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HomeMy WebLinkAboutPL PACKET 04152025CITY OF SAINT ANTHONY VILLAGE PLANNING COMMISSION MEETING AGENDA Tuesday, April 15, 2025 at 7:00 PM Members of the public who wish to attend the meeting may do so in person. Call To Order Pledge Of Allegiance Roll Call Approval Of Agenda Approval Of Minutes Approval Of PC Meeting Minutes PC 03 -18 -2025 REG.PDF Public Hearing Staff Reports Land Use Application - Impervious Variance - 0 Foss Road Steve Grittman, City Planner, presenting. COVER MEMO.PDF ABLE VIEW ASSISTED LIVING -IMPERVIOUS VARIANCE.PDF PRESENTATION.PDF LAND USE APPLICATION -SUBMISSION 9555 -0 FOSS ROAD 3.31.25.PDF APPLICATION SUPPLEMENTAL MATERIALS.PDF RESOLUTION 25 -0XX -DRAFT.PDF Other Business Community Forum Individuals may address the Planning Commission about any City business item not included on the regular agenda. Speakers are requested to come to the podium, sign their name and address on the form at the podium, state their name and address for the Clerk ’s record, and limit their remarks to three minutes. Generally, the Planning Commission will not take official action on items discussed at this time, but may typically refer the matter to staff for a future report or direct the matter to be scheduled on an upcoming agenda. Those unable to attend the meeting in person may submit comments via the City's PUBLIC COMMENTS FORM. Information And Announcments Adjournment If you would like to request special accommodations or alternative formats, please contact the City Clerk at 612 -782 -3313 or email city@savmn.com . People who are deaf or hard of hearing can contact us by using 711 Relay. Our mission is to promote a high quality of life to those we serve through outstanding city services. I. II. III. IV. V. A. Documents: VI. VII. A. Documents: VIII. IX. X. XI. CITY OF SAINT ANTHONY VILLAGEPLANNING COMMISSION MEETING AGENDATuesday, April 15, 2025 at 7:00 PMMembers of the public who wish to attend the meeting may do so in person. Call To OrderPledge Of AllegianceRoll CallApproval Of AgendaApproval Of MinutesApproval Of PC Meeting MinutesPC 03 -18 -2025 REG.PDFPublic HearingStaff ReportsLand Use Application - Impervious Variance - 0 Foss RoadSteve Grittman, City Planner, presenting.COVER MEMO.PDFABLE VIEW ASSISTED LIVING -IMPERVIOUS VARIANCE.PDFPRESENTATION.PDFLAND USE APPLICATION -SUBMISSION 9555 -0 FOSS ROAD 3.31.25.PDFAPPLICATION SUPPLEMENTAL MATERIALS.PDFRESOLUTION 25 -0XX -DRAFT.PDFOther Business Community Forum Individuals may address the Planning Commission about any City business item not included on the regular agenda. Speakers are requested to come to the podium, sign their name and address on the form at the podium, state their name and address for the Clerk ’s record, and limit their remarks to three minutes. Generally, the Planning Commission will not take official action on items discussed at this time, but may typically refer the matter to staff for a future report or direct the matter to be scheduled on an upcoming agenda. Those unable to attend the meeting in person may submit comments via the City's PUBLIC COMMENTS FORM. Information And Announcments Adjournment If you would like to request special accommodations or alternative formats, please contact the City Clerk at 612 -782 -3313 or email city@savmn.com . People who are deaf or hard of hearing can contact us by using 711 Relay. Our mission is to promote a high quality of life to those we serve through outstanding city services. I.II.III.IV.V.A.Documents:VI.VII.A.Documents:VIII. IX. X. XI. CITY OF ST. ANTHONY 1 PLANNING COMMISSION MEETING 2 MARCH 18, 2025 3 7:00 p.m. 4 5 I. CALL TO ORDER. 6 7 Chair Socha called the meeting to order at 7:00 p.m. 8 9 II. PLEDGE OF ALLEGIANCE. 10 11 Chair Socha invited the Commission and the audience to join her in the Pledge of Allegiance. 12 13 III. ROLL CALL. 14 15 Commissioners Present: Chair Socha, Commissioners Anderson, Corneille, Erickson, Hark, 16 Mayne, and Morita. 17 18 Absent: None. 19 20 Also Present: City Planner Stephen Grittman and Assistant to the City Manager 21 Ashley Morello. 22 23 IV. APPROVAL OF AGENDA. 24 25 Motion by Commissioner Morita, seconded by Commissioner Anderson, to approve the 26 March 18, 2025, Regular Planning Commission Meeting Minutes as presented. 27 28 Motion carried 7-0. 29 30 V. APPROVAL OF MINUTES 31 32 Motion by Commissioner Erickson, seconded by Commissioner Morita, to approve the 33 January 21, 2025 Work Session and Regular Planning Commission Meeting Minutes as 34 presented. 35 36 Motion carried 7-0. 37 38 VI. PUBLIC HEARING. 39 40 1. CUP – 2708 33rd Avenue NE 41 42 Mr. Grittman reviewed the applicant is proposing to upgrade an existing ground sign for 43 message displays located at 2708 33rd Avenue NE. The ground sign would be located along 44 the north side of the building, adjacent to 33rd Avenue in the location of the current sign. 45 Because a portion of the sign will include an electronic digital display, the sign requires a 46 Conditional Use Permit pursuant to Section 157.24 of the City’s Sign Ordinance. 47 48 Planning Commission Regular Meeting Minutes March 18, 2025 Page 2 Mr. Grittman reviewed a Power Point for the Faith Methodist Church Digital Sign CUP 1 located at 2708 33rd Avenue NE. The location of the church was indicated on a map. 2 3 The physical Sign Dimensions include: 4 • Proposed Sign in existing changeable copy cabinet. 5 • 12 square feet in area (2’ high by 6’ wide). 6 • 8% of sign area as digital (maximum 35% overall allowed). 7 • Total sign area 20 sq. ft. (maximum 34 sq. ft. allowed). 8 • 20+ feet from curbline of 33rd Avenue NE (15’ required). 9 10 The Operational Sign Requirements include: 11 • Monochrome color message on solid black background. 12 • Instantaneous display change – no scrolling, etc. 13 • Messages must be complete on each screen – not continuous. 14 • Minimum Display Duration: 8 seconds. 15 16 Mr. Grittman reviewed the Staff recommendation which is Motion to recommend approval of 17 the Conditional Use Permit application for a dynamic display sign, pursuant to findings 18 related to compliance with the applicable city regulations, conditioned on compliance with 19 ongoing operational practices, that meet the requirements of the sign ordinance. This motion 20 is based on a finding that the proposed display is well within the allowances for such signs, 21 and meets all location and size requirements, with the following condition: 22 23 1. Compliance with the operational standards of the Code in Section 155.29, notably the 24 requirements for monochromatic lettering against a solid black background. 25 26 Also provided for Planning Commission consideration are Application Materials, Resolution 27 25-0XX, and PH Notice – CUP 33rd Avenue. 28 29 Chair Socha opened the public hearing at 7:10 p.m. 30 31 Mr. Grittman noted an email was received expressing some concerns about the addition of the 32 light on the sign to other features. He also received a phone call from a neighbor who 33 expressed some concerns about safety along the roadway for children walking. 34 35 Mr. Ron Hanson, 3220 Belden Drive, lives across the street from the church and has lived 36 there for 55 years. He noted there have been a few issues over the years. There was work 37 taking place and he didn’t know anything was happening. He then received notice of the 38 dynamic display sign. He spoke with the pastor to ask some questions. He has not seen what it 39 is going to look like when it is finished. This is a residential neighborhood. Several of the 40 neighbors are concerned about this. The road has a 25 mph speed limit. All the cars drive 41 faster and it is also a bus line. He can sit in his den and the sign shines in his window. After 42 dusk he has to shut his blinds to stop the light from shining into his house. He does not see a 43 need for this sign. There have been issues with parking in the church lot, with lights shining 44 into his house. He is not happy about this. He pays over $7,000 in taxes. He does not think 45 this sign is needed. The minister told him they want to draw more people into the parish. 46 Planning Commission Regular Meeting Minutes March 18, 2025 Page 3 There are a lot of children in the area. He is concerned about strangers pulling into the church 1 parking lot. The current sign is sufficient. Drivers will be looking at the sign and not see little 2 children in the area. The majority of the people who go to that church do not live in the 3 neighborhood. He asked that his concerns be passed on to Council. Chair Socha asked how 4 this could be done to help with concerns, and if there were hour restrictions for the sign, 5 would that help. Mr. Hanson stated if it were turned off before sunset, that would help. He 6 loves this City, pays his taxes and has served on this commission in the past. 7 8 Mr. Dan Kramer, 2604 34th Avenue NE, emphasized to the Planning Commission when he 9 turned in his application for the sign to the City, he was given the dynamic display ordinance. 10 This ordinance will be followed to the letter. The sign will be dimmed down at night as part of 11 the requirements. This sign is no different than the ones at St. Anthony High School and 12 Nativity Church. It is a way for their church to talk about some of their community outreach 13 that they do. The current sign is lit and goes out at 11:00 p.m. The intensity will go down in 14 the evening and the hours per the ordinance will be adhered to. Commissioner Morita asked 15 after the sign was installed would the church be willing to work with the neighbors 16 collaboratively. Mr. Kramer stated they want to be good neighbors and would follow all the 17 guidelines. The setback is 20 feet, and if you look at the line of sight, very little light goes 18 west. Commissioner Anderson referred to the picture of the sign in the packet and noted they 19 won’t be shining as bright at night. She asked that the photograph be shown to Mr. Hanson. 20 21 Mr. Ron Hanson stated he is west of the church and the light does shine in his window from 22 the current sign. He can read the entire sign from his den. 23 24 Chair Socha closed the public hearing at 7:32 p.m. 25 26 Commissioner Erickson asked if there is any obligation to have the same regulations as other 27 dynamic signs in the City. Mr. Grittman stated the sign does not have to have the same 28 regulations as the other signs, as it is a Conditional Use Permit, and other conditions may exist 29 on the site. 30 31 Commissioner Corneille asked if there were details in the other CUP for dynamic signs that 32 would apply in this case. Mr. Grittman stated the Nativity sign had a setback condition. Chair 33 Socha stated she remembers a discussion about hours on the previous sign approvals. 34 35 Commissioner Mayne asked how bright the light is on the existing sign and how that would 36 compare to the dynamic sign. Mr. Grittman stated it is a different type of measurement 37 between foot candles and LED lights. There is not really a good way to compare. 38 Commissioner Mayne asked if the new sign could be less of a distraction and Mr. Grittman 39 stated it could reduce the amount of light. 40 41 Commissioner Morita stated the concern about safety it may actually be safer with a dynamic 42 sign as it would be easier to read when passing by the sign. There will be no small type. 43 44 Commissioner Anderson stated she finds those signs easier to read. 45 46 Planning Commission Regular Meeting Minutes March 18, 2025 Page 4 Chair Socha asked if any of the Commissioners are opposed to the sign. Commissioner Morita 1 stated he has no objection since it fulfills all the requirements of the Ordinance. 2 3 Commissioner Mayne asked about the dimming of the light. Mr. Grittman stated it will be less 4 in the evening hours. 5 6 Chair Socha stated the Commission needs to consider if this would be disruptive to the 7 neighborhood. He appreciates the concerns Mr. Hanson has brought forward, however it does 8 not change the criteria. 9 10 Commissioner Corneille asked if there are issues, could the ordinance be looked at by the 11 Council. Chair Socha stated the Planning Commission can make recommendations to the City 12 Council if necessary. 13 14 Motion by Commissioner Morita, seconded by Commissioner Hark, to recommend the City 15 Council approve a Resolution Approving a Request for a Conditional Use Permit for an 16 Electronic Dynamic Display Sign at 2708 33rd Avenue NE in the R-1, Single Family 17 Residential Zoning District. 18 19 Motion carried 7-0. 20 21 Mr. Grittman noted this will come before Council at their April 8, 2025 meeting. 22 23 2. CUP – 0 FOSS RD 24 25 Chair Socha opened the public hearing at 7:42 p.m. 26 27 City Planner Grittman reviewed before the Commission this evening is a request for a 28 Conditional Use Permit for a 34-unit Assisted Living Facility on a 0.86-acre parcel at 0 Foss 29 Road. The parcel is vacant except for a garage building in the southeast corner of the site. 30 That building would be removed without impacting other property rights on neighboring land. 31 The project requires a Conditional Use Permit for a senior residential building of between 20 32 and 40 units per acre, and the applicant has prepared a plan that requires approval of a 33 variance to the south (side yard) setback (reducing the setback from 20 feet to 10.5 feet), and a 34 variance to parking requirements, reducing the parking supply from 37 to 11 parking spaces 35 and waiving the requirement for underground parking on the site. 36 37 Mr. Grittman displayed drawings showing the location of the property. The Minimum CUP 38 Requirements in R-4 Zoning include: 39 1. 75% of parking supply is required to be underground. 40 2. Parking supply totals 1.1 spaces per unit. 41 3. The facility is located on a collector street or has alternative transit options arranged 42 for tenants. 43 4. Unit sizes below standard City requirements must identify a transitional plan 44 supporting redesign if the facility changes to a general market facility. 45 5. Density is limited to between 20 and 40 units per acre. 46 Planning Commission Regular Meeting Minutes March 18, 2025 Page 5 6. Additional necessary conditions related to the Comprehensive Plan or local 1 conditions. 2 3 The Side Setback Variance includes: 4 • Existing Lot width would result in inadequate width for any building, with 20 foot side 5 yards, common building width, and parking/driveway. 6 • Storm sewer line on north boundary prohibits location of building along the north side 7 of parcel. 8 • Parks access on north side of parcel less likely to interfere with other traffic from 9 townhouses (to north) than multi-family (to south). 10 11 The Parking Variance includes: 12 • Applicant notes that assisted living tenants will not have cars on site. 13 • Requirements for underground parking would require significant increase in parking 14 supply and cost but not improve site conditions. 15 • Future conversion to non-senior use would require revisiting the parking supply on the 16 site. 17 • Applicant should quantify employee and daily visit parking demand to confirm 18 proposed 11 space supply. 19 20 Mr. Grittman provided drawings of the building design and other elements. The Building 21 Design and Other Elements: 22 • Enhance south building wall and roofline to avoid flat wall design toward the shallow 23 setback. 24 • Maintain No-Parking along street access for emergency response. 25 • Limit additional impervious surface, including under-deck surfaces. 26 • Add landscape treatments to south building wall area. 27 • Discuss elements of sustainability – note that 25% of the site is planted in natural 28 landscape materials. 29 30 Planning staff recommends approval of the proposed project, including the Conditional Use 31 Permit, Variance for side setback, and Variance for parking. The land use is clearly within the 32 intent of the zoning ordinance and meets all aspects of the R-4 district with the exception of 33 the two variance requests. 34 35 For the setback variance, staff believes that the existing site dimensions dictate the need for 36 shifting the building toward one side property line or the other, and the north boundary is 37 encumbered by an existing storm sewer installation. It would not be reasonable to expect that 38 some other multi-family building could be built on this property as zoned, without a similar 39 setback variance. 40 41 The parking variance is a close question. However, given the nature of the use, staff supports 42 the variance as requested. Requiring expensive parking construction that would, in the large 43 majority of cases, go unused is not a reasonable approach to housing development regulation 44 and would unnecessarily increase costs with little or no return in project quality. 45 46 Planning Commission Regular Meeting Minutes March 18, 2025 Page 6 Mr. Grittman reviewed the Conditions of Approval: 1 1. The applicant maintains a policy that prohibits tenants from storing personal vehicles 2 on the premises. 3 2. No conversion of the property to any type of housing that is not specifically designated 4 for assisted living may occur without a new Conditional Use Permit demonstrating 5 compliance with all of the terms of the applicable zoning in effect, including unit 6 count, parking supply, and other factors. 7 3. The retaining wall is designed by an engineer if it remains more than four feet in 8 height. 9 4. The trash enclosure is constructed of materials that match those of the principal 10 building. 11 5. The applicant modifies the south building exposure to add architectural features and 12 interest to both the wall and roofline, subject to staff review and approval. 13 6. The applicant works with the City to sign the emergency vehicle lane along Foss Road 14 for no parking. 15 7. The City Engineer reviews and approves the grading and drainage plans. Substantive 16 modifications to the site plan resulting from grading plan changes may result in 17 additional official review of the proposed plan. 18 8. The weed-barrier material under the deck is pervious fabric to ensure compliance with 19 impervious surface regulations. 20 9. Additional landscaping plant materials are provided in the rock mulch edge along the 21 south side of the building to help mitigate impacts of the lessened setback in this area. 22 10. Sustainability elements recommended by the Planning Commission and approved by 23 the City Council may be included in any final approval. 24 11. The proposed sign will be reviewed separately and permitted under standard sign 25 permitting procedures. 26 12. The applicant constructs the project consistent with the finally approved plans. 27 13. The applicant enters into a Conditional Use Permit Development Agreement 28 guaranteeing the terms of the permit and operational elements. 29 14. The approval recommendation incorporates the findings of fact noted in this report, 30 and as included in the draft City Council Resolution. 31 32 Mr. Grittman reviewed the Findings: 33 1. The site is zoned R-4, accommodating multiple-family housing as a permitted use. 34 2. The R-4 Zoning can also accommodate senior housing as a conditional use in the 35 density range proposed by the applicant. 36 3. Senior Housing – and in particular assisted living housing – presents a much lower 37 demand for parking than other types of residential that would be allowed on the parcel 38 by right. 39 4. Assisted living housing, given the lack of automobile use by the tenants, creates a far 40 lower traffic generation than other types of housing that would be allowed on the 41 parcel by right. 42 5. The site is narrow in dimension, and is encumbered by a storm sewer along the north 43 property boundary, limiting the site buildable areas. 44 Planning Commission Regular Meeting Minutes March 18, 2025 Page 7 6. Given the restrictions in buildable area, no reasonable construction would fit on the 1 property, including parking and other site improvements, without flexibility in 2 setbacks and building location. 3 7. The conditions on the property noted herein support the reasonable use of the property 4 as an assisted living facility with a narrower side yard setback. 5 8. The nature of the use creates a demand for parking that is much lower than what 6 would otherwise by required for underground parking supply on a site. 7 9. The development of underground parking for the facility would constitute a wasted 8 cost given the low parking demand for assisted living units. 9 10 Mr. Grittman provided alternative Planning Commission action with either a Motion to 11 recommend denial of the CUP and/or Variances. In the event of a recommendation for denial, 12 the Planning Commission must state its findings related to denial on the record or the 13 Planning Commission may request additional information and table action. A motion to table 14 should be accompanied by the specific information requested of staff or the developer 15 necessary to make a recommendation. Also provided for Commission review were the 16 Application and Supporting Material, PH Notice – CUP – Foss Road and a draft City Council 17 Resolution. 18 19 Commissioner Hark asked what the history is of that site. Mr. Grittman stated there are no 20 easements or impediments for the removal of the building from the property. Mr. Grittman 21 stated he is not an expert on the history of that site. 22 23 Commissioner Corneille referred to the adjacent property to the south that have multi-family 24 residential. He asked if those buildings needed variances. Mr. Grittman stated that those 25 buildings have been there for quite some time. Commissioner Corneille asked if a similar 26 building could be constructed on that site and Mr. Grittman stated not due to the lot size. 27 Commissioner Corneille asked if there is a definition for assisted living, and Mr. Grittman 28 will check that. Commissioner Corneille asked if the setback variance is just to the south, and 29 Mr. Grittman stated that is true. 30 31 Commissioner Mayne asked if the variance is for unique conditions to the property or to the 32 business and Mr. Grittman stated the question is whether this is a reasonable use on the 33 property. 34 35 Commissioner Anderson asked if the emergency lane would take away from the existing 36 street parking and Mr. Grittman stated it would. She asked for information on the 37 sustainability goals and if they are in the City Code. Mr. Grittman stated this relates to items 38 such as solar rooftop and other items relating to GreenStep within the City. 39 40 Chair Socha asked if there is more parking added reducing impervious surfaces, would 41 another variance be needed. Mr. Grittman stated the plan would not affect the impervious in 42 any way. There will be a turnaround space at the end of the parking lot. If it goes above the 43 50% coverage a separate variance would be needed. 44 45 Planning Commission Regular Meeting Minutes March 18, 2025 Page 8 Mr. Dave Tebrake, Miller Architects and Builders, representing Mr. Vang in this 1 development, stated this facility is licensed through the MN Department of Health with an 2 assisted living license. Assisted living is where there is staff on site to assist a senior resident. 3 A nursing home is another level of care. Regarding the conversion of this building to market-4 rate housing is not being considered by the applicant. Their company specializes in senior 5 living. The demand is increasing for assisted living facilities. The maximum number of staff 6 at the highest time during the day would be 5 staff which would leave 6 other spots for 7 visitors. Unfortunately, there are not a ton of visitors. One-third of the residents never get a 8 visitor. The 11 parking spots will be sufficient. There are 34 stalls within 150 feet of the 9 property. They feel the parking is adequate on site. Mr. Vang, the owner, is also available for 10 questions along with the owners of the property the Mortenson’s. 11 12 Commissioner Morita asked if there progressive care is available at the facility. Mr. Tibrock 13 stated there is a license available for memory care, but Mr. Vang is not planning for that in the 14 future. Commissioner Morita stated a staff of five seemed low but since it isn’t memory care 15 or nursing home care that would be sufficient. 16 17 Commissioner Erickson asked about the exterior materials. Mr. Tibrock stated they are 18 proposing a maintenance free exterior siding with a shingled roof. There is stone around the 19 building. The R-4 code shows brick, stone, glass or architectural metal. Mr. Tibrock asked if 20 that is a suggestion or a requirement. 21 22 Chair Socha asked if the exterior was consistent with the other multi-family buildings nearby 23 and Mr. Tibrock stated those are old buildings and this would be an improvement. Mr. 24 Grittman indicated the siding would be metal or steel on this building. 25 26 Commissioner Hark referred to the floorplan and noted the dining area seems to be the only 27 space for congregation. Mr. Tibrock stated the table/chairs setup in dining area is the main 28 congregation area and the hub of a facility like this. There is also a living area on the 2nd floor. 29 There are two outdoor spaces a patio and deck. There are 34 units with 38 beds. 30 Commissioner Hark asked about the retaining wall to the north and Mr. Tibrock stated they 31 will work with staff engineer on the design with 4½ feet in height. She asked if any 32 sustainability goals will be met. Mr. Tibrock stated there will be some nature plantings. The 33 rent is based on their income levels with elderly waivers. There are no restrictions on number 34 of beds for the elderly waivers. 35 36 Chair Socha asked if it is license requirements to accept elderly waivers. Mr. Tibrock stated 37 that it would be a Department of Health question but he has no reason to believe that it would 38 go away. 39 40 Ms. Patti Peluso, 3747 Foss Road, lives in townhomes by the development. The residents are 41 not likely to take advantage of bus transportation, so Uber may be frequenting the parking lot. 42 The trash collection area looks like it is at the end of the parking lot. She asked what that will 43 look like, will there be a cover on it, and will the odor be controlled. She asked about 44 landscaping plan around the parking lot. She questioned the timeline, when groundbreaking 45 will occur, and when the project will be completed. She is on the townhouse board and three 46 Planning Commission Regular Meeting Minutes March 18, 2025 Page 9 years ago, they spent a lot of money on the driveway and will be doing seal-coating. Their 1 driveway is a no-go zone for the construction process. She asked what recourse would be if 2 construction trucks were parked in their area. She was happy to hear it is an assisted living 3 facility. 4 5 Mr. Tibrock commented that Ms. Peluso is correct residents will not be using public 6 transportation. They would be transported via vans to medical appointments or field trips. The 7 trash area will be per the ordinances. There will not be a cover or roof, but the trash 8 receptacles will have covers. They would not be opposed to another location but with the 9 width of the site, a trash truck will need to be able to access it. The landscaping plan will be 10 reviewed with City Staff according to Code. They would like to break ground late summer 11 and anticipate an 8-month project. The construction traffic will be subject to a plan and a silt 12 fence is necessary. They will be the general contractor with a job supervisor present on site. If 13 there are issues, the job supervisor should take care of them. The construction personnel may 14 use most of the on-street parking. 15 16 Ms. Peluso made further comments from the audience, which could not be heard. 17 18 Mr. Adam Rautio, 3763 Foss Road, thanked everyone for their comments. He has lived in St. 19 Anthony for 12 years and is the past president of the townhome association. He has worked at 20 a nursing home previously. There are 4 populations that come to a facility like this – residents, 21 staff, medical, and visitors, along with volunteers. One parking space will be handicapped 22 accessible. Foss is more narrow than Chandler. 11 parking spots would be a concern. He 23 asked if the parking could be on the first level, with the facility on the second and third levels. 24 Could garbage be in the tuck-under also. He asked St. Anthony do some research on other 25 similar facilities in the Twin Cities area. 26 27 Mr. Joe Rutsch, lives in Townhomes of St. Anthony, on the north side of the proposed 28 development. He believes the variances are for high density in an already highly dense 29 community. This will cause a lot of hardships for the neighbors. The ordinances are to protect 30 the neighbors’ comfort. Some mitigation of the hardships would be nice. Parking is a main 31 issue. On Saturdays and Sundays, the parking is full. He asked for a sign saying parking is 32 only available to Foss Road residents. He requested that some barrier/landscaping be put on 33 the north side of the property. The storm drain is also a concern. He wants to make sure their 34 driveway is protected and suggested an escrow be created in the event there is damage. Chair 35 Socha asked about parking on the street and asked who is parking there. Mr. Roush stated 36 there are cars from the apartment buildings. There is also traffic from the nursing home. Mr. 37 Roush stated he would like to have parking for visitors to the townhomes also. The variance is 38 for less parking spaces. 39 40 Ms. Andrea Braun, 3741 Foss Road, in the townhomes, stated there are 14 townhomes which 41 are all owner occupied. They are quiet and good neighbors. She has two issues related to the 42 assisted living. More density on the street cannot be handled unless something is done on the 43 street. All the parking spaces are used during shift changes at Chandler Place and the nursing 44 home. People are double-parking on Foss Road. It doesn’t get plowed decently because none 45 of the cars move. She took pictures of the parking during the winter and can provide them to 46 Planning Commission Regular Meeting Minutes March 18, 2025 Page 10 the City. There needs to be a plan to get that street plowed. She is concerned about seniors 1 crossing the street. She has lived in St. Anthony since the mid-80’s. Plowing is great in the 2 residential areas. Her area is also residential, but they are forgotten. There is no room to add 3 more cars. She does not believe 11 spots are sufficient. Her mother was in assisted living, and 4 there were a lot of visitors including medical staff. She suggested that underground parking be 5 used. She asked about noise from the garbage trucks and could they be scheduled at a 6 reasonable hour along with deliveries. Her bedroom faces the property. 7 8 Ms. Leeann Eklund, who lives in townhouses, is wondering what happens to her townhouse if 9 there is damage when greenspace is being torn up. She does not want to have to use insurance 10 if her property is damaged. There are many dead trees on the property. She is in the end unit 11 of the townhomes. 12 13 Mr. Robert Patterson has lived in St. Anthony for 60+ years and in the townhomes for 44 14 years. He asked if there could be 68 residents in the assisted living facility, and the response 15 was there would only be 38 residents. Parking is the big issue. There will only be 6 spaces 16 available for visitors. Some of the visitors will need to park on the street. 4 existing parking 17 spaces will be removed due to the driveway. Another issue is snow plowing. There needs to 18 be places to put the snow. The street will be very busy. There will be ambulances and metro 19 mobility vans causing a lot of traffic on the street. He asked if there needs to be an 20 environmental impact statement. 21 22 Ms. Kathy V., stated she lives in townhomes and hears all the noise from Foss Road. The 23 flashing lights from police cars can be seen from her townhome. The noise will be increased. 24 25 Mr. Tibrock stated that this is a pretty small 34-unit senior development. Staff will be no more 26 than 5 staff at a time. Visitors should not create a parking issue. They do not feel parking will 27 be an issue. A nursing home would have far more staff than this facility. With underground 28 parking would not solve the problem and would be a huge expense. They are not too dense 29 and are within the area designated by the City. They will stay away from the storm sewer 30 which will need the variance to the south. They would be open to the sign on Foss Road. 31 Hours for garbage pickup and other deliveries can be addressed. The property will be fenced 32 during construction. Soil borings were done on the property and they are fine. 33 34 Comments made by Andrea Braun were inaudible. 35 36 Ms. Margaret Patterson, 3761 Foss Road, stated she is a retired nurse practitioner and spent 37 her career visiting care facilities. She believes only 4 of the beds can be under elderly waiver. 38 In assisted living, people don’t stay the same and need more care. 39 40 Chair Socha closed the public hearing at 9:18 p.m. 41 42 Commissioner Morita stated he hears and feels the pain for snow removal, as that is a City 43 issue rather than a Planning Commission issue. He agrees that healthcare needs change for 44 residents. He has concerns about parking. He believes the number of visitors is 45 underestimated. He has concerns about moving this forward. 46 Planning Commission Regular Meeting Minutes March 18, 2025 Page 11 1 Commissioner Anderson agreed with Commissioner Morita’s comments. She is concerned 2 that Councilmember Doolan has done a lot of work on sustainability and this is needed for 3 this project. 4 5 Commissioner Erickson stated that the number of visitors is underestimated, and residents will 6 receive family and friend visitors frequently. There is already a lack of parking on Foss Road 7 and the surrounding streets. He stated if parking at the facility is not feasible then the best use 8 would be multi-family building. 9 10 Chair Socha asked about a privacy wall/landscaping on the north side of the project. Mr. 11 Grittman stated that it would be a possibility to add landscaping, but would need to look 12 further into a wall. Fencing versus a wall may not be possible due to the storm sewer. She has 13 concerns about parking also. She would support wall/landscaping as a condition. 14 15 Commissioner Hark stated she has concerns about landscaping. She believes that at a 16 minimum, landscaping should be done around the property. 17 18 Commissioner Corneille stated there are a number of requirements for the southern lot line 19 with nothing noted for the northern lot line. He asked about the removal of the parking spots 20 for the curb cut and driveway. He asked if the Fire Code required removal of the parking 21 spots. Mr. Grittman stated the Fire Department Staff would allow them to park next to the 22 curb in the front of the building without blocking traffic. The Fire Department would rather 23 not have to back out of the parking lot. Commissioner Corneille asked if another variance 24 could be added for impervious coverage. Mr. Grittman stated Staff did not ask the applicant to 25 do that analysis but there could possibly be 5 more spaces added with adding impervious, 26 which would be over the threshold. 27 28 Commissioner Mayne asked if impervious is offset by the presence of a pond. Mr. Grittman 29 stated technically not offset by a pond. The City Engineer would need to determine that. 30 31 Commissioner Hark stated the project as proposed is maximizing the number of units, making 32 each unit the minimum size. She believes it would be sufficient to minimize the number of 33 units to increase the parking spaces. It is evident there is not a lot of onsite parking. 