community Development Director CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC 2025-19 EXHIBIT A AREA TO BE REGUIDED LIGHT INDUSTRIAL PARK PIDS: 213-100-161101, 213-100-094400, 213-100-152205 Consideration of an Amendment to Monticello 2040 Vision Plan Legal Lengthy-Contact City Hall | PIDs 213-100-161101, 213-100-094400, 213-100-152205 Created by: City of Monticello 700 ft City of Monticello Comprehensive Plan Amendment Scannell Properties / Mary and David Spike Land 4.4.2025 A completed City of Monticello Land Use Application form, including full legal description of property. Separate document attached. Supporting title information establishing ownership interests in the property (a title commitment and/or signature of fee title property owner) Separate document attached. A narrative explaining the requested change and the reason(s) why the Comprehensive Plan should be amended per the request (see Approval Criteria, page 2) We are requesting an amendment to the Comprehensive Plan to unify the land use designation for a property that is currently under single ownership and used for a singular purpose. The proposed amendment seeks to align the entire property under one consistent land use designation, speciflcally, Light Industrial, rectifying the current situation where the property is divided along existing lot lines into various use categories. This amendment is justifled and necessary for the following reasons: • Addressing Changing Conditions: o The current division of the property into different land use designations has not refiected the reality of its ownership and use. This amendment corrects this discrepancy, addressing the changing conditions of unifled ownership and consistent use across a majority or the entire property. • Consistency with Guiding Principles: o Our proposed land use, which necessitates this amendment, has been carefully crafted to align with the city's goals and the guiding principles of the Comprehensive Plan by promoting efficient land use and cohesive development plans. • Community Need: o This amendment addresses the community's need for logical and efficient land use. By allowing the entire property to be developed under a unifled designation, we can create a more cohesive and functional space that better serves the community's interests, while creating jobs and growing the tax base. • Public Welfare: o The proposed change will enhance public welfare by enabling a more integrated and well-planned development. This unifled approach allows for better coordination of infrastructure, amenities, and services across the entire property. • Environmental and Infrastructure Impacts: o A unifled land use designation allows for more comprehensive environmental planning and infrastructure development. Our site plan takes into account factors such as future connectivity of public utilities and efficient street layouts, which are more effectively implemented across a uniformly designated property. • Compatibility and Appropriateness: o The proposed amendment ensures compatibility within the property itself and with surrounding uses. By treating the land as a single entity, we can create appropriate transitions and buffers where needed, rather than being constrained by arbitrary lot lines that do not refiect ownership or use patterns. • Logical Development Pattern: o This amendment contributes to a more logical and orderly development pattern. As a continuation of the Otter Creek Business Park, this property's development provides a more coherent and predictable outcome. • Consistency with Ordinance Purpose: o The requested change is consistent with the purpose of the planning ordinance, as it promotes organized and efficient land use. It allows for a more fiexible and responsive approach to development that can better meet the evolving needs of the community. In conclusion, this Comprehensive Plan amendment is necessary to rectify the current misalignment between land use designations and the property's actual ownership and use. Our proposed land use of Light Industrial, which this amendment will enable, adheres to the city's goals and the criteria provided for plan amendments. As a continuation of the Otter Creek Business Park, this property's development provides a more coherent and predictable outcome. By allowing for a unifled approach to the property's development, this change will result in a more logical, efficient, and beneflcial outcome for both the property owner and the broader community. The legal description of all real property proposed for change The existing and proposed land use and zoning designations for all properties proposed to change (if applicable) Parcel 1: The Southeast Quarter of the Southeast Quarter in Section 9, Township 121, Range 25, Wright County, Minnesota. Parcel 2: The Southwest Quarter of the Southwest Quarter in Section 10, Township 121, Range 25, Wright County, Minnesota, except that part platted as First Lake Substation. Parcel 3: That part of the West Half of the Northwest Quarter of Section 15, Township 121, Range 25, Wright County, Minnesota, described as follows: Beginning at the Northwest corner of said Northwest Quarter; thence on an assumed bearing of South 89 degrees 9 minutes 25 seconds East along the north line of said Northwest Quarter of the Northwest Quarter a distance of 499.42 feet; thence South 00 degrees 50 minutes 35 seconds West a distance of 294.21 feet; thence South 35 degrees 32 minutes 10 seconds East a distance of 577.21 feet to the centerline of the township road; thence southwesterly along said centerline to the west line of the Northwest Quarter of Section 15, Township 121, Range 25; thence North 0 degrees 04 minutes 18 seconds West along said west line a distance of 1284.81 feet to the point of beginning; EXCEPT that part of the East Half of the Northeast Quarter, Section 16, and the West Half of the Northwest Quarter, Section 15, all in Township 121, Range 25, Wright County, Minnesota, described as follows: Commencing at the Northwest corner of said East Half of the Northeast Quarter; thence on an assumed bearing of South 00 degrees 29 minutes 42 seconds East, along the west line of said East Half of the Northeast Quarter, a distance of 1003.79 feet; thence North 89 degrees 30 minutes 18 seconds East a distance of 600.00 feet; thence North 60 degrees 42 minutes 27 seconds East a distance of 684.68 feet to the actual point of beginning of the to be described; thence South 00 degrees 29 minutes 42 seconds East a distance of 765.70 feet to the center of 90th Street N.E., as described on the recorded plat of Monticello Town Road Map; thence North 60 degrees 42 minutes 56 seconds East along said center line, a distance of 364.96 feet; thence northeasterly along said center line a distance of 226.58 feet along a tangential curve, concave to the northwest, having a radius of 7563.06 feet and a central angle of 01 degree 42 minutes 59 seconds; thence North 35 degrees 32 minutes 10 seconds West, not tangent to said curve, a distance of 583.65 feet; thence South 89 degrees 30 minutes 18 seconds West a distance of 181.64 feet to the point of beginning; AND ALSO EXCEPT that part of the Northwest Quarter of Section 15, Township 121, Range 25, Wright County, Minnesota described as follows: Commencing at the Northwest corner of the East Half of the Northeast Quarter of Section 16, said Township 121, Range 25; thence on an assumed bearing of South 00 degrees 29 minutes 42 seconds East, along the west line of said East Half of the Northeast Quarter, a distance of 1003.79 feet; thence North 89 degrees 30 minutes 18 seconds East, a distance of 600.00 feet; thence North 60 degrees 42 minutes 27 seconds East a distance of 684.68 feet; thence South 00 degrees 29 minutes 42 seconds East a distance of 765.70 feet to the center line of 90th Street N.E., as described on the recorded plat of Monticello Town Road Map; thence North 60 degrees 42 minutes 56 seconds East along said centerline, a distance of 364.96 feet; thence northeasterly along said center line being a tangential curve concave to the northwest having a radius of 7563.06 feet and a central angle of 01degree 42 minutes 59 seconds, a distance of 226.58 feet to the point of beginning of the land to be described; thence North 35 degrees 32 minutes 10 seconds West not tangent to said curve, a distance of 583.65 feet; thence North 59 degrees 03 minutes 41 seconds East, a distance of 376.61 feet; thence South 35 degrees 32 minutes 10 seconds East, a distance of 573.87 feet to said centerline of 90th Street N.E.; thence southwesterly along said center line being a nontangential curve concave to the northwest having a radius of 7563.06 feet and a central angle of 2 degrees 50 minutes 54 seconds, a distance of 375.99 feet to the point of beginning, the chord of