34 35 Commissioner Erickson stated if parking is left as it is it would limit the future marketability 36 of the property. 37 38 Chair Socha stated parking is more of a concern and there needs to be landscaping on the 39 north side. She suggested the applicant address the parking concerns and the Planning 40 Commission revisit this in the future. 41 42 Commissioner Anderson asked if there was a way to contract for a heated space for the staff 43 to park in the neighborhood. 44 45 Chair Socha re-opened the public hearing at 9:37 p.m. 46 Planning Commission Regular Meeting Minutes March 18, 2025 Page 12 1 Mr. Tibrock stated they are not opposed to additional parking. The cost to do underground 2 parking would make the project unaffordable. Initially, the entry was going straight in that 3 eliminated some parking stalls. They are open to more spaces if the City is open to a variance 4 for more impervious. They could resubmit new plans with increased parking if the 5 Commission was willing to consider an impervious variance by adding 11 more spaces. They 6 would be at 54.5%. 7 8 Chair Socha asked about adding a privacy wall/fence on the north side of the property. Mr. 9 Tibrock stated the concern is the depth of the sewer line. A fence would not be an issue. If it is 10 a wall with full foundation that may be an issue. 11 12 Comments were made by an unidentified audience member who did not approach the podium. 13 14 Commissioner Morita asked if 90% of residents would be of Hmong decent. Mr. Vang stated 15 that is at another facility. Commissioner Morita stated the path forward is to move this to the 16 City Council with an approval or denial recommendation or the applicant can come back with 17 modifications to the proposal to be reviewed again by the Planning Commission. 18 19 Mr. Tibrock stated his understanding is that the City Council generally accepts the Planning 20 Commission recommendations. He asked for more comments if there is a variance request for 21 the impervious. 22 23 Chair Socha asked if the Commissioners are open to reviewing a variance request with more 24 impervious. Mr. Tibrock stated they could go straight to Council. 25 26 Chair Socha closed the public hearing at 9:47 p.m. 27 28 Commissioner Morita noted if there was additional parking added along with a landscape plan 29 for the north side of the property, then he would be open to the proposal. 30 31 Commissioner Corneille stated he too is concerned about parking on the site. He would be 32 willing to reconsider with a revised proposal. 33 34 Commissioner Erickson agreed with comments regarding parking and a privacy fence along 35 the north side. He would also like nicer exterior materials. 36 37 Commissioner Hark stated she would like to see more quality materials on the exterior and 38 additional parking. She is not comfortable sacrificing pervious surface. She would like to add 39 more parking even if it means less units. 40 41 Commissioner Mayne stated he would like to see the impact of adding impervious to the site 42 to allow for additional parking. 43 44 Planning Commission Regular Meeting Minutes March 18, 2025 Page 13 Chair Socha stated she would like to hear more about impervious surface. There are unique 1 circumstances regarding parking. A 5% increase in impervious surface should be looked at 2 further due to the unique circumstances of this property. 3 4 Commissioner Hark stated she would like input from the City Engineer on the impervious 5 increase. She would be open to the idea of increasing the impervious. 6 7 Commissioner Morita stated he would also like input from the City Engineer on the 8 impervious increase. 9 10 Commissioner Corneille stated he would be open to adjusting the impervious and looking at 11 water retention and drainage. There are other variances for this property, and he would be 12 open to what the City Engineer comes back with. Another use for this property would be a 13 multi-family building that would match the other surrounding units. 14 15 Commissioner Morita stated that there have been discussions about the lack of developable 16 space for affordable housing. This site could be used for affordable housing. 17 18 Chair Socha summarized there could be townhomes there. Commissioner Erickson stated 19 there is a development that could be created on the site that would not require the variances. 20 21 Mr. Grittman stated that this site is designated for high-density residential, and there is a range 22 of densities to make it fit on that site. We should not presume that 10 townhomes could be 23 done on that site. 24 25 Commissioner Corneille requested staff to provide unit counts for buildings 3727 and 3721 26 before further discussion occurs. 27 28 Chair Socha stated there are 3 options: vote for approval, vote for denial, or vote for the 29 applicant to come back with a revised proposal addressing how parking could be maximized 30 and a barrier/fencing/landscape plan on the north side. 31 32 Commissioner Morita asked Mr. Grittman if the recommendation is to deny, will it go to City 33 Council and the Council can consider or send it back to the Planning Commission for a 34 recommendation. 35 36 Motion by Commissioner Morita, seconded by Commissioner Erickson, to table with the 37 condition to request that the applicant update the proposal and resubmit the application within 38 15 days. If they chose not to resubmit, then the Planning Commission would recommend 39 denial for the reasons of parking and lack of impervious surface, and a barrier on the north 40 side of the site. 41 42 Motion carried 7-0. 43 44 VII. STAFF REPORTS - NONE. 45 46 Planning Commission Regular Meeting Minutes March 18, 2025 Page 14 VIII. OTHER BUSINESS. 1 2 A. Long Term Rentals 3 4 Chair Socha suggested this item be moved to the April agenda due to the timing. 5 6 IX. COMMUNITY FORUM - NONE. 7 8 No one appeared to address the Planning Commission. 9 10 11 X. INFORMATION AND ANNOUNCEMENT. 12 13 Mr. Grittman stated in the Legislature, there are currently bills that would require cities to 14 have at least two dwellings on a single-family lot. It would require restricting impervious to 15 less than 80%. Multi-family housing would need to be allowed in a Commercial district. The 16 update from the LOMC will be forwarded to Planning Commissioners. 17 18 Commissioner Corneille stated there is also work done by the Minneapolis Federal Reserve on 19 Affordable Housing. 20 21 Mr. Grittman stated the LOMC recommendation is that cities contact their local legislators. 22 23 Chair Socha suggested that this topic be discussed at a future Work Session after a 24 presentation by staff on the updates. Commissioner Corneille stated that may be premature. 25 Chair Socha suggested staying informed and having staff update the Commission. Ms. 26 Morello was requested to schedule a Work Session for the Planning Commission with a 5:30 27 p.m. start time. 28 29 XI. ADJOURNMENT. 30 31 Motion by Commissioner Morita, seconded by Commissioner Erickson to adjourn the 32 meeting at 10:20 p.m. 33 34 Motion carried 7-0. 35 36 37 Respectfully submitted, 38 Debbie Wolfe 39 TimeSaver Off Site Secretarial, Inc. 40 MEMORANDUM To: Saint Anthony Village Planning Commission From: Stephen Grittman, City Planner Date: Planning Commission Regular Meeting for April 15, 2025 GC File No: 140-01 – 25.02 Request: Request for: • Conditional Use Permit for a 34-unit Assisted Living Facility in an R- 4 District, • Variances to required side yard setback • Variance for parking requirements, and • Variance to impervious surface coverage for revised parking (NEW) Applicant: Able View/David TeBrake BACKGROUND At the March 18 Planning Commission, the applicant brought a request for a Conditional Use Permit to develop a new 2-story 34-unit Assisted Living Facility on a 0.86-acre parcel at 0 Foss Road. The parcel is vacant with the exception of a garage building in the southeast corner of the site. That building would be removed as a condition of approval of the project. The applicant has indicated that the building may be removed without impacting other property rights on the neighboring land. The project requires a Conditional Use Permit for a senior residential building of between 20 and 40 units per acre. With the CUP, the applicant has prepared a plan that requires approval of a variance to the south (side yard) setback (reducing the setback from 20 feet to 10.5 feet), and a variance to parking requirements, reducing the parking supply from 37 to 11 parking spaces and waiving the requirement for underground parking on the site. At the public hearing in March, the Planning Commission heard testimony from the applicant related to the project, as well as from neighbors of the property in question. Neighbor testimony raised a number of concerns, including the following: 1. Parking supply on the site, and whether parking demand would flow onto Foss Road – a particular concern due to its already congested on-street parking conditions. 2. Proximity of the trash enclosure to neighboring townhouse units to the north of the property. 3. Visibility of the parking area to townhouse units to the north, and options for screening. 4. Other comments related to development of the site within an already heavily developed area. Several neighbors also expressed support for the land use generally, in the context of those particular concerns expressed above. After significant discussion, the Planning Commission voted to recommend either of two optional paths for the developer. The first was to table action on the application, and provide the applicant the opportunity to modify the plan to increase off-street parking supply for the facility, and address any impervious surface issues that such a modification would create, in addition to those other aspects of the Commission’s discussion. This option would return to Planning Commission for further review. The April 15, 2025 Page 2 second alternative offered to the applicant was to treat the Commission’s action as a recommendation for denial if they wished to proceed to the City Council without making the suggested changes. The applicant has since provided updated plans and applied for a third variance, this one to the standard maximum impervious surface based on an expansion of the parking lot. Other site plan amendments have been added, which are discussed below. The supplemental or modified staff comments are italicized to distinguish from original report commentary. GENERAL INFORMATION Applicant: David TeBrake o/b/o Nou Vang Owner: Sheldon Mortenson Location: 0 Foss Road (PID 31-30-23-44-0040) Existing Land Use/Zoning: Vacant, Zoned R-4, Multi-Family Residential Surrounding Land Use/Zoning: North: Townhouse Residential / Zoned: R-4 East: Multi-Family Residential / Zoned: R-4 South: Multi-Family Residential / Zoned: R-4 West: Multi-Family Residential / Zoned: R-4 Deadline for Agency Action: Complete Application Date: 02-17-2025 60 Days: 04-18-2025 Letter Sent: 04-08-2025 120 Days: 06-17-2025 ANALYSIS 1. Plan Modifications The applicant proposes to develop a 34-unit multi-family assisted living project on the subject property on Foss Road as shown on the zoning map section on the next page. As noted above, the original application was for the required Conditional Use Permit for a multi-family residential facility of between 20 and 40 units per acre. The original application also included two variance requests, one for a reduced side yard setback to the south property line, and one for a reduced parking count, consisting of surface, rather than underground/under-building parking. The applicant has revised the application following the initial Planning Commission public with a series of modifications to the plans, one of which has resulted in a request for a third variance to accommodate an expansion of the allowable impervious surface on the site to approximately 54.3%, beyond the standard allowance of 50% in the R-4, Multi-family Residential zoning district. Plan modifications include the following: • Addition of 5 parking spaces, increasing the supply from 11 to 16 total parking spaces. • Request for a variance to the impervious surface standard as noted above, for the increased parking area. • Modification to the building façade along the south side, as recommended by staff. - Gable in roofline to break up roof plane. - Addition of stone wainscot to the south and west façades. • Shifting the trash enclosure to the east, and adding a roof cover to screen the view of the trash dumpsters within the enclosure from adjoining residential units. April 15, 2025 Page 3 • Provision of parking supply data from other related projects. • Supplementary shrub planting (in addition to the proposed tree planting) along the north boundary of the for screening of the parking area above the retaining wall. • Addition of shrub and perennial grass planting along the south wall of the building. Variance to Impervious Surface. To increase the parking supply on the site, the applicant has extended the parking and drive aisle farther to the east, adding 5 spaces for a new total of 16. The extension of the parking results in an increase in impervious surface to an estimated 54.3%, over the standard coverage of 50%. The applicant seeks variance to accommodate this increase in surface coverage. As with other variances, consideration is required to be given to whether there are unique conditions on the property that create practical difficulties in putting the property to what would otherwise be a reasonable use. The site is zoned R-4, Multi-Family Residential, accommodating residential uses of up to 40 units per acre. At a lot size of under one acre, and frontage of just 125 feet, the site configuration greatly diminishes the potential development of the site under the R-4 zoning. Even if the site were to include the requisite 75% of required parking for 40 multi-family units underground, the code would accommodate more than a dozen spaces as surface parking. Development of this remaining infill site relies on variances from zoning standards to make it reasonably usable. That said, impervious surface standards have been rigorously applied to prior applications. In this case, the City Engineer’s office was asked to provide additional comment on the stormwater management of the site, and whether a variance from the standard 50% coverage would be supportable. Because of the site conditions, the Engineer’s office has indicated its support for the April 15, 2025 Page 4 variance requested, citing the positive aspects of the civil design, but with additional conditions as follows: 1. Demonstrate that water quality and rate control are provided in accordance with City and Rice Creek Watershed District requirements. 2. Redesign the biofiltration basin based on final City Engineer requirements. 3. Add natural landscaping throughout the site to improve filtration and minimize water usage. 4. Add trees to maximize tree cover to help offset the loss of existing tree cover on the site. With these requirements, staff recommends approval of the variance to impervious surface, noting that the narrow configuration of the site, the existing of the stormwater facilities on the site, the extensive natural landscape on the east side of the property, and the ability to manage new stormwater impacts based on the City Engineer’s recommendations, mitigate concerns that would otherwise be of issue. 2. Land Use. The site is zoned R-4, Multi-Family Residential, consisting of 0.86-acres of land. The R-4 Zoning District includes multi-family development as a permitted use up to 20 units per acre, and further allows development for senior housing of up to 40 units per acre by Conditional Use Permit. Assisted living facilities qualify as senior housing under the City’s land use regulations. There are several conditions required for such housing, as follows: (1) 75% of parking supply is required to be underground. (2) Parking supply totals 1.1 spaces per unit. (3) The facility is on a collector street, or has alternative transit options arranged for tenants. (4) Unit sizes below standard City requirements must identify a transitional plan supporting redesign if the facility changes to a general market facility. (5) Density is limited to between 20 and 40 units per acre. (6) Additional necessary conditions related to the Comprehensive Plan or local conditions. Regarding Items 1 and 2 for this project, the applicant is seeking a variance from the parking design and supply requirements, based on an assisted living model in which tenants will not be able to drive or have personal vehicles. Minimum parking development on-site is proposed to provide space for residents and occasional visitors. Additional comment on parking supply is provided below. For Item 3, the facility is located on Foss Road, which serves as a minor collector roadway, transportation for tenants to other locations is necessarily handled by outside parties. To ensure that this aspect of the conditions is complied with, and considering the low supply of on-site parking, staff will recommend that the facility maintains a policy prohibiting tenants from storing personal vehicles on the property. April 15, 2025 Page 5 For Item 4, the unit sizes are shown to be between 336 square feet and 552 square feet in area. The zoning district requires that one-bedroom units are at least 650 square feet is size, but for the allowance for smaller senior units as proposed. In this case, the applicant has indicated that a conversion plan – in the event that the facility ceased to serve only senior/assisted tenants – would likely be the removal of walls combining two units into one, reducing the unit count on the property to 17 total units, and remodeling those to meet the altered market. As designed, this conversion would meet the requirements of the ordinance if it were to become a reality. For item 5, density at 40 units per acre would accommodate a total of 34.4 units. As such, the proposed 34-unit facility fits within the required range. Finally, for Item 6, comments are added to the sections below related to specific issues. 3. Site Plan. The site is arranged to provide a single access point from Foss Road leading to a single- loaded row of parking along the northern edge of the site. The parking lot is separated from the adjoining property line and storm sewer easement by a retaining wall that is shown to be as high as 4.5 feet in height above the existing grade to the north, although the bulk of the wall will be less than 2 feet in height. It is situated so as to avoid an existing catch basin that collects stormwater from the townhome property parking area to the north, and which creates a small encroachment onto the subject property. The site plan design provides a turn-around space at the end of the parking row, and shows a trash enclosure at the end of the drive-aisle. The materials do not detail the trash enclosure, but the code requires that such enclosures are constructed of materials that match those of the principal building, as discussed below. As noted above, the parking aisle has been extended to add 5 parking spaces, and the trash enclosure is shifted farther east as a result. In response to neighbor concerns over the impact of the trash enclosure on nearby residential units, the applicant has added a roof cover to the structure. The plan provides a sidewalk along the north side of the building to a patio location at the northeast corner of the building. The plan further includes a deck that would overlook the ponding area and Mirror Lake to the east of the site. That sidewalk connects to the front of the building and to Foss Road. There is no public sidewalk along Foss Road at the current time. 4. Setback Variance. Two aspects of the site plan require the consideration of variances from the relevant code requirements. The first of these relates to building location, and a request for a side yard setback variance to the south property line of 10 feet, 6 inches, below the standard setback requirement of 20 feet. The north side setback is approximately 60 feet. The lot width is 124.7 feet total. Variance requests are reviewed as to whether there are unique conditions present on the property, not created by the applicant/owner, which create practical difficulties in putting the property to reasonable use without the variance. In this case, the lot width is the controlling factor that generates the issue with setback. The parking and driveway widths to the north are as narrow as can be reasonably functional, and the storm sewer line limits the ability to extend improvements farther north than shown. April 15, 2025 Page 6 Under the R-4 zoning, reasonable use would include a multi-family building. The units themselves are already below the baseline threshold, as discussed above. It is not practical to shrink the internal units any more than the proposed design. Other external improvements include the sidewalk along the north side of the facility, which provides access to outdoor spaces on and around the site. The design leaves a small area for landscape planting between the building and the sidewalk. Eliminating any of these elements would negatively impact the livability of the site, and as noted, are a function of the reasonable land use (multi-family residential) and existing lot width. In summary, staff believes that the factors for variance are present in this regard, as no other reasonable building and parking design would accommodate full setbacks on both sides of the building. 5. Parking Variance. The second variance request relates to the requirement for parking for the facility, and the further requirement that the larger part of the parking is placed below grade. Parking Supply. There are two issues at play with regard to supply. Under the regular senior multi-family standard, a total of 38 parking spaces would be required, at the 1.1 space per unit minimum. As noted, the applicant has provided a revised site plan showing 16 spaces, increased over the original 11 spaces proposed. The applicant contends that this supply will account for employee parking demand of 5 spaces, and at least 10 or more visitor spaces during most days. The applicant has provided additional information on parking supply at comparative projects to support the proposed parking design. Underground Parking. The code requires, subject to any variance waiver, that most of the on- site parking is provided underground. The applicant is limited to just 16 surface spaces in part because impervious surface standards on this small parcel limit further pavement for parking or other purposes, even with a variance of about 10% over the standard. If the building were elevated to provide an under-building parking story, both parking supply and impervious coverage would be less of an issue. Factors for variance in this case are essentially an appeal to the smaller number of parking spaces necessary for assisted living housing compared to other multi-family and senior housing generally. The applicant is reluctant to accommodate the underground parking due primarily to cost, and absorbing that cost for what is most likely to be an effective over-supply of parking on the site. This factor is a balance between economics and reasonable use for the site – while economics are not to be used as the sole rationale for a variance, they can play a role. The applicant’s variance appeal here is based largely on the factor that the parking supply provided in an under-building parking garage would go largely unused – an economic burden that provides no specific benefit to the land use. Staff believes that there may be reasonable grounds for variance consideration in this case, given that the purpose of the underground (or under-building) parking is to limit surface parking and the impervious surface that comes with it. In this case, there would still be a need for some surface parking for visitors and transient employees, even if there were underground spaces available. In this way, the underground requirement can be viewed as an unreasonable burden on the otherwise reasonable use of the property. April 15, 2025 Page 7 Moreover, staff has undertaken additional research on parking demand for assisted living facilities. A common standard is .25 spaces per bed, plus .5 spaces per employee. For this facility, with 38 maximum beds and 5 staff, the estimated parking demand would be 12 spaces. As such, staff’s position is that the 16-space parking supply would be sufficient for nearly all conditions, with an occasional exception for a few high-demand events such as Mother’s Day. 6. Building Design and Materials. The proposed building is designed as a two-story facility with a gabled roof and two cross-gables along the north (front) wall. The south exposure does not show any additional architecture variation either in the roof or wall plane. The R-4 District includes the following requirement: The applicant for any multi-family structure in the R-4 District shall provide a proposed materials palette, including a plan that shows brick, stone, glass, and architectural metal on no less than 50% of all building walls. Architecture shall include significant articulation in both wall facades and building roofline. The building materials for this structure are primarily lapped metal siding and a wainscot of simulated stone, as well as other stone elements around the main entry facing the parking area and toward the street. The west (street), north, and east exposures show some changes in building wall and roofline. However, the south wall, adjoining the apartment property and subject to the requested setback variance, shows little articulation as noted above. Staff would recommend that this exposure is addressed to add visual interest on this side of the building. This recommendation is strengthened by the fact that this exposure is limited in potential landscape planting due to underground utilities and the narrowed side yard. Enhancing the visual impact of this exposure would help offset the lack of landscape and the setback reduction. As noted, the applicant has added cross gables to the south roof plane, and enhanced the materials on the south and west side of the building with additional stone wainscot. 7. Emergency Access. The applicants have worked with the City’s Fire Department staff to design a no- parking lane on Foss Road for emergency vehicle access to the site. It is noted that with assisted living facilities, higher emergency call rates are common, and ensuring that this access is available is a condition of site plan approval. The alternative would have required backing emergency vehicles out onto Foss Road after a call, a less than ideal condition. 8. Grading and Drainage, Impervious Surface. The site is developed to capture stormwater and drain to infiltration and rate-control ponding at the east end of the site, before the treated stormwater is released to the Mirror Lake storm system. The City Engineer will review the grading and drainage plans for compliance with the City ‘s requirements. The site has been re-designed to fall just above the maximum impervious surface coverage of 50% for the R-4 District at 54.3%. This coverage requires a variance (as discussed above). It excludes the deck area to the east of the building, which is not factored into the impervious coverage provided that the “weed barrier” below the deck is a pervious fabric material. April 15, 2025 Page 8 9. Landscaping and Lighting. The applicant has provided a landscaping plan that consists of ornamental plantings around the west and north sides of the building and natural landscape perennial plantings in and around the ponding area. Included in the plan is the requisite number of overstory trees per City requirements. As noted above, there is no foundation planting along the south side of the building. Staff would encourage some additional landscape plantings in the landscape rock mulch area, designed to minimize impacts on underground utilities, and to enhance the building materials/design recommendations noted above. The landscape plan has been supplemented with additional foundation plantings along the south building wall. As discussed in the City Engineer’s memorandum on impervious surface, the applicant should find additional opportunities to increase natural or native vegetation on the site, and to increase tree cover. Trees are proposed along much of the north property line, with newly added shrub and ornamental grass planting area. Additional tree planting (particularly with upright ornamental small trees, could be added to the south property line, and near the trash enclosure area. The applicant has provided a lighting plan that relies on wall-pack downlighting on the building’s west, north, and east walls. Parking lot pole lighting (at 18 feet) is shown in two locations, also downcast as required by code. No lighting is proposed for the south side of the property. The photometric plan shows zero foot-candle intensity at all property lines, consistent with city code requirements. Sustainability Features and Other Elements. The R-4 District includes a section suggesting that sustainability features may be factored into the City’s analysis of any R-4 development project. Examples in the code include “. . . charging stations for electric vehicles, storm water treatment and re- use for landscape irrigation, accommodations for sustainable energy provisions, such as roof-top solar or wind, and other measures”. The plans do not include particular details of these specific features. It is noted that a significant portion of the site (more than 25%) is devoted to stormwater management, and landscaped with trees and natural grasses and perennials, consistent with the City’s natural landscape code elements. The addition of more natural landscape and tree cover as recommended would add to this feature. Natural landscape cover will reduce the need for irrigation, and tree cover both reduces heat, and helps minimize evaporation of surface moisture. Finally, the applicant has provided a sign location in the front of the building, with a listed size of 34 square feet. This would be consistent with the requirements for such ground signs, and will be reviewed under separate sign permitting. CONCLUSION AND STAFF RECOMMENDATION The applicant is seeking approval of a Conditional use permit for a senior housing project in the R-4 zone (assisted living), and three variances, one for setback to the south property line, another for parking design and supply (surface parking only), and a third for an increase in impervious surface. Conditional Use Permit considerations relate to the general consistency of the use with other neighboring parcels, consistency with the intent of the zoning district and other site considerations. Although the project proposal includes 34 units, at the top of the density range, the units are designed for assisted living care, which tends to have a much lower resident density, and, usually, no personal vehicle ownership by April 15, 2025 Page 9 tenants. This results in a much lower demand for parking spaces, and a very low traffic generation compared to other multi-family projects. For variances, the City’s review criteria are focused on a showing by the applicant that there are unique conditions on the site that create practical difficulties in putting the property to what would otherwise be a reasonable use. For the side setback, staff believes the existing site conditions, including a restricted lot width and existing storm sewer line along the north property boundary create these conditions – it is not reasonable to shift a building 10 feet north, as it would eliminate some necessary feature of the project – reasonable driveway width, sidewalk, and/or landscape area. For the parking design, the variance criteria are less clear. While the applicant can argue that the addition of an under-building parking tier would meet the technical language of the code, it is very expensive, and would serve neither the needs of the site (since the site would generate very little parking demand whether the supply were built or not), nor would it likely reduce the surface parking, since most employees and all visitors would typically rely on available surface parking. In this way, the variance can be seen as one driven by the unique nature of the use, rather than solely as an economic issue. With the increase in parking space count from 11 to 16, it is staff’s position that the parking supply will be more than sufficient in the large majority of circumstances. Finally, with regard to the impervious surface request, the City Engineer, subject to specific modifications to the civil and landscape plans, believes that the increase to 54.3% impervious will not create problems for the site or the neighborhood. The property configuration and its constraints, coupled with the final civil design, separate this project from others. Staff Recommendation Planning staff recommends approval of the proposed project, including the Conditional Use Permit, Variance for side setback, Variance for parking (as revised), and Variance impervious surface. The land use is clearly within the intent of the zoning ordinance, and meets all aspects of the R-4 district with the exception of the variance requests. For the setback variance, as discussed above, staff believes that the existing site dimensions dictate the need for shifting the building toward one side property line or the other, and the north boundary is encumbered by an existing storm sewer installation. It would not be reasonable to expect that some other multi-family building could be built on this property as zoned, without a similar setback variance. The parking variance is a close question. However, given the nature of the use, staff supports the variance as requested. The addition of 5 stalls for a total of 16 spaces should be adequate for nearly all circumstances for an assisted living use. Requiring expensive parking construction that would, in the large majority of cases, go unused is not a reasonable approach to housing development regulation and would unnecessarily increase costs with little or no return in project quality. These recommendations come with a set of recommended conditions, which apply both to the CUP and Variance applications. They are as follows: April 15, 2025 Page 10 1. The applicant maintains a policy that prohibits tenants from storing personal vehicles on the premises. 2. No conversion of the property to any type of housing that is not specifically designated for assisted living may occur without a new Conditional Use Permit demonstrating compliance with all of the terms of the applicable zoning in effect, including unit count, parking supply, and other factors. 3. The retaining wall is designed by an engineer if it remains more than four feet in height. 4. The trash enclosure is constructed of materials that match those of the principal building, including the proposed roof. 5. The applicant modifies the south building exposure to add architectural features and interest to both the wall and roofline, subject to staff review and approval. The plans as resubmitted meet this condition as recommended by staff. 6. The applicant works with the City to sign the emergency vehicle lane along Foss Road for no parking. 7. The City Engineer reviews and approves the grading and drainage plans. Substantive modifications to the site plan resulting from grading plan changes may result in additional official review of the proposed plan. 8. The City Engineer approves required final designs of the bioretention and other aspects of the stormwater (and other) plans as noted in the Engineer’s memo of April 3, 2025. 