said curve bears South 57 degrees 34 minutes 30 seconds West. Parcel 4: That part of the East Half of the Northeast Quarter of Section 16, Township 121, Range 25, Wright County, Minnesota, described as follows: Beginning at the Northwest corner of said East Half of the Northeast Quarter; thence on an assumed bearing of south along the west line of said East Half of the Northeast Quarter a distance of 1003.79 feet; thence east a distance of 600 feet; thence North 61 degrees 12 minutes 09 seconds East a distance of 684.68 feet; thence south 763.66 feet to the center line of the township road; thence North 61 degrees 12 minutes 09 seconds East along said center line a distance of 177.71 feet to the East line of said East Half of the Northeast Quarter; thence northerly along said East line a distance of 1284.81 feet to the Northeast corner of said East Half of the Northeast Quarter; thence westerly along the northerly line of said East Half of the Northeast Quarter a distance of 1366.62 feet to the point of beginning; EXCEPT that part of the East Half of the Northeast Quarter, Section 16, and the West Half of the Northwest Quarter, Section 15, all in Township 121, Range 25, Wright County, Minnesota, described as follows: Commencing at the Northwest corner of said East Half of the Northeast Quarter; thence on an assumed bearing of South 00 degrees 29 minutes 42 seconds East, along the west line of said East Half of the Northeast Quarter, a distance of 1003.79 feet; thence North 89 degrees 30 minutes 18 seconds East a distance of 600.00 feet; thence North 60 degrees 42 minutes 27 seconds East a distance of 684.68 feet to the actual point of beginning of the parcel to be described; thence South 00 degrees 29 minutes 42 seconds East a distance of 765.70 feet to the center of 90th Street N.E. as described on the recorded plat of Monticello Town Road Map; thence North 60 degrees 42 minutes 56 seconds East along said center line, a distance of 364.96 feet; thence northeasterly along said center line a distance of 226.58 feet along a tangential curve, concave to the northwest, having a radius of 7563.06 feet and a central angle of 01 degree 42 minutes 59 seconds; thence North 35 degrees 32 minutes 10 seconds West, not tangent to said curve, a distance of 583.65 feet; thence South 89 degrees 30 minutes 18 seconds West a distance of 181.64 fee to the point of beginning. A map of the properties to be modifled to a different land use category, showing the addresses and land uses for adjacent properties (if applicable) Parcel number: 213-100-103300 is currently guided Light Industrial. We are proposing a modiflcation of the following three parcels (Parcel No.: APN 213-100-161101, 213-100-094400, and 213-100-152205) to align with the Light industrial zoning as the flrst parcel. The proposed text and/or maps to be added, amended, or deleted from the Comprehensive Plan along with documentation as to the location of the text changes in the Comprehensive Plan (if applicable) Not Applicable. Electronic copies of all written narratives and plan sets required above Submit electronic sets via fiash/jump drive or .ftp only Application fee and escrow per Land Use Application form. Submitted separately. MONTICELLO 2040 VISION + PLAN 13 FUTURE LAND USE MAP EXHIBIT 3.3 City of Monticello Boundary Monticello Orderly Annexation Area (MOAA) Parcels Streets Railroad Water Bodies Development Reserve (DR) Open Space and Resource Conservation (OSRC) City Parks and Recreation (PR) Estate Residential (ER) Low-Density Residential (LDR) Traditional Residential (TR) Mixed Neighborhood (MN) Mixed-Density Residential (MDR) Manufactured Home (MH) Downtown Mixed-Use (DMU) Community Commercial (CC) Regional Commercial (RC) Commercial and Residential Flex (CRF) Employment Campus (EC) Light Industrial Park (LIP) General Industrial (GI) Public and Institutional (P) Xcel Monticello Nuclear Generating Plant (MNGP) North MONTICELLO 2040 VISION + PLAN 39 Primary Mode Vehicular with access to collectors and arterials Transit or shuttle service Secondary Mode Shared bike/ pedestrian facilities MOBILITY LIGHT INDUSTRIAL PARK (LIP) The Light Industrial designation accommodates uses such as process and production manufacturing which uses moderate amounts of partially processed materials, warehousing and distribution, research and development, medical laboratories, machine shops, computer technology, professional and corporate offices and industrial engineering facilities. Characteristics such as noise, vibration and odor do not occur or do not generate significant impacts. Hazardous materials handling and storage may also occur but must be stored indoors or screened from the public right-of-way. Activities such as the handling of hazardous materials and outdoor storage are limited. “Computer technology” includes active technology uses dominated by office and research-oriented businesses. The Light Industrial Designation accommodates Data Center (or similar “Technology Campus”) development for passive computer storage and processing only when specific elements are demonstrated. Consideration of these uses in the LIP areas shall be subject to the following review requirements, among others as determined on a case- by-case basis: a. The City’s 2040 Plan recognizes data centers as a singularly unique land use due to size and scope. b. Data center use locations will not create conflict with other land uses, especially residential land uses, through off-site impacts including unusual amounts of noise, lights, odors, or other similar aspects. Data center users will demonstrate site conditions that meet this condition and are consistent with other light industrial development. c. Where data center development creates shortages in land supply, utility services, electric generation service to the broader area, or any other impacts on the City of Monticello or its neighboring communities, and which are not specifically mitigated by the data center developer and its associated partners, the City is under no obligation to accommodate the use within any land use district or location, or through any land use process. d. Data center uses shall demonstrate convincingly that its burden on municipal services, infrastructure, or fiscal condition is completely mitigated by the data center project and its developers, and such mitigation is sustainable by its subsequent owners, users, and other related entities. e. The data center will not inhibit future growth; it will accommodate and facilitate the extension of efficient and orderly municipal infrastructure to the edge of the DEVELOPMENT FORM • Floor Area Ratio (FAR): 0.50 to 0.75 • Height: Up to 4 stories • Lot Area: N/A LOT PATTERN LAND USE MIX Industrial • Warehousing and Distribution • Manufacturing • Research and Development • Medical Laboratories • Computer Technology • Professional and Corporate Offices Commercial • Office • Service-based VISUAL EXAMPLE ZONING INFORMATION 2018 Correlating Zoning District I-1 Light Industrial District development property consistent with the City’s plans for growth. f. Full and clear assurances from both the data center use and the electric utility provider that data center development will not create threats of power loss to the community, nor limit the city’s other growth and development interests in the future. Data Center development is considered against each of these factors, and other site- or use-specific factors that may be relevant at the time of any such proposal. The City reserves the discretion to determine that any location or project has the potential to imperil the City’s infrastructure, related regional infrastructure, the City’s future land use goals, the City’s various economic development goals and objectives, the City’s financial and fiscal obligations and projections, or any other reasonable area of City authority. No area guided LIP (or any other land use category) shall have an inherent right to Data Center development under this amendment. LAND USE, GROWTH AND ORDERLY ANNEXATION 28 Primary Mode Vehicular (slow speeds) Secondary Mode Pedestrian paths and trails Bike facilities and parking MOBILITY DEVELOPMENT FORM ESTATE RESIDENTIAL (ER) The Estate Residential designation includes land primarily used for residential purposes in the form of large estate style lots and housing. This designation includes lot sizes that are typically one-third acre or larger. Housing in this designation includes single-family detached residential units and may include detached accessory structures. These areas may have environmental constraints, such as wetlands and other natural features that preclude higher densities and may necessitate conservation style subdivision design. This designation applies to both existing and planned neighborhoods, and land within the City and Orderly Annexation Area (MOAA). • Density - Up to 2 units/acre (may be higher with Conservation Neighborhood) • Height - 1-2 stories • Lot Area - 16,000 sq. ft. minimum per unit LOT PATTERN VISUAL EXAMPLELAND USE MIX Residential • Single-Family Residential Recreational • Parks/Playgrounds Open Space • Greenways • Waterways • Sensitive Habitat 2018 Correlating Zoning DistrictZONING INFORMATION 2018 Correlating Zoning District R-A Residential Amenities District MONTICELLO 2040 VISION + PLAN 37 LAND USE MIX Commercial • Office/Retail • Professional Service • Restaurants • Hotels • Entertainment Residential • Mixed-Density Residential • Senior Living Facility Public/institutional • Educational Centers Recreational • Plaza • Public Space • Parks/Playgrounds DEVELOPMENT FORM COMMERCIAL RESIDENTIAL FLEX (CRF) The purpose of the Commercial Residential Flex designation is to provide limited locations where commercial and residential uses may be allowed and located in close proximity to each other. Mixed-use buildings are typically not appropriate in this designation although they may be considered at discretion of the City. Rather, the intent is to provide locations where a range of compatible uses can be established close to one another. This is a hybrid designation that allows a range of uses including residential, professional office, personal and professional services, hotels, retail and restaurants, entertainment uses and educational services. The goal is to create an urban mix of uses and provide the opportunity for inventive, flexible development standards characteristic of an urban lifestyle center. • PUD Standards • Density (Low to High Density Residential) • Floor Area Ratio (FAR) 0.30-0.50 LOT PATTERN CASE STUDY EXAMPLE 2018 Correlating Zoning DistrictZONING INFORMATION 2018 Correlating Zoning District PUD Planned Unit Development Primary Mode Vehicular with access to collectors and arterials Transit or shuttle service Secondary Mode Pedestrian-friendly streetscape Bicycle facilities and parking MOBILITY MONTICELLO 2040 VISION + PLAN 31 Primary Mode Vehicular (slow speeds) Secondary Mode Pedestrian paths and trails Bicycle facilities and parking Transit or Shuttle Service MOBILITY DEVELOPMENT FORM MIXED NEIGHBORHOOD (MN) The Mixed Neighborhood designation applies to areas of the City intended for mixed land use types including single-family detached housing, duplexes, townhomes, and medium- density multi-family buildings as well as small scale commercial uses. Residential densities in these areas generally range between 8 and 12 units per acre, corresponding to site area allowances of 3,500-5,400 square feet per unit. These areas are residential in character but could also have neighborhood serving commercial uses that provide for the sale of goods and services generally needed on a day-to-day basis. The character of these areas is defined by the limited scale of businesses operating in these designations and may include local services, offices, small-scale retail stores and childcare centers. Other compatible uses, such as schools, nursing homes, fraternal organizations, private parks and religious facilities may also locate in this designation. • Density - 8-12 units/acre (Low-Mid Density Residential) • Height - 1-2 stories • Lot Area - 3,500-5,400 sq. ft. per unit VISUAL EXAMPLE LOT PATTERN 2018 Correlating Zoning DistrictZONING INFORMATION 2018 Correlating Zoning District TN Traditional Neighborhood District R-2 Single and Two Family Residence District R-3 Medium Density Residential District B-1 Neighborhood Business DistrictCommercial • Small Scale Office/ Retail • Daycare Centers • Personal Service LAND USE MIX Residential • Single-Family Residential • Two-Family Residential • Multi-Family Residential • Senior Living Facility Public/institutional • Schools Recreational • Parks/Playgrounds Open Space • Sensitive Habitat Planning Commission Agenda – 05/06/2025 1 2E. Public Hearing - Consideration of a request for an Amendment to the Red Rooster Planned Unit Development for changes related to the building expansion for vehicle use and storage. Applicant: Brian Jovan Prepared by: Grittman Consulting, Stephen Grittman, City Planner Meeting Date: 05/06/2025 Council Date (pending Commission action): 05/27/2025 Additional Analysis by: Community Development Director, Chief Building Official Community & Economic Development Coordinator ALTERNATIVE ACTIONS Decision 1: Consideration of an Amendment to the Red Rooster Planned Unit Development for changes related to the building expansion for vehicle use and storage 1. Motion to adopt Resolution No. PC-2025-24 recommending approval of an Amendment to the Red Rooster Planned Unit Development for changes related to the building expansion for vehicle use and storage, subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to adopt Resolution No. PC-2025-024 recommending denial of a request for an Amendment to the Red Rooster Planned Unit Development for changes related to the building expansion for vehicle use and storage, based on findings to be made by the Planning Commission and directing staff to prepare the resolution and authorizing the Chair to execute said resolution. 3. Motion to continue the hearing to the Planning Commission regular meeting of June 3, 2025 and postpone action on Resolution No. PC-2025-24. REFERENCE AND BACKGROUND Property: Legal Description: Lot 1, Block 1, Chelsea Corner PID #: 155-244-001010 Planning Case Number: 2025-21 Request(s): Consideration of an Amendment to the Red Rooster Planned Unit Development for changes related to the building expansion for vehicle use and storage Planning Commission Agenda – 05/06/2025 2 Deadline for Decision: June 14, 2025 (60-day deadline) August 13, 2025 (120-day deadline) Land Use Designation: General Industrial Zoning Designation: B-2: Limited Business Overlays/Environmental Regulations Applicable: None Current Site Uses: Office Building Surrounding Land Uses: North: Civic/Institutional Uses, Zoned B-4 East: Industrial Use, Zoned I-2 South: Industrial Use, Zoned I-2 West: Multi-Family Residential, Zoned PCD Project Description: The applicant proposes to construct an addition to the south side of the southernmost building on the “Red Rooster” Planned Unit Development site at 100 Chelsea Road (the southeast corner of Chelsea and Edmonson Avenue NE. The addition is proposed to consist of approximately 2,700 square feet of cold storage space. The applicant proposes that the east end of the building remain unenclosed. The addition would be utilized as covered storage or parking for the applicant’s trailers and equipment. The site was established as a PUD in 2016, with subsequent amendments as various changes have been made to the site and/or buildings on the property. ANALYSIS: Existing PUD The subject site has been occupied by a series of uses over the years and was eventually approved as the Red Rooster Planned Unit Development in 2017. The 2017 approval also included a plat which subdivided the property into two parcels, north to south. The subject of this request is the westerly of the two parcels within the PUD. The Red Rooster PUD acknowledged the variety of buildings and varying levels of improvements on the site, many of which would otherwise be considered to be legally non- Planning Commission Agenda – 05/06/2025 3 conforming due to their development under prior code provisions. Since the time of site development, zoning codes relating to building materials and storage areas have changed. The PUD accommodated the site as developed and also accommodates the shared access between the two properties. As a condition of approval for the amended PUD, a copy of the recorded cross access and maintenance agreement is requested. The district cites as permitted uses those which are commercial in nature under B-2 zoning district, as well as industrial service uses as found in the I-1 (Light Industrial) District. The existing use of the westerly lot is as an Industrial Services use, which is therefore accommodated by the PUD. Indoor storage for tenants and/or occupants of the property, including those that rent storage only is allowed as an accessory use. The PUD ordinance incorporates buildings and uses on the site at the time of adoption but cautions that future amendments may result in a requirement for “substantial improvements” consistent with the standards of the B-2 district. Proposed Amendment The amendment proposed at this time is an expansion of just over 2,700 square feet to the southerly building on Lot 1, Block 1. The proposed expansion has been designed by the applicants to match the style and color of siding and roofing on the primary building. As noted above, the easterly side of the proposed addition is intended to remain unenclosed to accommodate covered storage. In many