9. The weed-barrier material under the deck is pervious fabric to ensure compliance with impervious surface regulations. 10. Additional landscaping plant materials are provided in the rock mulch edge along the south side of the building to help mitigate impacts of the lessened setback in this area. The updated plans reflect compliance with this condition. 11. The applicant supplement landscape plans with the recommendations of the City Engineer and as suggested in this report. 12. Additional sustainability elements recommended by the Planning Commission and approved by the City Council may be included in any final approval. 13. The proposed sign will be reviewed separately and permitted under standard sign permitting procedures. 14. The applicant constructs the project consistent with the finally approved plans. 15. The applicant enters into a Conditional Use Permit Development Agreement guaranteeing the terms of the permit and operational elements. April 15, 2025 Page 11 16. The approval recommendation incorporates the findings of fact noted in this report, and as included in the draft City Council Resolution. 17. Any additional recommendations of the Planning Commission following the public hearing. Findings: 1. The site is zoned R-4, accommodating multiple family housing as a permitted use. 2. The R-4 Zoning can also accommodate senior housing as a conditional use in the density range proposed by the applicant. 3. Senior Housing – and in particular assisted living housing – presents a much lower demand for parking than other types of residential that would be allowed on the parcel by right. 4. Assisted living housing, given the lack of automobile use by the tenants, creates a far lower traffic generation than other types of housing that would be allowed on the parcel by right. 5. The site is narrow in dimension, and is encumbered by a storm sewer along the north and east property boundaries, limiting the site buildable areas. 6. Given the restrictions in buildable area, no reasonable construction would fit on the property, including parking and other site improvements, without flexibility in setbacks and building location. 7. The conditions on the property noted herein support the reasonable use of the property as an assisted living facility with a narrower side yard setback. 8. The nature of the use creates a demand for parking that is much lower than what would otherwise be required for underground parking supply on the site. 9. The development of underground parking for the facility would constitute a wasted cost given the low parking demand for assisted living units. 10. These factors support the approval of variances to side setback, parking requirements, and impervious surface coverage in the R-4 district, subject to compliance with the relevant conditions noted in the staff reports. 11. The proposed use, with the conditions attached to an approval as recommended herein, constitute a reasonable use of property, and one which is least likely of the allowable uses on the site to create unreasonable burdens on the neighborhood or on the public facilities in the area. 12. The proposed use is consistent with the existing and surrounding land uses (all multi-family housing of varying densities), and meets the requirements of the R-4 District as well as the conditions necessary for the requested variances. ALTERNATIVE PLANNING COMMISSION ACTION 1. Motion to recommend denial of the CUP and/or Variances. In the event of a recommendation for denial, the Planning Commission must state its findings related to denial on the record. 2. Request Additional Information and Table Action. A motion to table should be accompanied by the specific information requested of staff or the developer necessary to make a recommendation. Staff note: Given 60-day timelines, the Planning Commission should attempt April 15, 2025 Page 12 to forward a recommendation at this time to provide the City Council adequate time to consider the application. ATTACHMENTS Exhibit A: Powerpoint Presentation Exhibit B: Application and Supporting Material Exhibit C: Draft City Council Resolution 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 Memorandum To:Ashley Morello, St. Anthony Village Assistant City Manager From:Bill Alms, PE, Water Resources Project Manager Katie Koscielak, Municipal Project Manager Henry Meeker, Water Resources Graduate Engineer Date:April 3, 2025 Re:Impervious Cover Variance – Able View Assisted Living – 0 Foss Rd WSB has reviewed Land Use Application #9555 for the Able View Assisted Living site dated February 2, 2025. The existing site is undeveloped, with the majority of runoff flowing northeast to an existing regional pond. There are existing City storm sewer pipes running west to east across the north end of the site and south to north across the east end of the site. The proposed site includes a two-story building, parking lot, and biofiltration basin. Due to the unique nature of the site, a variance to the City impervious cover limits appears to be justified. The narrow parcel, further encumbered by existing storm sewer, limits possible site layouts. The proposed site maximizes tributary flows into a BMP to provide water quality treatment and rate control. Beyond stormwater management, this biofiltration basin will provide aesthetic enhancements and habitat improvements to the site. The proposed native seeding mix will provide an important landscape space for pollinators and other wildlife in a region of the City otherwise dominated by turfgrass. With the proposed additional imperious, the developer must continue to demonstrate that water quality treatment and rate control is provided in accordance with City and Rice Creek Watershed District requirements; it is likely that the proposed biofiltration basin will require some redesign to accommodate more impervious surface. Additionally, it is recommended that the developer maximize native landscaping across the site and propose trees above the required minimum to help offset the loss of natural space with increased impervious. Planning Commission Public Hearing: Foss Road Assisted Living – CUP/Variances Presented April 15, 2025 Assisted Living CUP/Variances– Foss Road (37xx Foss Road) Assisted Living CUP/Variances– 37xx Foss Road – Site and Floor Plans Assisted Living CUP – 37xx Foss Road Minimum CUP Requirements in R-4 Zoning (1) 75% of parking supply is required to be underground. (2) Parking supply totals 1.1 spaces per unit. (3) The facility is on a collector street, or has alternative transit options arranged for tenants. (4) Unit sizes below standard City requirements must identify a transitional plan supporting redesign if the facility changes to a general market facility. (5) Density is limited to between 20 and 40 units per acre. (6) Additional necessary conditions related to the Comprehensive Plan or local conditions. Assisted Living – Side Setback Variance •Existing Lot width would result in inadequate width for any building, with 20 foot side yards, common building width, and parking/driveway. •Storm sewer line on north boundary restricts location of building along the north side of parcel. •Parking access on north side of parcel less likely to interfere with other traffic from townhouses (to north) than multi-family (to south). Assisted Living – Parking Variance •Applicant notes that assisted living tenants will not have cars on site. •Requirements for underground parking would require significant increase in parking supply and cost but not improve site conditions. •Future conversion to non-senior use would require revisiting the parking supply on the site. •Applicant should quantify employee and daily visit parking demand to confirm proposed 16 space supply. •Staff research supports the parking supply based on similar standards used in other locations. Assisted Living – Impervious Variance •City Engineer supports rationale for slight variance to 54.3% on this site, distinguish from other locations. •Requirements for adherence to strict 50% coverage limits other reasonable improvements, and this reasonable use. •The addition of supplemental natural landscape and tree cover can offset the impacts of the increase in impervious. •Redesign of stormwater improvements help minimize potential impacts. Building Design and Other Elements Building Design and Other Elements •Enhance south building wall and roofline to avoid flat wall design toward the shallow setback. •Maintain No-Parking along street access for emergency response. •Limit additional impervious surface, including under-deck surfaces. •Add landscape treatments to south building wall area. •Discuss elements of sustainability - note that 25% of the site is planted in natural landscape materials. Assisted Living CUP/Variances Staff Recommendation Planning staff recommends approval of the proposed project, including the Conditional Use Permit, Variance for side setback, Variance for parking, and Variance for impervious. The land use is clearly within the intent of the zoning ordinance. For the setback variance, staff believes that the existing site dimensions dictate the need for shifting the building toward one side property line or the other. No other multi-family building could be built on this property as zoned, without a similar setback variance. Staff supports the variance as modified. Requiring expensive parking construction that would go unused would unnecessarily increase costs with little or no return in project quality. Staff further supports the impervious surface variance, with the recommendations of the City Engineer, specifically noting the increase in parking supply and improvements to the site plan and use of the property. Conditions of Approval 1. The applicant maintains a policy that prohibits tenants from storing personal vehicles on the premises. 2. No conversion of the property to any type of housing that is not specifically designated for assisted living may occur without a new Conditional Use Permit demonstrating compliance with all of the terms of the applicable zoning in effect, including unit count, parking supply, and other factors. 3. The retaining wall is designed by an engineer if it remains more than four feet in height. 4. The trash enclosure is constructed of materials that match those of the principal building, including the proposed roof. Conditions of Approval, cont’d. 5.The applicant modifies the south building exposure to add architectural features and interest to both the wall and roofline, subject to staff review and approval. The plans as resubmitted meet this condition as recommended by staff. 6. The applicant works with the City to sign the emergency vehicle lane along Foss Road for no parking. 7. The City Engineer reviews and approves the grading and drainage plans. Substantive modifications to the site plan resulting from grading plan changes may result in additional official review of the proposed plan. 8. The City Engineer approves required final designs of the bioretention and other of the stormwater (and other) plans as noted in the Engineer’s memo of April 3, 2025. Conditions of Approval, cont’d. 9. The weed-barrier material under the deck is pervious fabric to ensure compliance with impervious surface regulations. 10. Additional landscaping plant materials are provided in the rock mulch edge along the south side of the building to help mitigate impacts of the lessened setback in this area. The updated plans reflect compliance with this condition. 11. The applicant supplement landscape plans with the recommendations of the City Engineer and as suggested in this report. 12. Additional sustainability elements recommended by the Planning Commission and approved by the City Council may be included in any final approval Conditions of Approval, cont’d. 13. The proposed sign will be reviewed separately and permitted under standard sign permitting procedures. 14. The applicant constructs the project consistent with the finally approved plans. 15. The applicant enters into a Conditional Use Permit Development Agreement guaranteeing the terms of the permit and operational elements. 16. The approval recommendation incorporates the findings of fact noted in this report, and as included in the draft City Council Resolution. 17. Any additional recommendations of the Planning Commission following the public hearing THANK YOU – QUESTIONS? Print Before you begin this process, please consider a pre-application conference (by phone, email, or in person) with City community development staff. We are ready to assist in helping you understand the complexities of the review process, and the standards on which a potential application will be considered. We can also advise you on the materials that will help ensure you have a complete and clear application. City of St. Anthony City Hall 612-782-3301 Thanks for your interest in improving your property and reinvesting in the St. Anthony Village community. Fee and Escrow Terms By initialing below, the applicant agrees to pay the application fee and deposit an escrow fee to cover the city’s consultants’ costs associated with reviewing the associated request. If the city’s consultants’ costs exceed the initial escrow deposited by the applicant, an additional escrow fee will be collected from the applicant to cover the additional costs. Initial here to accept fee and escrow terms above* DT Address of Property Involved* 0 Foss Rd NE Property ID Number* 313023440040 Legal Description Lot 16 Block 12 Mounds View Acres, Send Addition, according to the recorded plat thereof in the office of the Registrar of Titles for Ramsey County Applicant Information Applicant Name* David TeBrake Applicant Email Address davet@millerab.com Land Use Application - Submission #9717 Date Submitted: 3/31/2025 Applicant Address 3335 W. St. Germain St. in St. Cloud, MN 56302 Applicant Phone Number* 320-267-7562 Property Information Property Owner (if different from above) Nou Vang Owner Email Address ableview01@gmail.com Owner Address 1565 Murphy Parkway in St. Paul, MN 55122 Owner Phone Number 612-501-2861 Appeal ($500 fee + $1,500 escrow) Comprehensive Plan Amendment ($750 fee + $1,500 escrow if residential; $3,500 escrow if commercial/industrial) Conditional Use Permit ($1,000 fee+ $750 escrow if residential; $2,500 escrow if commercial/industrial) Easement Vacation ($200 fee + $500 escrow) Preliminary Plat ($750 fee + $1,500 escrow) Final Plat ($500 fee + $7500 escrow) Minor Subdivision/Lot Split ($500 fee + $1,500 escrow) Planned Unit Development (PUD) ($1,500 fee + $2500 escrow plus $50 escrow per residential unit ) Rezoning ($750 fee + $1,500 escrow) Zoning Text Amendment ($500 fee + $750 escrow) Site Plan ($500 fee + $750 escrow) Variance ($1,000 fee + $750 escrow if residential; $2,500 escrow if commercial/industrial) Type of Request (Check all that apply) Description of the Request (or a separate detailed narrative explaining the project) Nou Vang is the owner of Able View Senior Living and is in need of expanding his business. He has located a site in St. Anthony of 37,229 SF, or .8547 acres, on Foss Road. The PIN is 313023440040. The site address is shown as two possible addresses, 0 Foss Rd NE or 3765 Foss Rd NE. Mr. Vang is looking to build a new building that will consist of 34 units of Assisted Living for the elderly. To allow this use on this property the city requires a Conditional Use Permit which is what we are applying for. We also are applying for two variances, as follows: Variance #1 includes a side yard setback variance on the south property line from the required setback of 15' to a proposed setback of 10' 6". The reason for the variance is due to an existing storm sewer structure the city had placed on this property to collect stormwater from a neighboring property to the north. In order to work around this structure, it was suggested by city staff to move our building to the south to not affect the storm structure and ask for the variance. Variance #2 is to ask for a variance from the required parking for a senior living facility. The requirement is 1 stall for every 1.1 units and that a certain percentage of those stalls need to be provided for underground or under roof. This facility is an assisted living facility, not a standard senior housing facility. As a result, the residents do not own cars, nor do they drive. To provide 1.1 stalls per unit would be an abundance of parking stalls that would never get used, nor ever be needed. We initially proposed 11 parking stalls on site, and due to the concern of planning commission members, have now increase the parking stall count to 16 stalls. The highest amount of staff on duty at one time will be 5 so 11 of the remaining stalls is intended for shift change needs along with visitors and/or deliveries. A detailed analysis of the types of senior housing that are available, versus what is proposed on this site, is attached to this submittal. It also gives greater detail to the parking specifics as well as compare other projects completed by the architect, along with other projects completed in St. Anthony. Variance #3 is to ask for a variance from the impervious surface requirement of 50%. As a result of the concern for adding more parking by the planning commission, the additional 5 staffs added has caused a 4.3% variance need for impervious surface. Our impervious surface is now 54.3% and the city requirement is 50%. Planning commission indicated a willingness for this minor variance in exchange for the peace of mind in having more parking on site. This was under the condition that the city engineer would be accepting of this variance and that the additional impervious would not be causing any negative impacts on the site in regards to drainage and ponding. We have sent this information to the city engineer and have not heard back yet from them at the time of this submittal. At the planning commission meeting there were also concerns by neighbors to the townhome development to the north on several things of which our current submittal plans have addressed. First, is we have shown a covered trash enclosure to better conceal the sites and smells from the townhome property owners. The second is that we have added a hedge along the north property line to provide a visual screen between the townhome property and our development. City staff also recommended changes to our plans that have been incorporated into this resubmittal. They were adding additional detail to the south elevation of our building along with additional landscaping along the building perimeter on the south side of the building. We feel this development would be a great fit for the city of St. Anthony and we appreciate your consideration to allowing our Conditional Use, and accepting our three variance requests. PDF Attachment 1 (if needed) Able View Parking Analysis.pdf PDF Attachment 2 25005 - Able Assited Living Civil CDs 03-31-25.PDF If Needed PDF Attachment 3 25005 - Able Assisted Living Storm Water Calcs 03-31- 25.PDF If Needed PDF Attachment 4 2025-0331 - Able View Assisted Living - Architectural Site Plan Review.pdf If Needed PDF Attachment 5 (if needed) Choose File No file chosen If Needed Acknowledgement and Signature I acknowledge that I have read all of the information listed in the City of St. Anthony Village Land Use Application and fully understand that I am responsible for all costs incurred by the City related to the processing of this application. If additional fees are required to cover costs incurred from processing of the application, the City has the right to require additional payment from one or more of the undersigned, who shall be jointly liable for such fees. Such expenses may include (but are not limited to) direct city payroll and overhead costs, fees paid to consultants and other professionals, and the cost of printing, mailing, and supplies. Applicants are advised that an escrow deposit is required at the time of the submittal of the land use application to offset costs associated with the proposed project. Unused portions of an escrow are returned to the applicant upon successful implementation of an approved plan. I understand that approval from other agencies may be required before commencement with the stated project. I agree. Electronic Signature Agreement By checking the "I agree" box below, you agree and acknowledge that 1) your application will not be signed in the sense of a traditional paper document, 2) by signing in this alternate manner, you authorize your electronic signature to be valid and binding upon you to the same force and effect as a handwritten signature, and 3) you may still be required to provide a traditional signature at a later date. Electronic Signature* David J. TeBrake Payment Upon submission of this application, please mail or drop off payment for fee and escrow to City Hall 3301 Silver Lake Road, St. Anthony, MN 55418. Able View Senior Living Parking Analysis Types of Senior Living Available NH: Nursing Home/Skilled Nursing Facility 24 hour care Highest care level provided Highest staffing and volunteer ratio No residents drive R: Respite care also is classified under Nursing Homes and is a short term stay for rehabilitation after an accident, surgery or procedure H: Hospice Care 24 hour care High level of care provided High level of staffing and volunteer ratio MC: Assisted Living Memory Care 24 hour care 2nd level of care provided 2nd highest staffing ratio No residents drive AL: Assisted Living 24 hour attendant on duty 3rd level of care provided 3rd level of staffing ratio No residents drive IL: Independent Living Some have 24 hour attendant on duty Least level of care provided Least level of staffing ratio Most all residents drive and store vehicle(s) on site Proposed Project Parameters Able View Senior Living St. Anthony, MN 34 AL units 16 Parking stalls Parking for 47% of units 30 on street parking stalls available within 150’ of facility Peak Family Visiting Hours: 4-7 PM Weekdays 10AM – 4PM Weekends Family Visiting Vehicle Counts (on the average) 1/3 of residents have regular weekly visitors 1/3 of residents have only birthday and holiday visitors 1/3 of residents have no visitors Regular visitors for 11 residents, 4 visiting vehicles per resident 44 vehicles visiting weekly 44 vehicles/7 days = 6.3 vehicles per day 90 minute average stay Assume they are coming at peak visiting hours so this means about 3 vehicles on the average each day for regular visitors. Weekdays 4 – 5:30 = 3 regular visitors & 5:30 – 7 = 3 regular visitors Weekends 10 – 12, 12 – 2, and 2-4 = 3 regular visitors Other Site Activity: 8AM: Adult Care Van Pick up 3PM: Adult Care Van Drop off Medical Care Van: Varies during the day Deliveries: Varies during the day Garbage Pickup: TBD, but week day typically in AM Ambulance: At need Staff Shift Hours: 8 AM: 5 staff on, 2 staff off 5 PM: 2 staff on, 5 staff off 11 PM: 2 staff on, 2 staff off Parking on Projects Completed by Miller Architects & Builders Empower Center Care St. Paul, MN 53 AL units 14 Parking stalls Parking for 26% of units Limited on street parking available Average of 10 regular visitors per day typically during peak hours of 4-7 weekdays Hope Springs at Minnetonka Minnetonka, MN 21 NH units 12 Parking stalls Parking for 57% of units No on street parking available Average of 3.6 regular visitors per day typically during peak hours of 4-7 weekdays Holly Ridge Assisted Living Starbuck, MN 40 AL units 1 Guest room 25 Parking stalls Parking for 60% of units No on street parking available Average of 7.5 regular visitors per day typically during peak hours of 4-7 weekdays Hoffman Senior Living Hoffman, MN 10 MC units 10 AL units 20 Parking stalls Parking for 100% of units On street parking available Average of 3.77 regular visitors per day typically during peak hours of 4-7 weekdays Brookside Senior Living Montevideo, MN 46 IL units ( these residents are driving and have their vehicles parked on site) 10 MC units 45 Parking stalls Parking for 80% of units No on street parking available Parking at St. Anthony, MN Senior Living Facilities St. Anthony Health Center 120 NH, R & H Units & Chandler Place 119 AL & MC Units 239 units total 106 above ground parking stalls Parking for 44% of units On street parking available The Legacy of St. Anthony 73 AL Units 22 above ground parking stalls (Parking lot is combined with Autumn Woods Apartments so tough to tell which parking is for which property) Parking for 30% of units On street parking available Hayden Grove Senior Living 135 IL(83), AL(28) & MC(24) Units 45 above ground parking stalls Parking for 33% of units On street parking available SCHULTZ ENG. PROJECT NO.: 25005 DRAWN BY: NES REVIEWED BY: BJS © SCHULTZ ENGINEERING & SITE DESIGN, PLLC 2025 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 ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA 18 SOUTH RIVERSIDE AVENUE, SUITE 230 SARTELL, MINNESOTA 56377 PH: (320) 339-0669 FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com FOSS ROAD ST. ANTHONY VILLAGE, MN C1 STANDARD NOTES & SPECIFICATIONS ABLE VIEW ASSISTED LIVING DATENO. 1 2 DATE: 03/31/2025 ISSUE DATE: 03/31/2025 xx/xx/2025 xx/xx/2025 REVISIONS SCHULTZ ENGINEERING& SITE DESIGN DESCRIPTION 3 xx/xx/2025 4 xx/xx/2025 FILLING AND GRADING 1. Rough grading of all areas within the construction limits, including adjacent transition areas shall be reasonably smooth and compacted. The rough graded subgrade surface generally shall not be more than 6 inches above or below the established subgrade elevations. All ditches, swales, and gutters shall be graded to drain adequately. The subgrade shall be evenly sloped to provide drainage away from building walls in all directions at a minimum slope of 1%. The Contractor shall provide rounded transitions at top and bottom of banks and other breaks in grade. 2. Fill and backfill materials shall be inorganic soils, free of roots, rocks, boulders, and debris. 3. Bedding material or granular backfill larger than 2" in its largest dimension shall not be allowed within 2 feet of new underground pipes. Material larger than 3" in its largest dimension shall not be allowed within 1 foot of subgrade elevation. 4. Imported compacted fill material shall have a maximum of 12 percent passing the #200 sieve, by weight. The proposed imported fill material shall be tested by an independent testing lab for suitability as compacted fill for this project. The Contractor shall pay for the testing services and provide a copy of the test results to the Engineer. 5. The Contractor shall fill and grade as necessary to bring surfaces to required elevations, and provide all materials necessary, whether obtained on or off the project site. 6. The Contractor shall place compacted material in uniform horizontal lifts not exceeding 8" in depth for clay soils, and 12" in depth for sandy soils, and compact as required to achieve specified density. 7. Compaction shall be obtained with the use of vibratory rollers or rammers. During compaction, fill material shall contain moisture content, as necessary, for the required compaction as indicated by an independent testing laboratory. The moisture shall be uniform throughout each lift. If the material is too dry, water shall be added with approved equipment and methods, which will not wash out fine material. If the material is too wet, it shall be dried by harrowing, disking, blading, or other approved methods recommended by the independent testing laboratory. 8. Areas designated for pavement in excavated (cut) areas shall be scarified to a depth of 1 foot. The Contractor shall bring the subgrade material to optimum moisture content as indicated by the independent testing laboratory, and compact the subgrade to the specified density listed below for soils underneath pavements. 9. The Contractor shall not place fill material when either the fill material, or the material on which it is to be placed, is frozen. Any soft or yielding areas appearing in the fill resulting from frost, rain, or any other reason whatsoever shall be scarified, removed, recompacted and/or otherwise rectified to the satisfaction of the Engineer before any new fill is placed. UNFORESEEN OBSTACLES 1. The Engineer shall be contacted immediately if any unforeseen major obstacles are encountered during excavation, such as abandoned wells, abandoned or functioning utilities, subsurface streams or rock, etc., which would add significant expense to the Contractor. 2. The Contractor shall still be responsible for completing all work required for this project where encountered conditions may be reasonably determined from a soils/geotechnical report and review of the project site and contract documents. DEWATERING 1. Surface drainage shall be provided during construction in a manner so as not to create a nuisance to adjacent areas. 2. All excavations shall be free of water during construction within the excavations. Dewatering shall be accomplished by pumping or trenching, and shall be conducted regardless of the cause, source, or nature of the water. 3. Berms, cofferdams, piling, etc. shall be provided as necessary to protect excavations. 4. Excavations shall be sloped to drain, and necessary pumps, hoses and other equipment shall be provided to keep excavation free of water. 5. All dewatering operations shall be provided with erosion & sediment control as per the project SWPPP. 6. All temporary equipment used for dewatering shall be removed from the site when no longer necessary. SUBGRADE PREPARATION 1. Finished subgrade elevations shall be as follows: a. Bituminous pavement: 10" below finished grade. b. Concrete pavement/apron: 14" below finished grade. c. Concrete sidewalk: 8" below finished grade (plus thickened edge). d. Lawn areas: 4" below finished grade. e. Planting areas: See Landscaping Plans/Details 2. The tolerance for areas to be paved shall not exceed 0.15 feet above or below plan subgrade. 3. The Contractor shall protect newly graded areas from erosion. Settlement or washing that occurs prior to acceptance of the Work shall be repaired and grades re-established. TOPSOIL 1. Adequate imported and/or stockpiled salvageable topsoil shall be utilized for this project, such that the topsoil thicknesses specified in the plan specifications and details are provided. 2. Topsoil shall be free of clay lumps, roots, brush, large stones, and debris, and shall have a minimum organic content of 5 percent. 3. Remove topsoil to its entire depth from areas, which are to be disturbed by new construction work. Existing vegetated areas, which are not in the proposed construction area(s) shall remain in place. The Contractor shall field verify topsoil depths between any soil borings, and remove to greater depths than indicated in the soils report if such conditions are encountered. Salvaged topsoil shall be maintained in stockpiles with adequate erosion & sediment control provided. 4. Stockpiled topsoil shall only be used for finish grading of new vegetated areas. Excess topsoil shall be removed from the site by the Contractor. 5. Protect all existing vegetated areas, plantings, and other landscaping to remain in place. Any damaged areas shall be replaced at the Contractor's expense. PLAN GRADES 1. Elevations shown on the project drawings are finished grade elevations, unless noted otherwise. Elevations not specifically indicated shall be determined by interpolation of uniform slope between spot elevations and/or contours, or between such points and existing elevations. Adequate slope shall be constructed to provide positive drainage away from structures. 2. If inconsistencies exist on the plans between contours and spot elevations, the spot elevations shall govern. PROJECT CONDITIONS 1. The Contractor shall become familiar with the project site, and compare actual conditions in the field with those shown on the project drawings. The Contractor shall contact the Engineer immediately if any inconsistencies are found between the existing conditions and the project drawings. 2. The Contractor shall field verify locations and elevations of existing underground utilities at proposed utility connections, proposed utility crossings, and at locations where these existing underground utilities will be affected by construction. The Contractor shall complete the field verification of these existing underground utility locations and elevations as early in the project schedule as practical. 3. No additional compensation will be allowed due to unusual conditions which could have reasonably been determined or anticipated by examination of the project site and project drawings. EARTHWORK NOTES PROTECTION 1. The Contractor shall maintain all benchmarks, monuments, and other reference points. If any are disturbed or destroyed, they shall be replaced at the Contractor's expense. 2. The Contractor shall contact the Engineer immediately if any unknown functioning underground utilities are discovered during the course of the project, which may interfere with construction. The Contractor shall wait for instructions before proceeding. 3. The Contractor shall be responsible for any damage to functioning underground or overhead utility lines. Damaged utilities shall be repaired immediately and service restored at no additional cost to the Owner. 4. The Contractor shall provide barricades, shoring and other safety measures, as required by OSHA. 5. The Contractor shall protect all adjacent existing facilities from damage, including but not limited to, settlement due to excavations, erosion, etc. The Contractor shall be responsible for the repair of such damages. SPREADING TOPSOIL AND FINISH GRADING 1. Scarify subgrade to a depth of 3" prior to placing topsoil. Spread topsoil evenly over complete subgrade as follows: a. Vegetated Areas on Private Property: Spread 4-inch lightly compacted layer of topsoil. b. Vegetated Areas within Public Right-of-Way: Per requirements of governing authority. c. Planting Areas: See Landscape Plan/Details 2. Finish grade accurately within 0.15 feet of the finished grades shown on the project drawings, less the thickness of any sod where it is to be installed. Slope all grades away from buildings to provide positive drainage. 3. Prepare topsoil suitable to receive seed and/or sod. Grading of areas designated for topsoil shall be reasonably smooth and even, and in accordance with MNDOT Spec. 2574.3A3. All debris and stones exceeding 3" in diameter shall be removed from the soil surface of these areas prior to seeding. Areas compacted by vehicles or storage of materials shall be plowed, disked and harrowed to match texture of other finish graded areas. 