cases, the City has accommodated expansion of prior non-conforming buildings without requiring upgrade to the materials as would be required of a new building. The rationale for this relates to the likelihood that imposing new requirements on additions would result in a lower aesthetic. The addition would replace a prior “hoop” building that is not shown on the certificate of survey, but which is visible in recent photography. Such hoop buildings are not permitted under general zoning standards as permanent structures, and no apparent PUD amendment supports the existing of that structure. The building includes concrete aprons on the east and north sides of the existing structure. However, most of the surrounding circulation areas are unpaved gravel. In this case, the proposed building addition abuts another property to the south zoned I-2, (Heavy Industrial). The applicant proposes to construct the addition to a 20.5 foot setback to the south and matching the existing 35.7 foot setback from Edmonson Avenue on the west. The east building setback is shown as 27 feet from the easterly property line, and adjoins a portion of the same PUD which consists of two other buildings, also reliant on unpaved circulation and parking areas. Planning Commission Agenda – 05/06/2025 4 As other buildings have been improved on the site, the City has imposed a requirement that upgrades to the circulation and parking areas are made, primarily related to paving and curbing to be consisted with City requirements. By extending the building as proposed, creating a new regularly used circulation path, the site proposal should be accompanied by pavement or a suitable alternative that will negate the creation of dust or erosion common to gravel surfaces. This standard is required of any commercial or industrial development and has been cited in prior expansions within this PUD. In some cases, the City has permitted phase-in of certain improvements by PUD, however, required paving has not been permanently waived. For this project, the applicant is requesting that the recently improved surface of asphalt millings be deemed an acceptable upgrade, as an alternative to regular pavement. The applicant notes that this recent improvement (replacing a Class V surface) has resulted in significantly decreased dust. Asphalt millings have a tendency to compact to a near-solid surface. One of the reasons for a more standard pavement requirement is to delineate the areas on a site that support driving or parking and minimize the tendency of gravel surfaces to gradually expand into green, pervious spaces. Staff notes from the recent site photography that some of these areas are already evident. If the asphalt milling alternative pavement option is acceptable, staff suggests that the area along the west edge of the site between the two buildings be bounded by a line of evergreen shrubs to create this delineation. STAFF RECOMMENDED ACTION Staff recommends approval of the PUD amendment to accommodate the proposed building expansion. While the building materials proposed do not meet current ordinance requirements, the materials are proposed to match the existing structure. For the purposes of this use as an expansion to an existing industrial services site, the proposed materials are an acceptable accommodation within the PUD. Further, staff notes that the building addition helps minimize outdoor storage on the site, and is an incremental improvement to the site in this way. The asphalt milling surface is, while not standard, an additional improvement to the site conditions. This would appear to be an acceptable compromise to the typical standards, with the condition that the edge along Edmonson between the two buildings be delineated with the line of evergreen shrubs to mark the limits of the circulation/parking area, limit the creep of unpaved surface into the green space, and screen the views of the unpaved surface from the public street. SUPPORTING DATA A. Resolution PC-2025-24 B. Aerial Site Image Planning Commission Agenda – 05/06/2025 5 C. Applicant Narrative D. Certificate of Survey E. Renderings & Elevations F. Wright County Site Imaging G. Chief Building Official’s Letter dated May 1, 2025 Z. Conditions of Approval Planning Commission Agenda – 05/06/2025 6 EXHIBIT Z Conditions of Approval Amendment to Red Rooster PUD District 100 Chelsea Road PID: 155-244-001010 1. The building materials used shall match the existing materials (roof and walls) of the existing principal building. 2. No use of the remaining south 20 feet of setback area is permitted. 3. The south 20 feet of setback area is covered with turfgrass, or an appropriate alternative landscaping plan is provided and approved by City staff. 4. Accept the surface of the drive and parking areas as now existing with asphalt millings, subject to ongoing maintenance of that surface. Future building additions or other redevelopment may require further upgrades more consistent with current code standards. 5. Addition of evergreen shrubs along the west edge of the existing parking area between the two existing buildings to screen the parking area. 6. The applicant shall remove the portable shipping containers and membrane “hoop” building upon certificate of occupancy. 7. Installed pavement shall be bounded by curb where designated by the City Engineer, with waivers of curbing considered only where later expansion of the circulation area is deemed reasonable by the City Engineer. 8. The applicant verify and provide a copy of the private cross access and maintenance agreement between the two properties within the PUD, which shall be amended as needed for this proposal. 9. Amendment to the Development Contract for the Red Rooster PUD is executed as required by the City Attorney. 10. Compliance with the terms of the Chief Building Official’s letter dated May 1, 2025. 11. Comments and recommendations of other Staff and Planning Commission. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC-2025-24 1 RECOMMENDING APPROVAL OF AN AMENDMENT TO THE RED ROOSTER PLANNED UNIT DEVELOPMENT DISTRICT FOR EXPANSION OF AN EXISTING BUILDING PID 155-244-001010 WHEREAS, the applicant has submitted a request to amend an existing Planned Unit Development to allow expansion of a storage building; and WHEREAS, the proposed facility is proposed to match the existing structure materials, rather than comply with building standards of the district; and WHEREAS, the applicant seeks a waiver from paving requirements, substituting asphalt millings for standard asphalt paving; and WHEREAS, the site is zoned as the Red Rooster PUD District, which allows such use by amendment to the PUD; and WHEREAS, the storage use is allowed in this PUD district under a specific set of performance standards; and WHEREAS, the applicants note the intent of the building is to enclose other outdoor storage, and will enhance the use and visual impacts of the site; and WHEREAS, the Planning Commission held a public hearing on May 6th, 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: 1. The applicant has provided plans demonstrating that the proposed facility will be constructed to manage stormwater and other requirements of the City Engineer. 2. The applicant has provided plans demonstrating that the use will improve use and visual impacts of an industrial services parcel adjacent to a major collector roadway (Edmonson Avenue NE). CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC-2025-24 2 3. The parcel is intended for business and industrial uses including the proposed use. 4. The applicant would, with the conditions of approval, facilitate reasonable use of the property, making incremental improvements that can bring the property closer to conformance with the general standards of the zoning ordinance. 5. 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. 6. The expansion will facilitate use of an open portion of the subject parcel, limit dust, and manage other impacts, consistent with the intent of the City’s zoning and other applicable ordinances. 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 an amendment to the Red Rooster Planned Unit Development, subject to the conditions identified in Exhibit Z of the Staff report, as listed below: 1. The building materials used shall match the existing materials (roof and walls) of the existing principal building. 2. No use of the remaining south 20 feet of setback area is permitted. 3. The south 20 feet of setback area is covered with turfgrass, or an appropriate alternative landscaping plan is provided and approved by City staff. 4. Accept the surface of the drive and parking areas as now existing with asphalt millings, subject to ongoing maintenance of that surface. Future building additions or other redevelopment may require further upgrades more consistent with current code standards. 