4. Grass seed shall be in accordance with MnDOT Spec. 3876, seed mix No. 25-131, applied at the rate of 220 pounds per acre or as indicated on the landscape plans. At a minimum for the purposes of erosion control, mulch shall be applied and discanchored to all seeded areas and shall meet the requirements of MnDOT Spec. 3882, Type 3 or as otherwise indicated by the Engineer. DISPOSAL OF EXCESS WASTE MATERIALS 1. The Contractor shall remove excess excavated material, debris, and waste materials from the Owner's property and legally dispose of it in accordance with all federal, state, and local governing codes. STANDARDS AND REFERENCES Materials and construction methods specified in the plans reference the Minnesota Department of Transportation (MNDOT) Standard Specifications for Construction. The Contractor shall review current specification sections, applicable to this plan set, from the MNDOT Standard Specifications for Construction, which can be found on MNDOT's website or via an obtained hard copy of the specifications: MNDOT: https://www.dot.state.mn.us/pre-letting/spec/ Materials and construction methods specified in the plans, and related to site utilities, also reference the Minnesota Plumbing Code (within private sites) and the City Engineers Association of Minnesota (CEAM) Standard Specifications (within public right-of-way). The Contractor shall review current specification sections, applicable to this plan set, from the MN Plumbing Code and the CEAM Standard Specifications, which can be found on the associated websites or via obtained hard copies of the specifications: MN Plumbing Code: https://www.dli.mn.gov/business/plumbing-contractors/2020-minnesota-plumbing-code CEAM: https://www.ceam.org/?SEC=CEFF15C3-795B-4D3E-8660-F129069993D1 It is mandatory that the Contractor be knowledgable of the applicable standard specification sections indicated above during construction. No additional compensation will be paid to the Contractor for additional work due to unfamiliarity with the applicable specification sections. Contractor shall refer to the geotechnical report, if any, for additional requirements and recommendations. BITUMINOUS PAVEMENT NOTES STANDARDS 1. Minnesota Standard Specifications for Highway Construction, most recent edition. GRANULAR BASE AND SURFACE COURSES 1. Compacted thickness of finished base course: 6" 2. Process material for aggregate base shall meet the requirements of MNDOT Spec. 3138, Class 5. 3. The subgrade shall be tested and observed to the satisfaction of the Engineer prior to placement of aggregate base material. Install base material as required to accommodate new plan grades. 4. Wet base material to approximate optimum moisture content either prior to delivery to job site or as soon as practical after being placed on subgrade. 5. Place in layers not exceeding 4" thickness (loose). 6. Compact with pneumatic or vibrating steel drum rollers. 7. After base course has been graded and compacted, thoroughly wet and slush roll with roller until all aggregates are thoroughly embedded. 8. Allow base course to cure for a minimum of 72 hours prior to bituminous course application. BITUMINOUS BASE AND SURFACE COURSES 1. Mix Designation Numbers for the bituminous mixtures on this project are per MNDOT Spec. 2360.1B 2. Pavement smoothness requirements will be waived for this project. 3. Density for the bituminous mixture on this project will be the ordinary compaction method (MNDOT 2360.3D2). 4. Bituminous Base course shall conform to MnDOT 2360, Mixture Designation SPNWB330B and shall be 2 inches thick after compaction. Bituminous Surface course shall conform to MnDOT 2360, Mixture Designation SPWEA340B and shall be 2 inches thick after compaction. 5. Place no asphaltic mixture when the atmospheric temperature is below 45 degrees and falling, nor should pavement be placed under wet conditions. 6. Mixing a. Paving mixture: Uniform mixture of course aggregate, fine aggregate, mineral filler and asphaltic material. b. Grading and mixing: Conform to applicable sections of the Minnesota Standard Specifications for Highway Construction, Section 2360. CONSTRUCTION METHODS 1. Properly clean base course and deliver hot mix asphaltic concrete in clean tight vehicles with covers if necessary 2. Lay to a smooth surface without segregation of material and attain compaction as early as possible. Commence rolling while the material is hot, (minimum spread temperature 250 degrees F.) as soon as it will support the roller without undue displacement or hairline cracking and continue until a minimum of 96% of maximum has been attained, no further compression can be attained and all roller marks are eliminated. 3. The completed surface: Smooth, free of pockets that will retain water and shall not vary more than 1/16" per foot nor more than 1/4" under a 16' straight edge. Entire surface must drain. No flat areas are permitted. 4. Perform all Work in accordance with the applicable requirements of the Minnesota Standard Specifications for Highway Construction. PAINTED LINES 1. Special marking paint compound especially for striping bituminous and/or concrete paving in one coat. 2. Manufacturers: Pratt & Lambert, Inc.; Sherwin Williams Co. or DuPont Co. 3. Colors: Use white paint for concrete and bituminous pavements. 4. All surfaces to be painted must be thoroughly clean and dry. 5. Lay out painted lines with chalk on pavement in accordance with Project Drawings. 6. Accurately apply paint to the chalk marks, using striping machines - 4" wide stripes. 7. Apply paint in strict accordance with the manufacturer's directions. 8. Protect all paint from damage by traffic until dry. 9. Apply handicap logo at handicap stall. FIELD QUALITY CONTROL 1. Aggregate Material Testing: a. Granular base and/or surface courses shall be test rolled and observed by the Contractor's independent soils technician as per MNDOT 2211.3D2b (Quality Compaction Method). Once the base course has been tested to the satisfaction of the Engineer, pavement may be placed. b. One mechanical gradation analysis (ASTM D-422) per 500 cubic yards of base or fraction thereof. 2. Bituminous Testing: a. Test temperature of first truck. b. Ordinary compaction (MNDOT 2360.3D2) CONCRETE PAVEMENT, CURB & GUTTER, AND SIDEWALK STANDARDS 1. ACI 318, ACI 315, CRSI, ACI 301, latest adoptions. 2. Minnesota Standard Specifications for Construction, most recent edition GRANULAR BASE COURSE MATERIAL 1. Compacted thickness of finished base: 6" - Concrete Pavement 4" - Concrete Sidewalk 2. Base material shall consist of MNDOT 3149.2B Select Granular Material. PORTLAND CEMENT 1. ASTM C150, Type I plus an approved air entraining agent, or Type IA air-entraining Portland cement. 2. MnDOT Spec. 3101. WATER 1. Clean, fresh and potable, MnDOT Spec. 3906. AIR ENTRAINING ADMIXTURES 1. ASTM C260. 2. Provide entrainment of 4 - 7 percent by volume. OTHER ADMIXTURES 1. MnDOT Spec. 3113. 2. Calcium Chloride or materials containing chlorides or nitrates shall not be allowed. AGGREGATES 1. Coarse: MnDOT Spec. 3137. 2. Fine: MnDOT Spec. 3126. CONCRETE PLACEMENT 1. Place concrete as soon as possible after mixing. Place before initial set has occurred, and in no event after it has contained its water content for more than one hour. 2. Avoid overworking concrete or allowing concrete to fall unrestricted for excessive vertical distances, and other situations which can cause segregation of the aggregates. 3. Concrete pavements shall be placed in accordance with applicable portions of MnDOT 2301. 4. Sidewalks shall be placed in accordance with MnDOT 2521. 5. Curb and gutter shall be placed in accordance with MnDOT 2531. PROTECTION 1. Provide adequate protection against rain, sleet and snow before and during placement and finishing of concrete. 2. Protect concrete from premature drying. Provide temporary covering as required. Keep concrete continuously moist for 7 days. 3. Treat concrete with membrane curing compound in accordance with MnDOT 2531.3G. COLD WEATHER CONCRETE 1. Do not place concrete when the atmospheric temperature is below 40 degrees F., or when the concrete is likely to be subjected to freezing temperatures within 24 hours after it has been deposited, unless adequate temporary heating is provided. 2. Maintain concrete temperature of 40 to 90 degrees F. for 3 days. Protect from freezing for the following 5 days. 3. No frozen materials may be used in the concrete. Chemicals may not be used to prevent freezing unless approved by the Engineer. 4. Perform all cold weather Concrete placement in accordance with ACI 306. HOT WEATHER CONCRETE 1. Do not place concrete when the atmospheric temperature is above 100 degrees F. 2. Maintain concrete temperature of 40 to 90 degrees F. for 3 days. Protect from temperatures over 90 degrees for the following 5 days. 3. Thoroughly wet dry porous surfaces before placing concrete. 4. Water reducing admixtures with retarding properties are required for all concrete placed when the temperature exceeds 80 degrees F. 5. Perform all hot weather concrete placement in accordance with ACI 305. QUALITY CONTROL 1. The Contractor shall hire an independent testing firm to provide the following tests: a. The independent testing technician shall perform random field testing of the fresh concrete including slump, air content, and temperature. (ASTM C143, C173, C231 and C138). One series of the aforementioned tests shall be performed on the first load of concrete. Random testing of slump, air content, and temperature shall be completed on several of the remaining concrete loads to ensure that the associated range requirements are being met for the overall concrete placement. b. The independent testing technician shall cast a set of four compression test cylinders for the first load of concrete as well as 1 set for every 100 cubic yards, or fraction thereof, of concrete thereafter. Compression tests shall be performed on one test cylinder at 7 days and two test cylinders at 28 days. The fourth test cylinder shall be retained in the event of failing compression tests on the 28-day test cylinders. FINISHING 1) Provide a broomed finish on exterior sidewalks and ramps unless noted otherwise. PROPORTIONING AND DESIGN OF CONCRETE MIXES 1. Concrete Classifications & Mix Designs a. Curb and gutter, slip-formed concrete: MNDOT Spec. 2461, Mix Design 3F32 b. Sidewalk, aprons, incidental concrete, manual curb & gutter: MNDOT Spec. 2461, Mix Design 3F52 c. Concrete pavements: MNDOT Spec. 2461, Mix Design 3F52 d. Repair concrete, fast strength concrete: MNDOT Spec. 2461, Mix Design 3HE52 2. Concrete Specifications: a. Mix Design 3F32: Slump = 12" to 3", 28-Day Compressive Strength = 4500 psi, % Air Entrainment = 5-8% b. Mix Design 3F52: Slump = 2" to 5", 28-Day Compressive Strength = 4500 psi, % Air Entrainment = 5-8% c. Mix Design 3HE52: Slump = 2" to 5", 28-Day Compressive Strength = 4500 psi, % Air Entrainment = 5-8% d. Temperatures of all concrete during placement shall be 50-deg F to 90-deg F UTILITY NOTES STANDARD SPECIFICATIONS 1. The following standard specifications shall apply to this project: a. Minnesota Plumbing Code (MPC) - MN Rules Chapter 4714 (MN Dept. of Labor and Industry-MNDoLI) b. City Engineers Association of Minnesota (CEAM) Standard Specifications c. American Society for Testing Materials (ASTM) d. American National Standards Institute (ANSI) e. American Water Works Association (AWWA) f. Minnesota Department of Transportation "Standard Specifications for Construction" (MNDOT) 2. The Contractor shall comply with all local and State ordinances and codes 3. Certifications of all utility materials, as well as shop drawings, shall be submitted to the Engineer for review MANHOLES AND CATCH BASINS - SANITARY AND STORM 1. Unless otherwise noted, manhole and catch basin structures shall consist of precast concrete, and meet the requirements of: a. Within Private Sites: Section 719.6 of the MPC. Per MN Plumbing Code requirements, Contractor or Owner shall obtain approval from the local administrative authority as an alternate material prior to installation, as allowed by Section 301.3 of the MCP. b. Within Public Right-of-Way: Sections 2621.2C and 2621.3D of the CEAM Standard Specifications 2. Catch basins shall be provided with the following castings: a. Along curbline: i. 27" Structure: Neenah R-3075-L ii. 48" (or larger) Structure: Neenah R-3067-L b. Isolated (in paved area): Neenah R-2553 c. Isolated (in vegetated area): Neenah R-2560-EA w/ type "C" grate 3. Manholes shall be provided with the following castings: a. Sanitary: Neenah R-1733 w/ concealed pick hole b. Storm: Neenah R-1733 lettered "STORM", center pick hole POLYVINYL CHLORIDE (PVC) PIPE AND FITTINGS - SANITARY 1. If located more than 10-ft from buildings and more than 10-ft from a water utility crossing, polyvinyl chloride pipe and fittings shall consist of SDR 26 or SDR 35 pipe, unless noted otherwise, and meet the requirements of: a. Within Private Sites: ASTM D3034 as well as Table 701.2 and Section 715.1 of the MCP b. Within Public Right-of-Way or Public Easements: ASTM D3034 and Section 2621.2A5 of the CEAM Standard Specifications 2. All pipe and fittings shall be SDR 35 for depths of up to 20 feet, and SDR 26 for depths exceeding 20'. 3. PVC sanitary sewer pipe and fittings within 10-ft of a building, or within 10-ft of a water pipe crossing and crossing above the water pipe or below the water pipe with a separation of 12-inches or less, or when specified on the plans, shall consist of Schedule 40 PVC, and meet the requirements of ASTM D1785 and ASTM D2665, and Section 2621.2A5 of the CEAM Standard Specifications 4. Pipe joints shall meet the requirements of: a. Within Private Sites: Sections 705 and 715.2 of the MCP b. Within Public Right-of-Way or Public Easements: Section 2621.3A3 of the CEAM Standard Specifications.TESTING REQUIREMENTS 1. Water and sewer pipe, fittings, and appurtenances shall be inspected and tested as per: a. Within Private Sites: Minnesota Plumbing Code b. Within Public Right-of-Way: CEAM Standard Specifications. DUCTILE IRON (DIP) PIPE AND FITTINGS - WATER 1. Ductile iron pipe and fittings shall meet the requirements of: a. Within Private Sites: AWWA C151 as well as Table 604.1 of the MCP b. Within Public Right-of-Way: AWWA C151 and Section 2611.2A1 of the CEAM Standard Specifications 2. Pipe joints shall meet the requirements of: a. Within Private Sites: Section 605.4 of the MPC. Stainless steel fasteners shall be prohibited. b. Within Public Right-of-Way: Section 2611.3B of the CEAM Standard Specifications. Stainless steel fasteners shall be prohibited. 3. 6" pipe shall be Class 52. 8" and larger pipe shall be Class 50. POLYVINYL CHLORIDE (C900 PVC) PIPE AND FITTINGS - WATER 1. Polyvinyl chloride pressure pipe and fittings shall meet the requirements of: a. Within Private Sites: AWWA C900 as well as Table 604.1 of the MCP b. Within Public Right-of-Way: AWWA C900 and Section 2611.2A3 of the CEAM Standard Specifications 2. Pipe joints shall meet the requirements of: a. Within Private Sites: Section 605.12 of the MPC b. Within Public Right-of-Way: Section 2611.3B of the CEAM Standard Specifications. HIGH DENSITY POLYETHYLENE PIPE (HDPE) AND FITTINGS - STORM 1. HDPE pipe and fittings shall meet the requirements of ASTM F2306, and Section 2621.2A8 of the CEAM Standard Specifications. Per MN Plumbing Code requirements, Contractor or Owner shall obtain approval from the local administrative authority as an alternate material prior to installation, as allowed by Section 301.3 of the MCP. 2. Pipe joints shall meet the requirements of Section 2621.3A3 of the CEAM Standard Specifications 3. Minimum wall thickness shall be 0.035 inches for 12 and 15 inch diameter pipe, and shall be 0.05 inches for 18 and 24 inch diameter pipe. GATE VALVES - WATER 1. Gate valves shall meet the requirements of: a. Within Private Sites: Section 606 of the MPC b. Within Public Right-of-Way: Sections 2611.2C and 2611.3D of the CEAM Standard Specifications HYDRANTS - WATER 1. Hydrants shall meet the requirements of Sections 2611.2B and 2611.3D of the CEAM Standard Specifications 2. Hydrants shall be Waterous WB67, or approved equal BLOCKING AND ANCHORING - WATER 1. Water main and/or service blocking and anchoring shall meet the requirements of Section 2611.3A4 of the CEAM Standard Specifications 2. Contractor shall provide thrust reaction blocking consisting of concrete with a minimum 28 day compressive strength of 2000 psi. 3. Place between undisturbed ground and the fitting to be anchored. Place thrust blocking so that the pipe and fitting joints are accessible for repair. 4. Mega-Lug joint restraint may be used in lieu of thrust block if allowed by local utility. WATER SERVICE PIPE AND CURB STOPS 1. Copper tubing for water services shall meet the requirements of: a. Within Private Sites: ASTM B88 as well as Table 604.1 of the MCP b. Within Public Right-of-Way: ASTM B88 and Section 2611.2D of the CEAM Standard Specifications 2. HDPE pressure pipe for water services shall meet the requirements of: a. Within Private Sites: Table 604.1 of the MCP b. Within Public Right-of-Way: Section 2611.2D of the CEAM Standard Specifications 3. Joints and connections shall meet the requirements of: a. Within Private Sites: Section 605 of the MPC b. Within Public Right-of-Way: Section 2611.2D of the CEAM Standard Specifications. 4. Curb stops for water services shall meet the requirements of Section 2611.2D of the CEAM Standard Specifications REINFORCED CONCRETE SEWER PIPE (RCP) AND FITTINGS - STORM 1. RCP pipe and fittings shall meet the requirements of ASTM C76, and Section 2621.2A3 of the CEAM Standard Specifications. Per MN Plumbing Code requirements, Contractor or Owner shall obtain approval from the local administrative authority as an alternate material prior to installation, as allowed by Section 301.3 of the MCP. 2. Pipe joints shall meet the requirements of Section 2621.3A3 of the CEAM Standard Specifications 3. The ASTM strength class of pipe shall be Class III unless otherwise shown on the Plans. 4. The pipe shall be drawn together by an approved method of jacking or winching. This pressure must be maintained until sufficient backfill is placed to keep the joint from opening. END SECTIONS - STORM 1. End sections shall be provided at all pipe inlets and outlets. 2. The end sections shall consist of material matching the material of the pipe, which it is being connected to. Materials and joints shall be as per the specifications described above for the applicable pipe material. 3. The last 3 joints of RCP shall be tied, and all end sections shall be provided with approved trash guards. INSTALLATION 1. Unless otherwise noted, installation of all water and sewer pipe, fittings, and appurtenances shall be as per: a. Within Private Sites: Minnesota Plumbing Code b. Within Public Right-of-Way: CEAM Standard Specifications. POLYVINYL CHLORIDE (PVC) PIPE AND FITTINGS - STORM 1. PVC storm sewer pipe and fittings within 10-ft of a building or within 10-ft of a water pipe crossing, or when specified on the plans, shall consist of Schedule 40 PVC, and meet the requirements of ASTM D1785, ASTM D2665, or ASTM F794. If within the public right-of-way, Schedule 40 PVC pipe shall also meet the requirements of Section 2621.2A5 of the CEAM Standard Specifications 2. If further than 10-ft from a building or further than 10-ft from a water pipe crossing, PVC storm sewer pipe and fittings may consist of SDR 26 or SDR 35 pipe, unless noted otherwise, and meet the requirements of ASTM D3034. If within the public right-of-way, ASTM D3034 PVC pipe shall also meet the requirements of Section 2621.2A5 of the CEAM Standard Specifications 3. All ASTM 3034 PVC pipe and fittings shall be SDR 35 for depths of up to 20 feet, and SDR 26 for depths exceeding 20'. 4. Pipe joints shall meet the requirements of: a. Within Private Sites: Section 705 of the MPC b. Within Public Right-of-Way: Section 2621.3A3 of the CEAM Standard Specifications. COMPACTION TESTS 1. Utility Trench Backfill: The Contractor's independent soils technician and approved testing laboratory shall perform in-place density and moisture tests at random depths in trench backfill at 100 foot intervals, or fraction thereof. Compaction of trench backfill shall be a minimum of 95% of the maximum dry density (as determined by the independent testing laboratory) in vegetated areas, and at depths greater than 3 feet below areas designated for pavement. Compaction of trench backfill at depths within 3 feet of paved surfaces shall be a minimum of 100% of the maximum dry density. 2. Compacted Fill Under Pavements: Compaction tests shall not be required beneath new pavements. Adequate compaction of materials under pavements shall be determined by test rolling the subgrade, and checking for excessive rutting. Test rolling shall be performed as per MNDOT Spec. 2111. 3. Areas exhibiting a failed compaction test or excessive rutting from test rolling shall be re-compacted and re-tested to the satisfaction of the Engineer. 4. Copies of all compaction testing and test roll observation reports shall be provided to the Engineer. 5. Optimum moisture-density relationship will be determined by testing laboratory in accordance with ASTM D698 and maximum density determination made by Method D of ASTM D698 unless otherwise noted in these specifications. CIVIL SHEET INDEX C1 - STANDARD NOTES & SPECIFICATIONS C2 - STANDARD DETAILS C3 - DEMOLITION & REMOVALS PLAN C4 - GRADING PLAN C5 - SWPPP - STANDARD NOTES C6 - SWPPP - PLAN VIEW C7 - UTILITY & PAVING PLAN LICENSE NO.: 63480 NORMAN E. STATZ, PE SCHULTZ ENG. PROJECT NO.: 25005 DRAWN BY: NES REVIEWED BY: BJS © SCHULTZ ENGINEERING & SITE DESIGN, PLLC 2025 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 ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA 18 SOUTH RIVERSIDE AVENUE, SUITE 230 SARTELL, MINNESOTA 56377 PH: (320) 339-0669 FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com FOSS ROAD ST. ANTHONY VILLAGE, MN C2 STANDARD DETAILS ABLE VIEW ASSISTED LIVING DATENO. 1 2 ISSUE DATE: 03/31/2025 xx/xx/2025 xx/xx/2025 REVISIONS SCHULTZ ENGINEERING& SITE DESIGN DESCRIPTION 3 xx/xx/2025 4 xx/xx/2025 PIPE BEDDING DETAIL NTS SEE SPECIFICATIONS FOR BACKFILL AND COMPACTION REQUIREMENTS COMPACTED GRANULAR BEDDING MATERIAL MEETING THE REQUIREMENTS OF MNDOT SPEC. 3149.2H SHAPE BEDDING TO MATCH BELL SECTIONS SIDE SLOPES OF TRENCH SHALL MEET OSHA REQUIREMENTS 12" 12" 6" MIN. 12 AWG TRACER WIRE WITH "GREEN" COATING (SANITARY) OR "BLUE" COATING (WATER) 1 GATE VALVE & BOX NTS MEGALUG RESTRAINTS (USE TIE RODS IF REQUIRED BY LOCAL UTILITY) CONCRETE BLOCK WASHED STONE - 34 CY MIN. (SHALL BE EXTENDED WELL ABOVE THE BOTTOM OF THE VALVE BOX BASE) WATEROUS SERIES 2500 DI RESILIENT SEATED GATE VALVE, OR APPROVED EQUIVALENT WATER MAIN TYLER SERIES 6860 CI 3-PIECE VALVE BOX W/ BASE, OR APPROVED EQUIVALENT ADAPTER INC. GATE VALVE ADAPTER AND GASKET OR APPROVED EQUAL MNDOT 3733 TYPE 4 GEOTEXTILE FABRIC AROUND WASHED STONE FINISHED SURFACE TOP OF CASTING: - 12" BELOW GRADE IN PAVED AREAS - AT GRADE IN TURF AREAS NOTES 1. MAINTAIN PLUMB VALVE BOX WITH SETTING ROD 2. GATE VALVES LOCATED IN CONCRETE AREAS SHALL HAVE A METAL SEPARATOR BETWEEN THE VALVE BOX AND CONCRETE 3. PIPE SHALL HAVE 8-FT MIN. COVER 2 NTS THRUST BLOCKING MINIMUM CONCRETE BUTTRESS SURFACE AREA (SF) CONCRETE BUTTRESS CONCRETE BUTTRESS BEND TEE PIPE SIZE TEE OR PLUG 90° BEND 45° BEND 2212° BEND 6" 8" 10" 12" 16" 20" 24" 2.9 3.1 1.6 0.8 3.7 5.3 2.9 1.4 5.7 8.1 4.4 2.2 8.1 13.4 6.6 3.2 15.1 21.4 11.6 5.9 23.2 30.2 18.1 9.3 33.6 48.5 26.1 13.3 NOTES 1. PLACE A PLASTIC COVERING OVER FITTINGS PRIOR TO POURING CONCRETE BUTTRESSES 2. CONCRETE BUTTRESSES SHALL BE POURED AGAINST FIRM, UNDISTURBED SOILS, AND SHALL BE FORMED SO THAT JOINTS WILL BE KEPT FREE OF CONCRETE AND REMAIN ACCESSIBLE FOR REPAIRS 3. ALL FITTINGS (EXCEPT CROSSES) SHALL BE PROVIDED WITH CONCRETE BUTTRESS THRUST BLOCKING 4. CONCRETE MIX SHALL MEET THE REQUIREMENTS OF MNDOT CONCRETE MIX 3Y43 5. USE TIE RODS IN LIEU OF MEGALUGS, IF REQUIRED BY LOCAL UTILITY. 6. MEGALUG RESTRAINTS SHALL BE PROVIDED AT ALL JOINTS WITHIN 20 FT OF ALL FITTINGS (EXCEPT CROSSES) UNDISTURBED SOIL MEGALUG RESTRAINTS (TYP) 3 FINISHED SURFACE NTS STORM CLEANOUT FLOW ONE-PIECE SCH 40 PVC CLEANOUT RISER NEENAH R-1976 OR APPROVED EQUAL SET CASTING 1/2" BELOW FINISHED GRADE SAND CUSHION SCH 40 PVC WYE ENCASE PVC WYE IN MIN. 13 CUBIC YARD 112" WASHED ROCK NOTES: 1. CLEANOUTS SHALL BE INSTALLED AS PER THE MN PLUMBING CODE 2. SEE PLAN FOR PIPE SIZE AND ELEVATION 4 CATCH BASIN (MNDOT DESIGN "H") NTS NEENAH R-2553 (ISOLATED IN PAVED AREA) NEENAH R-3075-L (IN C&G) NEENAH R-2560-EA "BEEHIVE" (ISOLATED IN GREEN AREA) TYPE "C" GRATE 8" PRECAST CONCRETE BASE WATERSTOP GASKET, OR APPROVED EQUIVALENT W/ NON-SHRINK PATCHING COMPOUND, AT PIPE/STRUCTURE CONNECTION PRECAST CONCRETE BARREL GROUT INVERT TO PROVIDE POSITIVE DRAINAGE TO PIPE CATCH BASIN SHALL MEET THE REQUIREMENTS OF STANDARD MNDOT PLATE 4006 2" HDPE ADJUSTMENT RINGS 5 RINGS MAXIMUM (INSTALL ADJ. RINGS PER MANUFACTURER'S SPECIFICATIONS)3'-0" MAX2'-3" 5" 3'-4" SEE PLAN FOR PIPE DIAMETER 5 STORM MANHOLE OR CATCH BASIN PRECAST CONCRETE BASE PRECAST CONCRETE BARREL(S) WITH RUBBER GASKET(S) ASTM C443-79 SEE PLAN FOR INTERIOR DIAMETER (ID) NTS PRECAST CONCRETE COVER CASTINGS MANHOLES: NEENAH R-1733-1 (LETTERED "STORM") W/ CONCEALED PICKHOLE CATCH BASINS: NEENAH R-3067-L (IN C&G) NEENAH R-2553 (ISOLATED) NEENAH R-2560-EA (ISOLATED BEEHIVE) - TYPE C GRATES CASTING (SEE ABOVE) NOTES 1. SEE PLAN FOR INTERIOR DIAMETERS (ID) OF PRECAST CONCRETE BARREL SECTIONS 2. SEE PLAN FOR PIPE CUT-OUT SECTIONS 3. CONSTRUCT GROUTED FLOW LINES WITHIN STRUCTURE TO DIRECT FLOW TO OUTLET WITH NON-SHRINK GROUT 4. FILL ANNULAR SPACE BETWEEN PIPE AND BARREL WITH NON-SHRINK GROUT. 3. PRECAST CONCRETE COVERS, BARREL SECTIONS, AND BASES SHALL MEET THE REQUIREMENTS OF STANDARD MNDOT PLATES 4011 AND 4020 4. PLASTIC STEPS SHALL BE AS PER MNDOT STANDARD PLATE 4180 AND SHALL BE PLACED OVER THE OUTLET PIPE GROUT INVERT TO PROVIDE POSITIVE DRAINAGE TO OUTLET 2" HDPE ADJUSTMENT RINGS 5 RINGS MAXIMUM (INSTALL ADJ. RINGS PER MANUFACTURER'S SPECIFICATIONS) SEE PLAN RIM ELEV 16" (TYP)PLASTIC STEPS WATERSTOP GASKET, OR APPROVED EQUIVALENT W/ NON-SHRINK PATCHING COMPOUND, AT PIPE/STRUCTURE CONNECTION SEE PLAN FOR PIPE DIAMETER 6 NTS CONCRETE DRIVEWAY APRON 18"8" 24'-0"24"PLAN VIEW CONTRACTION JOINT (TYP) B6 CURB SEE PLAN FOR RADIUS 8" CONCRETE PAVEMENT (TYP) SECTION A-A SAWCUT ALL BIT. AND CURB & GUTTER EDGES 1/2" EXPANSION JOINT (TYP) 8" CONCRETE PAVEMENT (TYP)NEW DRIVEWAY HARDSCAPE (SEE PLAN) NEW DRIVEWAY HARDSCAPE (SEE PLAN) 6.00%6.00%VARIES VARIES A A MINIMUM 6" MNDOT CLASS 5 AGGREGATE BASE REMOVE EXISTING PAVEMENT AS NECESSARY FOR DRIVEWAY CONSTRUCTION. REPLACE PAVEMENT AS PER CITY REQUIREMENTS. 7CONCRETE APRON/PAVEMENT SECTION NTS 8" CONCRETE (MNDOT CONCRETE MIX 3F52) 6" MNDOT 3149.2B2 SELECT GRANULAR BORROW APPROVED COMPACTED SUBGRADE REINFORCEMENT: #4 BARS AT 24" O.C., EACH WAY NOTE: PLACE CONCRETE REINFORCEMENT AT THE MIDDLE OF THE PAVEMENT THICKNESS 8 CONCRETE SIDEWALK/PATIO SECTION NTS 4" CONCRETE (MNDOT CONCRETE MIX 3F52) 4" MNDOT 3149.2B2 SELECT GRANULAR BORROW APPROVED COMPACTED SUBGRADE CONTRACTION AND EXPANSION JOINTS SHALL BE CONSTRUCTED AS PER MNDOT SPEC. 2521.3C2 9 THICKENED EDGE SIDEWALK SECTION NTS 6" 6" CONTRACTION AND EXPANSION JOINTS SHALL BE CONSTRUCTED AS PER MNDOT SPEC. 2521.3C2 PARKING LOT 1" CHAMFER 4" CONCRETE (MNDOT CONCRETE MIX 3F52) 4" MNDOT 3149.2B2 SELECT GRANULAR BORROW APPROVED COMPACTED SUBGRADE 10 CURB & GUTTER (MNDOT B612) NTS 2" MIN. COMPACTED MNDOT CLASS 5 AGGREGATE BASE BELOW CURB AND GUTTER APPROVED COMPACTED SUBGRADE CONCRETE 7"6"6"8"13 1/2"R3" R3" 34" PER FT SLOPE NOTES 1. FOR AREAS WHERE DRAINAGE IS DIRECTED AWAY FROM THE CURB, THE GUTTER SHALL BE TILTED TO DRAIN FROM THE CURB 2. CONCRETE SHALL MEET THE REQUIREMENTS OF MNDOT CONCRETE MIX 3F32 3. MNDOT B612 CURB AND GUTTER SHALL MEET THE REQUIREMENTS OF STANDARD MNDOT PLATE 7100 20" 11 1/2" 8" VALLEY GUTTER NTS CONCRETE SEE PLANS FOR GUTTER SLOPE 2" MIN COMPACTED CLASS 5 BELOW VALLEY GUTTER APPROVED COMPACTED SUBGRADE 1'-3"1'-3" 2'-6" 13CURB & GUTTER (MNDOT B618) NTS 2" MIN. COMPACTED MNDOT CLASS 5 AGGREGATE BASE BELOW CURB AND GUTTER APPROVED COMPACTED SUBGRADE CONCRETE 7"6"6"8"13 1/2"R3" R3" 34" PER FT SLOPE NOTES 1. FOR AREAS WHERE DRAINAGE IS DIRECTED AWAY FROM THE CURB, THE GUTTER SHALL BE TILTED TO DRAIN FROM THE CURB 2. CONCRETE SHALL MEET THE REQUIREMENTS OF MNDOT CONCRETE MIX 3F32 3. MNDOT B618 CURB AND GUTTER SHALL MEET THE REQUIREMENTS OF STANDARD MNDOT PLATE 7100 26" 12 CIVIL SHEET INDEX C1 - STANDARD NOTES & SPECIFICATIONS C2 - STANDARD DETAILS C3 - DEMOLITION & REMOVALS PLAN C4 - GRADING PLAN C5 - SWPPP - STANDARD NOTES C6 - SWPPP - PLAN VIEW C7 - UTILITY & PAVING PLAN DATE: 03/31/2025 LICENSE NO.: 63480 NORMAN E. STATZ, PE OHPOHPOHPOHPOHPOHPOHPOHPOHP SNSNSNSNSNSNSNSNSNSNIIIIIIIIIISNSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTST S T S T S T S T ST ST STSTSTSTSTSTCURB & GUTTER CURB & GUTTERCURB & GUTTERVALLEY GUTTERVALLEY GUTTERCURB & GUTTERGARAGE BUILDING FLOOR ELEV.=946.15 SITE BENCHMARK TOP HUT HYDRANT ELEV.=953.00 ST ST SN GARAGE RIM=944.55 INV(S)=938.25 INV(E)=938.15 RIM=938.94 INV(E)=931.74 INV(W)=933.04 RIM=944.28 INV=940.06 RIM=945.85 INV(E)=935.02 INV(N)=935.39 INV(W)=936.80 RIM=940.38 INV=937.55 RIM=925.31 INV=921.76 RIM=931.32 INV=925.92 RIM=943.47 INV=930.83 RIM=948.09 INV=932.62 SN 400C RETAINING WALL N 89°25'03" E 298.82 S 00°10'57" E 124.63S 89°24'24" W 298.51N 00°19'27" W 124.68(PLATTED AS OAKWOOD DRIVE)STSTSTSTSTSTST93 9 94 0 941 942 943 944 945 946 947 948 949 945 946 947 948 949 950 951 952 941 942 943944 945944 947 948 949945 946 947948949950941 940 945 946 939 93 4 93 5 93 6 937 93 8 93393 2931 OHPOHPOHPOHPOHPOHPOHPOHPOHP951950 0 20 40 SCHULTZ ENG. PROJECT NO.: 25005 DRAWN BY: NES REVIEWED BY: BJS © SCHULTZ ENGINEERING & SITE DESIGN, PLLC 2025 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 ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA 18 SOUTH RIVERSIDE AVENUE, SUITE 230 SARTELL, MINNESOTA 56377 PH: (320) 339-0669 FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com FOSS ROAD ST. ANTHONY VILLAGE, MN C3 SCALE: 1"=20' N DEMOLITION & REMOVALS PLAN ABLE VIEW ASSISTED LIVING DATENO. 1 2 ISSUE DATE: 03/31/2025 xx/xx/2025 xx/xx/2025 REVISIONS SCHULTZ ENGINEERING& SITE DESIGN DESCRIPTION 3 xx/xx/2025 4 xx/xx/2025 CIVIL SHEET INDEX C1 - STANDARD NOTES & SPECIFICATIONS C2 - STANDARD DETAILS C3 - DEMOLITION & REMOVALS PLAN C4 - GRADING PLAN C5 - SWPPP - STANDARD NOTES C6 - SWPPP - PLAN VIEW C7 - UTILITY & PAVING PLAN DEMOLITION LIMITS (TYP) DEMOLITION LIMITS (TYP) NOTE: REMOVE EXISTING BITUMINOUS PAVEMENT, CURB & GUTTER, AND VALLEY GUTTER AS NECESSARY FOR NEW UTILITY CONNECTIONS. REPLACE BITUMINOUS PAVEMENT, CURB & GUTTER, AND VALLEY GUTTER PER CITY REQUIREMENTS (SEE C7). NOTE: CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS AND APPROVALS FOR WORK WITHIN THE PUBLIC RIGHT OF WAY. DEMOLITION AND REMOVAL NOTES: 1. DURING ALL DEMOLITION OPERATIONS THE CONTRACTOR SHALL BE CAREFUL SO AS TO NOT DAMAGE EXISTING BUILDINGS, PAVEMENT/HARDSCAPES, OR UTILITIES (IE: MANHOLES, GATE VALVE, ETC.) DESIGNATED TO REMAIN. THE CONTRACTOR SHALL COORDINATE DEMOLITION AND REMOVAL OPERATIONS WITH THE OWNER, AND SHALL CONTACT GOPHER STATE ONE CALL (800) 252-1166 FOR A UTILITY LOCATE. ANY BUILDINGS, PAVEMENT/HARDSCAPE, OR UTILITIES, DESIGNATED TO REMAIN, THAT IS DAMAGED BY THE CONTRACTOR SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE. 2. ALL BITUMINOUS AND CONCRETE MATERIAL DESIGNATED FOR DEMOLITION SHALL BE REMOVED AND DISPOSED OF OFF-SITE PER FEDERAL, STATE AND LOCAL REQUIREMENTS. 3. EXISTING PAVEMENT AND/OR SIDEWALK AT THE DEMOLITION LIMITS SHALL BE SAWCUT WITH AN APPROPRIATE SAW TO OBTAIN A STRAIGHT VERTICAL EDGE. 4. EXISTING LAWN AREAS, NOT DESIGNATED FOR DISTURBANCE, WHICH ARE DAMAGED DURING CONSTRUCTION SHALL BE RE-GRADED, SEEDED, AND MULCHED. THE MULCH SHALL BE DISANCHORED. 5. TREES LOCATED IN THE PROPOSED CONSTRUCTION AREA SHALL BE REMOVED. VERIFY EXTENT OF TREE REMOVAL WITH OWNER. 6. COORDINATE ALL NECESSARY RELOCATION AND/OR ADJUSTMENTS OF EXISTING NON-SEWER AND NON-WATER UTILITIES (GAS, ELECTRIC, COMMUNICATIONS, ETC.) WITH LOCAL UTILITY.. EXISTING PAVEMENT AND CONCRETE TO BE REMOVED EXISTING BUILDING TO BE REMOVED - REMOVAL SPECIFICATIONS, METHODS, ETC BY OTHERS EXISTING CURB & GUTTER TO REMAIN (TYP) REMOVE EXISTING BUILDING - REMOVAL SPECIFICATIONS, METHODS, ETC BY OTHERS NOTE: ALL EXISTING STORM SEWER AND CATCH BASINS TO REMAIN. EXISTING STORM SEWER TO REMAIN (TYP) NOTE: ALL EXISTING STORM SEWER AND CATCH BASINS TO REMAIN. EXISTING STORM SEWER TO REMAIN (TYP) EXISTING CATCH BASIN TO REMAIN EXISTING CATCH BASIN TO REMAIN REMOVE EXISTING CONCRETE APRON (TYP) REMOVE EXISTING BITUMINOUS PAVEMENT (TYP) DEMOLITION LIMITS (TYP) (AT PROPERTY LINE) DEMOLITION LIMITS (TYP) (AT PROPERTY LINE)DEMOLITION LIMITS (TYP) (AT PROPERTY LINE) REMOVE EXISTING BITUMINOUS PAVEMENT (TYP) REMOVE EXISTING BITUMINOUS PAVEMENT (TYP) REMOVE EXISTING BITUMINOUS PAVEMENT (TYP) REMOVE EXISTING CURB & GUTTER (TYP) REMOVE EXISTING CURB & GUTTER (TYP) REMOVE EXISTING VALLEY GUTTER (TYP) REMOVE EXISTING VALLEY GUTTER (TYP) EXISTING BITUMINOUS PAVEMENT TO REMAIN (TYP) EXISTING STORM SEWER TO REMAIN (TYP) DATE: 03/31/2025 LICENSE NO.: 63480 NORMAN E. STATZ, PE OHPOHPOHPOHPOHPOHPOHPOHPOHP SNSNSNSNSNSNSNSNSNSNIIIIIIIIIISNSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTST S T S T S T S T ST ST STSTSTSTSTSTCURB & GUTTER CURB & GUTTERCURB & GUTTERVALLEY GUTTERVALLEY GUTTERCURB & GUTTERGARAGE BUILDING FLOOR ELEV.=946.15 SITE BENCHMARK TOP HUT HYDRANT ELEV.=953.00 ST ST SN GARAGE RIM=944.55 INV(S)=938.25 INV(E)=938.15 RIM=938.94 INV(E)=931.74 INV(W)=933.04 RIM=944.28 INV=940.06 RIM=945.85 INV(E)=935.02 INV(N)=935.39 INV(W)=936.80 RIM=940.38 INV=937.55 RIM=925.31 INV=921.76 RIM=931.32 INV=925.92 RIM=943.47 INV=930.83 RIM=948.09 INV=932.62 SN 400C RETAINING WALL N 89°25'03" E 298.82 S 00°10'57" E 124.63S 89°24'24" W 298.51N 00°19'27" W 124.68(PLATTED AS OAKWOOD DRIVE)STSTSTSTSTSTST93 9 94 0 941 942 943 944 945 946 947 948 949 945 946 947 948 949 950 951 952 941 942 943944 945944 947 948 949945 946 947948949950941 940 945 946 939 93 4 93 5 93 6 937 93 8 93393 2931 OHPOHPOHPOHPOHPOHPOHPOHPOHP951950 0 20 40 SCHULTZ ENG. PROJECT NO.: 25005 DRAWN BY: NES REVIEWED BY: BJS © SCHULTZ ENGINEERING & SITE DESIGN, PLLC 2025 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 ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA 18 SOUTH RIVERSIDE AVENUE, SUITE 230 SARTELL, MINNESOTA 56377 PH: (320) 339-0669 FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com FOSS ROAD ST. ANTHONY VILLAGE, MN C4 SCALE: 1"=20' N GRADING PLAN ABLE VIEW ASSISTED LIVING DATENO. 1 2 ISSUE DATE: 03/31/2025 xx/xx/2025 xx/xx/2025 REVISIONS SCHULTZ ENGINEERING& SITE DESIGN DESCRIPTION 3 xx/xx/2025 4 xx/xx/2025 CIVIL SHEET INDEX C1 - STANDARD NOTES & SPECIFICATIONS C2 - STANDARD DETAILS C3 - DEMOLITION & REMOVALS PLAN C4 - GRADING PLAN C5 - SWPPP - STANDARD NOTES C6 - SWPPP - PLAN VIEW C7 - UTILITY & PAVING PLAN EX-FL HP EX EX EX EX HP EX-FL EX-FL GRADING NOTES: 3. EXISTING TOPOGRAPHICAL INFORMATION WAS OBTAINED FROM A TOPOGRAPHICAL SURVEY COMPLETED BY O'MALLEY & KRON LAND SURVEYORS, COLD SPRING, MN. (320) 685-5905 4. BENCHMARK: TOP NUT OF HYDRANT LOCATED APPROX. 12-FT NORTHWEST OF SOUTHWEST PROPERTY CORNER, ON THE EAST SIDE OF FOSS ROAD (SEE PLAN) - ELEV = 953.00. 2. NOTIFY ENGINEER IMMEDIATELY IF ANY INCONSISTENCIES ARE DISCOVERED BETWEEN ACTUAL SITE CONDITIONS AND WHAT IS SHOWN ON THE PLANS, WHICH ARE SIGNIFICANT ENOUGH TO ALTER THE INTENT OF THE DRAWINGS. 5. CONTRACTOR SHALL CONTACT GOPHER ONE CALL AT (800) 252-1166 FOR A UTILITY LOCATE PRIOR TO THE START OF CONSTRUCTION AND VERIFY LOCATIONS OF EXISTING UTILITIES BEFORE BEGINNING WORK. 6. SEE SHEET C2 FOR STANDARD DETAILS. 14. ALL SPOT ELEVATIONS AND CONTOURS INDICATED ON THIS PLAN ARE INTENDED TO PROVIDE ADEQUATE POSITIVE DRAINAGE TOWARDS CATCH BASINS, CURB CUTS, PONDS, BASINS AND/OR OTHER OUTLETS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CONSTRUCT SPECIFIED SURFACE INFRASTRUCTURE TO ELEVATIONS AND GRADES INDICATED ON THIS PLAN, AS WELL AS ENSURE THAT ADEQUATE POSITIVE DRAINAGE IS CONSTRUCTED AND MAINTAINED THROUGHOUT THE ENTIRE SITE AND/OR CONSTRUCTION AREA. 1. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING SITE CONDITIONS INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING: * LOCATIONS, DEPTHS, SIZES, AND MATERIAL TYPES OF EXISTING SANITARY, WATER, AND STORM SEWER UTILITIES, INCLUDING EXISTING STUBS * RIM AND INVERT ELEVATIONS OF EXISTING SANITARY AND STORM SEWER UTILITIES, INCLUDING EXISTING STUBS * LOCATIONS AND DEPTHS OF EXISTING NON-SEWER AND NON-WATER UTILITIES (IE: GAS, ELECTRIC, COMMUNICATIONS, ETC.) * EXISTING ABOVE-GROUND INFRASTRUCTURE AND SITE FEATURES 12. SPOT ELEVATIONS INDICATED ON THIS PLAN REPRESENT FINISHED SURFACE ELEVATIONS, UNLESS NOTED OTHERWISE. SPOT ELEVATIONS LOCATED ALONG CURB & GUTTER OR THICKENED EDGE SIDEWALK REPRESENT FLOWLINE ELEVATIONS OF GUTTER SECTION OR ADJACENT PAVEMENT. TOP-OF-CURB OR TOP-OF-THICKENED EDGE SIDEWALK SURFACE ELEVATIONS ARE 6" ABOVE THE FLOW LINE SPOT ELEVATION SHOWN ON THE PLANS, UNLESS NOTED OTHERWISE. 