5. Addition of evergreen shrubs along the west edge of the existing parking area between the two existing buildings to screen the parking area. 6. The applicant shall remove the portable shipping containers and membrane “hoop” building upon certificate of occupancy. 7. Installed pavement shall be bounded by curb where designated by the City Engineer, with waivers of curbing considered only where later expansion of the circulation area is deemed reasonable by the City Engineer. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC-2025-24 3 8. The applicant verify and provide a copy of the private cross access and maintenance agreement between the two properties within the PUD, which shall be amended as needed for this proposal. 9. Amendment to the Development Contract for the Red Rooster PUD is executed as required by the City Attorney. 10. Compliance with the terms of the Chief Building Official’s letter dated May 1, 2025. 11. Comments and recommendations of other Staff and Planning Commission. ADOPTED this 6th day of May, 2025 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION By: _______________________________ Andrew Tapper, Chair ATTEST: ____________________________________________ Angela Schumann, Community Development Director Consideration of an Amendment to the Red Rooster PUD | Jovan Prop LLC Lot 1, Block 1, Chelsea Corner | PID: 155-244-001010 | 100 Chelsea Rd Created by: City of Monticello 150 ft Narrative Lean To – 100 Chelsea Rd Monticello MN 55362 • Proposed addition built onto the existing building. 31.00 x 88.00 – post frame • 3 sides to be closed in same metal exterior panel that is on the existing building – color – clay – Panel Loc Plus • Open side to be facing away from the street view • Roof color to be same metal exterior panel that is one the existing building – color - Burnished Slate – Panel Loc Plus • Addition will be built to look like part of the building and allow for our trailers and vehicles to be parked under a roof protected from the weather • No changes to sidewalks, trails, lighting, common areas, signage, trash, etc.. • Inside pad will consist of crushed asphalt (same material that is there now) • No changes to parking lot or fenced in lot area ∆ Δ 1 1 Chelsea Rd. E d m o n s o n A v e . N E Ci t y o f M o n t i c e l l o , W r i g h t C o u n t y , M i n n e s o t a Br i a n J o v a n 10 0 C h e l s e a R d . , M o n t i c e l l o L1 , B 1 , C H E L S E A C O R N E R Ce r t i f i c a t e o f S u r v e y 1 1 Beacon Image Jovan Properties 04/01/2020 CITY OF Monticello PHONE: 763-295-2711 FAX: 763-295-4404 505 Walnut Street I Suite 1 I Monticello, MN 55362 May 01, 2025 Re: Brian Jovan | PC File # 2025.21 General Comments: 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 Standards and the applicable Minnesota codes. 1. All commercial building additions/alterations shall comply with any/all applicable provisions of the 2020 MN Building Code. 2. All exterior elevations shall be consistent with the existing structure; exterior metal cladding shall be heavy gage. 3. The Monticello Department of Building Safety Requires a Certificate of survey showing any/all proposed improvements including driveways. These items are subject to approval of the Monticello Department of Building Safety. This is a preliminary list of items that need to be addressed. Chief Building Official/Zoning Administrator www.ci.monticell o.mn.us Planning Commission Agenda – 05/06/2025 1 2F. Public Hearing - Consideration of a request for an Amendment to the Conditional Use Permit for Planned Unit Development for Carcone Second Addition, for interim improvements to support the land use of vehicle sales, display and storage. Applicant: Aeron Ashbrook Prepared by: Grittman Consulting, Stephen Grittman, City Planner Meeting Date: 05/06/2025 Council Date (pending Commission action): 05/27/2025 Additional Analysis by: Chief Building Official, Assistant City Engineer, Community & Economic Development Coordinator ALTERNATIVE ACTIONS Decision 1: Consideration of an Amendment to the Conditional Use Permit for Planned Unit Development for Carcone Second Addition, for interim improvements to support the land use of vehicle sales, display and storage. 1. Motion to adopt Resolution No. PC-2025-20 recommending approval of an Amendment to the Conditional Use Permit for Planned Unit Development for Carcone Second Addition, for interim improvements to support the land use of vehicle sales, display and storage subject to the conditions in Exhibit Z and based on findings in said resolution. 2. Motion to adopt Resolution No. PC-2025-20 recommending denial of the Amendment to the Conditional Use Permit for Planned Unit Development for Carcone Second Addition, for interim improvements to support the land use of vehicle sales, display and storage, based on findings to be made by the Planning Commission and directing staff to prepare the resolution and authorizing the Chair to execute said resolution. 3. Motion to continue the hearing to the Planning Commission regular meeting of June 3, 2025 and postpone action Resolution No. PC-2025-20 REFERENCE AND BACKGROUND Property: Legal Description: Lot 1, Block 1, Carcone 2nd Addition PID #: 155-286-001010 Planning Case Number: 2025-22 Request(s): Consideration of an Amendment to the Conditional Use Permit for Planned Unit Development for Carcone Second Addition, for Planning Commission Agenda – 05/06/2025 2 interim improvements to support the land use of vehicle sales, display and storage. Deadline for Decision: June 6, 2025 (60-day deadline) August 5, 2025 (120-day deadline) Land Use Designation: Regional Commercial Zoning Designation: B-3 Highway Business Overlays/Environmental Regulations Applicable: Freeway Bonus District Current Site Uses: Vacant Land Surrounding Land Uses: North: I-94 East: Commercial – Automobile Dealership South: Commercial – Auto Dealership/Commercial Daycare West: Commercial - Service Project Description: The applicant proposes to amend an existing Planned Unit Development to support interim improvements and use of a parcel recently acquired by the applicant. The PUD had been originally applied by Conditional Use Permit to the applicant’s primary parcel to the east, and would be expanded to incorporate this additional property. The interim nature of the improvements would allow the applicant to occupy a portion of the property while full improvement requirements are yet to be identified by the applicant’s corporate franchisor. ANALYSIS: The subject property has been platted as Carcone Addition, Lot 1, Block 1, previously owned by the owners of the Cornerstone auto dealership to the east and south of the current applicant, West Metro Buick GMC. Cornerstone owns and operates an automobile vehicle storage facility to the south of the subject parcel. The subject property is 3.43 acres in area, currently unpaved. It has been used informally in prior years. The applicant now proposes to improve the north .94 acres of the site with grading Planning Commission Agenda – 05/06/2025 3 and an asphalt surface, as well as lighting to support the use of that portion of the property as vehicle sales and display. The applicant has asked, as a part of the PUD Development Stage application, that the current improvements avoid the installation of concrete curb (as would be commonly required), and a more fully developed site and phasing plan. This request relates to further near-term improvements (the applicant indicates a time frame of 2-5 years), which may include complete remodel or reconstruction of existing buildings and uses, depending on direction and requirements from the applicant’s corporate affiliates. As an interim improvement, the City should identify the Stage 1 requirements, as well as subsequent required improvements based on future events. Staff would suggest the following: 1. Current grading and drainage improvements governed by requirements of the City Engineer. 2. Limitation on lighting to meet the requirements of the City’s lighting ordinance standards – primarily a limitation on light pole height at 25 feet. 3. Requirement that future improvements to the PUD incorporate completion of curbing and other paving standards. 4. No use or improvements (such as lighting or otherwise) of the unimproved/gravel areas of the subject property. All parking and/or display of vehicles, including circulation and access, must be strictly limited to paved surfaces. 5. Control of any erosion or other grading issues on the unimproved areas of the subject property. 6. Installation of ordinance-required curb, landscaping, and other pavement improvements no later than three years from the date of approval of this Development Stage PUD if other improvements have not materialized. STAFF RECOMMENDED ACTION Staff is supportive of the subject Conditional Use Permit for Development Stage PUD, given the timing and other variables intended to use of this and the related PUD properties operated by the applicant. Provided the interim pavement can be installed while still managing stormwater and controlling dust and erosion, it is reasonable to permit the use of the property pending more long-term growth. As noted in the Conditions, staff recommends that full improvements consistent with the requirements of the Zoning Ordinance be required if no further approvals are granted for additional development within a three-year period. It is expected that this should be more than enough time to finalize the further use of the property. Planning Commission Agenda – 05/06/2025 4 SUPPORTING DATA A. Resolution PC-2025-20 B. Aerial Site Image C. Applicant Narrative D. Certificate of Survey E. City Engineer’s Letter, dated April 28, 2025 Z. Conditions of Approval Planning Commission Agenda – 05/06/2025 5 EXHIBIT Z Conditions of Approval Conditional Use Permit for Planned Unit Development Lot 1, Block 1, Carcone 2nd Addition PID: 155-286-001010 1. Current interim grading and drainage improvements shall be governed by requirements of the City Engineer. 2. Lighting shall be required to meet the requirements of the City’s lighting ordinance standards – primarily a limitation on light pole height at 25 feet. 3. Future improvements to the PUD shall incorporate completion of curbing and other paving and landscaping standards. 4. No use or improvement shall be made of the unimproved/gravel areas of the subject property. Any use or improvement, including vehicle parking or display, circulation, or access, shall be strictly limited to paved surfaces. 5. Control of any erosion or other grading issues on the unimproved areas of the subject property shall be provided with the current work. 6. Installation of ordinance-required curb, landscaping, and other pavement improvements shall be required no later than three years from the date of approval of this Development Stage PUD if other improvements have not been approved through a subsequent amendment to the PUD. 7. Compliance with the terms of the City’s Engineering Staff letter dated April 28, 2025 8. Comments and recommendations of other Staff and Planning Commission. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC-2025-20 1 RECOMMENDING APPROVAL OF AN AMENDMENT TO A CONDITIONAL USE PERMIT FOR A PLANNED UNIT DEVELOPMENT EXPANDING INTERIM VEHICLE SALES AND DISPLAY IN A B-3, HIGHWAY BUSINESS DISTRICT PID 155-286-001010 WHEREAS, the applicant has submitted a request for a Conditional Use Permit to amend an existing Planned Unit Development to allow interim expansion of a vehicle sales and display facility; and WHEREAS, the proposed display facility would alter the existing condition by grading and paving a currently vacant and unimproved parcel; and WHEREAS, the applicant seeks a waiver from certain standard improvements including curbing and other requirements due to pending changes and other expansions; and WHEREAS, the site is zoned B-3, Highway Business, which allows such use by Conditional Use Permit; and WHEREAS, such uses are allowed in this district under a specific set of performance standards; and WHEREAS, the applicants note that short-term changes in building and other property needs are likely to alter the current configuration of the parcel in question; and WHEREAS, the applicant therefore seeks an interim approval waiving various standards to accommodate the paved expansion area, subject to future amendments; and WHEREAS, the Planning Commission held a public hearing on May 6th, 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: 1. The applicant has provided plans demonstrating that the proposed facility will be constructed to manage stormwater and other requirements of the City Engineer. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC-2025-20 2 2. The applicant has provided plans demonstrating that the use will improve short- term use of an otherwise vacant parcel. 3. The parcel is intended for business uses including the proposed use. 4. The applicant would, with the conditions of approval, facilitate reasonable use of the property for the interim period. 5. 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. 6. The use will facilitate use of a vacant parcel, limit dust, and manage other impacts during the interim period, consistent with the intent of the City’s zoning and other applicable ordinances. 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 an amendment to a Planned Unit Development, subject to the conditions identified in Exhibit Z of the Staff report, as listed below: 1. Current interim grading and drainage improvements shall be governed by requirements of the City Engineer. 2. Lighting shall be required to meet the requirements of the City’s lighting ordinance standards – primarily a limitation on light pole height at 25 feet. 3. Future improvements to the PUD shall incorporate completion of curbing and other paving and landscaping standards. 4. No use or improvement shall be made of the unimproved/gravel areas of the subject property. Any use or improvement, including vehicle parking or display, circulation, or access, shall be strictly limited to paved surfaces. 5. Control of any erosion or other grading issues on the unimproved areas of the subject property shall be provided with the current work. 6. Installation of ordinance-required curb, landscaping, and other pavement improvements shall be required no later than three years from the date of approval of this Development Stage PUD if other improvements have not been approved through a subsequent amendment to the PUD. 7. Compliance with the terms of the City’s Engineering Staff letter dated April 28, 2025 8. Comments and recommendations of other Staff and Planning Commission. CITY OF MONTICELLO WRIGHT COUNTY, MINNESOTA PLANNING COMMISSION RESOLUTION NO. PC-2025-20 3 ADOPTED this 6th day of May, 2025 by the Planning Commission of the City of Monticello, Minnesota. MONTICELLO PLANNING COMMISSION By: _______________________________ Andrew Tapper, Chair ATTEST: ____________________________________________ Angela Schumann, Community Development Director Consideration of an Amendment to the CUP for PUD | West Metro Lot 1, Block 1 Carcone 2nd Addition | PID: 155-286-001010 | 103 Sandberg Rd Created by: City of Monticello 150 ft www.ci.monticello.mn.us OFFICE: 763-295-2711 FAX: 763-295-4404 505 Walnut Street Suite 1 Monticello, MN 55362 April 28, 2025 Re: West Metro The Engineering Department has reviewed the Site Plan dated 4/4/25 as prepared by SEH and offers the following comments: General Comments 1. 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 any construction if 1 acre or more will be disturbed. This would also require a SWPPP for City review. 2. If 1 acre of new impervious is created a stormwater management plan will be required and stormwater requirements will need to meet the city Design manual requirements. 3. Please provide additional topo on plan to determine what is currently draining to low area in the drainage and utility easement. 4. Please confirm filling in low area in easement area and other grading will not increase runoff to adjacent properties. Provide existing and proposed runoff rates to adjacent properties. 5. Parking lot within the drainage and utility easement would require an encroachment agreement. 6. Provide proposed % slope on grading plan. Maximum 3:1 slope. 7. Perimeter curbing will be required around parking lot at time of future development. 8. Additional review will be required when Construction plans are available. 