11. CONTRACTOR SHALL PERFORM ALL NECESSARY CALCULATIONS TO VERIFY EARTHWORK QUANTITIES. CONTRACTOR'S BID RELATED TO EARTHWORK, CUTTING, FILLING, GRADING , ETC. SHALL BE BASED ON EARTHWORK CALCULATIONS COMPLETED BY THE CONTRACTOR. 16. CONTRACTOR SHALL CONTRACT WITH A LICENSED STRUCTURAL ENGINEER FOR DESIGN OF ANY RETAINING WALLS SHOWN ON THIS PLAN. 17. LINEAL FOOTAGE AND HEIGHTS OF ANY RETAINING WALLS SHOWN ON THIS PLAN ARE ESTIMATED, BASED ON THE TOPOGRAPHIC SURVEY BACKGROUND, AND SHALL BE VERIFIED BY THE CONTRACTOR IN THE FIELD. NOTE: CADD FILES FOR ESTIMATING EARTHWORK QUANTITIES ARE AVAILABLE TO CONTRACTORS FOR PREPARING BIDS. IN ORDER TO RECEIVE THE CADD FILES, THE CONTRACTOR WILL NEED TO SIGN A HOLD-HARMLESS AGREEMENT PROVIDED BY SCHULTZ ENGINEERING & SITE DESIGN, AND AGREE TO PAY A $50 PROCESSING FEE. THE CADD FILES WILL BE RELEASED UPON RECEIPT OF THE CHECK 7. ALL LENGTHS OF STORM SEWER OR CULVERT PIPE SPECIFIED ON THIS PLAN INCLUDE THE LENGTHS OF ANY ASSOCIATED FLARED END SECTIONS. 10. FINISHED ELEVATIONS OF LANDSCAPED AREAS IMMEDIATELY ADJACENT TO BUILDINGS SHALL BE A MINIMUM OF 6" BELOW FINISHED FLOOR OR TOP-OF-BLOCK ELEVATION, UNLESS NOTED OTHERWISE ON THE PLAN. 8. TRASH GUARDS SHALL BE INSTALLED ON ALL STORM SEWER END SECTIONS. IF REQUIRED BY THE MN DEPT. OF LABOR AND INDUSTRY (MNDLI), OWNER AND/OR CONTRACTOR SHALL SUBMIT FOR STATE PLUMBING REVIEW, AND OBTAIN AN APPROVED PLUMBING REVIEW REPORT FROM MNDLI, PRIOR TO THE INSTALLATION OF ANY STORM SEWER UTILITIES. CONSTRUCTION OF STORM SEWER UTILITIES SHALL NOT COMMENCE UNTIL AFTER THE APPROVED PLUMBING REVIEW REPORT HAS BEEN OBTAINED, AND ANY AND ALL PERTINENT COMMENTS HAVE BEEN ADDRESSED ON THE PLANS AND IN THE PROJECT SPECIFICATIONS. CONTRACTOR IS ADVISED TO ORDER STORM SEWER UTILITY MATERIALS AFTER APPROVED PLUMBING REVIEW REPORT HAS BEEN OBTAINED FROM MNDLI 13. SPOT ELEVATION DESIGNATIONS: * "EX" DENOTES EXISTING SPOT ELEVATION * "HP" DENOTES HIGH POINT * "FL" DENOTES FLOWLINE * "BC" DENOTES BACK OF CURB * "EC" DENOTES EDGE OF CONCRETE * "EP" DENOTES EDGE OF PAVEMENT * "BD" DENOTES GRADE AT BUILDING BELOW DECK 18. CONTRACTOR SHALL PROVIDE RAILING ALONG RETAINING WALL AS REQUIRED BY CODE. 9. STORM SEWER STRUCTURE DESIGNATIONS: * "CB" DENOTES PRECAST CONCRETE CATCH BASIN * "NP" DENOTES NYLOPLAST CATCH BASIN * "STMH" DENOTES PRECAST CONCRETE STORM SEWER MANHOLE * "STCO" DENOTES STORM SEWER CLEANOUT * "("XX" ID)" DENOTES INTERIOR DIAMETER OF STRUCTURE 15. CONTRACTOR SHALL HIRE A LICENSED SURVEYOR TO PROVIDE STAKING FOR THE CONSTRUCTION OF THE FILTRATION BASIN. THE CONTRACTOR IS RESPONSIBLE TO CONSTRUCT THE FILTRATION BASIN TO THE SIZE AND ELEVATIONS INDICATED ON THE PLAN, SUCH THAT IT CONTAINS THE STORAGE VOLUME(S) ASSUMED IN IT'S DESIGN. FILTRATION BASIN (FB1)1 HAALA PS48-58S CASTING W/ WEDGE ANCHORS, OR APPROVED EQUIVALENT (INSTALL PER MANUFACTURER'S REQUIREMENTS AND SPECIFICATIONS EX-FL EX-FL BD BD BD DATE: 03/31/2025 944 942 940 936940938942946946 948950 93 8 9 3 6 940940 9409429369389 4 6 944946 94 4 944PROPOSED BUILDING FFE = 948.25 RETAINING WALL #1 HEIGHT = 0 TO 5.0-FT LENGTH = 200-FT CB1 (27" ID) RIM = 945.60 INV = 942.60 CB2 (48" ID) RIM = 943.00 INV = 939.50 SUMP = 935.50 174 LF 12" HDPE @ 1.78% 42 LF 12" HDPE @ 1.67% CLEANOUT (CO1) RIM = 947.05 INV = 943.58 CLEANOUT (CO2) RIM = 946.75 INV = 941.98 CLEANOUT (CO3) RIM = 943.65 INV = 940.38 CLEANOUT (CO5) RIM = 949.90 INV W = 944.85 INV E = 943.55 CLEANOUT (CO4) RIM = 950.85 INV = 946.85 100 LF 4" SCH 40 PVC @ 2.00%100 LF 6" SCH 40 PVC @ 2.00% 12" FLARED END SECTION INV = 938.80 12" FLARED END SECTION INV = 938.80 44 LF 6" PVC @ 2.00% 80 LF 6" PVC @ 2.00% 80 LF 4" PVC @ 2.00%FILTRATION BASIN (FB1) (SEE 1/C3) BOTTOM OF BASIN = 935.80 BASIN OUTLET = 938.80 TOP OF BASIN = 941.00 WATER QUALITY LEVEL = 937.80 100-YR PEAK HWL = 940.02 BASIN EMERGENCY OVERFLOW = 940.10 TOP OF BERM ELEV = 945.00 (TYP) TOP OF BERM ELEV = 941.00 (TYP) NOTE: BUILDING DOWNSPOUTS TO BE CONNECTED TO ADJACENT STORM SEWER "MAIN" VIA 4" PVC LATERALS WITH ALL NECESSARY FITTINGS, BENDS, AND WYES. VERIFY DOWNSPOUT LOCATIONS WITH ARCHITECTURAL. STMH2 (48" ID) RIM = 945.25 INV W = 941.55 INV NE, NW = 939.24 SUMP = 935.24 4" SCH 40 PVC @ 2.00% (TYP) 4" SCH 40 PVC @ 2.00% (TYP) 4" SCH 40 PVC @ 2.00% (TYP) 4" SCH 40 PVC @ 2.00% (TYP) 14 LF 12" HDPE @ 2.00% 10 LF 12" HDPE @ FLAT OUTLET CONTROL STRUCTURE (OCS1) (SEE 1/C3) BASIN EMERGENCY OVERFLOW ELEV = 940.10 (TYP) CONNECT TO EXISTING 18" RCP STORM SEWER W/ NEW MANHOLE INV = 928.19 (FIELD VERIFY) STMH3 (48" ID) RIM = 937.90 INV S = 933.52 INV E/W = 928.19 DEMOLITION LIMITS (TYP) (AT PROPERTY LINE) NOTE: BUILDING DOWNSPOUTS TO BE CONNECTED TO ADJACENT STORM SEWER "MAIN" VIA 4" PVC LATERALS WITH ALL NECESSARY FITTINGS, BENDS, AND WYES. VERIFY DOWNSPOUT LOCATIONS WITH ARCHITECTURAL. 3: 1 3:118" SOIL MEDIUM: 70% CLEAN SAND & 30% COMPOST MIX (MN STORM WATER MANUAL MIX "B") LENGTH VARIES INVERT BOTTOM BASINBOTTOM SAND-MEDIUM BASIN OUTLET 12" HDPE (SEE PLAN) PERFORATED DRAINTILE SURROUNDED BY 1"-2" WASHED CRUSHED ROCK (4" DRAINTILE UNLESS NOTED OTHERWISE) NON-PERFORATED DRAINTILE OUTSIDE OF BASIN SECTION (4" DRAINTILE UNLESS NOTED OTHERWISE) MNDOT 3733 TYPE 1 FILTER FABRIC OVERLYING CRUSHED ROCK / DRAINTILE FILTRATION BASIN ELEVATIONS FILTRATION BASIN FB1 DRAINTILE INVERT 933.80 SAND BOTTOM 934.30 BASIN BOTTOM 935.80 BASIN OUTLET 938.80 12" HDPE (SEE PLAN) OVERFLOW GRATE TOP OF BERM 941.00 TOP OF BERM OVERFLOW GRATE 941.00 12" FES (SEE PLAN) NOTE: BOTTOM OF BASIN TO BE PROVIDED WITH NATIVE PLANTINGS AND/OR PLUGS UPSTREAM CLEANOUT 4" SCH 40 PVC NON-PERFORATED WATERTIGHT CAP DOWNSTREAM CLEANOUT 4" SCH 40 PVC NON-PERFORATED WATER- TIGHT CAP 100-YEAR PEAK 940.02 BOTTOM AND SIDES OF SOIL MEDIUM & CRUSHED ROCK TO BE WRAPPED IN 60-MIL HDPE LINER (TOP OF SOIL MEDIUM TO BE EXPOSED TO FACILITATE PLANT GROWTH 4" PERFORATED DRAIN TILE (TYP - SEE 1/C3) 4" PERFORATED DRAIN TILE (TYP - SEE 1/C3) CLEANOUT W/ WATERTIGHT CAP (TYP - SEE 1/C3) DEMOLITION LIMITS (TYP) DEMOLITION LIMITS (TYP) NOTE: REMOVE EXISTING BITUMINOUS PAVEMENT, CURB & GUTTER, AND VALLEY GUTTER AS NECESSARY FOR NEW UTILITY CONNECTIONS (SEE C3). REPLACE BITUMINOUS PAVEMENT, CURB & GUTTER, AND VALLEY GUTTER PER CITY REQUIREMENTS (SEE C7). 22 LF 12" HDPE @ 2.00% TOP OF BERM ELEV = 941.00 (TYP) CLEANOUT W/ WATERTIGHT CAP (TYP - SEE 1/C3) CLEANOUT W/ WATERTIGHT CAP (TYP - SEE 1/C3) NOTE: CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS AND APPROVALS FOR WORK WITHIN THE PUBLIC RIGHT OF WAY. DEMOLITION LIMITS (TYP) (AT PROPERTY LINE)DEMOLITION LIMITS (TYP) (AT PROPERTY LINE) 12" SCH 40 PVC @ 1.00% (TYP) 4" SCH 40 PVC @ 1.00% (TYP) CLEANOUT (CO6) RIM = 942.65 INV = 938.92 9 4 0 1. TRAFFIC FROM CONSTRUCTION EQUIPMENT SHALL BE LIMITED AS MUCH AS POSSIBLE ACROSS FILTRATION BASIN AREAS, AND BE ONLY LOW IMPACT TRACK EQUIPMENT. BASIN AREAS SHALL BE EXCAVATED WITH A BACKHOE STATIONED OUTSIDE OF THE AREA AS MUCH AS POSSIBLE. 2. DURING CONSTRUCTION OF THE ADJACENT PARKING LOT AND BUILDING, THE FILTRATION BASIN AREA SHALL BE PROTECTED FROM TRAFFIC AND SEDIMENT WITH SILT FENCE. SEE SHEET C6. 3. FILTRATION SOIL MEDIA SHALL CONSIST OF MN STORM WATER MANUAL MIX "B". THE CONTRACTOR SHALL NOT INSTALL FILTER MEDIA UNTIL THE CONTRACTOR CONSTRUCTS AND FULLY STABILIZES THE CONTRIBUTING DRAINAGE AREA UNLESS THEY PROVIDE RIGOROUS EROSION PREVENTION AND SEDIMENT CONTROLS (E.G., DIVERSION BERMS) TO KEEP SEDIMENT AND RUNOFF COMPLETELY AWAY FROM THE FILTRATION AREA. 4. ONCE THE FILTRATION BASIN HAS BEEN EXCAVATED AND BACKFILLED WITH SOIL MEDIA, THE CONTRACTOR SHALL ARRANGE AND PAY FOR TESTING THE INFILTRATION RATES OF THE SOIL MEDIA. THE TEST RESULTS SHALL BE SUBMITTED TO THE WATERSHED DISTRICT AND THE ENGINEER. 5. IN ORDER TO PASS, INFILTRATION TESTING RESULTS SHALL BE IN A SATURATED STATE AND MUST BE NO LESS THAN DOUBLE THE DESIGN RATE. FOR THIS PROJECT, THE DESIGN INFILTRATION RATE FOR THE FILTRATION BASIN IS 0.8-IN/HR, THUS INFILTRATION TEST RESULTS MUST BE NO LESS THAN 1.6-IN/HR. 6. ONCE EXCAVATED TO FINAL GRADE FILTRATION BASIN AREAS SHALL BE INSPECTED TO ENSURE THAT NO SEDIMENT FROM ONGOING CONSTRUCTION ACTIVITY IS REACHING THE BASIN AREAS. ALL FILTRATION BASIN AREAS SHALL BE INSPECTED TO ENSURE THAT UNAUTHORIZED EQUIPMENT IS NOT BEING DRIVEN ACROSS THE BASIN AREAS, AS WELL. 7. FINAL STABILIZATION OF THE FILTRATION BASINS SHALL NOT BE COMPLETED UNTIL THE UPSTREAM DRAINAGE AREAS HAVE BEEN STABILIZED. FILTRATION BASIN NOTES: LICENSE NO.: 63480 NORMAN E. STATZ, PE SCHULTZ ENG. PROJECT NO.: 25005 DRAWN BY: NES REVIEWED BY: BJS © SCHULTZ ENGINEERING & SITE DESIGN, PLLC 2025 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 ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA 18 SOUTH RIVERSIDE AVENUE, SUITE 230 SARTELL, MINNESOTA 56377 PH: (320) 339-0669 FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com FOSS ROAD ST. ANTHONY VILLAGE, MN C5 SWPPP - STANDARD NOTES ABLE VIEW ASSISTED LIVING DATENO. 1 2 ISSUE DATE: 03/31/2025 xx/xx/2025 xx/xx/2025 REVISIONS SCHULTZ ENGINEERING& SITE DESIGN DESCRIPTION 3 xx/xx/2025 4 xx/xx/2025 CIVIL SHEET INDEX C1 - STANDARD NOTES & SPECIFICATIONS C2 - STANDARD DETAILS C3 - DEMOLITION & REMOVALS PLAN C4 - GRADING PLAN C5 - SWPPP - STANDARD NOTES C6 - SWPPP - PLAN VIEW C7 - UTILITY & PAVING PLAN Design Engineer Training Course Training Entity Norman E. Statz, PE Design of Construction SWPPP University of Minnesota Instructor John Chapman Dates of Training Course Fall 2024 (Online Course) Total Training Hours 12.0 * "Design of Construction SWPPP" is a certification course offered by the University of Minnesota. The Engineer's certification for "Design of SWPPP" is current, and will expire December 3, 2027. Certification documentation is on file at the Engineer's office and a copy can be provided upon request. FILTRATION BASIN CALCULATIONS Total proposed impervious surfacing = 19,870 sf Base water quality volume: 19,870 sf x 1.1-in = 1,825 cf Adjusted water quality volume: (for filtration basins) 1,825 sf ÷ 0.50 = 3,650 cf Filtration Basin Provided filtration volume: 0.088 acre-ft = 3,830 cf (See HydroCad model) Draw Down Time Assumed underlying soils: Sandy lean clays (CL) (based on soil borings) Assumed groundwater elevation: below 925 (based on soil borings) Assumed infiltration rate: 0.80 in/hr (based on MN storm water manual) Maximum time of infiltration = 48 hrs, 0 min Design time of infiltration = 36 in (3.0-ft) / 0.80 in/hr = 45 hrs, 0 min (assuming full system to basin outlet) Permanent Site Drainage Site drainage will be routed to a filtration basin via storm sewer and surface drainage. The filtration basin has been designed to treat drainage from 1.1" of runoff off new impervious surfaces as per MPCA NPDES permit, City MS4 and Rice Creek Watershed District requirements. For larger events, the basin and associated outlet have been designed to limit discharges such that overall post developed site runoff rates do not exceed overall predeveloped site runoff rates from 2, 10, and 100-year, 24-hour storm events. Pre-treatment has been provided for the proposed filtration basin via catch basin sumps. AMENDING THE SWPPP During the construction of this project it may become necessary to amend this SWPPP. Should the responsibility of installing, inspecting and maintaining the erosion and sediment control devices and techniques described in this SWPPP be transferred from the current Contractor to another Contractor, or from the current Contractor to the Owner, this SWPPP shall be updated accordingly. The Owner will also be required to complete an "Permit Modification Form". Should it be determined, during construction, by the SWPPP Coordinator, Engineer, or Regulatory Officials that deficiencies in this SWPPP exist, or if significant changes are made to the design/scope of this project that impact erosion prevention and sediment control, the Engineer shall be notified immediately. The Engineer will then review potential deficiencies and/or significant changes to project design/scope, and make necessary changes to the SWPPP. After changes are made to the SWPPP, the Engineer will issue the necessary documentation, reflecting the changes, to the owner and to the SWPPP Coordinator. The SWPPP Coordinator shall be responsible to make sure that this documentation is added to the on-site SWPPP copy and that the changes described in the documentation is implemented on-site. Existing Impervious Area Proposed Impervious Area Net Impervious Area Increase 0.02 acres 0.46 acres 0.44 acres Receiving Surface Waters The following surface waters could receive storm water runoff from this project, and are within 1 mile of the project site: Surface Water Impaired Water? Special Water? Type of Surface Water USEPA Approved TMDL for Impaired Water? Comments SWPPP Coordinator and Qualifications The Contractor shall provide an individual who shall serve as the SWPPP Coordinator for this project. The SWPPP coordinator shall oversee the implementation of this SWPPP, as well as the necessary inspections (described below) of erosion prevention and sediment control BMPs. The SWPPP Coordinator shall also oversee the installation, maintenance, and repair of the BMP's to be completed in accordance with this SWPPP. The SWPPP Coordinator shall be responsible for the items listed above during the period from the start of the project to the establishment of final stabilization. During this period, the SWPPP Coordinator, or their assigned, qualified (see below) representative shall be available for an on-site inspection within 72 hours upon request by the MPCA. It shall be the Contractor's responsibility to complete the table below, which will identify the SWPPP Coordinator and that person's qualifications. This person shall acknowledge that he/she has been assigned to serve as SWPPP Coordinator and will be overseeing the items listed in this section, by providing their signature in the space below. Please note that this SWPPP will not be considered complete if the table below is not filled in. * Typically, the identity of the SWPPP Coordinator is unknown until the project is awarded. The SWPPP Coordinator may be identified at the project's Preconstruction Conference. The SWPPP Coordinator may assign other personnel to supervise or perform the duties listed above. However, in completing the duties listed above, at least one person shall be trained in erosion prevention and sediment control as related to that particular part of the SWPPP. If the SWPPP Coordinator chooses to delegate some of the duties and responsibilities listed above to other personnel, a list of the personnel, as well as their qualifications, shall be kept with and shall become part of this SWPPP. The qualifications shall be documented in a manner similar to the table shown above. A copy of this list shall be provided to the Engineer. Once the project has been completed and accepted by the Owner, and Final Stabilization has been established and "Notice of Termination" submittedto the MPCA, the Owner assumes responsibility for the long term maintenance of the storm water management system. The SWPPP Coordinator shall be responsible for ensuring that the Contractor properly disposes of the temporary erosion and sediments control measures within 30 days after site stabilization is achieved or after the temporary measures are no longer needed. This SWPPP must be kept physically on-site, or electronically available on-site, during normal working hours with personnel who have operational control over the applicable portion of the site, including all changes to the SWPPP, inspections, and maintenance records. SWPPP Coordinator Training Course Training Entity Instructor Dates of Training Course Total Training Hours Company Name Office Phone # Cell Phone # I, __________________________, hereby (Printed Name) acknowledge that I will be serving as SWPPP Coordinator for this project and will be responsible for overseeing the items identified in this section. _________________________________ (Signature) _______________ (Date) BMP INSPECTIONS Inspection Frequency The SWPPP Coordinator shall inspect, or designate someone else who is qualified to inspect (see above), the construction site erosion prevention and sediment control BMPs per the following time frames: 1. Once every 7 days. 2. Within 24 hours of a rain event (1/2" or greater over 24 hours). Inspections shall be conducted per the time frames listed above with the following exceptions: 1. Where parts of the construction site have permanent cover, but work remains on other parts of the site, inspections of areas with permanent cover may be reduced to once per month. 2. Where construction sites have permanent cover on all exposed soil areas and no construction activity is occurring anywhere on the site, the site must be inspected for a period of 12 months (inspections may be suspended during frozen ground conditions). Following the 12th month of permanent cover with no construction activity, inspections may be terminated until construction activity is once again initiated or sooner if notified in writing by the MPCA. 3. Where work has been suspended due to frozen ground conditions, the required inspections and maintenance schedule must begin within 24 hours after runoff occurs at the site or prior to resuming construction, whichever occurs first. Record Retention The SWPPP and associated records shall be stored and maintained by an employee or representative of the Owner for 3 years after the submission of the Notice of Termination (NOT) Responsibility for overseeing the records will be transferred to another employee or representative should the current personnel become uninvolved with the project or Owner. These records shall include the following: 1. The final SWPPP. 2. Any other stormwater related permits required for the project. 3. Records of all inspection and maintenance conducted during construction 4. All permanent operation and maintenance agreements that have been implemented, including all right-of-way, contracts, covenants and other binding requirements regarding perpetual maintenance. 5. All required calculations for design of the temporary and permanent Stormwater Management Systems. EROSION PREVENTION AND SEDIMENT CONTROL BMPS Standards and References Materials and construction methods of all BMPs included in this SWPPP shall be as per the Minnesota Department of Transportation (MNDOT) Standard Specifications for Construction, latest edition. The Contractor and SWPPP Coordinator shall obtain a current copy of MNDOT's Standard Specifications for Construction and familiarize themselves with the specification sections applicable to this SWPPP, as there are several BMPs that specifically reference these sections. The Contractor and SWPPP Coordinator shall be expected to be familiar with the applicable MNDOT specification sections during construction. No additional compensation will be paid to the Contractor for additional work due to unfamiliarity with these specification sections. Temporary and Permanent Stabilization All exposed soil areas (including stockpiles) shall be provided with temporary or permanent cover within 7 days of construction activity temporarily or permanently ceasing in that portion of the site. Temporary or permanent drainage ditches or swales, which drain off-site or to a surface water, and are within 200 lineal feet of the property line or surface water shall be provided with temporary or permanent cover within 24 hours of construction. Placement of temporary or permanent cover shall be initiated immediately upon suspension or completion of excavation operations. Temporary Cover: If the Contractor chooses to halt grading operations in a portion of the site (or the whole site) for a period exceeding 7 days, and grading operations (rough or finish grading) in the affected areas has not yet been completed, temporary cover shall be placed. Affected areas consisting of drainage ditches or swales connected to, and within, 200 lineal feet of a property line or surface water shall be provided with temporary cover within 24 hours of connection. Depending on the Contractor's schedule, the temporary cover shall consist of one of the following BMPs: 1. Discanchored Mulch a) Discanchored mulch may be used in an area of the site (or the whole site) if the Contractor is halting grading operations for a period that is relatively short, but exceeds 7 days. b) The mulch shall be Type 3 per MNDOT Spec. 3882. c) An adequate quantity of mulch shall be evenly distributed to achieve 90% coverage of the exposed soils. d) Mulch shall be placed as per MNDOT 2575.3C. e) All mulch shall be disc anchored as per MNDOT 2575.3D. Prior to the placement and discanchoring of the mulch, the soils shall be loosened and the area smooth-rough graded per MNDOT 2574. f) Any areas that are exposed as a result of wind action after the initial mulch placement shall be covered with additional mulch to maintain 90% coverage. 2. Temporary Seeding with Mulch a. Temporary seeding with mulch may be used in areas of the site (or the whole site) if the Contractor is halting grading operations for a period that is relatively long. Although mulch still needs to be applied as described above, once the temporary seeding/turf is established, the mulch will no longer need to be maintained. The temporary seeding/turf will require very little maintenance. b. Prior to the sowing of temporary seed, the soils shall be loosened and the area smooth-rough graded per MNDOT 2574. c. Contractor shall utilize Seed Mixes 21-111, 21-112, or 21-113 per MNDOT Spec. 3876 for temporary seeding. d. Temporary seeding shall be sown per MNDOT Spec. 2575.3B. e. Once temporary seeding has been sown, mulch shall be placed over the area as described above. Permanent Cover: Upon completion of finish grading and/or placement of topsoil, initiation of the placement of permanent cover shall begin immediately over all exposed areas. This includes areas designated for impervious surfacing (ie: buildings, pavements/gravel bases, sidewalks, etc.). Where the construction schedule will not allow for the placement of the permanent impervious surfacing within 7 days of the completion of finish grading, temporary cover shall be provided in these areas, as described above, until the permanent impervious surfacing can be constructed. Affected areas consisting of drainage ditches or swales connected to, and within, 200 lineal feet of a property line or surface water, shall be provided with permanent cover within 24 hours of connection. Undisturbed Areas If shown on the plan, the Contractor shall delineate areas that are not to be disturbed on the site. This may be done with flags, stakes, signs, silt fence, etc., and shall be completed prior to the start of any grading operations. Regardless of the delineation method the Contractor chooses to use, the Contractor must communicate to his/her personnel and subcontractors that these areas are not to be disturbed and construction equipment (including trucks and personal vehicles) shall not be allowed in these areas. The Contractor shall minimize compaction and preserve topsoil as much as possible at the site. In pervious ("green") areas that are not essential to the construction of the project, the Contractor shall avoid construction traffic and maintain the existing condition of these areas. 2. Erosion Control Blanket a. Erosion control blanket shall be placed in areas as shown on the plan included in this SWPPP. These areas shall still be provided with permanent seeding, as described above, beneath the erosion control blanket. b. Erosion control blanket shall meet the requirements indicated in MNDOT Spec. 3885. See plan for category(s) of erosion control blanket. c. Erosion control blanket shall be installed as per MNDOT Spec. 2575.3G2. d. Erosion control blanket specified in drainage ditches and swales connected to, and within 200 lineal feet, of a property line or surface water shall be installed within 24 hours of the completion of finish grading (including permanent seeding). 3. Riprap a. Riprap shall be placed in areas as shown on the plan included in this SWPPP. b. All riprap shall be underlain with Type 4 geotextile fabric. The fabric shall meet the requirements of MNDOT Spec. 3733 and shall be installed as per MNDOT Spec. 2511.3B2. c. Riprap materials shall meet the requirements of MNDOT Spec. 3601, and shall be Class 3, unless noted otherwise on the plans. d. Riprap shall be considered "Random Riprap" and shall be placed as per MNDOT Spec. 2511. e. Although it is permitted for the riprap to be placed with machinery, it will be necessary for the Contractor to hand place some of the riprap in order to provide a dense, well-keyed layer of stones with the least practical quantity of void space. f. The minimum thickness of the riprap shall be 18 inches, unless otherwise noted on the plans. g. Riprap designated at the end of pipe outlets shall be placed within 24 hours of installation of the pipe outlet end section. h. Riprap specified in drainage ditches and swales connected to, and within 200 lineal feet, of a property line or surface water shall be installed within 24 hours of the completion of finish grading. Sediment Control The following sediment control BMPs shall be implemented as part of this project: 1. Silt Fence a. Silt fence shall be installed at the locations shown on the plan included in this SWPPP. b. Silt fence shall be machine sliced and materials shall meet the requirements of MNDOT Spec. 3886. c. Silt fence shall be installed as per MNDOT Spec. 2573.3B2. d. Silt fence shall be installed prior to any upgradient grading operations, and shall remain in place and maintained adequately until up-gradient areas achieve Final Stabilization (see below). e. Silt fence shall be repaired or replaced if damaged during, or after, rain events, or if accumulated sediment on the upstream side of the fence reaches 1/2 the height of the fence. Repair or replacement of silt fence shall be completed within 24 hours of discovery. f. Portions of silt fence may be removed to accommodate short-term activities, such as vehicle passage. Short-term activities shall be completed as quickly as possible, and new silt fence installed immediately after completion of the short-term activity. If rainfall is imminent or forecasted in the near future, new silt fence shall be installed regardless of if the short term activity has been completed or not. The Contractor is advised to schedule short term activities during dry weather as much as practicable. No additional compensation will be paid due to additional silt fence associated with short-term activities. Temporary soil stockpiles shall be placed on the site in areas up-gradient from silt fence. Where the Contractor chooses to place temporary soil stockpiles outside designated silt fenced areas, the stockpiles shall be surrounded by additional silt fence. The Contractor shall locate stockpiles outside of natural buffers or surface waters, including stormwater conveyances such as curb and gutter systems unless there is a bypass in place for the stormwater. Under no circumstances shall temporary soil stockpiles be placed over surface waters, curb and gutter, catch basins, culvert inlets or outlets, or ditches. 2. Catch Basin Protection a. WIMCO Road Drain protection devices, as manufactured by WIMCO, shall be used for catch basin protection on this project. WIMCO can be contacted at (952)-233-3055, and their web page is www.roaddrain.com. b. "Road Drain Top Slab" devices shall be installed at all catch basin locations immediately after placement of the catch basin structures. "Road Drain Top Slab" devices shall remain in place and be adequately maintained until permanent surfacing is constructed (ie: curb and gutter, pavements, and/or gravel surfacing). In areas designated for turf establishment, "Road Drain Top Slab" devices shall remain in place until Final Stabilization of all upgradient areas is established. c. Upon construction of the permanent surfacing, the "Road Drain Top Slab" devices shall be replaced with the WIMCO product specified on the plans. The WIMCO devices shall remain in place until Final Stabilization of all upgradient areas has been established. d. The Contractor shall install and maintain the catch basin protection devices as per the manufacturer's instructions and specifications. e. The Contractor may remove catch basin protection for a particular inlet if a specific safety concern (e. g. street flooding/freezing) is identified by the Contractor or the jurisdictional authority. 4. Temporary Rock Construction Entrance a. Temporary rock construction entrances shall be installed at the locations shown on the plan included in this SWPPP. See detail for temporary rock entrance design. b. If the Contractor chooses to access the site from locations other than where temporary rock entrances are specified on the plans, additional temporary rock entrances shall be placed at these locations, as well. c. Temporary rock entrance shall be constructed prior to the start of grading operations, and shall remain in place and be adequately maintained until Final Stabilization has been established. d. Temporary rock entrances shall be maintained in such a manner that the entrances prevent sediment tracking onto adjacent streets. If a temporary rock entrance is found to be ineffective, it shall be replaced or improved within 24 hours of discovery. e. The Contractor has the option to place Type 4 geotextile fabric beneath the temporary rock entrance. The fabric may extend the life of the entrance as it will reduce rock "sinking" into the underlying soils. If the Contractor chooses to use fabric, it should meet the requirements of MNDOT Spec. 3733 and shall be installed as per MNDOT Spec. 2511.3B2. f. If sediment tracking from the site is discovered on adjacent streets, the sediment shall be removed with a street sweeper or other approved method within 24 hours of discovery. This shall be done throughout construction of the project. This sediment may be returned and graded over exposed areas of the site, or disposed of off site per MPCA requirements. The City may order street sweeping to be performed at the Contractor's or Owner's expense if City staff find that construction activities are resulting in sediment or debris being tracked onto City streets. 5. Filter Logs a. Filter logs shall be installed at the locations shown on the plan included in this SWPPP. b. Filter logs shall consist of Type Wood Fiber biorolls and meet the requirements of MNDOT Spec. 3897. c. Filter logs shall be installed as per MNDOT Spec. 2573.3F. d. Filter logs shall be installed immediately after placement of erosion control blanket. e. Filter logs shall remain in place for the life of the project, and shall be allowed to degrade naturally. Dewatering If dewatering of sandy subsoils is required for this project, the pump discharge shall be treated prior to discharge off-site or into a surface water. Treatment of discharge shall be achieved with the use of a "Dandy Dewatering Bag" (or approved equivalent), as manufactured by Dandy Products,Inc. Dandy Products, Inc. can be contacted at (877) 307-0141, and their web page is www.dandyproducts.com. The "Dandy Dewatering Bag" shall be installed, utilized, and maintained per the manufacturer's instructions and specifications. Once dewatering water has been treated, it may be discharged off-site or to a surface water. The discharge shall be visually checked to ensure that it is relatively clean and not visibly different from any receiving waters. If discharge is noticeably "dirty", the Engineer shall be contacted as additional treatment methods may be necessary. Adequate erosion control shall be provided at the point of discharge if it is located in an area with exposed soils or established turf. This erosion control may consist of temporarily placed rip rap, or other approved energy dissipation measures. The type of erosion control measure shall be at the Contractor's discretion, depending on the location of the dewatering discharge and the unique site characteristics. The erosion control measures shall be effective and shall be maintained adequately such that no erosion occurs at the point of discharge. POLLUTION PREVENTION MANAGEMENT Solid waste accumulated during construction, including collected sediment, construction materials, floating debris, construction debris, paper, plastics, and other solid wastes shall be disposed of in accordance with MPCA disposal requirements: 1. Building products that have the potential to leach pollutants shall be maintained under cover (e.g., plastic sheeting or temporary roofs) to prevent the discharge of pollutants or protected by a similarly effective means designed to minimize contact with storm water. 2. Pesticides, herbicides, insecticides, fertilizers, treatment chemicals, and landscape materials shall be maintained under cover (e.g., plastic sheeting or temporary roofs) to prevent the discharge of pollutants or protected by similarly effective means designed to minimize contact with stormwater. 3. Hazardous materials, toxic waste, (including oil, diesel fuel, gasoline, hydraulic fluids, paint solvents, petroleum-based products, wood preservatives, additives, curing compounds, and acids) shall be properly stored in sealed containers to prevent spills, leaks or other discharge. Restricted access storage areas shall be provided to prevent vandalism. Storage and disposal of hazardous waste or hazardous materials shall be in compliance with Minn. R. ch. 7045 including secondary containment as applicable. 4. Solid waste shall be stored, collected and disposed of properly in compliance with Minn. R. ch. 7035. 5. Portable toilets shall be positioned so that they are secure and will not be tipped or knocked over. Sanitary waste must be disposed of properly in accordance with Minn. R. ch. 7041. 6. The Contractor shall take steps to prevent the discharge of spilled or leaked chemicals, including fuel, from any area where chemicals or fuel will be loaded or unloaded including the use of drip pans or absorbents unless infeasible. The Contractor shall conduct fueling in a contained area unless infeasible. The Contractor shall ensure adequate supplies are available at all times to clean up discharged materials and that an appropriate disposal method is available for recovered spilled materials. The Contractor shall report and clean up spills immediately as required by Minn. Stat. § 115.061, using dry clean up measures where possible. 7. If the Contractor washes the exterior of vehicles or equipment on the project site, washing shall be limited to a defined area of the site. Runoff from the washing area shall be contained in a sediment basin or other similarly effective controls and waste from the washing activity shall be properly disposed of. The Contractor shall properly use and store soaps, detergents, or solvents. No engine degreasing shall be allowed on site. 8. The Contractor shall provide effective containment for all liquid and solid wastes generated by washout operations (concrete, stucco, paint, form release oils, curing compounds and other construction materials) related to the construction activity. The liquid and solid washout wastes shall not contact the ground, and the containment shall be designed so that it does not result in runoff from the washout operations or areas. Liquid and solid wastes shall be disposed of properly and in compliance with MPCA rules. A sign must be installed adjacent to each washout facility that requires site personnel to utilize the proper facilities for disposal of concrete and other washout wastes. Inspection Records The SWPPP Coordinator shall maintain inspection records during construction. These must be recorded in writing within 24 hours of the inspection and/or maintenance activity. The inspection records shall include the following: 1. Date and time of inspections. 2. Name of person(s) conducting inspection. 3. Findings of inspections, including recommendations for corrective actions. 4. Corrective actions taken (including dates, times, and party completing maintenance activities). 5. Date and amount of any rainfall events greater than 1/2" in 24 hours. a. The Contractor shall install and maintain a rain gauge at the construction site in order to verify rainfall amounts. 6. If any discharge is observed to be occurring during the inspection, a record of all points of the property from which there is a discharge must be made, and the discharge shall be described (i.e., color, odor, floating, settled, or suspended solids, foam, oil sheen, and other obvious indicators of pollutants) and photographed. 7. Documentation of any changes to the SWPPP made during construction. a. If the SWPPP coordinator observes that a BMP fails on a regular basis and believes that it is ineffective, it shall be his/her responsibility to notify the Engineer of such deficiencies. The Engineer may then amend the SWPPP (see "Amending the SWPPP") b. All photographs of dewatering activities and documentation of nuisance conditions resulting from dewatering activities. Note: Copies of all inspection records shall be submitted to the Engineer. Areas designated for permanent turf establishment shall be provided with one or more of the following BMPs (see plan): 1. Permanent Seeding with Mulch a. Unless otherwise noted on the plans, all areas designated for turf establishment shall be provided with permanent seeding. b. In addition to the plan included as part of this SWPPP, the Contractor shall verify if a Landscaping Plan has been included in the plans by the Architect. If a Landscape Architect has specified higher quality permanent cover (ie: sod, hydroseeding, etc.), the Contractor shall provide this permanent cover in lieu of the permanent seeding specified in this SWPPP. c. Prior to the sowing of permanent seed, the soils shall be loosened and the area smooth-rough graded per MNDOT 2574. d. Contractor shall utilize Seed Mix 25-131 per MNDOT Spec. 3876 for permanent seeding. e. Permanent seeding shall be sown per MNDOT Spec. 2575.3B. f. Once permanent seeding has been sown, mulch shall be placed over the area as described above (under Temporary Cover), unless noted otherwise. Unnamed Pond #1 Pond No No Anticipated Disturbed Area 0.9 acres 3. Culvert Inlet Protection a. Culvert inlet protection shall be provided at all culvert inlet locations immediately after construction of the culvert. See plan included in this SWPPP for culvert inlet locations. b. Culvert inlet protection shall consist of the SedJacket, as manufactured by SedCatch Environmental Products. SedCatch Environmental Products can be contacted at (937)-435-5075, and their web page is https://sedcatch.com/collections/sedjacket. c. The culvert inlet protection shall remain in place and adequately maintained until Final Stabilization of all up-gradient areas has been established. d. Culvert inlet protection shall be repaired or replaced if damaged during, or after, rain events, or if accumulated sediment reaches 1/2 of the height of the SedJacket device fabric. Repair or replacement of culvert inlet protection shall be completed within 24 hours of discovery. e. The Contractor may remove culvert inlet protection for a particular inlet if a specific safety concern (e. g. street flooding/freezing) is identified by the Contractor or the jurisdictional authority. Distance = 0.1 miles Unnamed Stream Stream No No Distance = 0.2 miles Poplar Lake Lake No No Distance = 0.6 miles SEE SHEET C6 FOR VICINITY MAP SHOWING PROPOSED SITE AND NEARBY SURFACE WATERS PROJECT INFORMATION PROJECT DESCRIPTION This project will consist of the construction of a new residential building with an approximate footprint of 10,390 sf, as well as parking lot and driveway areas, and sidewalk. DISTURBED AREA & IMPERVIOUS SURFACE TABULATION (within proposed construction area) SEDIMENT AND OTHER POLLUTANTS This SWPPP has been designed mainly to provide erosion and sediment control of naturally occurring soils at this site (ie: sands, loams, and clays). Although this SWPPP does address pollution prevention of other man-made materials, it is assumed that these materials will consist of debris from existing structures and pavements to be demolished, o debris ad chemicals (ie: fuels, new paints, etc.) resulting from new construction. There are no known solid wastes or hazardous materials buried below grade at this site. If such wastes or hazard materials are discovered during construction, the SWPPP Coordinator (described below) will be responsible for notifying the Engineer. This SWPPP will then be revised to address the presence and disposal of these additional pollutants. This SWPPP is not designed for discharges of any material other than stormwater, treated in compliance with State and local requirements, and discharges from dewatering or basin draining activities. Discharges not included in the design of this SWPPP include, but are not limited to, wastewater from washout of concrete, stucco, paint, from release oils, curing compounds and other construction materials, fuel, oils, or other pollutants used in vehicle and equipment operation and maintenance, soaps or solvents used in vehicle and equipment washing and maintenance, and other hazardous substances or wastes. EROSION PREVENTION AND SEDIMENT CONTROL RESPONSIBILITIES SWPPP Design Engineer and Qualifications Unnamed Pond #2 Pond No No Distance = 0.7 miles Silver Lake Lake Yes No Distance = 0.7 miles Jones Lake Lake Yes No Distance = 0.8 miles Unnamed Pond #3 Pond No No Distance = 1.0 miles DATE: 03/31/2025 FINAL STABILIZATION Final Stabilization shall be considered established once the following requirements have been achieved: 1. All soil disturbing activities at the site have been completed and all soils are stabilized by a uniform perennial vegetative cover with a density of 70 percent of its expected final growth density over the entire pervious surface area, or other equivalent means necessary to prevent soil failure under erosive conditions. 2. The permanent storm water management system is constructed, and is operating as designed. Temporary or permanent sedimentation basins that are to be used as permanent water quality management basins have been cleaned of any accumulated sediment. All sediment has been removed from conveyance systems and ditches are stabilized with permanent cover. 3. All temporary synthetic and structural erosion prevention and sediment control BMPs have been removed from the project site. BMPs designed to decompose on site may be left in place. ADDITIONAL COMMENTS The Contractor is solely responsible for the cleanup of any wetlands, rivers, streams, lakes, reservoirs, other waters of the State (as defined by the MPCA's General Storm Water Permit), ground or roadway surfaces or other property damaged by construction activity related to this project. Besides the NPDES permit (MPCA General Storm Water Permit), the Contractor and/or Owner shall also be responsible to obtain all other necessary local government permits related to storm water management, and erosion and sediment control, if applicable (ie: Watershed District, City, MNDOT, etc.). This SWPPP is intended to provide a plan for addressing the erosion prevention and storm water management issues associated with this project. It is to be used in conjunction with the project plans, specifications, and the MPCA General Storm Water Permit. In addition to the SWPPP, the Owner, Contractor, and SWPPP Coordinator shall familiarize themselves with the actual requirements indicated in the MPCA General Storm Water Permit itself and are responsible for compliance with the permit's terms, requirements, and conditions. The Engineer can provide a copy of the permit upon request. LICENSE NO.: 63480 NORMAN E. STATZ, PE OHPOHPOHPOHPOHPOHPOHPOHPOHP SNSNSNSNSNSNSNSNSNIIIIIIIIISNSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTST S T S T S T S T ST ST STSTSTSTSTSTCURB & GUTTER CURB & GUTTERCURB & GUTTERVALLEY GUTTERVALLEY GUTTERCURB & GUTTERGARAGE BUILDING FLOOR ELEV.=946.15 SITE BENCHMARK TOP HUT HYDRANT ELEV.=953.00 ST ST SN GARAGE RIM=944.55 INV(S)=938.25 INV(E)=938.15 RIM=938.94 INV(E)=931.74 INV(W)=933.04 RIM=944.28 INV=940.06 RIM=945.85 INV(E)=935.02 INV(N)=935.39 INV(W)=936.80 RIM=940.38 INV=937.55 RIM=925.31 INV=921.76 RIM=931.32 INV=925.92 RIM=943.47 INV=930.83 400C RETAINING WALL N 89°25'03" E 298.82 S 00°10'57" E 124.63S 89°24'24" W 298.51N 00°19'27" W 124.68(PLATTED AS OAKWOOD DRIVE)STSTSTSTSTSTST93 9 94 0 941 942 943 944 945 946 947 948 949 945 946 947 948 949 950 951 952 941 942 943944 945944 947 948 949945 946 947948949950941 940 945 946 939 93 4 93 5 93 6 937 93 8 93393 2931 OHPOHPOHPOHPOHPOHPOHPOHPOHP951950 0 20 40 SCHULTZ ENG. PROJECT NO.: 25005 DRAWN BY: NES REVIEWED BY: BJS © SCHULTZ ENGINEERING & SITE DESIGN, PLLC 2025 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 ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA 18 SOUTH RIVERSIDE AVENUE, SUITE 230 SARTELL, MINNESOTA 56377 PH: (320) 339-0669 FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com FOSS ROAD ST. ANTHONY VILLAGE, MN C6 SCALE: 1"=20' N SWPPP - PLAN VIEW ABLE VIEW ASSISTED LIVING DATENO. 1 2 ISSUE DATE: 03/31/2025 xx/xx/2025 xx/xx/2025 REVISIONS SCHULTZ ENGINEERING& SITE DESIGN DESCRIPTION 3 xx/xx/2025 4 xx/xx/2025 TEMPORARY ROCK CONSTRUCTION ENTRANCEACCESS ROAD 20'50' NTS NOTE: PLACING FILTER FABRIC UNDER THE ROCK ENTRANCE MAY REDUCE THE AMOUNT OF MAINTENANCE IT WOULD REQUIRE. 2. THE ENTRANCE SHALL BE GRADED SUCH THAT POSITIVE DRAINAGE DURING CONSTRUCTION IS PROVIDED. 6" CA-1 COARSE AGGREGATE 6" BUMP FOR KEEPING RUNOFF ON SITE 1. THE ROCK ENTRANCE SHALL BE CONSTRUCTED PRIOR TO THE START OF GRADING OPERATIONS. 3. THE ENTRANCE SHALL BE MAINTAINED IN SUCH A CONDITION SUCH THAT IT PREVENTS MUD TRACKING OFF SITE. ADDITIONAL ROCK OR REPLACEMENT OF THE ENTRANCE MAY BE REQUIRED PERIODICALLY IF MUD STARTS TO TRACK OFF SITE. 4. THE ROCK ENTRANCE MAY BE REMOVED JUST PRIOR TO THE PLACEMENT OF AGGREGATE BASE. 1 STAPLE PLASTIC SHEETING EVERY 5' (TYP) 1. BOTTOM OF CONCRETE WASHOUT AREA SHALL BE 10'X10' 2. CONTRACTOR SHALL REMOVE WASH LIQUID FROM CONCRETE WASHOUT AREA AND DISPOSE OF PER MPCA REQUIREMENTS WHEN WASHOUT AREA BECOMES HALF FULL. 3. CONTRACTOR SHALL SELECT THE MOST OPTIMAL LOCATION FOR THE CONCRETE WASHOUT 10 MIL PLASTIC SHEETING LINER PLACED WITHIN WASHOUT AREA 1' 2' 1' 4: 1 4:1CONCRETE WASHOUT NTS CONSTRUCT BERM AROUND ENTIRE WASHOUT AREA 2 SILT FENCE - MACHINE SLICED NTS GEOTEXTILE FABRIC 3' MIN. HEIGHT STEEL STUDDED 'T' POST: 5' MIN. HEIGHT AT 6' MAX. SPACING (3) PLASTIC 'ZIP' TIES (50LB TENSILE) LOCATED IN TOP 8" OF POST DIRECTION OF RUNOFF FLOW MACHINE SLICED: 8"-12" DEPTH (PLUS 6" FLAP)T- POST2' MIN. POST EMBEDMENT 1" MIN. 1" MIN. 3 EROSION CONTROL BLANKET NTS 1' WIDE @ 5% SLOPE 4" MIN. OVERLAP (TYP) FOLD EDGE UNDER 6" MIN. A CHECK SLOT SHALL BE CONSTRUCTED AT THE TOP OF STEEP SLOPES (4:1 OR STEEPER) WHERE EROSION CONTROL BLANKET IS PLACED AS PER THE FOLLOWING: 1. DIG 6" X 6" TRENCH 2. LAY BLANKET END INTO TRENCH 3. STAPLE BLANKET IN BOTTOM OF TRENCH EVERY 1 FT 4. BACKFILL TRENCH WITH SOIL AND COMPACT 5. IF SLOPE LENGTH IS GREATER THAN 100 FT DIG A CHECK SLOT 1/3 FROM THE BOTTOM OF THE SLOPE AND STAPLE THE BLANKET IN AS IN THE TOP TRENCH. 6. PROVIDE STAPLES IN STRICT CONFORMANCE W. BLANKET MANUFACTURER'S REQUIREMENTS AND SPECIFICATIONS. 6" 6" 1' MIN. STAPLE SPACING (TYP) 1' MIN. STAPLE SPACING (TYP) CHECK SLOT (TYP) EROSION CONTROL BLANKET (SEE PLAN FOR CATEGORY) (TYP) 4 RIP RAP AT END SECTION NTSSEE PLANSEE TABLE FOR MINIMUM DEPTH CLASS II d50=6" CLASS III d50=9" CLASS IV d50=12" DIA. OF PIPE (IN) L (FT) 12" DEPTH RIP RAP (CU YD) 18" DEPTH RIP RAP (CU YD) 24" DEPTH RIP RAP (CU YD) 12151821242730364248 881010121214161820 5568101015 182020 SECTION B - B SECTION A - A PLAN 45 MIL RUBBER MEMBRANE: THE MEMBRANE MATERIAL SHALL COVER THE AREA OF THE RIP RAP AND EXTEND UNDER THE APRON 3' MIN. INV = 3" BELOW FES INVERT INV = SEE PLAN SEE TABLE FOR MINIMUM DEPTH RIP RAP1 4 B B AA "L" 881015151520253040 10101515202025304050 FLARED END SECTION (FES) (SEE PLAN FOR SIZE) 2'2' 5 VICINITY MAP CIVIL SHEET INDEX C1 - STANDARD NOTES & SPECIFICATIONS C2 - STANDARD DETAILS C3 - DEMOLITION & REMOVALS PLAN C4 - GRADING PLAN C5 - SWPPP - STANDARD NOTES C6 - SWPPP - PLAN VIEW C7 - UTILITY & PAVING PLAN DATE: 03/31/2025 944 942 940 936940938942946946 948950 93 8 9 3 6 940940 9409429369389 4 6 944946 94 4 9449 4 0 PROPOSED BUILDING FFE = 948.25 TEMPORARY ROCK CONSTRUCTION ENTRANCE (TYP) PERIMETER SILT FENCE UP-GRADIENT OF INFILTRATION BASIN (TYP) INSTALL CULVERT INLET PROTECTION (TYP) INSTALL CATCH BASIN PROTECTION (TYP) INSTALL CATCH BASIN PROTECTION (TYP) INSTALL CATCH BASIN PROTECTION (TYP) CATEGORY 20 EROSION CONTROL BLANKET (TYP) CATEGORY 20 EROSION CONTROL BLANKET (TYP) PERIMETER SILT FENCE (TYP)PERIMETER SILT FENCE (TYP) PERIMETER SILT FENCE (TYP) PERIMETER SILT FENCE (TYP) CATEGORY 20 EROSION CONTROL BLANKET (TYP) CATEGORY 20 EROSION CONTROL BLANKET (TYP) CATEGORY 20 EROSION CONTROL BLANKET (TYP) CATEGORY 20 EROSION CONTROL BLANKET (TYP) PERIMETER SILT FENCE (TYP) PERIMETER SILT FENCE (TYP) PERIMETER SILT FENCE (TYP) PERIMETER SILT FENCE (TYP) 25 CY CLASS III RIP RAP OVERLAYING TYPE 4 GEOTEXTILE FABRIC (TYP) 15 CY CLASS III RIP RAP OVERLAYING TYPE 4 GEOTEXTILE FABRIC (TYP) PERIMETER SILT FENCE (TYP) PERIMETER SILT FENCE (TYP) CATEGORY 20 EROSION CONTROL BLANKET (TYP) * Note: Estimated quantities shown above indicate one application of the associated BMP. Additional quantity of BMP over what is indicated above may be required for maintenance of each BMP. Good housekeeping by the Contractor will likly result in less quantity required. PROPOSED SITE NTS ESTIMATED QUANTITIES UNNAMED POND #1 POPLAR POND Silt Fence/Sediment Control Log 980 LF ESTIMATED BMP QUANTITIES ITEM QUANTITY Temporary Rock Constr. Entrance 1 EA Temporary Seeding & Mulch 0.9 Acres Permanent Seeding & Mulch 0.45 Acres Class III Rip Rap 55 CY Category 20 ECB 1240 SY Catch Basin Protection 5 EA Native Seeding 0.05 Acres Culvert Protection 1 EA 15 CY CLASS III RIP RAP OVERLAYING TYPE 4 GEOTEXTILE FABRIC (TYP) SILVER LAKE UNNAMED STREAM JONES LAKE UNNAMED POND #2INSTALL CATCH BASIN PROTECTION (TYP) INSTALL CATCH BASIN PROTECTION (TYP) UNNAMED POND #3 NOTE: EROSION CONTROL BLANKET MAY BE OMITTED IN AREAS DESIGNATED FOR SOD. NOTE: CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS AND APPROVALS FOR WORK WITHIN THE PUBLIC RIGHT OF WAY. PERIMETER SILT FENCE UP-GRADIENT OF INFILTRATION BASIN (TYP) PERIMETER SILT FENCE UP-GRADIENT OF INFILTRATION BASIN (TYP) PERIMETER SILT FENCE UP-GRADIENT OF INFILTRATION BASIN (TYP) INSTALL CATCH BASIN PROTECTION (TYP) LICENSE NO.: 63480 NORMAN E. STATZ, PE OHPOHPOHPOHPOHPOHPOHPOHPOHP SNSNSNSNSNSNSNSNSNSNIIIIIIIIIISNSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTST S T S T S T S T ST ST STSTSTSTSTSTCURB & GUTTER CURB & GUTTERCURB & GUTTERVALLEY GUTTERVALLEY GUTTERCURB & GUTTERGARAGE BUILDING FLOOR ELEV.=946.15 SITE BENCHMARK TOP HUT HYDRANT ELEV.=953.00 ST ST SN GARAGE RIM=944.55 INV(S)=938.25 INV(E)=938.15 RIM=938.94 INV(E)=931.74 INV(W)=933.04 RIM=944.28 INV=940.06 RIM=945.85 INV(E)=935.02 INV(N)=935.39 INV(W)=936.80 RIM=940.38 INV=937.55 RIM=925.31 INV=921.76 RIM=931.32 INV=925.92 RIM=943.47 INV=930.83 RIM=948.09 INV=932.62 SN 400C RETAINING WALL N 89°25'03" E 298.82 S 00°10'57" E 124.63S 89°24'24" W 298.51N 00°19'27" W 124.68(PLATTED AS OAKWOOD DRIVE)STSTSTSTSTSTST93 9 94 0 941 942 943 944 945 946 947 948 949 945 946 947 948 949 950 951 952 941 942 943944 945944 947 948 949945 946 947948949950941 940 945 946 939 93 4 93 5 93 6 937 93 8 93393 2931 OHPOHPOHPOHPOHPOHPOHPOHPOHP951950 0 20 40 SCHULTZ ENG. PROJECT NO.: 25005 DRAWN BY: NES REVIEWED BY: BJS © SCHULTZ ENGINEERING & SITE DESIGN, PLLC 2025 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 ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA 18 SOUTH RIVERSIDE AVENUE, SUITE 230 SARTELL, MINNESOTA 56377 PH: (320) 339-0669 FX: (866) 633-1830 schultzeng@live.com www.schultzengdesign.com FOSS ROAD ST. ANTHONY VILLAGE, MN C7 SCALE: 1"=20' N UTILITY & PAVING PLAN ABLE VIEW ASSISTED LIVING DATENO. 1 2 ISSUE DATE: 03/31/2025 xx/xx/2025 xx/xx/2025 REVISIONS SCHULTZ ENGINEERING& SITE DESIGN DESCRIPTION 3 xx/xx/2025 4 xx/xx/2025 UTILITY AND SURFACING NOTES: 2. IF CONFLICTS ARE DISCOVERED WHERE WATER MAIN OR SERVICES CROSS EXISTING OR PROPOSED SANITARY SEWER, SERVICE LINES, OR STORM SEWER, THE WATER MAIN SHALL BE RAISED OR LOWERED APPROPRIATELY WHILE STILL MAINTAINING A MINIMUM DEPTH OF 8 FEET BELOW FINISHED GRADE. 4. INSTALL SANITARY SEWER SERVICE LINE CLEANOUTS AS REQUIRED BY THE MINNESOTA PLUMBING CODE. 5. SEE SHEET C4 FOR STORM SEWER ELEVATIONS AND SLOPE, AND SHEET C2 FOR STANDARD DETAILS RELATING TO THE PLACEMENT OF THE UTILITIES. WATER AND SANITARY SEWER UTILITIES 1. WATER MAIN AND ANY WATER SERVICE LINES SHALL BE PLACED AT A MINIMUM DEPTH OF 8 FEET BELOW FINISHED GRADE. 6. CONTRACTOR SHALL VERIFY LOCATIONS AND ELEVATIONS OF ALL EXISTING UTILITIES PRIOR TO ANY CONSTRUCTION. 3. INSULATION SHALL BE PLACED AT ALL LOCATIONS WHERE STORM SEWER CROSSES SANITARY SEWER, WATER MAIN, OR ASSOCIATED SERVICES. INSULATION SHALL CONSIST OF AN 8-FT X 8-FT SQUARE OF 3"-THICK RIGID INSULATION. INSULATION SHALL BE PLACED BETWEEN THE STORM SEWER AND PIPE CROSSING WITH THE EDGES OF THE INSULATION PARALLEL TO THE PIPING AS MUCH AS POSSIBLE. 2. AGGREGATE BASE AND SURFACE COURSES SHALL BE ROLLED AND COMPACTED. TEST ROLLING OF THE AGGREGATE BASE AND/OR SURFACING SHALL BE OBSERVED BY A SOILS ENGINEER TO VERIFY STABILITY. MAXIMUM ALLOWED DEFLECTION DURING TEST ROLLING OF AGGREGATE BASE OR SURFACE COURSES SHALL BE 1/2". 3. ALL EXISTING BITUMINOUS OR CONCRETE EDGES, WHICH WILL ABUT NEW BITUMINOUS OR CONCRETE SURFACING SHALL BE SAWCUT TO OBTAIN A VERTICAL EDGE. SURFACING 1. SUBGRADES SHALL BE SCARIFIED AND COMPACTED AS NECESSARY TO ATTAIN THE REQUIRED COMPACTION INDICATED IN THE GENERAL NOTES (SHEET C1). TEST ROLLING OF THE SUBGRADE SHALL BE OBSERVED BY A QUALIFIED GEOTECHNICAL ENGINEER OR TECHNICIAN. LOCATIONS EXHIBITING EXCESSIVE RUTTING (PER MNDOT SPEC. 2111) SHALL BE REPAIRED TO THE SATISFACTION OF THE ENGINEER PRIOR TO THE PLACEMENT OF AGGREGATE BASE. COMPACTION TESTING IN UTILITY TRENCHES SHALL BE PERFORMED BY AN INDEPENDENT TESTING FIRM. 5. SEE SHEET C1 FOR SPECIFICATIONS REGARDING THE CONSTRUCTION OF HARDSCAPES. 4. EXPANSION JOINTS SHALL BE PLACED AT ALL LOCATIONS WHERE NEW CONCRETE ABUTS EXISTING CONCRETE, AND AT ALL LOCATIONS WHERE SEPARATE CONCRETE POURS ABUT EACH OTHER. OWNER AND/OR CONTRACTOR SHALL SUBMIT FOR STATE PLUMBING REVIEW, AND OBTAIN AN APPROVED PLUMBING REVIEW REPORT FROM MNDLI, PRIOR TO THE INSTALLATION OF ANY SANITARY SEWER OR WATER UTILITIES. CONSTRUCTION OF SANITARY SEWER OR WATER UTILITIES SHALL NOT COMMENCE UNTIL AFTER THE APPROVED PLUMBING REVIEW REPORT HAS BEEN OBTAINED, AND ANY AND ALL PERTINENT COMMENTS HAVE BEEN ADDRESSED ON THE PLANS AND IN THE PROJECT SPECIFICATIONS. CONTRACTOR IS ADVISED TO ORDER UTILITY MATERIALS AFTER APPROVED PLUMBING REVIEW REPORT HAS BEEN OBTAINED FROM MNDLI 4. INSTALL TRACER WIRE ALONG PROPOSED UNDERGROUND UTILITY PIPE AS PER MINNESOTA RURAL WATER ASSOCIATION STANDARDS AND SPECIFICATIONS. https://www.mrwa.com/wp-content/uploads/2022/06/TracerWireSpecGuideFinalweb11.pdf PEDESTRIAN ADA RAMP FLUSH W/ CURB NTS11:12SLOPE MAX. 6" CURB FACE (TYP)TRUNCATED DOMES AS PER MNDOT STD. PLATE 7038A SIDEWALK FLUSH W/ PAVEMENT PAVEMENT 6'5' FLARED CONCETE (TYP) BACK OF CURB (TYP) 3' 18" GUTTER (TYP) PEDESTRIAN ADA RAMPS W/ LANDING NTS1:12SLOPE MAX. 6" CURB FACE TRUNCATED DOMES AS PER MNDOT STD. PLATE 7038A SIDEWALK SIDEWALK 7'9'7'5' 6" CURB FACE1:12SLOPE MAX.PAVEMENT 2 BITUMINOUS PAVEMENT SECTION NTS 2" BITUMINOUS WEARING COURSE (MNDOT 2360 TYPE SPWEA340B) 6" MNDOT CLASS 5 AGGREGATE BASE APPROVED COMPACTED SUBGRADE 2" BITUMINOUS BASE COURSE (MNDOT 2360 TYPE SPNWB330B) TACK COAT BETWEEN BITUMINOUS COURSES 3 CIVIL SHEET INDEX C1 - STANDARD NOTES & SPECIFICATIONS C2 - STANDARD DETAILS C3 - DEMOLITION & REMOVALS PLAN C4 - GRADING PLAN C5 - SWPPP - STANDARD NOTES C6 - SWPPP - PLAN VIEW C7 - UTILITY & PAVING PLAN DATE: 03/31/2025 PROPOSED BUILDING FFE = 948.25CONNECT TO EXISTING 8" PVC SAN. SEWER W/ 8" X 6" WYE INV = 931.71 (FIELD VERIFY) 6" PVC SAN. SEWER SERVICE INV @ BLDG = 940.50 6" PVC @ 2 . 0 0 % 6" C900 PVC 6" C900 PVC COMBINED WATER SERVICE W/ 6" GATE VALVE & BOXCONNECT TO EXISTING WATER MAIN (WET TAP) 6" 45º BEND 6" 45º BEND MATCH EXISTING PAVEMENT (TYP) NOTE: REMOVE EXISTING BITUMINOUS PAVEMENT, CURB & GUTTER, AND VALLEY GUTTER AS NECESSARY FOR NEW UTILITY CONNECTIONS (SEE C3). REPLACE BITUMINOUS PAVEMENT, CURB & GUTTER, AND VALLEY GUTTER PER CITY REQUIREMENTS. EXISTING CURB & GUTTER TO REMAIN (TYP) MATCH EXISTING PAVEMENT (TYP) MATCH EXISTING CURB & GUTTER (TYP) MATCH EXISTING CURB & GUTTER (TYP) MATCH EXISTING VALLEY GUTTER PER CITY REQUIREMENTS (TYP) MATCH EXISTING VALLEY GUTTER PER CITY REQUIREMENTS (TYP) B618 CURB & GUTTER (TYP) BITUMINOUS PAVEMENT PATCH PER CITY REQUIREMENTS (TYP) CONCRETE VALLEY GUTTER (TYP) BITUMINOUS PAVEMENT PATCH PER CITY REQUIREMENTS (TYP) CONCRETE SIDEWALK (TYP) CONCRETE SIDEWALK (TYP) THICKENED EDGE SIDEWALK (TYP) THICKENED EDGE SIDEWALK (TYP)ADA RAMPS W/ LANDING (SEE 2/C7) CONCRETE SIDEWALK (TYP) ADA RAMPS W/ LANDING (SEE 2/C7) BITUMINOUS PAVEMENT (TYP)BITUMINOUS PAVEMENT (TYP)B612 CURB & GUTTER (TYP)B612 CURB & GUTTER (TYP) B612 CURB & GUTTER (TYP) END CURB & GUTTER W/ 2-FT TAPER (TYP) CONCRETE PAVEMENT (TYP) ADA RAMP (SEE 1/C7) NOTE: OWNER SHALL OBTAIN PERMISSION FROM ADJACENT PROPERTY OWNER FOR MINOR TRENCH EXCAVATION FOR WATER SERVICE INSTALLATION. CONCRETE DRIVEWAY ENTRANCE (VERIFY W/ CITY) NOTE: CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS AND APPROVALS FOR WORK WITHIN THE PUBLIC RIGHT OF WAY. RETAINING WALL #1 HEIGHT = 0 TO 5.0-FT LENGTH = 200-FT MATCH EXISTING PAVEMENT (TYP) 6" GATE VALVE & BOX 6" PVC @ 2.00% CLEANOUT (SSCO1) (W/ RISER) RIM = 948.25 INV E = 940.00 INV W = 932.35 6" C900 PVC 6" C900 PVC 6" 45º BEND BITUMINOUS PAVEMENT (TYP) LICENSE NO.: 63480 NORMAN E. STATZ, PE Change ID Change Name Change Last Modified 74 - SITE PLAN / FIRST FLOOR PLAN : Plotted on 3/31/25 at 10:17 AM - /Users/chrishogan/Public/Miller Projects/ 35256-Able View Assisted Living/Design Drawings and Data/Able View Assisted Living_SD2.pln © Copyright, Miller Architects & Builders, LLC DATE: CJH 35256 PROJ. NO. P-001 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 Architect under the laws of the State of MINNESOTA. REVISIONS __________________________________ Signature : Reg. No. : 46983 CHRISTOPHER J. HOGAN ST. ANTHONY VILLAGE, MINNESOTA 55241Date : 03/31/25 SHEET NO. DRAWN BY:ABLE VIEW ASSISTED LIVINGNEW CONSTRUCTION - 34 UNITSFOSS ROADSHEET TITLE SITE PLAN / FIRST FLOOR PLAN 3/31/25 PROJECT STATUS - NOT FOR CONSTRUCTION - SITE PLAN REVIEW34'-0"181'-0"10'-0"73'-6"10'-6"54'-6"4'-0"5'-0"20'-0"20'-0"10'-8"24'-0"DRIVE ACCESS37'-8"(CURB CUTSEPARATION)9'-0"TYPICAL 20'-0"TYPICAL38'-10 3/4"27'-0"(3 STALLS)8'-0"8'-0"108'-0"(12 STALLS)16'-0"(TURN AROUND)15'-0"10'-0"15'-8"(APPROXIMATE)53'-9"(APPROXIMATE) 2 0 ' - 0 " 16'-10" 5'-0" 12'-0" 15'-8"(15'-0" MIN) R 5'-0" R 5'-0" R 50'-0" R 30'-0" R 5'-0" ASSISTED LIVING BUILDING10,413 sq ft - 34 UNITS(948.25 FFE) 428 sq ft 243 sq ft 15,260 sq ft 595 sq ft 902 sq ft EXIT LANDING ELEV. 944.00 FFE NO PARKINGFIRE LANESIGNAGE NO PARKINGFIRE LANESIGNAGE NO PARKINGFIRE LANESIGNAGE RETAINING WALL TO BE DESIGNED BY BUILDING STRUCTURAL ENGINEER. SEE CIVIL FOR GRADE ELEVATIONS (SIDE SETBACK - 20'-0") (SIDE SETBACK -20'-0")(FRONT SETBACK - 20'-0")(REAR SETBACK - 40'-0")TYPICALUNIT TYPICALUNIT TYPICALUNIT TYPICALUNIT TYPICALUNIT 16 FDC TRASHENCLOSURE(COVERED)STORMWATER POND(SEE CIVIL) TRANS /CAB DECK DOUBLEUNIT ACCESSIBLEUNIT(DOUBLE)NO PARKINGS 89o 24' 24" W 298.51' N 89o 25' 03" W 298.82'N 00o 19' 27" W 124.68'S 00o 10' 57" E 124.63'FOSS ROAD(PLATTED AS OAKWOOD DRIVE)ST ST SN C TYPICALUNITTYPICALUNIT TYPICALUNITTYPICALUNIT OFFICEOFFICESTAFFBREAKROOM/LOCKERS STAFFRR FAMILYCONFERENCE RECEPTION ACCESSIBLEUNIT(SINGLE) RETAINING WALL TYPICALUNIT DS DS DS DS DS DSDSDSDS EXISTING APARTMENTBUILDING EXISTING GARAGE MONUMENTSIGNAGE 8'-0" HIGH34 SF ONE SIDE(SEPARATESUBMITTAL) KITCHEN DRYSTORAGEDISH-WASHING DINING NURSESTATION MEDROOM PUBLICRR MECH/ELEC/RISER SOILEDUTILITY CLEANUTILITY/CLEANLINEN STORAGE TUBROOMJAN.NO PARKINGFIRE LANENO PARKINGFIRE LANE199'-0" 8'-0"181'-0"10'-0"54'-6"24'-0"30'-6"24'-0"30'-6"10,413 sq ft JANITOR CLEANUTILITY/CLEANLINEN MECH/ELEC TYPICALUNIT ACCESSIBLEUNIT(SINGLE) ACCESSIBLEUNIT(DOUBLE) TYPICALUNIT TYPICALUNIT TYPICALUNITTYPICALUNIT TYPICALUNIT TYPICALUNIT ACTIVITY NURSESTATION MEDROOM PUBLICRR TYPICALUNITTYPICALUNITTYPICALUNIT TYPICALUNITTYPICALUNITTYPICALUNIT TYPICALUNIT TYPICALUNIT TYPICALUNITTYPICALUNIT TYPICALUNIT DOUBLEUNIT 13'-5 1/4"(CLEAR)23'-1 1/2"(CLEAR)14'-0"24'-0"16'-5 1/4"(CLEAR)23'-1 1/2"(CLEAR)17'-0" 22'-5 1/4"(CLEAR)23'-1 1/2"(CLEAR)23'-0" 22'-5 1/4"(CLEAR)23'-1 1/2"(CLEAR)23'-0" TYPICAL UNIT336 sq ft-28 UNITS- ACCESSIBLE UNIT408 sq ft-2 UNITS- DOUBLE UNIT541 sq ft-2 UNITS- DOUBLE UNITACCESSIBLE552 sq ft-2 UNITS-6"6'-0"3'-2" +/-6"6'-0"3'-2" +/-15'-0" 10'-0" LOW-MAINTENANCE COMPOSITE DECKING MATERIAL TO MATCH. BUILDING. PAINTED STEEL STRUCTURE PREFINISHED METAL ROOFING EDGE TRIM GATE LATCH PREFINISHED METAL ROOFING PAINTED STEEL SUB-STRUCTURE SHOWN DASHED APPROXIMATE LINE OF GRADE, SEE CIVIL FOR DETAILS 12 4 1/16" = 1'-0" SITE PLAN / FIRST FLOOR PLAN 1/16" = 1'-0" SECOND FLOOR PLAN / TYPICAL UNIT PLANS 1/8" = 1'-0" SCHEMATIC UNIT PLANS 1/8" = 1'-0" TRASH ENCLOSURE ELEVATIONS NORTH NORTH SITE INFORMATION: SITE AREA: 37,229 SF SITE ZONING: R-4 PARKING: 16 STALLS ( 1 ACCESSIBLE) GREEN SPACE: 17,000 SF (45.7%) TOTAL IMPERVIOUS (INCLUDING BUILDING): 20,229 SF (54.3%) BUILDING AREA: 10,413 SF BUILDING HEIGHT: 30'-1 1/2" (HIGHEST POINT - EAST) / 2 STORIES FIRE SPRINKLER: YES - NFPA 13 OCCUPANCY: ASSISTED LIVING - I-1, CONDITION 2 BUILDING CONSTRUCTION TYPE: TYPE V-A (ONE HOUR) Change ID Change Name Change Last Modified 75 - LANDSCAPE PLAN : Plotted on 3/31/25 at 10:17 AM - /Users/chrishogan/Public/Miller Projects/ 35256-Able View Assisted Living/Design Drawings and Data/Able View Assisted Living_SD2.pln © Copyright, Miller Architects & Builders, LLC DATE: CJH 35256 PROJ. NO. P-002 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 Architect under the laws of the State of MINNESOTA. REVISIONS __________________________________ Signature : Reg. No. : 46983 CHRISTOPHER J. HOGAN ST. ANTHONY VILLAGE, MINNESOTA 55241Date : 03/31/25 SHEET NO. DRAWN BY:ABLE VIEW ASSISTED LIVINGNEW CONSTRUCTION - 34 UNITSFOSS ROADSHEET TITLE LANDSCAPE PLAN 3/31/25 PROJECT STATUS - NOT FOR CONSTRUCTION - SITE PLAN REVIEWASSISTED LIVING BUILDING10,413 sq ft - 34 UNITS(948.25 FFE) 428 sq ft 243 sq ft 15,260 sq ft 595 sq ft 902 sq ft FAM 1 FAM 1 FAM 1 FAM 1 FAM 1 FAM 1 FAM 1 FAM 1 FAM 1 FAM 1 DOWNSPOUT LOCATION, COLLECTED SEE CIVIL DOWNSPOUT LOCATION, COLLECTED SEE CIVILDOWNSPOUT LOCATION, COLLECTED SEE CIVIL DOWNSPOUT LOCATION, COLLECTED SEE CIVIL DOWNSPOUT LOCATION, COLLECTED SEE CIVIL DOWNSPOUT LOCATION, COLLECTED SEE CIVIL PARKING AREA, SEE CIVIL ELECTRICAL TRANSFORMER AREA OF LANDSCAPE ROCK WITH PERVIOUS WEED BARRIER & EDGING LANDSCAPE ROCK WITH PERVIOUS TYPE WEED BARRIER & EDGING UNDER DECK SEEDED GRASS AT AREA SHOWN HATCHED. COORDINATE EXTENTS WITH CIVIL DESIGN TYPE 'A' TURF GRASS SOD TURF GRASS SOD TURF GRASS SOD TURF GRASS SOD RETAINING WALL, SEE CIVIL MONUMENT SIGNAGE AREA OF LANDSCAPE ROCK WITH PERVIOUS WEED BARRIER EMS 6 EMS 7 EMS 6 EMS 3 EMS 10 AREA OF LANDSCAPE ROCK WITH PERVIOUS WEED BARRIER & EDGING GL 1 GL 1 GL 1 GFS 5 GFS 6 GFS 6 SSG 3 SSG 3 SSG 4 SSG 10 AFD 4 GFS 6 GFS 6 GFS 4 AFD 3 AFD 4 GFS 4 GFS 4 GFS 4 GFS 4 AFD 4SSG 4 SSG 10 GL 1 TRASHENCLOSURE(COVERED)STORMWATER POND(SEE CIVIL) DECKNO PARKINGS 89o 24' 24" W 298.51' N 89o 25' 03" W 298.82'N 00o 19' 27" W 124.68'S 00o 10' 57" E 124.63'FOSS ROAD(PLATTED AS OAKWOOD DRIVE)ST ST SN CNO PARKINGFIRE LANENO PARKINGFIRE LANETYPE LANDSCAPE SCHEDULE QUANTITY COMMON NAME SCIENTIFIC NAMESIZE FAM 10 FLAME AMUR MAPLE Acer ginnala (Flame) AFD GFS SSG NOTES: 15 ARTIC FIRE RED OSIER DOGWOOD Cornus sericea (Farrow) 37 24 GOLD FLAME SPIREA Spirea bumalda (Goldflame) SHENANDOAH SWITCHGRASS Panicum virgatium (Shenandoah) 2.5" cal. 2 GAL LANDSCAPE PLAN: 1) LANDSCAPE CONTRACTOR TO EXAMINE SITE OR DISCUSS SITE WITH GENERAL CONTRACTOR PRIOR TO SUBMITTING ABID TO BECOME FAMILIAR WITH THE CONDITIONS. THE LANDSCAPE CONTRACTOR SHALL HAVE ALL UNDERGROUNDUTILITIES LOCATED PRIOR TO ANY LANDSCAPE INSTALLATIONS. 2) ALL PLANT MATERIAL WILL CONFORM TO THE AMERICAN STANDARD FOR NURSERY STOCK, AMERICAN NURSERY &LANDSCAPE ASSOCIATION AND SHALL BE FREE OF DISEASE, FREE OF NOTICEABLE GAPS/HOLES/DEFORMATIES, FREE OFDEAD OR BROKEN BRANCHES, FREE OF DAMAGE, AND OF HARDY STOCK. DECIDUOUS SHRUBS TO HAVE 5 CANES AT THESPECIFIED HEIGHT, UNLESS NOTED OTHERWISE. CONIFEROUS TREES TO HAVE AN ESTABLISHED MAIN LEADER AND AHEIGHT TO WIDTH RATIO OF NO LESS THAN 5:3. 3) ANY DISCREPANCIES IN QUANTITIES BETWEEN LANDSCAPE PLAN AND LANDSCAPE SCHEDULE, LANDSCAPE PLAN WILLGOVERN. 4) ADJUSTMENT OF PLANTING MATERIAL IN FIELD MAY BE NECESSARY, ALL ADJUSTMENTS TO BE COORDINATED WITHARCHITECT. 5) LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR WATERING AND CARING FOR LANDSCAPE PLANTING MATERIALS ASREQUIRED PRIOR TO INSTALLATION AND AFTER INSTALLATION UNTIL TIME OF WRITTEN OWNERS ACCEPTANCE OFLANDSCAPING AND WARRANTY PERIOD. COORDINATE LANDSCAPE PLANT MATERIAL DELIVERY TO WITHIN 24 HOURS OFINSTALLATION. 6) ALL PLANTS WILL BE FERTILIZED UPON INSTALLATION WITH SLOW RELEASE NURSERY GRADE COMPLETE FERTILIZER. 7) THE LANDSCAPE CONTRACTOR WILL COORDINATE AND PROVIDE WATERING SCHEDULE OF LANDSCAPE PLANTMATERIALS WITH OWNER. 8) LANDSCAPE CONTRACTOR IS RESPONSIBLE TO BRING ANY DEFICIENCIES OF PLANTING SELECTIONS AS SHOWN ONLANDSCAPE PLAN TO ARCHITECT PRIOR TO BID. DEFICIENCIES TO INCLUDE, BUT NOT LIMITED TO, SOIL CONDITIONS, SOILDRAINAGE, CONDITIONS HAVING A NEGATIVE IMPACT ON PLANT ESTABLISHMENT, SURVIVAL, AND GUARANTEE. 9) LANDSCAPE CONTRACTOR WILL BE RESPONSIBLE TO ESTABLISH PROPER SOIL COMPACTION AND GRADING TO INSUREPROPER DRAINAGE AWAY FROM BUILDING. 10) LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR ON-GOING MAINTENANCE OF NEWLY INSTALLED PLANTINGS UNTILTIME OF WRITTEN OWNER ACCEPTANCE. ANY DAMAGE OR VANDALISM TO NEWLY INSTALLED PLANTINGS WILL BE THELANDSCAPE CONTRACTORS RESPONSIBILITY UNTIL WRITTEN ACCEPTANCE OF OWNER. LANDSCAPE CONTRACTOR TOPROVIDE OWNER WITH A MAINTENANCE PROGRAM INCLUDING, BUT NOT LIMITED TO, PRUNING, FERTILIZATION, DISEASE/PEST CONTROL, AND IRRIGATION. NEWLY PLANTED PRAIRIE GRASS AND WETLAND AREAS SHALL RECEIVE INTENSIVEHAND WEEDING, SPOT SPRAYING ON MONTHLY BASIS, AND BURNING ON AS REQUIRED ON A ANNUAL BASIS FOR A PERIODOF THREE YEARS FROM OWNERS ACCEPTANCE. 11) THE LANDSCAPE CONTRACTOR WILL PROVIDE A ONE YEAR WARRANTY FOR ALL PLANTINGS (TREES, SHRUBS, ANDPERENNIALS) AND TURF GRASS. LANDSCAPE CONTRACTOR WILL PROVIDE A THREE YEAR WARRANTY ON ALL PRAIRIEGRASS AND WETLAND AREAS. ALL WARRANTIES BEGIN AT TIME OF WRITTEN OWNERS ACCEPTANCE. ANY PLANTINGSWITH MORE THAN 10% DIEBACK DAMAGE WILL BE REPLACED BY LANDSCAPE CONTRACTOR WITH NO EXPENSE TOOWNER DURING WARRANTIES LISTED ABOVE. LANDSCAPE CONTRACTOR WILL PROVIDE ADEQUATE TREE WRAP ANDDEER/RODENT PROTECTION DURING WARRANTY PERIOD. 12) THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR RECEIVING REQUIRED INSPECTIONS AND PERMITING. 13) ANY SUBSTITUTIONS FOR PLANTING MATERIALS NOT AVAILABLE TO BE APPROVED BY ARCHITECT & OWNER PRIOR TOINSTALLATION. 14) ANY EXISTING VEGETATION TO BE REMOVED AT AREAS OF CONSTRUCTION TO BE DISPOSED OF ACCORDING TO LOCALAND STATE CODES. 15) ALL DISTURBED AREAS DURING CONSTRUCTION NOT NOTED AS SODDED OR WHERE NOTED TO BE SEEDED ONLANDSCAPE PLAN TO BE SEEDED WITH MNDOT SEED MIX 35-241 AS INDICATED (UNLESS LISTED ON CIVIL DRAWINGS).IRRIGATION OF SEED MIX TO BE PROVIDED FOR ESTABLISHMENT, COORDINATE IRRIGATION WITH OWNER AND PROVIDEDMAINTENANCE PROGRAM. COORDINATE EXTENTS WITH OVERALL SITE PLAN & SITE CONDITIONS, VERIFY W/ GENERALCONTRACTOR. 16) ALL PLANTING BEDS/AREAS AND TREE SAUCERS AT ALL NEWLY INSTALLED TREES TO RECEIVE 4" - 6" DEEP MULCHPLACED OVER WEED BARRIER FABRIC. MULCH TO BE DECORATIVE ROCKS, SEE PLANS FOR LOCATIONS. 17) LANDSCAPE CONTRACTOR TO COORDINATE ALL SPECIES LISTED W/ REQUIREMENTS OF HARDINESS ZONE & SITECONDITIONS (MOISTURE, SOIL PH, ETC.). LANDSCAPE CONTRACTOR TO PROVIDE INFORMATION ON ALL SUBSTITUTIONSPRIOR TO ORDERING/CONSTRUCTION. IRRIGATION: 1) THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR PROVIDING AN IRRIGATION SYSTEM TO ALL AREAS OF SODDED/SEEDED TURF GRASS, TREES, SHRUBS, AND PERENNIALS UNLESS NOTED OTHERWISE. PRAIRIE GRASS AND WETLANDAREAS TO BE COORDINATED WITH ARCHITECT AND OWNER. 2) IRRIGATION SYSTEM TO INCLUDE, NOT LIMITED TO, BACKFLOW PREVENTER UNITS, CONTROLLERS, VALVES, QUICKCOUPLE VALVES, SPRAY & ROTOR TYPE SPRINKLER HEADS, DRIP IRRIGATION, PVC PIPING, LOCKABLE VALVE BOXES,WATER METER, DEDUCT METER, BOOSTER PUMP, AND FLOW REGULATOR(S). LANDSCAPE CONTRACTOR TO INCLUDE ALLNECESSARY CALCULATIONS FOR PROPER INSTALLATION AND FUNCTION OF THE SYSTEM. 3) LANDSCAPE CONTRACTOR TO PROVIDE ALL FIELD ADJUSTMENTS TO SYSTEM FOR PROPER IRRIGATION OF PLANTINGS. 4) LANDSCAPE CONTRACTOR VERIFY ALL PRESSURES PROVIDED PRIOR TO CALCULATIONS AND DESIGN OF SYSTEM. 5) WHERE IRRIGATION PIPING TO RUN UNDER ROADWAYS, LANDSCAPE CONTRACTOR TO PLACE A SCHEDULE 40 PVCSLEEVE SIZED AS REQUIRED AT CORRECT DEPTH TO PROTECT PIPE. COORDINATE WITH GENERAL CONTRACTOR. 6) COORDINATE ALL IRRIGATION SYSTEM INSTALLATION WITH GENERAL CONTRACTOR PRIOR TO CONSTRUCTION. 7) ALL WIRE SPLICES TO BE DONE WITH A WATER-TIGHT HEAT SHRINK TUBE. 8) ALL IRRIGATION COMPONENTS TO BE COMMERCIAL GRADE, DRIP TUBING TO BE PROFESSIONAL GRADE. 9) ALL TURF GRASS TO RECEIVE ROTOR HEADS, SHRUB AND PERENNIAL BEDS TO RECEIVE DRIP-TUBING OR POP UP SPRAYHEADS, AND TREES OUTSIDE OF PLANT BEDS TO RECEIVE FLOOD BUBBLERS OR DRIP TUBING UNLESS NOTEDOTHERWISE. 10) LANDSCAPE CONTRACTOR TO INSTALL A ZONED CONTROLLER WITH BATTERY BACKUP, RAIN SENSOR OVERRIDE, ANDABILITY TO BE EXPANDIBLE. 