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 standards. Please have the applicant provide a written response addressing the comments above. Please contact the Engineering Department with any questions. Sincerely, Ryan Melhouse Assistant City Engineer Planning Commission Agenda – 5/06/25 1 4A. Community Development Director’s Report Council Action on/related to Commission Recommendations • Consideration of a request for an Amendment to the Monticello City Code, Title XV: Land Usage, Chapter 153: Zoning Ordinance, Section 153.028 Specific Review Procedures and Requirements as related to regulations and standards for Planned Unit Development. Applicant: City of Monticello Approved on the consent agenda of the City Council on April 14, 2025. • Consideration of a request for Amendment to the Monticello City Code, Chapter 152: Subdivisions and Monticello Zoning Ordinance Chapter 153.027, 152.060 and 152.061, and any other related sections of Subdivision or Zoning ordinance text necessary as related to regulations for planting and maintaining trees and tree canopy. Applicant: City of Monticello Approved 4-1 by the City Council on the April 28, 2025 regular meeting agenda. • Consideration to adopt Resolution No. XX approving a Final Stage Planned Unit Development for Meadowbrook, and Resolution 2025-XX approving a Final Plat and Development Agreement for Meadowbrook, a single-family residential development including attached and detached units. Applicant: JBP Land, LLC Approved on consent agenda of the City Council on April 28, 2025. The developer intends to close on the property and begin grading in May. Legislative Action The legislative session is moving quickly toward its adjournment date of May 19. Legislation which would impact local housing authority is already beginning to take shape for potential inclusion in omnibus bills, along with new action on a revised SF 2229. The proposed SF 2229 bill is attached. The City has reached out to Senator Anderson regarding concerns regarding the language in SF 2229. More information: Senate Committee To Consider Scaled-Back Language Limiting Local Authority on Residential Development - League of Minnesota Cities Housing Workshop Follow-Up Staff is preparing a summary of the joint workshop on housing held on March 31, 2025. Given the workshop feedback and the recent discussions relating to the use of PUD, staff would recommended future consideration of amendments to the 2040 Plan to incorporate the direction and goals of the policy boards. More information is intended for Commission’s initial review in June. Planning Commission Agenda – 5/06/25 2 Project Update List The project update list current through April 2025 is attached. Website Project Page A reminder to stay current with news and information by visiting: Projects | Monticello, MN Concept Projects Project Type Address/Location Description Review Date & Info Progress Report Project V Commercial/Light Industrial 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 neighbohood to the East Concept Stage review for a planned unit development for a multi-phase Medical Office Buildings on roughly 25 acres, with subsequent phases of private development to follow. Joint City Council and Planning Commission review on 3/25/24 On hold General Equipment Industrial 13 acre parcel along CSAH 39 and West Chelsea Road Concept Stage review for planned unit development for Machinery/Truck Repair and Sales Joint City Council and Planning Commission review on 7/2/24 Post Concept Stage PUD, Pre-Development Stage PUD Application Submittal Pending Land Use Application Projects Project Type Address/Location Description Approval Date & Info Progress Report Haven Ridge West Residential Near the Southeast corner of 85th Street NE and Fallon Ave NE, Also South of 85th Street NE between Eislele Ave NE and Edmonson Ave NE Concept Stage review for a planned unit development for a 298-unit residential development with various lot sizes and townhome section Reviewed by Planning Commission on 1/7/25 Tabled from January Planning Commission Meeting Tamarack/The Meadows at Pioneer Park Residential 68 acre parcels along Fallon Avenue Concept Stage review for planned unit development for single-family residential Reviewed in Joint PC/CC on 9/16/24 Concept Stage PUD Submittal, Annexation Petition pending Previously Approved Projects Project Type Address/Location Description Approval Date & Info Progress Report Broadway Plaza PUD Commercial 6321 E. Broadway Street bound by Interstate 94 to the North and East Broadway Street to the South Development Stage PUD and preliminary plat for a 76-room hotel, 15,000 square-foot event center, 6,800 square-foot restaurant, and a 6,000 square-foot post-frame building. 11/24/2024 Approved 11.25.24, Annexation Pending Twin Pines Apartments Residential South Side of School Blvd. East of Wal-Mart 96 multi-family unit apartment building 2/28/2022 Final Plat Expired Block 52 Redevelopment Mixed-Use NE Corner of Highway 25 and Broadway St 87 multi-family units with rougly 30,000 sq ft of 1st floor commercial 7/11/2022 Continued leasing of commercial spaces, Revised Conditions CC Approved 2.24.25 Featherstone 6th Addition Residential North of 85th St NE and West of Highway 25 21 Single-family lots with commercially guided outlots for future development 4/25/2022 Under Construction; last lot permit issued Haven Ridge 2nd Addition Residential South of Farmstead Ave and West of Fallon Ave NE 59 Single-Family Lot Development Reapproved 8/28/2023 Home sites under construction Country Club Manor 3rd/4th Addition 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, home sites 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 Jimmy Johns/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 Withdrawn Big River Commercial Vacant property north of Chelsea Rd, south of Interstate 94, and west of Fenning Avenue PUD for New Construction of two commercial lots for a quick-service restaurant and a coffee shop, with 6 lots platted for subsequent commercial development. 4/8/2024 Commenced, Chipotle open and Starbucks finalizing construction Holiday Store EV Charging Stations Commercial 110 Oakwood Drive E.Installation of up to 12 Electric Vehicle Charging Stations in Lot behind Building 5/28/2024 Construction commenced StorageLink (Dundas Site) PUD and Plat Commercial 36 Dundas Road (Southeast corner of Dundas Road and Cedar Street)Preliminary & Final Plat of Cedar Street Storage, Dev. & Final Stage PUD for expansion of permanent storage area 6/24/2024 Construction commenced Rockstone Auto Commercial 219 Sandberg Road Conditional Use Permit Request for Minor Automotive use as a Principal Use in the B- 3, Highway Business District 1/27/2025 Approved Fairfield Inn & Restaurant Commercial Along south side of Chelsea Road directly north of Deephaven Apartments Development Stage Permit (CUP) for construction of a 98-room hotel and restaurant in the northern "Populus" biome of the Pointes at Cedar District 7/22/2024 Approved, building permit in progress Wendy's CUP Commercial Near Highland Way, Union Crossings Conditional Use Permit for Amendment to PUD and accessory drive-through 9/23/2024 Approved; building permit submitted Valvoline Commercial Big River 445 PUD Amdt to Big River 445 PUD and Development and Final State PUD - Auto Repair - Minor 10/28/2024 Approved; building permit submitted Les Schwab Commercial Big River 445 PUD Amdt to Big River 445 PUD and Development and Final State PUD - Auto Repair - Minor 10/28/2024 Approved, building permit submitted Discount Tire Commercial 1300 7th Street East Conditional Use Permit for Auto-Repair Minor and Cross Access 3/24/2025 Approved Mastercraft Outdoors PUD Industrial 1.46 acre vacant lot along the West side of Fallon Ave NE between Washburn Computer Group and Norland Truck Sales Development Stage review for a planned unit development of a vacant site for an Industrial Service use 3/24/2025 Approved JPB Land/Meadowbrook Residential 44 acre parcel along Edmonson Avenue 3/24/2025 Development Stage and Rezoning Approved. Active Adventures Commercial 207 Dundas Road Indoor Entertainment/Recreation Commercial Approved MONTICELLO DEVELOPMENT PROJECTS 1.1 Senator .................... moves to amend S.F. No. 2229 as follows:​ 1.2 Delete everything after the enacting clause and insert:​ 1.3 "Section 1. Minnesota Statutes 2024, section 394.25, is amended by adding a subdivision​ 1.4 to read:​ 1.5 Subd. 11.Homeowners associations.(a) A county must not condition approval of a​ 1.6 residential building permit or conditional use permit, residential subdivision development​ 1.7 or residential planned unit development, or any other permit related to residential​ 1.8 development, on the:​ 1.9 (1) creation of a homeowners association;​ 1.10 (2) inclusion of any service, feature, or common property necessitating a homeowners​ 1.11 association;​ 1.12 (3) inclusion of any terms in a homeowners association declaration, bylaws, articles of​ 1.13 incorporation, or any other governing document that is not required under state law or state​ 1.14 rule; or​ 1.15 (4) adoption or revocation of, or amendment to, a rule or regulation governing the​ 1.16 homeowners association or its members.​ 1.17 (b) A county must not take any action that requires a residential property to be part of​ 1.18 a homeowners association or provide an incentive for such membership. A county must not​ 1.19 require or incentivize a homeowners association to adopt, revoke, or amend a term in any​ 1.20 governing document or a rule or regulation not required under state law or state rule.​ 1.21 (c) Nothing in this section prohibits a county from adopting or enforcing ordinances​ 1.22 relating to the maintenance or insurance of private common areas or from enforcing such​ 1.23 ordinances.​ 1.24 Sec. 2. Minnesota Statutes 2024, section 394.25, is amended by adding a subdivision to​ 1.25 read:​ 1.26 Subd. 12.Residential construction materials and design standards.