11) LANDSCAPE CONTRACTOR TO PROVIDE ONE YEAR WARRANTY FROM TIME OF WRITTEN OWNERS ACCEPTANCE OFSYSTEM. LANDSCAPE CONTRACTOR TO PROVIDE WINTERIZATION AND SPRING START-UP. 2 GAL 3 GAL GL 4 GLENLEVEN LINDEN TREE Tilia flavescens (Glenleven)2.5" cal. EMS 32 EUONYMUS MANHATTAN Euonymus kiautschovicus (Manhattan)3 GAL MnDOT Standard Native Seed Mixture Designations 36-211 Woodland Edge South & West Comm on Name Scientific Name Rate (kg/ha) Rate (lb/ac) % of Mix (% by wt) Seeds/ sq ft big bluestem Andropogon gerardii 1.12 1.00 2.90%3.68 side-oats grama Bouteloua curtipendula 1.12 1.00 2.89%2.20 kalm's brome Bromus kalmii 1.68 1.50 4.34%4.40 nodding wild rye Elymus canadensis 1.40 1.25 3.61%2.38 bottlebrush grass Elymus hystrix 0.36 0.32 0.91%0.88 slender wheatgrass Elymus trachycaulus 1.40 1.25 3.64%3.18 switchgrass Panicum virgatum 0.07 0.06 0.17%0.30 little bluestem Schizachyrium scoparium 0.69 0.62 1.79%3.40 Indian grass Sorghastrum nutans 1.12 1.00 2.89%4.40 Total Grasses 8.97 8.00 23.14%24.82 common yarrow Achillea millefolium 0.03 0.03 0.09%2.00 blue giant hyssop Agastache foeniculum 0.11 0.10 0.28%3.20 white snakeroot Ageratina altissima 0.03 0.03 0.09%1.70 white prairie clover Dalea candida 0.19 0.17 0.50%1.20 Canada tick trefoil Desmodium canadense 0.16 0.14 0.42%0.29 ox-eye Heliopsis helianthoides 0.15 0.13 0.38%0.30 wild bergamot Monarda fistulosa 0.07 0.06 0.18%1.60 stiff goldenrod Oligoneuron rigidum 0.07 0.06 0.17%0.90 Clayton's sweet cicely Osmorhiza claytonii 0.07 0.06 0.17%0.06 smooth wild rose Rosa blanda 0.07 0.06 0.17%0.06 black-eyed susan Rudbeckia hirta 0.20 0.18 0.52%6.10 Lance-leaved Figwort Scrophularia lanceolata 0.06 0.05 0.14%3.20 zigzag goldenrod Solidago flexicaulis 0.02 0.02 0.05%0.50 showy goldenrod Solidago speciosa 0.07 0.06 0.18%1.80 smooth aster Symphyotrichum laeve 0.07 0.06 0.19%1.30 American vetch Vicia americana 0.20 0.18 0.52%0.14 golden alexanders Zizia aurea 0.12 0.11 0.33%0.46 Total Forbs 1.68 1.50 4.38%24.80 Oats Avena sativa 28.02 25.00 72.48%11.14 Total Cover Crop 28.02 25.00 72.48%11.14 Totals:38.67 34.50 100.00%60.75 Purpose:Partly shaded grassland planting for native roadsides, reclamation, etc. Planting Area:Tallgrass Aspen Parklands, Prairie Parkland, and Eastern Broadleaf Forest Provinces. Mn/DOT Districts 2(west), 3B, 4, Metro, 6, 7 & 8. TYPE 'A' 1/16" = 1'-0"1B SITE LANDSCAPE PLAN NORTH LANDSCAPE PLAN CALCULATIONS: REQUIRED NUMBER OF TREES FOR 34 UNITS: 12 TREES (OVER 25 UNITS) + 2 TREES (1 TREE / 5 UNITS OVER 25 UNITS) 12 + 2 = 14 TREES TOTAL REQUIRED 14 TREES TOTAL PROVIDED Change ID Change Name Change Last Modified 76 - SITE PHOTOMETRIC PLAN : Plotted on 3/31/25 at 10:17 AM - /Users/chrishogan/Public/Miller Projects/ 35256-Able View Assisted Living/Design Drawings and Data/Able View Assisted Living_SD2.pln © Copyright, Miller Architects & Builders, LLC DATE: CJH 35256 PROJ. NO. P-003 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 Architect under the laws of the State of MINNESOTA. REVISIONS __________________________________ Signature : Reg. No. : 46983 CHRISTOPHER J. HOGAN ST. ANTHONY VILLAGE, MINNESOTA 55241Date : 03/31/25 SHEET NO. DRAWN BY:ABLE VIEW ASSISTED LIVINGNEW CONSTRUCTION - 34 UNITSFOSS ROADSHEET TITLE SITE PHOTOMETRIC PLAN 3/31/25 PROJECT STATUS - NOT FOR CONSTRUCTION - SITE PLAN REVIEWASSISTED LIVING BUILDING10,413 sq ft - 34 UNITS(948.25 FFE) 428 sq ftTRASHENCLOSURE(COVERED)STORMWATER POND(SEE CIVIL) DECKNO PARKINGS 89o 24' 24" W 298.51' N 89o 25' 03" W 298.82'N 00o 19' 27" W 124.68'S 00o 10' 57" E 124.63'FOSS ROAD(PLATTED AS OAKWOOD DRIVE)ST ST SN C 0.0 0.0 0.0 0.0 0.0 0.1 0.5 0.7 0.0 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 1.0 5.0 6.5 0.0 1.0 0.4 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 1.0 7.8 0.0 8.0 1.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.9 6.7 6.6 0.9 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.4 0.8 0.8 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.3 0.4 1.9 8.4 3.5 0.7 0.4 0.4 0.4 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.7 4.5 7.3 1.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.4 0.6 0.8 1.2 1.6 1.4 0.9 0.7 0.7 0.6 0.6 0.7 0.8 0.9 0.8 0.6 0.5 0.5 0.5 0.8 0.8 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.3 0.6 0.8 1.3 1.8 2.1 1.8 1.3 1.0 0.8 0.8 0.9 1.2 1.6 1.9 1.7 1.2 0.8 0.6 0.4 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.3 0.5 0.9 1.5 2.7 3.4 2.4 1.4 0.9 0.7 0.7 0.9 1.4 2.5 3.3 2.6 1.4 0.8 0.5 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.4 0.6 1.3 2.4 2.5 2.1 1.1 0.6 0.5 0.5 0.7 1.2 2.3 2.7 2.4 1.3 0.6 0.4 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.2 0.3 0.1 0.1 0.2 0.2 0.1 0.1 0.3 0.5 0.3 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.00.0 0.0 0.0 0.00.0 0.0 0.0 0.00.0 0.0 0.0 0.00.0 0.0 0.0 0.00.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.00.0 0.0 0.0 0.00.0 0.0 0.0 0.00.0 0.0 0.0 0.00.0 0.0 0.0 0.00.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 P1 MH: 18 FEET P1 MH: 18 FEET W1 MH: 8 FEET W1 MH: 8 FEET W1 MH: 12 FEET W1 MH: 8 FEET W1 MH: 8 FEETNO PARKINGFIRE LANENO PARKINGFIRE LANESubmitted by Pulse Products Job Name: Able View Assisted Living Architect: Miller Architects & Builders (St Coud) Catalog Number: OPS-S-A01-740-T3M-HIS Notes: MOUNTED AT 18' Type: P1 PULSE25-109535 Project: Location: Cat.No: Type: Lamps: Qty: Notes: OPF-S_OptiForm_Small 04/24 page 1 of 9 Site and Area OptiForm OPF-S Small Gardco OptiForm site and area luminaires are available in three sizes: small, medium and large. Featuring the latest in LED technology, OptiForm achieves up to 192 lumens per watt. Eleven optical distributions are available, suitable for a range of outdoor lighting applications. OptForm features a unique mounting system with a two-piece housing for hassle-free installation. Mounting options include a standard arm, mast arm, and wall mount bracket. Service Tag is a standard feature with every OptiForm luminaire, providing maintenance or upgrade assistance throughout the life of the product. Ordering guide example: OPF-S-A01-840-T4M-AR1-120-BL50-L3-BZ Luminaire OPF-S Configuration (nom. lumens)Color Temperature Distribution Mounting Voltage OPF-S OptiForm Small Area Site and Area Precision Plus16 (T2M, T3M, T4M, T5M only) 8271 830 840 7271 730 740 750 80CRI 2700K 80CRI 3000K 80CRI 4000K 70CRI 2700K 70CRI 3000K 70CRI 4000K 70CRI 5000K AFR T2M T3M T4M T4W T5N T5M T5W Autofront row Type 2 medium Type 3 medium Type 4 medium Type 4 wide Type 5 narrow Type 5 medium Type 5 wide LCL LCR BLC 2RL 2RR 3RL 3RR 4RL1 4RR1 LEED corner optic left LEED corner optic right Back light control Type 2 rotated left 90° Type 2 rotated right 270° Type 3 rotated left 90° Type 3 rotated right 270° Type 4 rotated left 90° Type 4 rotated right 270° AR12,17 MAR3 WAL MOS4 Arm mount (standard) Mast arm Wall mount Mounting ordered separately 120 208 240 277 347 480 UNV HVU16 120V 208V 240V 277V 347V 480V 120-277V 347-480V A01 A02 A03 A04 A05 A06 A07 7,000 lumens 9,000 lumens 11,000 lumens 15,000 lumens 17,000 lumens 19,000 lumens 20,000 lumens P01 P02 P03 P04 P05 P06 P07 P08 P09 2,500 lumens 4,000 lumens 6,500 lumens 9,000 lumens 11,500 lumens 14,000 lumens 16,500 lumens 19,000 lumens 22,000 lumens Dimming Controls Sensing Options (electrical, mechanical, etc)Emergency Finish The following options include 0-10V Driver None SP2 FS111 FS211 PCB11,12 TR5 TR713 TLP11,13 EHS BAC1,18 Surge protector 10kV/10kA standard Surge protector 20kV/10kA (option) Single fuse (120, 277, or 347VAC) Double fuse (208, 240, or 480V) Photocontrol button connected to 0-10V driver NEMA Twist-lock 5-pin receptacle connected to 0-10V driver 7-pin twist lock receptacle connected to D4i compliant driver 7-pin twist lock receptacle connected to D4i compliant driver w/ 3-pin photocell Housing machined to accept external house side shield for field install. Must be combined with OPF-S-EHS-1 accessory. Meets the requirements of the Buy American Act of 1933 (BAA) EM12,14,15 Emergency Battery Pack (0-40 °C) Available with precision plus optics P01-P03 only Standard textured finish none DLEA5,10 FAWS 5,6,10 0-10V dimming driver Dimming leads externally accessible (controls by others) Field adjustable wattage selector BK WH BZ DG MG Black White Bronze Dark Gray Medium Gray BL505,7,10 Bi-level with motion sensor L2 PIR sensor, #2 lens (Required if BL50 is selected) The following options include SR/DALI Driver WIAP sensor options WIAP5,8,13 SRDR5,8,13 Wireless Interact (includes SR drive and SR receptacle) SR driver connected to Zhaga socket (D4i) LB LW HB HW Low (7'-15' mounting height) sensor, black color housing, wireless Interact, integral Low (7'-15' mounting height) sensor, white color housing High (15'-40' mounting height) sensor, black color housing High (15'-40' mounting height) sensor, white color housing Customer specified OC SC Special optional color or RAL, consult factory Special color (must supply color chip, requires factory quote) DynaDimmer: Automatic Profile Dimming CS505,13 CM505,13 CS305,13 CM305,13 Security 50% dimming, 7 hours Median 50% dimming, 8 hours Security 30% dimming, 7 hours Median 30% dimming, 8 hours 1. Extended leadtime applies. Consult factory for details. 2. Mounts to a square pole with knockout for 4-5" OD round pole. 3. Mounts to a horizontal 2-3/8" OD x 5" Long tenon. 4. Must be ordered with mounting accessory. Photocell option (TR7) must be selected with mounting accessory. See Page 2 for options. 5. Not available with other dimming control options (mutually exclusive). 6. Not available with motion sensor (physical restriction). 7. Must be specified with a motion sensor lens (L2). 8. Not available with PCB, TR5. 9. Must be specified with a motion sensor LW, LB. 10. Not available with TR7, TLP. 11. Must specify input voltage. 12. Not available in HVU [347-480V]. 13. UNV [120-277V] only available for lumen packages P03-P09. HVU [347-480V] only available for lumen packages P06-P09 & A04-A07. 14. Not available for lumen packages P04-P09. 15. Not available with Dynadimmer, SRDR, FAWS, FS1, FS2, DLEA, BL50 (physical restriction). 16. Precision Plus Optics (P01-P09) available only with T2M, T3M, T4M, and T5M optical distributions and are non-rotatable. 17. OPF-RMB accessory recommended for retrofit applications. 18. Failure to properly select the “BAC” suffix could result in you receiving product that is not BAA compliant product with no recourse for an RMA or refund. This BAC designation hereunder does not address (i) the applicability of, or availability of a waiver under, the Trade Agreements Act, or (ii) the “Buy America” domestic content requirements imposed on states, localities, and other non-federal entities as a condition of receiving funds administered by the Department of Transportation or other federal agencies. VOLTAGE AND FINISH TBD Index Page1/9Submitted On: Feb 11, 2025 Submitted by Pulse Products Job Name: Able View Assisted Living Architect: Miller Architects & Builders (St Coud) Catalog Number: OPS-S-A01-740-T3M-HIS Notes: MOUNTED AT 18' Type: P1 PULSE25-109535 OPF-S_OptiForm_Small 04/24 page 2 of 9 OPF-S OptiForm small Site & area luminaire Type 5 MediumType 5 Narrow Shielding Accessory Kits (order separately) One shield kit per luminaire OPF-S-EHS-1* OPF-S-HIS-1** OPF-S-HIS-T4-1** OPF-S-HIS-5M/5W-1** External house side shield (field installed) Internal house side shields. For Area optic types T2M, T3M, and T5N. Internal house side shield for Area optic types T4M and T4W, qty 1. Internal house side shield for Area optic types T5M and T5W. qty 1 *Must select EHS option on luminiare options section **Not available for Precision Plus (P01-P09) Mounting Accessories OPF-RMB Retrofit Mounting Bolster Plate for attaching OptiForm to existing poles. Recommended for retrofit applications. OPF-RPA Round Pole Adapter. Fits to 3"- 3.9" O.D. pole. Painted black. Luminaire Accessories (order separately) Pole Mount Fusing FP1 FP2 FP3 Pole mount single fuse (120V, 277V, or 347V) Pole mount double fuse (208V, 240V, or 480V) Pole mount double fuse canadian double pull (208V, 240V, or 480V) Photocell Accessories P400S Shorting cap Pole Top Fitters PTF2 - Pole top fitter fits 2 3⁄8 - 2 1⁄2" OD x 4" depth tenon PTF2-1-90-(F) PTF2-2-90-(F) PTF2-3-90-(F) PTF2-4-90-(F) PTF2-2-180-(F) PTF2-3-120-(F) 1 luminiare at 90° 2 luminiares at 90° 3 luminiares at 90° 4 luminiares at 90° 2 luminiares at 180° 3 luminiares at 120° PTF3 - Pole top fitter fits 3-3 1⁄2" OD x 6" depth tenon PTF3-1-90-(F) PTF3-2-90-(F) PTF3-3-90-(F) PTF3-4-90-(F) PTF3-2-180-(F) PTF3-3-120-(F) 1 luminiare at 90° 2 luminiares at 90° 3 luminiares at 90° 4 luminiares at 90° 2 luminiares at 180° 3 luminiares at 120° Optical Distributions Site and Area Optics Back Light Control Autofront Row LCL LCR Type 5 Wide Type 3 Medium Type 4 Medium Type 4 WideType 2 Medium Precision Plus Optics Type 5 Medium Type 3 Medium Type 4 Medium Type 2 Medium Mountings (boxed and shipped separately) Must choose Mounting Ordered Separately (MOS) selection for mounting option of luminaire. Useful for attachment of arm to pole prior to luminaire installation. Standard Arm OPF-AR1-(F)2,17 OPF-AR1-TR7-(F)2,13,17 Standard arm mount Mast arm mount with 7-pin (TR7) receptacle Wall Mount OPF-WAL-(F) OPF-WAL-TR7-(F)13 Wall mount bracket Wall mount with 7-pin (TR7) receptacle Mast Arm OPF-MAR-(F)3 OPF-MAR-TR7-(F)3,13 Mast arm mount Mast arm mount with 7-pin (TR7) receptacle Index Page2/9Submitted On: Feb 11, 2025 Submitted by Pulse Products Job Name: Able View Assisted Living Architect: Miller Architects & Builders (St Coud) Catalog Number: ASW25-SCT-G1-8-PCB-BW Notes: SET AT 25W; MOUNTED AT 10' Type: W1 PULSE25-109535 Stonco_AdjustableSlimWallPack_SpecSheet 12/22 page 1 of 2 ASW Adjustable Slim Wall Pack 25W and 75W Ordering guide example: ASW25-SCT-G1-8-PCB-BW Family CCT SCT Generation G1 Input Voltage 8 Controls PCB Finish BW ASW25 Adjustable Slim Wall Pack - Selectable wattage 15W/20W/25W ASW75 Adjustable Slim Wall Pack - Selectable wattage 45W/60W/75W SCT Field Selectable - 3CCT 3000K, 4000K & 5000K G1 Generation 1 8 UNV PCB Photocontrol BW Brown Grey Housing Die-cast aluminum housing with UV stabilized polycarbonate lens mounted with stainless steel hardware. IP Rating LED light engine is weather proof rated IP65. Electrical Electrical Driver efficiency (>90% at full load). Available in 120-277V. IP65 compliant driver. RoHS compliant. Standard surge protection 4kV. Optical System and Controls Three color temperature options 3000K, 4000K (Default), 5000K. 70 CRI. Photo control button (PCB) included as standard. Mounting Offers a 0 to 90° tilt option. Mounts to standard 3 ½” to 4” square and octagonal or 4 inch round electrical junction boxes, using a simple flip cover design for easy access. Light Engine System efficacy up to 120lm/W Lumen output options: 15W: 1800lm, 20W: 2400lm, 25W: 3000lm 45W: 5400lm, 60W: 7200lm, 75W: 9000lm Listings cETL listed. Suitable for Wet Locations. Suitable for use in ambient from -40°C to 40°C (-40°F to 104°F). All versions are DLC 5.1 Premium qualified. Finish Powder coat finish, standard color is Brown Grey (BW). Limited Warranty Luminaires are all covered by a 5-year limited warranty. See signify.com/ warranties for details. Project: Location: Cat.No: Type: Lamps: Qty: Notes: Specifications Adjustable Slim Wall Pack features a discreet design that will complement any building exterior. Two sizes are available, with three wattage and three CCT selectable options each. Wall Mount Adjustable Slim Wall Pack ASW 25W and 75W Index Page1/2Submitted On: Feb 11, 2025 Submitted by Pulse Products Job Name: Able View Assisted Living Architect: Miller Architects & Builders (St Coud) Catalog Number: ASW25-SCT-G1-8-PCB-BW Notes: SET AT 25W; MOUNTED AT 10' Type: W1 PULSE25-109535 Stonco_AdjustableSlimWallPack_SpecSheet 12/22 page 2 of 2 ASW Adjustable Slim Wall Pack 25W and 75W Dimensions ASW25 Ordering Codes Ambient Temperature °C L70 Per TM-21 1,2 Lumen Maintenance % @ 60,000hrs ASW25-SCT-G1-8-PCB-BW -40°C to 40°C L70 > 50,000hrs @25C 86% ASW75-SCT-G1-8-PCB-BW -40°C to 40°C L70 > 50,000hrs @25C 86% 1. Predicted performance derived from LED manufacturer's data and engineering design estimates, based on IESNA LM-80 methodology. Actual experience may vary due to field application conditions. 2. L70 is the predicted time when LED performance depreciates to 70% of initial lumen output. Predicted Lumen Depreciation Data Ordering Codes Total LEDs System Current (mA)Color Temp. (K)Average System Wattage1 Lumen Output 1, 2 Efficacy (LPW) Weight (kg) ASW25-SCT-G1-8-PCB-BW 52 250 3000/4000/5000 15W/20W/25W 1800/2400/3000 120 1.32 ASW75-SCT-G1-8-PCB-BW 100 750 3000/4000/5000 45W/60W/75W 5400/7200/9000 120 2.4 1. Wattage and lumen output may vary by due to LED manufacturer forward volt specification and ambient temperature. Wattage shown is average for 120V through 277V input. Measured wattage may vary due to variation in input voltage. 2. Lumen values based on photometric tests performed in compliance with IESNA LM-79. LED Wattage and Lumen Values FILENAME HERE XX/2019Stonco_AdjustableSlimWallPack_SpecSheet 12/22 page 2 of 2 © 2022 Signify Holding. All rights reserved. The information provided herein is subject to change, without notice. Signify does not give any representation or warranty as to the accuracy or completeness of the information included herein and shall not be liable for any action in reliance thereon. The information presented in this document is not intended as any commercial offer and does not form part of any quotation or contract, unless otherwise agreed by Signify. Stonco_AdjustableSlimWallPack_SpecSheet 12/22 page 2 of 2 Signify North America Corporation 400 Crossing Blvd, Suite 600 Bridgewater, NJ 08807 Telephone: 855-486-2216 Signify Canada Ltd. 281 Hillmount Road, Markham, ON, Canada L6C 2S3 Telephone: 800-668-9008 All trademarks are owned by Signify Holding or their respective owners. www.stonco.com 8.08in 20.53cm 6.50in 16.51cm 3.87in 9.81cm 11.05in 28.06cm 8.51in 21.61cm 4.42in 11.21cm ASW75 Index Page2/2Submitted On: Feb 11, 2025 a M,J)aBaRIaBW,W)SynBdnydyTzH6x0bH0/5uSFDVHGSRQSWKHSLQIRUPDWLRQSSURYLGHGeSDOOSGLPHQVLRQVSDQGSOXPLQDLUHSORFDWLRQV VKRZQSUHSUHVHQWSUHFRPPHQGHGSSRVLWLRQVoSbFWXDOSSHUIRUPDQFHSRISDQ\SPDQXIDFWXUHU:VSOXPLQDLUHV PD\SYDU\SGXHSWRSFKDQJHVSLQSHOHFWULFDOSYROWDJHeSWROHUDQFHSLQS0/zVSDQGSRWKHU YDULDEOHSILHOGSFRQGLWLRQVoSxDOFXODWLRQVSGRSQRWSLQFOXGHSREVWUXFWLRQVSVXFKSDVSEXLOGLQJVe FXUEVeSODQGVFDSLQJSRUSDQ\SRWKHUSDUFKLWHFWXUDOSHOHPHQWVSXQOHVVSQRWHGo TL[WXUHSQRPHQFODWXUHSWRSEHSILQDOL]HGSE\SHQJLQHHUSDQGnRUSDUFKLWHFWo 7KLVSGUDZLQJVSLVSIRUSSKRWRPHWULFSHYDOXDWLRQSSXUSRVHVSRQO\SDQG VKRXOGSQRWSEHSXVHGSDVSDSFRQVWUXFWLRQSGRFXPHQWSRUSDVSDSILQDOSGRFXPHQW IRUSRUGHULQJSSURGXFWo W)VLJQ)(aV\SariaURPR],N[R,O)SaBea=aydtEVbNavJN8aE[[J[UNWabJvJQCIK)RN)(aV\SajLOOaVMRUQq)UJbXPLQ,LU)a[RK)(XO) [\PqRO HW\U\S)uRXQWLQJ h)LJKW bXPia8,WWV bXPLQ,LU)a bXP)QV bbG W)VRULSWLRQ xuEQ]GEIO I,ORXO,WLRQa[XPP,U\ MURM)RWSaI,ORXO,WLRQV b,q)O ]QLWV EYJ y MB Bz .Bizz TcmB u,[uLQ EYJnuLQ u,[nuLQ M,UNLQJabRWdikddpMGs[sEdBsc.dsUKushJ[[JCQJG7aIEQEWEabUW GR .8B BiKd Bd y.iyB.T Kycy dikdd U[s8MWdyd.syT8 Ki.diK .iKK BBiKK ASSISTED LIVING BUILDING10,413 sq ft(947.75 FFE) GROUNDSIGNAGE Bm5cmTaVTaIW y.KaVTaIW TkTaVTaIW B5dzBaVTaIW .yzaVTaIWQpaMEFrJQC:[JWNa[NUVEIrasaydtsde2 :[JWNa[NUVEIrasydtsde2:GFpQUa[NUVEIrasaydtsde2:FNEFa[NUVEIrasa.dtsde2GWI UFE[hNQIbp[]FN[UpFu8EUNFMpQW:[NNaIJvJb2 WNIr MEUJp [azkR y.tay.ea8aaykziTBt QazkR yTtadKea8aaykzizyt QaddRBktaycea8aaBy.imzt[addRBdtaTceaNaaBy.imKtGp[[aFpEW:MbEUUNWaE[apEr8ppWaWFJvN2[U [U [Q [Q I 3h 01uSh, 3h 01uSh, :h 01uSht :h 01uSht :h 01uSht :h 01uSht 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 0.0 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.4 0.9 0.0 0.0 1.0 0.4 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 1.0 7.8 0.0 8.0 1.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.9 6.7 6.6 0.9 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.4 0.8 0.8 0.3 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.3 0.3 0.4 1.9 8.4 3.5 0.7 0.4 0.4 0.4 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.7 4.5 7.3 1.3 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.4 0.6 0.8 1.2 1.6 1.4 0.9 0.7 0.7 0.6 0.6 0.7 0.8 0.9 0.8 0.6 0.5 0.5 0.5 0.8 0.8 0.4 0.2 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.6 0.8 1.3 1.8 2.1 1.8 1.3 1.0 0.8 0.8 0.9 1.2 1.6 1.9 1.7 1.2 0.8 0.6 0.4 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.5 0.9 1.5 2.7 3.4 2.4 1.4 0.9 0.7 0.7 0.9 1.4 2.5 3.3 2.6 1.4 0.8 0.5 0.3 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.4 0.6 1.3 2.4 2.5 2.1 1.1 0.6 0.5 0.5 0.7 1.2 2.3 2.7 2.4 1.3 0.6 0.4 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.3 0.5 0.3 0.1 0.1 0.2 0.2 0.1 0.1 0.3 0.5 0.3 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1/16" = 1'-0"1 PHOTOMETRIC SITE PLANNORTH Change ID Change Name Change Last Modified 77 - EXTERIOR ELEVATIONS : Plotted on 3/31/25 at 10:17 AM - /Users/chrishogan/Public/Miller Projects/ 35256-Able View Assisted Living/Design Drawings and Data/Able View Assisted Living_SD2.pln © Copyright, Miller Architects & Builders, LLC DATE: CJH 35256 PROJ. NO. P-004 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 Architect under the laws of the State of MINNESOTA. REVISIONS __________________________________ Signature : Reg. No. : 46983 CHRISTOPHER J. HOGAN ST. ANTHONY VILLAGE, MINNESOTA 55241Date : 03/31/25 SHEET NO. DRAWN BY:ABLE VIEW ASSISTED LIVINGNEW CONSTRUCTION - 34 UNITSFOSS ROADSHEET TITLE EXTERIOR ELEVATIONS 3/31/25 PROJECT STATUS - NOT FOR CONSTRUCTION - SITE PLAN REVIEW25'-1 1/2"BUILDING HEIGHT(WEST)EQEQEQEQ30'-1 1/2"BUILDING HEIGHT(EAST)EQEQEQEQ30'-1 1/2"BUILDING HEIGHT(SOUTH)F.F.E. - FIRST FLOOR100'-0" F.F.E. - SECOND FLOOR111'-0" ROOF TRUSS BEARING120'-0" F.F.E. - FIRST FLOOR100'-0" F.F.E. - SECOND FLOOR111'-0" ROOF TRUSS BEARING120'-0" F.F.E. - FIRST FLOOR100'-0" F.F.E. - SECOND FLOOR111'-0" ROOF TRUSS BEARING120'-0" F.F.E. - FIRST FLOOR100'-0" F.F.E. - SECOND FLOOR111'-0" ROOF TRUSS BEARING120'-0" F.F.E. - EXIT STAIR96'-0" 160 sq ft PREFINISHED 8" EXPOSURE ARCHITECTURAL METAL LAP SIDING - WHITE PREFINISHED 5" EXPOSURE ARCHITECTURAL METAL LAP SIDING - LIGHT WARM GRAY PREFINISHED METAL TRIM ACCENT - WHITE PREFINISHED METAL FASICA TRIM AND SOFFIT - WHITE BUILDING HEIGHT LINE - PITCHED ROOF AVERAGE AS SHOWN ADHERED SIMULATED STONE MASONRY CUT COURSE STONE - ASHLAR PATTERN ADHERED SIMULATED STONE SPLIT EDGE WAINSCOT SILL CAP - GRAY ASPHALT ROOF SHINGLES - WEATHERED WOOD DECORATIVE, CONCRETE COATED INSULATED FOUNDATION WALL PANELS AT EXPOSED FOUNDATION WALLS ABOVE FINISHED FLOOR EXPOSED FOUNDATION WALL PREFINISHED METAL TRIM ACCENT - WHITE PREFINISHED METAL FASICA TRIM AND SOFFIT - WHITE BUILDING HEIGHT LINE PITCHED ROOF AVERAGE AS SHOWN ADHERED SIMULATED STONE MASONRY CUT COURSE STONE - ASHLAR PATTERN ADHERED SIMULATED STONE SPLIT EDGE WAINSCOT SILL CAP - GRAY ASPHALT ROOF SHINGLES - WEATHERED WOOD EXPOSED FOUNDATION WALL PREFINISHED 5" EXPOSURE ARCHITECTURAL METAL LAP SIDING - LIGHT WARM GRAY PREFINISHED METAL TRIM ACCENT - WHITE PREFINISHED METAL FASICA TRIM AND SOFFIT - WHITE BUILDING HEIGHT LINE - PITCHED ROOF AVERAGE AS SHOWN ASPHALT ROOF SHINGLES - WEATHERED WOOD APPROXIMATE LINE OF GRADE, SEE CIVIL FOR DETAILS APPROXIMATE LINE OF GRADE, SEE CIVIL FOR DETAILS APPROXIMATE LINE OF GRADE, SEE CIVIL FOR DETAILS LOW-MAINTENANCE COMPOSITE DECKING AND GUARDRAIL. VINYL, FIXED WINDOWS W/ INSULATED GLAZING - WHITE VINYL, FIXED WINDOWS W/ INSULATED GLAZING - WHITE ANODIZED ALUMINUM STOREFRONT ENTRY SYSTEM - DARK BRONZE ANODIZED ALUMINUM STOREFRONT ENTRY SYSTEM - DARK BRONZE ANODIZED ALUMINUM STOREFRONT ENTRY SYSTEM - DARK BRONZE PREFINISHED METAL DOWNSPOUT EXTERIOR LIGHING, SEE PHOTOMETRIC PLAN FOR DETAILS EXTERIOR LIGHING, SEE PHOTOMETRIC PLAN FOR DETAILS EXTERIOR LIGHING, SEE PHOTOMETRIC PLAN FOR DETAILS EXTERIOR LIGHING, SEE PHOTOMETRIC PLAN FOR DETAILS LOW-MAINTENANCE COMPOSITE DECKING AND GUARDRAIL. 12 4 12 4 EXTERIOR MATERIAL QUANTITIES: SIMULATED STONE MASONRY 1,388 SF (12.6%) PREFINISHED ARCHITECTURAL SIDING 7,842 SF (71.3%) VINYL WINDOW OPENINGS 1,462 SF (13.3%) ANODIZED ALUMINUM OPENINGS 162 SF (1.5%) PREFINISHED METAL MECHANICAL GRILLS 150 SF (1.3%) NORTH EXTERIOR ELEVATION WEST EXTERIOR ELEVATION EAST EXTERIOR ELEVATION SOUTH EXTERIOR ELEVATION 12 4 12 4 12 4 12 4 29'-1 1/2"BUILDING HEIGHT(NORTH)MECHANICAL EQUIPMENT INTAKE LOUVER (PTAC) PREFINISHED 5" EXPOSURE ARCHITECTURAL METAL LAP SIDING - LIGHT WARM GRAY PREFINISHED 8" EXPOSURE ARCHITECTURAL METAL LAP SIDING - WHITE MECHANICAL EQUIPMENT INTAKE LOUVER (PTAC) PREFINISHED 8" EXPOSURE ARCHITECTURAL METAL LAP SIDING - WHITE PREFINISHED METAL DOWNSPOUT ENTRY ROOF BEYOND ENTRY ROOF BEYOND ENTRY ROOF BEYOND STORM WATER CALCULATIONS ABLE ASSISTED LIVING FOSS ROAD ST. ANTHONY VILLAGE, MN PROJECT NUMBER: 25005 Ph: (320) 339-0669 Fx: (866) 633-1830 NO. 18 South Riverside Ave, Suite 230 schultzeng@live.com Sartell, MN 56377 www.schultzengineeringdesign.com I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATION OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. _______________________________________ Norman E. Statz DATE: 03/31/2025 REG. NO.: 63480 REVISIONS DATE DESCRIPTION STORM WATER SUMMARY The proposed project is designed so that the vast majority of storm water run-off from the site drains to a proposed filtration basin via storm sewer and surface drainage. The proposed filtration basin and associated outlet structure have been designed such that overall post-developed site runoff rates do not exceed overall pre- developed site runoff rates. Site drainage has been modeled for the 24-hour – 2, 10, and 100-year storm events. Our calculations assume that the 2-year storm event in this area of St. Anthony Village would be approximately 2.83 inches, the 10-year event would be 4.24 inches, and the 100-year event would be 7.38 inches, based on current NOAA Atlas 14 rainfall data. We have utilized HydroCAD software to generate storm water calculations, as shown on the following pages. Existing Soils Based on a geotechnical report completed by Chosen Valley Testing, dated 02/10/2025, the soils at the site predominantly consist of lean and sandy clays (CL). These soils are considered Hydrologic Soil Group (HSG) “D” as per the MN Storm Water Manual. Based on the above-mentioned geotechnical report, the surficial soils at the site were assumed to consist predominantly of Hydrologic Soil Group (HSG) “C” soils for the purposes of calculating subcatchment (drainage area) runoff, for the existing conditions. The surficial soils at the site were assumed to consist predominantly of Hydrologic Soil Group (HSG) “D” soils for the purposes of calculating subcatchment (drainage area) runoff, for the proposed conditions. Ground Water Based on the soil borings by CVT referenced above, ground water is assumed to be below 925.0 as no water or redoximorphic soils were observed in the borings. WATER QUALITY Required Treatment Volume Proposed impervious surfacing = 19,870-SF Base Filtration Volumes: 19,870 SF x 1.1-in = 1,825 cf Adjusted Filtration Volume: 1,825 cf ÷ 0.50 = 3,650 cf (TP Removal Factor) Provided Treatment Volume Provided Filtration Volume: (FB1) – 0.088 ac-ft x 43,560 cf/ac-ft = 3,830 cf (see attached HydroCad calculations) Draw Down Time – FB1 Assumed Infiltration Rate of Filter Media (SP): 0.80 in/hr (Based on MN storm water manual) Maximum Time of Infiltration = 48 hrs, 0 min Design Time of Infiltration = 36 in (3.0-ft) / 0.80 in/hr = 45 hrs, 00 min (assuming full system to basin outlet) RATE CONTROL Existing Drainage The existing site consists of two drainage areas (EXIST). EXIST1 drains off site to the northeast regional pond via surface drainage and existing storm sewer. EXIST2 drains to Foss Road via surface drainage. The existing drainage areas have the following calculated runoff rates from 2, 10, and 100-year storm events: EXISTING DRAINAGE Drainage Area 2-Year Runoff (cfs) 10-Year Runoff (cfs) 100-Year Runoff (cfs) EXIST1 1.15 2.60 6.41 EXIST2 0.04 0.09 0.23 Proposed Drainage The proposed site consists of twelve drainage areas (DA). DA1-DA4C drain to the proposed filtration basin (FB1) via proposed storm sewer. DA5 drains directly to FB1 via surface drainage. DA6 consists almost entirely of green areas which drain directly to the northeast regional pond via surface drainage and existing storm sewer. DA7 consists almost entirely of green areas which drain directly to Foss Road via surface drainage. The proposed drainage areas have the following calculated runoff rates from 2, 10, and 100-year storm events: PROPOSED DRAINAGE Drainage Area 2-Year Runoff (cfs) 10-Year Runoff (cfs) 100-Year Runoff (cfs) DA1 0.41 0.67 1.25 DA2 0.60 0.92 1.63 DA3A 0.15 0.22 0.38 DA3B 0.13 0.19 0.34 DA3C 0.15 0.22 0.38 DA3D 0.15 0.23 0.40 DA4A 0.15 0.22 0.38 DA4B 0.15 0.23 0.41 DA4C 0.12 0.18 0.31 DA5 0.29 0.57 1.25 DA6 0.38 0.75 1.64 DA7 0.05 0.11 0.23 The proposed filtration basin (FB1) and associated outlet structure have been designed to limit overall proposed site runoff rates to overall pre-developed runoff rates. FB1 outlets to the regional pond via proposed and existing storm sewer. Data relating to the performance of the proposed filtration basin during 2, 10, and 100- year storm events is shown in the table below: FILTRATION BASIN DATA Bottom of Basin 935.80 Basin Outlet 938.80 Top of Basin 941.00 2-year Peak Water Level 938.74 2-year Peak Outflow (cfs) 0.04 10-year Peak Water Level 939.19 10-year Peak Outflow (cfs) 0.65 100-year Peak Water Level 940.02 100-year Peak Discharge (cfs) 3.26 A link was used to calculate total proposed runoff rates to the regional pond from FB1 and DA6. Data relating to the link (L1) during 2, 10 and 100-year storm events is listed below: PROPOSED LINK (L1) RUNOFF RATES Drainage Area 2-Year Runoff (cfs) 10-Year Runoff (cfs) 100-Year Runoff (cfs) L1 0.41 0.81 4.50 The total overall proposed runoff rates, to the northeast regional pond and Foss Road, are compared to the total overall existing runoff rates, to the northeast regional pond and Foss Road, in the tables below. L1 is compared to EXIST1. DA7 is compared to EXIST2. RUNOFF RATE COMPARISON TO REGIONAL POND EXISTING DRAINAGE PROPOSED DRAINAGE Storm Event (EXIST1) (L1) 2-Year 1.15 0.41 10-Year 2.60 0.81 100-Year 6.41 4.50 RUNOFF RATE COMPARISON TO FOSS ROAD EXISTING DRAINAGE PROPOSED DRAINAGE Storm Event (EXIST2) (DA7) 2-Year 0.04 0.05* 10-Year 0.09 0.11* 100-Year 0.23 0.23 *Slightly higher due to the curve number step down. OHPOHPOHPOHPOHPOHPOHPOHPOHPSNSNSNSNSNSNSNSNSNSNIIIIIIIIIISNS T S T S T S TSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTST STSTSTSTSTSTST ST ST ST ST ST CURB & GUTTERCURB & GUTTERCURB & GUTTERVALLEY GUTTERVALLEY GUTTER CURB & GUTTERGARAGE BUILDINGFLOOR ELEV.=946.15SITE BENCHMARKTOP HUT HYDRANTELEV.=953.00STSTSNGARAGERIM=944.55INV(S)=938.25INV(E)=938.15RIM=938.94INV(E)=931.74INV(W)=933.04RIM=944.28INV=940.06RIM=945.85INV(E)=935.02INV(N)=935.39INV(W)=936.80RIM=940.38INV=937.55RIM=925.31INV=921.76RIM=931.32INV=925.92RIM=943.47INV=930.83RIM=948.09INV=932.62SN400 CRETAINING WALLN 89°25'03" E 298.82S 00°10'57" E 124.63S 89°24'24" W 298.51N 00°19'27" W 124.68(PLATTED AS OAKWOOD DRIVE)STSTSTSTSTSTST939940941942943944945946947948949945946947948949950951952941942943944945944947948949945946 947948949950941940945946939934935936937938933932931OHPOHPOHPOHPOHPOHPOHPOHPOHP951950EXIST1EXIST2 EXISTING DRAINAGE03060SCALE: 1"=30'N OHPOHPOHPOHPOHPOHPOHPOHPOHPSNSNSNSNSNSNSNSNSNSNIIIIIIIIIISNS T S T S T S TSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTST STSTSTSTSTSTST ST ST ST ST ST CURB & GUTTERCURB & GUTTERCURB & GUTTERVALLEY GUTTERVALLEY GUTTER CURB & GUTTERGARAGE BUILDINGFLOOR ELEV.=946.15SITE BENCHMARKTOP HUT HYDRANTELEV.=953.00STSTSNGARAGERIM=944.55INV(S)=938.25INV(E)=938.15RIM=938.94INV(E)=931.74INV(W)=933.04RIM=944.28INV=940.06RIM=945.85INV(E)=935.02INV(N)=935.39INV(W)=936.80RIM=940.38INV=937.55RIM=925.31INV=921.76RIM=931.32INV=925.92RIM=943.47INV=930.83RIM=948.09INV=932.62SN400 CRETAINING WALLN 89°25'03" E 298.82S 00°10'57" E 124.63S 89°24'24" W 298.51N 00°19'27" W 124.68(PLATTED AS OAKWOOD DRIVE)STSTSTSTSTSTST939940941942943944945946947948949945946947948949950951952941942943944945944947948949945946 947948949950941940945946939934935936937938933932931OHPOHPOHPOHPOHPOHPOHPOHPOHP95195003060SCALE: 1"=30'N944942940936 940 938 942 946946948950 93893694094094094293693894694494694494 4 940DA4ADA3ADA5DA6DA6DA6DA1DA7DA4CDA3DDA3BDA3CDA2DA4B EXIST1 EXIST2 Routing Diagram for 2-Yr Exist Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 2-Yr Exist Prepared by Schultz Engineering And Site Design Page 2HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.458 74 >75% Grass cover, Good, HSG C (EXIST1, EXIST2) 0.043 98 Paved parking, HSG C (EXIST1) 0.352 70 Woods, Good, HSG C (EXIST1) 0.853 74 TOTAL AREA 2-Yr Exist Prepared by Schultz Engineering And Site Design Page 3HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.853 HSG C EXIST1, EXIST2 0.000 HSG D 0.000 Other 0.853 TOTAL AREA 2-Yr Exist Prepared by Schultz Engineering And Site Design Page 4HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.458 0.000 0.000 0.458 >75% Grass cover, Good EXIST1, EXIST2 0.000 0.000 0.043 0.000 0.000 0.043 Paved parking EXIST1 0.000 0.000 0.352 0.000 0.000 0.352 Woods, Good EXIST1 0.000 0.000 0.853 0.000 0.000 0.853 TOTAL AREA MSE 24-hr 3 Rainfall=2.83"2-Yr Exist Prepared by Schultz Engineering And Site Design Page 5HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.824 ac 5.22% Impervious Runoff Depth>0.81"Subcatchment EXIST1: Tc=5.0 min CN=72/98 Runoff=1.15 cfs 0.055 af Runoff Area=0.029 ac 0.00% Impervious Runoff Depth>0.80"Subcatchment EXIST2: Tc=5.0 min CN=74/0 Runoff=0.04 cfs 0.002 af Total Runoff Area = 0.853 ac Runoff Volume = 0.057 af Average Runoff Depth = 0.81" 94.96% Pervious = 0.810 ac 5.04% Impervious = 0.043 ac MSE 24-hr 3 Rainfall=2.83"2-Yr Exist Prepared by Schultz Engineering And Site Design Page 6HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EXIST1: Runoff = 1.15 cfs @ 12.13 hrs, Volume= 0.055 af, Depth> 0.81" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=2.83" Area (ac) CN Description 0.043 98 Paved parking, HSG C 0.429 74 >75% Grass cover, Good, HSG C 0.352 70 Woods, Good, HSG C 0.824 74 Weighted Average 0.781 72 94.78% Pervious Area 0.043 98 5.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment EXIST2: Runoff = 0.04 cfs @ 12.13 hrs, Volume= 0.002 af, Depth> 0.80" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=2.83" Area (ac) CN Description 0.029 74 >75% Grass cover, Good, HSG C 0.029 74 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM EXIST1 EXIST2 Routing Diagram for 10-Yr Exist Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 10-Yr Exist Prepared by Schultz Engineering And Site Design Page 2HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.458 74 >75% Grass cover, Good, HSG C (EXIST1, EXIST2) 0.043 98 Paved parking, HSG C (EXIST1) 0.352 70 Woods, Good, HSG C (EXIST1) 0.853 74 TOTAL AREA 10-Yr Exist Prepared by Schultz Engineering And Site Design Page 3HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.853 HSG C EXIST1, EXIST2 0.000 HSG D 0.000 Other 0.853 TOTAL AREA 10-Yr Exist Prepared by Schultz Engineering And Site Design Page 4HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.458 0.000 0.000 0.458 >75% Grass cover, Good EXIST1, EXIST2 0.000 0.000 0.043 0.000 0.000 0.043 Paved parking EXIST1 0.000 0.000 0.352 0.000 0.000 0.352 Woods, Good EXIST1 0.000 0.000 0.853 0.000 0.000 0.853 TOTAL AREA MSE 24-hr 3 Rainfall=4.24"10-Yr Exist Prepared by Schultz Engineering And Site Design Page 5HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.824 ac 5.22% Impervious Runoff Depth>1.75"Subcatchment EXIST1: Tc=5.0 min CN=72/98 Runoff=2.60 cfs 0.120 af Runoff Area=0.029 ac 0.00% Impervious Runoff Depth>1.77"Subcatchment EXIST2: Tc=5.0 min CN=74/0 Runoff=0.09 cfs 0.004 af Total Runoff Area = 0.853 ac Runoff Volume = 0.125 af Average Runoff Depth = 1.75" 94.96% Pervious = 0.810 ac 5.04% Impervious = 0.043 ac MSE 24-hr 3 Rainfall=4.24"10-Yr Exist Prepared by Schultz Engineering And Site Design Page 6HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EXIST1: Runoff = 2.60 cfs @ 12.12 hrs, Volume= 0.120 af, Depth> 1.75" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=4.24" Area (ac) CN Description 0.043 98 Paved parking, HSG C 0.429 74 >75% Grass cover, Good, HSG C 0.352 70 Woods, Good, HSG C 0.824 74 Weighted Average 0.781 72 94.78% Pervious Area 0.043 98 5.