(a) A county​ 1.27 must not impose any of the following requirements, by ordinance or as a condition of​ 1.28 approval of any request related to a residential development, if the residential development​ 1.29 meets or exceeds applicable standards established in the State Building Code:​ 1.30 (1) a minimum number or type of exterior finish materials, including siding;​ 1.31 (2) the presence of shutters, columns, gables, decks, balconies, or porches;​ 1​Sec. 2.​ COUNSEL TW/HF SCS2229A15​04/10/25 11:27 am ​ 2.1 (3) minimum garage square footage, size, width, or depth;​ 2.2 (4) front elevation design requirements regarding proportions of building features;​ 2.3 (5) building articulation, roof pitch, or garage protrusion;​ 2.4 (6) minimum number or placement of windows; or​ 2.5 (7) the orientation or dimensions of the structure except that a county may require an​ 2.6 egress point on a street-facing side of the structure.​ 2.7 (b) A county must not impose any other standards or requirements that exceed those​ 2.8 established by the State Building Code related to architectural design elements, aesthetic​ 2.9 standards, or specific construction materials, except a county may impose such standards​ 2.10 if:​ 2.11 (1) the county identifies a documented risk to public health, safety, or general welfare;​ 2.12 and​ 2.13 (2) the requirement is not prohibited by paragraph (a).​ 2.14 (c) Properties in a historic district under sections 138.73 and 471.193, are exempt from​ 2.15 this subdivision.​ 2.16 Sec. 3. Minnesota Statutes 2024, section 394.25, is amended by adding a subdivision to​ 2.17 read:​ 2.18 Subd. 13.Minimum parking mandates restricted.(a) For the purposes of this​ 2.19 subdivision, "minimum parking mandate" means a law, rule, or ordinance that specifies a​ 2.20 minimum number of motor vehicle parking spaces, including on-street or off-street within​ 2.21 a garage or other enclosed area.​ 2.22 (b) A county must not impose minimum parking mandates greater than one stall per​ 2.23 residential unit, except that a county may pass and enforce an ordinance under section​ 2.24 169.346, subdivision 4, related to disability parking spaces or any provision of the Minnesota​ 2.25 Accessibility Code, Minnesota Rules, chapter 1341.​ 2.26 Sec. 4. Minnesota Statutes 2024, section 462.357, is amended by adding a subdivision to​ 2.27 read:​ 2.28 Subd. 10.Minimum parking mandates restricted.(a) For the purposes of this​ 2.29 subdivision, "minimum parking mandate" means a law, rule, or ordinance that specifies a​ 2.30 minimum number of motor vehicle parking spaces, including on-street or off-street within​ 2.31 a garage or other enclosed area.​ 2​Sec. 4.​ COUNSEL TW/HF SCS2229A15​04/10/25 11:27 am ​ 3.1 (b) A municipality must not impose minimum parking mandates greater than one stall​ 3.2 per residential unit, except that a municipality may pass and enforce an ordinance under​ 3.3 section 169.346, subdivision 4, related to disability parking spaces or any provision of the​ 3.4 Minnesota Accessibility Code, Minnesota Rules, chapter 1341.​ 3.5 Sec. 5. [462.3577] MUNICIPALITIES; HOMEOWNERS ASSOCIATIONS.​ 3.6 (a) A municipality, joint planning board, or public corporation must not condition​ 3.7 approval of a residential building permit or conditional use permit, residential subdivision​ 3.8 development or residential planned unit development, or any other permit related to​ 3.9 residential development, on the:​ 3.10 (1) creation of a homeowners association;​ 3.11 (2) inclusion of any service, feature, or common property necessitating a homeowners​ 3.12 association;​ 3.13 (3) inclusion of any terms in a homeowners association declaration, bylaws, articles of​ 3.14 incorporation, or any other governing document that is not required under state law or state​ 3.15 rule; or​ 3.16 (4) adoption or revocation of, or amendment to, a rule or regulation governing the​ 3.17 homeowners association or its members.​ 3.18 (b) A municipality, joint planning board, public corporation, or the Metropolitan Council​ 3.19 must not take any action that requires a residential property to be part of a homeowners​ 3.20 association or provide an incentive for such membership. A municipality, joint planning​ 3.21 board, public corporation, or the Metropolitan Council must not require or incentivize a​ 3.22 homeowners association to adopt, revoke, or amend a term in any governing document or​ 3.23 a rule or regulation not required under state law or rule.​ 3.24 (c) Nothing in this section of law prohibits a project applicant from providing a utility​ 3.25 easement to access public infrastructure.​ 3.26 Sec. 6. [462.3578] MUNICIPALITIES; RESIDENTIAL DESIGN STANDARDS.​ 3.27 (a) A municipality or the Metropolitan Council must not impose any of the following​ 3.28 requirements, by ordinance or as a condition of approval of any request related to a residential​ 3.29 development, if the residential development meets or exceeds applicable standards established​ 3.30 in the State Building Code:​ 3.31 (1) a minimum number or type of exterior finish materials, including siding;​ 3​Sec. 6.​ COUNSEL TW/HF SCS2229A15​04/10/25 11:27 am ​ 4.1 (2) the presence of shutters, columns, gables, decks, balconies, or porches;​ 4.2 (3) minimum garage square footage, size, width, or depth;​ 4.3 (4) front elevation design requirements regarding proportions of building features;​ 4.4 (5) building articulation, roof pitch, or garage protrusion;​ 4.5 (6) minimum number or placement of windows; or​ 4.6 (7) the orientation or dimensions of the structure except that a municipality may require​ 4.7 an egress point on a street-facing side of the structure.​ 4.8 (b) A municipality or the Metropolitan Council must not impose any other standards or​ 4.9 requirements that exceed those established by the State Building Code related to architectural​ 4.10 design elements, aesthetic standards, or specific construction materials, except a municipality​ 4.11 may impose such standards if:​ 4.12 (1) the municipality identifies a documented risk to public health, safety, or general​ 4.13 welfare; and​ 4.14 (2) the requirement is not prohibited by paragraph (a).​ 4.15 (c) Properties in a historic district under sections 138.73 and 471.193, are exempt from​ 4.16 this section.​ 4.17 Sec. 7. [462.3594] ADMINISTRATIVE REVIEW.​ 4.18 (a) A municipality must establish and follow an administrative process to review requests​ 4.19 related to any proposed residential development adhering to local zoning controls in a zoning​ 4.20 district that permits residential buildings in accordance with the process outlined in section​ 4.21 15.99. Notwithstanding language to the contrary in section 15.99, subdivision 2, for both​ 4.22 the preliminary and final plat, the time limit in section 15.99 applies in lieu of the process​ 4.23 required under section 462.358. Failure of a municipality to deny a request within the time​ 4.24 limit provided under section 15.99 is approval of the request.​ 4.25 (b) A municipality must specify in writing, including on any application form provided​ 4.26 by the municipality, all requirements that a request must fulfill for a request to be deemed​ 4.27 complete and for the time limit in section 15.99, subdivision 2, to begin. Such requirements​ 4.28 may not include a requirement that an applicant waive any rights, forgo the process​ 4.29 established in this subdivision, or consent to exactions, dedications, or fees, except that a​ 4.30 municipality may charge a standard application fee for the request.​ 4.31 (c) A municipality engaging in the process established in paragraph (a) must:​ 4​Sec. 7.​ COUNSEL TW/HF SCS2229A15​04/10/25 11:27 am ​ 5.1 (1) approve or deny a land use request or proposed subdivision request based on the​ 5.2 alignment of the request with the municipality's comprehensive plan, applicable zoning​ 5.3 requirements, and subdivision regulations in place as of June 1, 2025, unless the current​ 5.4 comprehensive plan, zoning requirements, or subdivisions regulations are more permissive;​ 5.5 (2) not require a conditional use permit or planned unit development agreement, except​ 5.6 that a municipality may require a conditional use permit or planned unit development​ 5.7 agreement to address an identified and documented risk to health or safety;​ 5.8 (3) not require more than two community meetings prior to approval of a request, except​ 5.9 if more are required by state or federal law, or the project involves or affects a lot located​ 5.10 in a historic district under section 138.73; and​ 5.11 (4) provide any development agreement to the applicant no less than three days in advance​ 5.12 of final plat approval or before final approval of a request if a plat is not required."​ 5.13 Amend the title accordingly​ 5​Sec. 7.​ COUNSEL TW/HF SCS2229A15​04/10/25 11:27 am ​