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment EXIST2: Runoff = 0.09 cfs @ 12.12 hrs, Volume= 0.004 af, Depth> 1.77" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=4.24" Area (ac) CN Description 0.029 74 >75% Grass cover, Good, HSG C 0.029 74 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM EXIST1 EXIST2 Routing Diagram for 100-Yr Exist Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 100-Yr Exist Prepared by Schultz Engineering And Site Design Page 2HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.458 74 >75% Grass cover, Good, HSG C (EXIST1, EXIST2) 0.043 98 Paved parking, HSG C (EXIST1) 0.352 70 Woods, Good, HSG C (EXIST1) 0.853 74 TOTAL AREA 100-Yr Exist Prepared by Schultz Engineering And Site Design Page 3HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.853 HSG C EXIST1, EXIST2 0.000 HSG D 0.000 Other 0.853 TOTAL AREA 100-Yr Exist Prepared by Schultz Engineering And Site Design Page 4HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.458 0.000 0.000 0.458 >75% Grass cover, Good EXIST1, EXIST2 0.000 0.000 0.043 0.000 0.000 0.043 Paved parking EXIST1 0.000 0.000 0.352 0.000 0.000 0.352 Woods, Good EXIST1 0.000 0.000 0.853 0.000 0.000 0.853 TOTAL AREA MSE 24-hr 3 Rainfall=7.38"100-Yr Exist Prepared by Schultz Engineering And Site Design Page 5HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.824 ac 5.22% Impervious Runoff Depth>4.31"Subcatchment EXIST1: Tc=5.0 min CN=72/98 Runoff=6.41 cfs 0.296 af Runoff Area=0.029 ac 0.00% Impervious Runoff Depth>4.37"Subcatchment EXIST2: Tc=5.0 min CN=74/0 Runoff=0.23 cfs 0.011 af Total Runoff Area = 0.853 ac Runoff Volume = 0.307 af Average Runoff Depth = 4.31" 94.96% Pervious = 0.810 ac 5.04% Impervious = 0.043 ac MSE 24-hr 3 Rainfall=7.38"100-Yr Exist Prepared by Schultz Engineering And Site Design Page 6HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EXIST1: Runoff = 6.41 cfs @ 12.12 hrs, Volume= 0.296 af, Depth> 4.31" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=7.38" Area (ac) CN Description 0.043 98 Paved parking, HSG C 0.429 74 >75% Grass cover, Good, HSG C 0.352 70 Woods, Good, HSG C 0.824 74 Weighted Average 0.781 72 94.78% Pervious Area 0.043 98 5.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment EXIST2: Runoff = 0.23 cfs @ 12.12 hrs, Volume= 0.011 af, Depth> 4.37" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=7.38" Area (ac) CN Description 0.029 74 >75% Grass cover, Good, HSG C 0.029 74 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM DA1 DA2 DA3A DA3B DA3C DA3D DA4A DA4B DA4C DA5 DA6 DA7 CO1 CO2 CO3 CO4 CO5 CB1CB CB2CB FB1 STMH2 CB L1 Routing Diagram for 2-Yr Proposed Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 2-Yr Proposed Prepared by Schultz Engineering And Site Design Page 2HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.393 80 >75% Grass cover, Good, HSG D (DA1, DA2, DA5, DA6, DA7) 0.460 98 Paved parking, HSG D (DA1, DA2, DA3A, DA3B, DA3C, DA3D, DA4A, DA4B, DA4C, DA5, DA6, DA7) 0.853 90 TOTAL AREA 2-Yr Proposed Prepared by Schultz Engineering And Site Design Page 3HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 0.853 HSG D DA1, DA2, DA3A, DA3B, DA3C, DA3D, DA4A, DA4B, DA4C, DA5, DA6, DA7 0.000 Other 0.853 TOTAL AREA 2-Yr Proposed Prepared by Schultz Engineering And Site Design Page 4HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.393 0.000 0.393 >75% Grass cover, Good DA1, DA2, DA5, DA6, DA7 0.000 0.000 0.000 0.460 0.000 0.460 Paved parking DA1, DA2, DA3A, DA3B, DA3C, DA3D, DA4A, DA4B, DA4C, DA5, DA6, DA7 0.000 0.000 0.000 0.853 0.000 0.853 TOTAL AREA 2-Yr Proposed Prepared by Schultz Engineering And Site Design Page 5HydroCAD® 10.10-4b s/n 11475 © 2020 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 CO1 943.58 941.98 80.0 0.0200 0.010 0.0 4.0 0.0 2 CO2 941.98 940.38 80.0 0.0200 0.010 0.0 4.0 0.0 3 CO3 940.38 939.50 44.0 0.0200 0.010 0.0 6.0 0.0 4 CO4 946.85 944.85 100.0 0.0200 0.010 0.0 4.0 0.0 5 CO5 943.55 941.55 100.0 0.0200 0.010 0.0 6.0 0.0 6 CB1 942.60 939.50 174.0 0.0178 0.012 0.0 12.0 0.0 7 CB2 939.50 938.80 42.0 0.0167 0.012 0.0 12.0 0.0 8 FB1 933.80 933.52 14.0 0.0200 0.012 0.0 12.0 0.0 9 STMH2 939.24 938.80 22.0 0.0200 0.012 0.0 12.0 0.0 MSE 24-hr 3 Rainfall=2.83"2-Yr Proposed Prepared by Schultz Engineering And Site Design Page 6HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.122 ac 63.93% Impervious Runoff Depth>2.07"Subcatchment DA1: Tc=5.0 min CN=80/98 Runoff=0.41 cfs 0.021 af Runoff Area=0.150 ac 92.67% Impervious Runoff Depth>2.49"Subcatchment DA2: Tc=5.0 min CN=80/98 Runoff=0.60 cfs 0.031 af Runoff Area=0.035 ac 100.00% Impervious Runoff Depth>2.60"Subcatchment DA3A: Tc=5.0 min CN=0/98 Runoff=0.15 cfs 0.008 af Runoff Area=0.031 ac 100.00% Impervious Runoff Depth>2.60"Subcatchment DA3B: Tc=5.0 min CN=0/98 Runoff=0.13 cfs 0.007 af Runoff Area=0.035 ac 100.00% Impervious Runoff Depth>2.60"Subcatchment DA3C: Tc=5.0 min CN=0/98 Runoff=0.15 cfs 0.008 af Runoff Area=0.036 ac 100.00% Impervious Runoff Depth>2.60"Subcatchment DA3D: Tc=5.0 min CN=0/98 Runoff=0.15 cfs 0.008 af Runoff Area=0.035 ac 100.00% Impervious Runoff Depth>2.60"Subcatchment DA4A: Tc=5.0 min CN=0/98 Runoff=0.15 cfs 0.008 af Runoff Area=0.037 ac 100.00% Impervious Runoff Depth>2.60"Subcatchment DA4B: Tc=5.0 min CN=0/98 Runoff=0.15 cfs 0.008 af Runoff Area=0.028 ac 100.00% Impervious Runoff Depth>2.60"Subcatchment DA4C: Tc=5.0 min CN=0/98 Runoff=0.12 cfs 0.006 af Runoff Area=0.138 ac 1.45% Impervious Runoff Depth>1.15"Subcatchment DA5: Tc=5.0 min CN=80/98 Runoff=0.29 cfs 0.013 af Runoff Area=0.181 ac 1.66% Impervious Runoff Depth>1.15"Subcatchment DA6: Tc=5.0 min CN=80/98 Runoff=0.38 cfs 0.017 af Runoff Area=0.025 ac 4.00% Impervious Runoff Depth>1.18"Subcatchment DA7: Tc=5.0 min CN=80/98 Runoff=0.05 cfs 0.002 af Avg. Flow Depth=0.15' Max Vel=3.78 fps Inflow=0.15 cfs 0.008 afReach CO1: 4.0" Round Pipe n=0.010 L=80.0' S=0.0200 '/' Capacity=0.35 cfs Outflow=0.14 cfs 0.008 af Avg. Flow Depth=0.22' Max Vel=4.39 fps Inflow=0.27 cfs 0.014 afReach CO2: 4.0" Round Pipe n=0.010 L=80.0' S=0.0200 '/' Capacity=0.35 cfs Outflow=0.27 cfs 0.014 af Avg. Flow Depth=0.22' Max Vel=4.92 fps Inflow=0.41 cfs 0.022 afReach CO3: 6.0" Round Pipe n=0.010 L=44.0' S=0.0200 '/' Capacity=1.03 cfs Outflow=0.41 cfs 0.022 af Avg. Flow Depth=0.15' Max Vel=3.78 fps Inflow=0.15 cfs 0.008 afReach CO4: 4.0" Round Pipe n=0.010 L=100.0' S=0.0200 '/' Capacity=0.35 cfs Outflow=0.14 cfs 0.008 af MSE 24-hr 3 Rainfall=2.83"2-Yr Proposed Prepared by Schultz Engineering And Site Design Page 7HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Avg. Flow Depth=0.18' Max Vel=4.48 fps Inflow=0.30 cfs 0.016 afReach CO5: 6.0" Round Pipe n=0.010 L=100.0' S=0.0200 '/' Capacity=1.03 cfs Outflow=0.29 cfs 0.016 af Peak Elev=942.92' Inflow=0.41 cfs 0.021 afPond CB1: 12.0" Round Culvert n=0.012 L=174.0' S=0.0178 '/' Outflow=0.41 cfs 0.021 af Peak Elev=940.13' Inflow=1.42 cfs 0.074 afPond CB2: 12.0" Round Culvert n=0.012 L=42.0' S=0.0167 '/' Outflow=1.42 cfs 0.074 af Peak Elev=938.74' Storage=0.086 af Inflow=2.27 cfs 0.117 afPond FB1: Outflow=0.04 cfs 0.043 af Peak Elev=939.56' Inflow=0.41 cfs 0.022 afPond STMH2: 12.0" Round Culvert n=0.012 L=22.0' S=0.0200 '/' Outflow=0.41 cfs 0.022 af Inflow=0.41 cfs 0.060 afLink L1: Primary=0.41 cfs 0.060 af Total Runoff Area = 0.853 ac Runoff Volume = 0.136 af Average Runoff Depth = 1.92" 46.07% Pervious = 0.393 ac 53.93% Impervious = 0.460 ac MSE 24-hr 3 Rainfall=2.83"2-Yr Proposed Prepared by Schultz Engineering And Site Design Page 8HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA1: Runoff = 0.41 cfs @ 12.11 hrs, Volume= 0.021 af, Depth> 2.07" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=2.83" Area (ac) CN Description 0.078 98 Paved parking, HSG D 0.044 80 >75% Grass cover, Good, HSG D 0.122 92 Weighted Average 0.044 80 36.07% Pervious Area 0.078 98 63.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA2: Runoff = 0.60 cfs @ 12.11 hrs, Volume= 0.031 af, Depth> 2.49" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=2.83" Area (ac) CN Description 0.139 98 Paved parking, HSG D 0.011 80 >75% Grass cover, Good, HSG D 0.150 97 Weighted Average 0.011 80 7.33% Pervious Area 0.139 98 92.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA3A: Runoff = 0.15 cfs @ 12.11 hrs, Volume= 0.008 af, Depth> 2.60" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=2.83" Area (ac) CN Description 0.035 98 Paved parking, HSG D 0.035 98 100.00% Impervious Area MSE 24-hr 3 Rainfall=2.83"2-Yr Proposed Prepared by Schultz Engineering And Site Design Page 9HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA3B: Runoff = 0.13 cfs @ 12.11 hrs, Volume= 0.007 af, Depth> 2.60" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=2.83" Area (ac) CN Description 0.031 98 Paved parking, HSG D 0.031 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA3C: Runoff = 0.15 cfs @ 12.11 hrs, Volume= 0.008 af, Depth> 2.60" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=2.83" Area (ac) CN Description 0.035 98 Paved parking, HSG D 0.035 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA3D: Runoff = 0.15 cfs @ 12.11 hrs, Volume= 0.008 af, Depth> 2.60" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=2.83" Area (ac) CN Description 0.036 98 Paved parking, HSG D 0.036 98 100.00% Impervious Area MSE 24-hr 3 Rainfall=2.83"2-Yr Proposed Prepared by Schultz Engineering And Site Design Page 10HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA4A: Runoff = 0.15 cfs @ 12.11 hrs, Volume= 0.008 af, Depth> 2.60" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=2.83" Area (ac) CN Description 0.035 98 Paved parking, HSG D 0.035 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA4B: Runoff = 0.15 cfs @ 12.11 hrs, Volume= 0.008 af, Depth> 2.60" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=2.83" Area (ac) CN Description 0.037 98 Paved parking, HSG D 0.037 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA4C: Runoff = 0.12 cfs @ 12.11 hrs, Volume= 0.006 af, Depth> 2.60" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=2.83" Area (ac) CN Description 0.028 98 Paved parking, HSG D 0.028 98 100.00% Impervious Area MSE 24-hr 3 Rainfall=2.83"2-Yr Proposed Prepared by Schultz Engineering And Site Design Page 11HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA5: Runoff = 0.29 cfs @ 12.12 hrs, Volume= 0.013 af, Depth> 1.15" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=2.83" Area (ac) CN Description 0.002 98 Paved parking, HSG D 0.136 80 >75% Grass cover, Good, HSG D 0.138 80 Weighted Average 0.136 80 98.55% Pervious Area 0.002 98 1.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA6: Runoff = 0.38 cfs @ 12.12 hrs, Volume= 0.017 af, Depth> 1.15" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=2.83" Area (ac) CN Description 0.003 98 Paved parking, HSG D 0.178 80 >75% Grass cover, Good, HSG D 0.181 80 Weighted Average 0.178 80 98.34% Pervious Area 0.003 98 1.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA7: Runoff = 0.05 cfs @ 12.12 hrs, Volume= 0.002 af, Depth> 1.18" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=2.83" MSE 24-hr 3 Rainfall=2.83"2-Yr Proposed Prepared by Schultz Engineering And Site Design Page 12HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Area (ac) CN Description 0.001 98 Paved parking, HSG D 0.024 80 >75% Grass cover, Good, HSG D 0.025 81 Weighted Average 0.024 80 96.00% Pervious Area 0.001 98 4.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Reach CO1: Inflow Area = 0.035 ac,100.00% Impervious, Inflow Depth > 2.60" Inflow = 0.15 cfs @ 12.11 hrs, Volume= 0.008 af Outflow = 0.14 cfs @ 12.12 hrs, Volume= 0.008 af, Atten= 2%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 3.78 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.08 fps, Avg. Travel Time= 1.2 min Peak Storage= 3 cf @ 12.12 hrs Average Depth at Peak Storage= 0.15' , Surface Width= 0.33' Bank-Full Depth= 0.33' Flow Area= 0.1 sf, Capacity= 0.35 cfs 4.0" Round Pipe n= 0.010 Length= 80.0' Slope= 0.0200 '/' Inlet Invert= 943.58', Outlet Invert= 941.98' Summary for Reach CO2: Inflow Area = 0.066 ac,100.00% Impervious, Inflow Depth > 2.60" Inflow = 0.27 cfs @ 12.12 hrs, Volume= 0.014 af Outflow = 0.27 cfs @ 12.12 hrs, Volume= 0.014 af, Atten= 1%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 4.39 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.30 fps, Avg. Travel Time= 1.0 min Peak Storage= 5 cf @ 12.12 hrs Average Depth at Peak Storage= 0.22' , Surface Width= 0.32' Bank-Full Depth= 0.33' Flow Area= 0.1 sf, Capacity= 0.35 cfs MSE 24-hr 3 Rainfall=2.83"2-Yr Proposed Prepared by Schultz Engineering And Site Design Page 13HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC 4.0" Round Pipe n= 0.010 Length= 80.0' Slope= 0.0200 '/' Inlet Invert= 941.98', Outlet Invert= 940.38' Summary for Reach CO3: Inflow Area = 0.101 ac,100.00% Impervious, Inflow Depth > 2.60" Inflow = 0.41 cfs @ 12.12 hrs, Volume= 0.022 af Outflow = 0.41 cfs @ 12.12 hrs, Volume= 0.022 af, Atten= 1%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 4.92 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.40 fps, Avg. Travel Time= 0.5 min Peak Storage= 4 cf @ 12.12 hrs Average Depth at Peak Storage= 0.22' , Surface Width= 0.50' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.03 cfs 6.0" Round Pipe n= 0.010 Length= 44.0' Slope= 0.0200 '/' Inlet Invert= 940.38', Outlet Invert= 939.50' Summary for Reach CO4: Inflow Area = 0.035 ac,100.00% Impervious, Inflow Depth > 2.60" Inflow = 0.15 cfs @ 12.11 hrs, Volume= 0.008 af Outflow = 0.14 cfs @ 12.12 hrs, Volume= 0.008 af, Atten= 2%, Lag= 0.6 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 3.78 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.08 fps, Avg. Travel Time= 1.5 min Peak Storage= 4 cf @ 12.12 hrs Average Depth at Peak Storage= 0.15' , Surface Width= 0.33' Bank-Full Depth= 0.33' Flow Area= 0.1 sf, Capacity= 0.35 cfs MSE 24-hr 3 Rainfall=2.83"2-Yr Proposed Prepared by Schultz Engineering And Site Design Page 14HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC 4.0" Round Pipe n= 0.010 Length= 100.0' Slope= 0.0200 '/' Inlet Invert= 946.85', Outlet Invert= 944.85' Summary for Reach CO5: Inflow Area = 0.072 ac,100.00% Impervious, Inflow Depth > 2.60" Inflow = 0.30 cfs @ 12.12 hrs, Volume= 0.016 af Outflow = 0.29 cfs @ 12.12 hrs, Volume= 0.016 af, Atten= 1%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 4.48 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.27 fps, Avg. Travel Time= 1.3 min Peak Storage= 6 cf @ 12.12 hrs Average Depth at Peak Storage= 0.18' , Surface Width= 0.48' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.03 cfs 6.0" Round Pipe n= 0.010 Length= 100.0' Slope= 0.0200 '/' Inlet Invert= 943.55', Outlet Invert= 941.55' Summary for Pond CB1: Inflow Area = 0.122 ac, 63.93% Impervious, Inflow Depth > 2.07" Inflow = 0.41 cfs @ 12.11 hrs, Volume= 0.021 af Outflow = 0.41 cfs @ 12.11 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Primary = 0.41 cfs @ 12.11 hrs, Volume= 0.021 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 942.92' @ 12.11 hrs Device Routing Invert Outlet Devices #1 Primary 942.60'12.0" Round Culvert MSE 24-hr 3 Rainfall=2.83"2-Yr Proposed Prepared by Schultz Engineering And Site Design Page 15HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC L= 174.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 942.60' / 939.50' S= 0.0178 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.40 cfs @ 12.11 hrs HW=942.91' TW=940.12' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.40 cfs @ 1.90 fps) Summary for Pond CB2: Inflow Area = 0.373 ac, 85.25% Impervious, Inflow Depth > 2.38" Inflow = 1.42 cfs @ 12.12 hrs, Volume= 0.074 af Outflow = 1.42 cfs @ 12.12 hrs, Volume= 0.074 af, Atten= 0%, Lag= 0.0 min Primary = 1.42 cfs @ 12.12 hrs, Volume= 0.074 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 940.13' @ 12.12 hrs Device Routing Invert Outlet Devices #1 Primary 939.50'12.0" Round Culvert L= 42.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 939.50' / 938.80' S= 0.0167 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.37 cfs @ 12.12 hrs HW=940.12' TW=937.67' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.37 cfs @ 2.68 fps) Summary for Pond FB1: Inflow Area = 0.647 ac, 70.48% Impervious, Inflow Depth > 2.16" Inflow = 2.27 cfs @ 12.12 hrs, Volume= 0.117 af Outflow = 0.04 cfs @ 15.14 hrs, Volume= 0.043 af, Atten= 98%, Lag= 181.5 min Primary = 0.04 cfs @ 15.14 hrs, Volume= 0.043 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 938.74' @ 15.14 hrs Surf.Area= 0.045 ac Storage= 0.086 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 213.3 min ( 976.4 - 763.2 ) Volume Invert Avail.Storage Storage Description #1 935.80' 0.221 af Custom Stage Data (Prismatic) Listed below (Recalc) MSE 24-hr 3 Rainfall=2.83"2-Yr Proposed Prepared by Schultz Engineering And Site Design Page 16HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 935.80 0.015 0.000 0.000 936.00 0.017 0.003 0.003 937.00 0.026 0.022 0.025 938.00 0.036 0.031 0.056 938.80 0.046 0.033 0.089 939.00 0.048 0.009 0.098 940.00 0.061 0.054 0.152 941.00 0.076 0.068 0.221 Device Routing Invert Outlet Devices #1 Primary 933.80'12.0" Round Culvert L= 14.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 933.80' / 933.52' S= 0.0200 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 938.80'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 935.80'0.800 in/hr Exfiltration over Surface area Primary OutFlow Max=0.04 cfs @ 15.14 hrs HW=938.74' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.04 cfs of 7.96 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Exfiltration (Exfiltration Controls 0.04 cfs) Summary for Pond STMH2: Inflow Area = 0.100 ac,100.00% Impervious, Inflow Depth > 2.60" Inflow = 0.41 cfs @ 12.12 hrs, Volume= 0.022 af Outflow = 0.41 cfs @ 12.12 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.0 min Primary = 0.41 cfs @ 12.12 hrs, Volume= 0.022 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 939.56' @ 12.12 hrs Device Routing Invert Outlet Devices #1 Primary 939.24'12.0" Round Culvert L= 22.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 939.24' / 938.80' S= 0.0200 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.39 cfs @ 12.12 hrs HW=939.55' TW=937.70' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.39 cfs @ 1.90 fps) Summary for Link L1: Inflow Area = 0.828 ac, 55.43% Impervious, Inflow Depth > 0.87" Inflow = 0.41 cfs @ 12.12 hrs, Volume= 0.060 af Primary = 0.41 cfs @ 12.12 hrs, Volume= 0.060 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs DA1 DA2 DA3A DA3B DA3C DA3D DA4A DA4B DA4C DA5 DA6 DA7 CO1 CO2 CO3 CO4 CO5 CB1CB CB2CB FB1 STMH2 CB L1 Routing Diagram for 10-Yr Proposed Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 10-Yr Proposed Prepared by Schultz Engineering And Site Design Page 2HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.393 80 >75% Grass cover, Good, HSG D (DA1, DA2, DA5, DA6, DA7) 0.460 98 Paved parking, HSG D (DA1, DA2, DA3A, DA3B, DA3C, DA3D, DA4A, DA4B, DA4C, DA5, DA6, DA7) 0.853 90 TOTAL AREA 10-Yr Proposed Prepared by Schultz Engineering And Site Design Page 3HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 0.853 HSG D DA1, DA2, DA3A, DA3B, DA3C, DA3D, DA4A, DA4B, DA4C, DA5, DA6, DA7 0.000 Other 0.853 TOTAL AREA 10-Yr Proposed Prepared by Schultz Engineering And Site Design Page 4HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.393 0.000 0.393 >75% Grass cover, Good DA1, DA2, DA5, DA6, DA7 0.000 0.000 0.000 0.460 0.000 0.460 Paved parking DA1, DA2, DA3A, DA3B, DA3C, DA3D, DA4A, DA4B, DA4C, DA5, DA6, DA7 0.000 0.000 0.000 0.853 0.000 0.853 TOTAL AREA 10-Yr Proposed Prepared by Schultz Engineering And Site Design Page 5HydroCAD® 10.10-4b s/n 11475 © 2020 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 CO1 943.58 941.98 80.0 0.0200 0.010 0.0 4.0 0.0 2 CO2 941.98 940.38 80.0 0.0200 0.010 0.0 4.0 0.0 3 CO3 940.38 939.50 44.0 0.0200 0.010 0.0 6.0 0.0 4 CO4 946.85 944.85 100.0 0.0200 0.010 0.0 4.0 0.0 5 CO5 943.55 941.55 100.0 0.0200 0.010 0.0 6.0 0.0 6 CB1 942.60 939.50 174.0 0.0178 0.012 0.0 12.0 0.0 7 CB2 939.50 938.80 42.0 0.0167 0.012 0.0 12.0 0.0 8 FB1 933.80 933.52 14.0 0.0200 0.012 0.0 12.0 0.0 9 STMH2 939.24 938.80 22.0 0.0200 0.012 0.0 12.0 0.0 MSE 24-hr 3 Rainfall=4.24"10-Yr Proposed Prepared by Schultz Engineering And Site Design Page 6HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.122 ac 63.93% Impervious Runoff Depth>3.37"Subcatchment DA1: Tc=5.0 min CN=80/98 Runoff=0.67 cfs 0.034 af Runoff Area=0.150 ac 92.67% Impervious Runoff Depth>3.87"Subcatchment DA2: Tc=5.0 min CN=80/98 Runoff=0.92 cfs 0.048 af Runoff Area=0.035 ac 100.00% Impervious Runoff Depth>4.00"Subcatchment DA3A: Tc=5.0 min CN=0/98 Runoff=0.22 cfs 0.012 af Runoff Area=0.031 ac 100.00% Impervious Runoff Depth>4.00"Subcatchment DA3B: Tc=5.0 min CN=0/98 Runoff=0.19 cfs 0.010 af Runoff Area=0.035 ac 100.00% Impervious Runoff Depth>4.00"Subcatchment DA3C: Tc=5.0 min CN=0/98 Runoff=0.22 cfs 0.012 af Runoff Area=0.036 ac 100.00% Impervious Runoff Depth>4.00"Subcatchment DA3D: Tc=5.0 min CN=0/98 Runoff=0.23 cfs 0.012 af Runoff Area=0.035 ac 100.00% Impervious Runoff Depth>4.00"Subcatchment DA4A: Tc=5.0 min CN=0/98 Runoff=0.22 cfs 0.012 af Runoff Area=0.037 ac 100.00% Impervious Runoff Depth>4.00"Subcatchment DA4B: Tc=5.0 min CN=0/98 Runoff=0.23 cfs 0.012 af Runoff Area=0.028 ac 100.00% Impervious Runoff Depth>4.00"Subcatchment DA4C: Tc=5.0 min CN=0/98 Runoff=0.18 cfs 0.009 af Runoff Area=0.138 ac 1.45% Impervious Runoff Depth>2.27"Subcatchment DA5: Tc=5.0 min CN=80/98 Runoff=0.57 cfs 0.026 af Runoff Area=0.181 ac 1.66% Impervious Runoff Depth>2.27"Subcatchment DA6: Tc=5.0 min CN=80/98 Runoff=0.75 cfs 0.034 af Runoff Area=0.025 ac 4.00% Impervious Runoff Depth>2.31"Subcatchment DA7: Tc=5.0 min CN=80/98 Runoff=0.11 cfs 0.005 af Avg. Flow Depth=0.19' Max Vel=4.20 fps Inflow=0.22 cfs 0.012 afReach CO1: 4.0" Round Pipe n=0.010 L=80.0' S=0.0200 '/' Capacity=0.35 cfs Outflow=0.22 cfs 0.012 af Avg. Flow Depth=0.33' Max Vel=4.51 fps Inflow=0.41 cfs 0.022 afReach CO2: 4.0" Round Pipe n=0.010 L=80.0' S=0.0200 '/' Capacity=0.35 cfs Outflow=0.36 cfs 0.022 af Avg. Flow Depth=0.27' Max Vel=5.37 fps Inflow=0.58 cfs 0.034 afReach CO3: 6.0" Round Pipe n=0.010 L=44.0' S=0.0200 '/' Capacity=1.03 cfs Outflow=0.57 cfs 0.034 af Avg. Flow Depth=0.19' Max Vel=4.19 fps Inflow=0.22 cfs 0.012 afReach CO4: 4.0" Round Pipe n=0.010 L=100.0' S=0.0200 '/' Capacity=0.35 cfs Outflow=0.22 cfs 0.012 af MSE 24-hr 3 Rainfall=4.24"10-Yr Proposed Prepared by Schultz Engineering And Site Design Page 7HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Avg. Flow Depth=0.23' Max Vel=5.01 fps Inflow=0.45 cfs 0.024 afReach CO5: 6.0" Round Pipe n=0.010 L=100.0' S=0.0200 '/' Capacity=1.03 cfs Outflow=0.44 cfs 0.024 af Peak Elev=943.01' Inflow=0.67 cfs 0.034 afPond CB1: 12.0" Round Culvert n=0.012 L=174.0' S=0.0178 '/' Outflow=0.67 cfs 0.034 af Peak Elev=940.33' Inflow=2.16 cfs 0.116 afPond CB2: 12.0" Round Culvert n=0.012 L=42.0' S=0.0167 '/' Outflow=2.16 cfs 0.116 af Peak Elev=939.19' Storage=0.107 af Inflow=3.58 cfs 0.188 afPond FB1: Outflow=0.65 cfs 0.105 af Peak Elev=939.63' Inflow=0.62 cfs 0.033 afPond STMH2: 12.0" Round Culvert n=0.012 L=22.0' S=0.0200 '/' Outflow=0.62 cfs 0.033 af Inflow=0.81 cfs 0.139 afLink L1: Primary=0.81 cfs 0.139 af Total Runoff Area = 0.853 ac Runoff Volume = 0.227 af Average Runoff Depth = 3.19" 46.07% Pervious = 0.393 ac 53.93% Impervious = 0.460 ac MSE 24-hr 3 Rainfall=4.24"10-Yr Proposed Prepared by Schultz Engineering And Site Design Page 8HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA1: Runoff = 0.67 cfs @ 12.11 hrs, Volume= 0.034 af, Depth> 3.37" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=4.24" Area (ac) CN Description 0.078 98 Paved parking, HSG D 0.044 80 >75% Grass cover, Good, HSG D 0.122 92 Weighted Average 0.044 80 36.07% Pervious Area 0.078 98 63.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA2: Runoff = 0.92 cfs @ 12.11 hrs, Volume= 0.048 af, Depth> 3.87" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=4.24" Area (ac) CN Description 0.139 98 Paved parking, HSG D 0.011 80 >75% Grass cover, Good, HSG D 0.150 97 Weighted Average 0.011 80 7.33% Pervious Area 0.139 98 92.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA3A: Runoff = 0.22 cfs @ 12.11 hrs, Volume= 0.012 af, Depth> 4.00" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=4.24" Area (ac) CN Description 0.035 98 Paved parking, HSG D 0.035 98 100.00% Impervious Area MSE 24-hr 3 Rainfall=4.24"10-Yr Proposed Prepared by Schultz Engineering And Site Design Page 9HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA3B: Runoff = 0.19 cfs @ 12.11 hrs, Volume= 0.010 af, Depth> 4.00" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=4.24" Area (ac) CN Description 0.031 98 Paved parking, HSG D 0.031 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA3C: Runoff = 0.22 cfs @ 12.11 hrs, Volume= 0.012 af, Depth> 4.00" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=4.24" Area (ac) CN Description 0.035 98 Paved parking, HSG D 0.035 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA3D: Runoff = 0.23 cfs @ 12.11 hrs, Volume= 0.012 af, Depth> 4.00" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=4.24" Area (ac) CN Description 0.036 98 Paved parking, HSG D 0.036 98 100.00% Impervious Area MSE 24-hr 3 Rainfall=4.24"10-Yr Proposed Prepared by Schultz Engineering And Site Design Page 10HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA4A: Runoff = 0.22 cfs @ 12.11 hrs, Volume= 0.012 af, Depth> 4.00" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=4.24" Area (ac) CN Description 0.035 98 Paved parking, HSG D 0.035 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA4B: Runoff = 0.23 cfs @ 12.11 hrs, Volume= 0.012 af, Depth> 4.00" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=4.24" Area (ac) CN Description 0.037 98 Paved parking, HSG D 0.037 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA4C: Runoff = 0.18 cfs @ 12.11 hrs, Volume= 0.009 af, Depth> 4.00" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=4.24" Area (ac) CN Description 0.028 98 Paved parking, HSG D 0.028 98 100.00% Impervious Area MSE 24-hr 3 Rainfall=4.24"10-Yr Proposed Prepared by Schultz Engineering And Site Design Page 11HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA5: Runoff = 0.57 cfs @ 12.12 hrs, Volume= 0.026 af, Depth> 2.27" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=4.24" Area (ac) CN Description 0.002 98 Paved parking, HSG D 0.136 80 >75% Grass cover, Good, HSG D 0.138 80 Weighted Average 0.136 80 98.55% Pervious Area 0.002 98 1.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA6: Runoff = 0.75 cfs @ 12.12 hrs, Volume= 0.034 af, Depth> 2.27" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=4.24" Area (ac) CN Description 0.003 98 Paved parking, HSG D 0.178 80 >75% Grass cover, Good, HSG D 0.181 80 Weighted Average 0.178 80 98.34% Pervious Area 0.003 98 1.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA7: Runoff = 0.11 cfs @ 12.12 hrs, Volume= 0.005 af, Depth> 2.31" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=4.24" MSE 24-hr 3 Rainfall=4.24"10-Yr Proposed Prepared by Schultz Engineering And Site Design Page 12HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Area (ac) CN Description 0.001 98 Paved parking, HSG D 0.024 80 >75% Grass cover, Good, HSG D 0.025 81 Weighted Average 0.024 80 96.00% Pervious Area 0.001 98 4.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Reach CO1: Inflow Area = 0.035 ac,100.00% Impervious, Inflow Depth > 4.00" Inflow = 0.22 cfs @ 12.11 hrs, Volume= 0.012 af Outflow = 0.22 cfs @ 12.12 hrs, Volume= 0.012 af, Atten= 2%, Lag= 0.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 4.20 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.22 fps, Avg. Travel Time= 1.1 min Peak Storage= 4 cf @ 12.12 hrs Average Depth at Peak Storage= 0.19' , Surface Width= 0.33' Bank-Full Depth= 0.33' Flow Area= 0.1 sf, Capacity= 0.35 cfs 4.0" Round Pipe n= 0.010 Length= 80.0' Slope= 0.0200 '/' Inlet Invert= 943.58', Outlet Invert= 941.98' Summary for Reach CO2: Inflow Area = 0.066 ac,100.00% Impervious, Inflow Depth > 4.00" Inflow = 0.41 cfs @ 12.11 hrs, Volume= 0.022 af Outflow = 0.36 cfs @ 12.13 hrs, Volume= 0.022 af, Atten= 13%, Lag= 0.6 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 4.51 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.47 fps, Avg. Travel Time= 0.9 min Peak Storage= 7 cf @ 12.13 hrs Average Depth at Peak Storage= 0.33' Bank-Full Depth= 0.33' Flow Area= 0.1 sf, Capacity= 0.35 cfs MSE 24-hr 3 Rainfall=4.24"10-Yr Proposed Prepared by Schultz Engineering And Site Design Page 13HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC 4.0" Round Pipe n= 0.010 Length= 80.0' Slope= 0.0200 '/' Inlet Invert= 941.98', Outlet Invert= 940.38' Summary for Reach CO3: Inflow Area = 0.101 ac,100.00% Impervious, Inflow Depth > 4.00" Inflow = 0.58 cfs @ 12.12 hrs, Volume= 0.034 af Outflow = 0.57 cfs @ 12.12 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 5.37 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.59 fps, Avg. Travel Time= 0.5 min Peak Storage= 5 cf @ 12.12 hrs Average Depth at Peak Storage= 0.27' , Surface Width= 0.50' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.03 cfs 6.0" Round Pipe n= 0.010 Length= 44.0' Slope= 0.0200 '/' Inlet Invert= 940.38', Outlet Invert= 939.50' Summary for Reach CO4: Inflow Area = 0.035 ac,100.00% Impervious, Inflow Depth > 4.00" Inflow = 0.22 cfs @ 12.11 hrs, Volume= 0.012 af Outflow = 0.22 cfs @ 12.12 hrs, Volume= 0.012 af, Atten= 2%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 4.19 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.22 fps, Avg. Travel Time= 1.4 min Peak Storage= 5 cf @ 12.12 hrs Average Depth at Peak Storage= 0.19' , Surface Width= 0.33' Bank-Full Depth= 0.33' Flow Area= 0.1 sf, Capacity= 0.35 cfs MSE 24-hr 3 Rainfall=4.24"10-Yr Proposed Prepared by Schultz Engineering And Site Design Page 14HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC 4.0" Round Pipe n= 0.010 Length= 100.0' Slope= 0.0200 '/' Inlet Invert= 946.85', Outlet Invert= 944.85' Summary for Reach CO5: Inflow Area = 0.072 ac,100.00% Impervious, Inflow Depth > 4.00" Inflow = 0.45 cfs @ 12.12 hrs, Volume= 0.024 af Outflow = 0.44 cfs @ 12.12 hrs, Volume= 0.024 af, Atten= 1%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 5.01 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.44 fps, Avg. Travel Time= 1.2 min Peak Storage= 9 cf @ 12.12 hrs Average Depth at Peak Storage= 0.23' , Surface Width= 0.50' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.03 cfs 6.0" Round Pipe n= 0.010 Length= 100.0' Slope= 0.0200 '/' Inlet Invert= 943.55', Outlet Invert= 941.55' Summary for Pond CB1: Inflow Area = 0.122 ac, 63.93% Impervious, Inflow Depth > 3.37" Inflow = 0.67 cfs @ 12.11 hrs, Volume= 0.034 af Outflow = 0.67 cfs @ 12.11 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.0 min Primary = 0.67 cfs @ 12.11 hrs, Volume= 0.034 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 943.01' @ 12.11 hrs Device Routing Invert Outlet Devices #1 Primary 942.60'12.0" Round Culvert MSE 24-hr 3 Rainfall=4.24"10-Yr Proposed Prepared by Schultz Engineering And Site Design Page 15HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC L= 174.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 942.60' / 939.50' S= 0.0178 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.65 cfs @ 12.11 hrs HW=943.01' TW=940.31' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.65 cfs @ 2.17 fps) Summary for Pond CB2: Inflow Area = 0.373 ac, 85.25% Impervious, Inflow Depth > 3.74" Inflow = 2.16 cfs @ 12.11 hrs, Volume= 0.116 af Outflow = 2.16 cfs @ 12.11 hrs, Volume= 0.116 af, Atten= 0%, Lag= 0.0 min Primary = 2.16 cfs @ 12.11 hrs, Volume= 0.116 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 940.33' @ 12.11 hrs Device Routing Invert Outlet Devices #1 Primary 939.50'12.0" Round Culvert L= 42.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 939.50' / 938.80' S= 0.0167 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=2.09 cfs @ 12.11 hrs HW=940.31' TW=938.52' (Dynamic Tailwater) 1=Culvert (Inlet Controls 2.09 cfs @ 3.07 fps) Summary for Pond FB1: Inflow Area = 0.647 ac, 70.48% Impervious, Inflow Depth > 3.48" Inflow = 3.58 cfs @ 12.12 hrs, Volume= 0.188 af Outflow = 0.65 cfs @ 12.43 hrs, Volume= 0.105 af, Atten= 82%, Lag= 18.6 min Primary = 0.65 cfs @ 12.43 hrs, Volume= 0.105 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 939.19' @ 12.43 hrs Surf.Area= 0.050 ac Storage= 0.107 af Plug-Flow detention time= 195.8 min calculated for 0.105 af (56% of inflow) Center-of-Mass det. time= 112.8 min ( 870.4 - 757.6 ) Volume Invert Avail.Storage Storage Description #1 935.80' 0.221 af Custom Stage Data (Prismatic) Listed below (Recalc) MSE 24-hr 3 Rainfall=4.24"10-Yr Proposed Prepared by Schultz Engineering And Site Design Page 16HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 935.80 0.015 0.000 0.000 936.00 0.017 0.003 0.003 937.00 0.026 0.022 0.025 938.00 0.036 0.031 0.056 938.80 0.046 0.033 0.089 939.00 0.048 0.009 0.098 940.00 0.061 0.054 0.152 941.00 0.076 0.068 0.221 Device Routing Invert Outlet Devices #1 Primary 933.80'12.0" Round Culvert L= 14.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 933.80' / 933.52' S= 0.0200 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 938.80'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 935.80'0.800 in/hr Exfiltration over Surface area Primary OutFlow Max=0.64 cfs @ 12.43 hrs HW=939.19' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.64 cfs of 8.36 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.60 cfs @ 2.13 fps) 3=Exfiltration (Exfiltration Controls 0.04 cfs) Summary for Pond STMH2: Inflow Area = 0.100 ac,100.00% Impervious, Inflow Depth > 4.00" Inflow = 0.62 cfs @ 12.12 hrs, Volume= 0.033 af Outflow = 0.62 cfs @ 12.12 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min Primary = 0.62 cfs @ 12.12 hrs, Volume= 0.033 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 939.63' @ 12.12 hrs Device Routing Invert Outlet Devices #1 Primary 939.24'12.0" Round Culvert L= 22.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 939.24' / 938.80' S= 0.0200 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.59 cfs @ 12.12 hrs HW=939.63' TW=938.56' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.59 cfs @ 2.12 fps) Summary for Link L1: Inflow Area = 0.828 ac, 55.43% Impervious, Inflow Depth > 2.02" Inflow = 0.81 cfs @ 12.37 hrs, Volume= 0.139 af Primary = 0.81 cfs @ 12.37 hrs, Volume= 0.139 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs DA1 DA2 DA3A DA3B DA3C DA3D DA4A DA4B DA4C DA5 DA6 DA7 CO1 CO2 CO3 CO4 CO5 CB1CB CB2CB FB1 STMH2 CB L1 Routing Diagram for 100-Yr Proposed Prepared by Schultz Engineering And Site Design HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 100-Yr Proposed Prepared by Schultz Engineering And Site Design Page 2HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.393 80 >75% Grass cover, Good, HSG D (DA1, DA2, DA5, DA6, DA7) 0.460 98 Paved parking, HSG D (DA1, DA2, DA3A, DA3B, DA3C, DA3D, DA4A, DA4B, DA4C, DA5, DA6, DA7) 0.853 90 TOTAL AREA 100-Yr Proposed Prepared by Schultz Engineering And Site Design Page 3HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 0.853 HSG D DA1, DA2, DA3A, DA3B, DA3C, DA3D, DA4A, DA4B, DA4C, DA5, DA6, DA7 0.000 Other 0.853 TOTAL AREA 100-Yr Proposed Prepared by Schultz Engineering And Site Design Page 4HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.393 0.000 0.393 >75% Grass cover, Good DA1, DA2, DA5, DA6, DA7 0.000 0.000 0.000 0.460 0.000 0.460 Paved parking DA1, DA2, DA3A, DA3B, DA3C, DA3D, DA4A, DA4B, DA4C, DA5, DA6, DA7 0.000 0.000 0.000 0.853 0.000 0.853 TOTAL AREA 100-Yr Proposed Prepared by Schultz Engineering And Site Design Page 5HydroCAD® 10.10-4b s/n 11475 © 2020 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 CO1 943.58 941.98 80.0 0.0200 0.010 0.0 4.0 0.0 2 CO2 941.98 940.38 80.0 0.0200 0.010 0.0 4.0 0.0 3 CO3 940.38 939.50 44.0 0.0200 0.010 0.0 6.0 0.0 4 CO4 946.85 944.85 100.0 0.0200 0.010 0.0 4.0 0.0 5 CO5 943.55 941.55 100.0 0.0200 0.010 0.0 6.0 0.0 6 CB1 942.60 939.50 174.0 0.0178 0.012 0.0 12.0 0.0 7 CB2 939.50 938.80 42.0 0.0167 0.012 0.0 12.0 0.0 8 FB1 933.80 933.52 14.0 0.0200 0.012 0.0 12.0 0.0 9 STMH2 939.24 938.80 22.0 0.0200 0.012 0.0 12.0 0.0 MSE 24-hr 3 Rainfall=7.38"100-Yr Proposed Prepared by Schultz Engineering And Site Design Page 6HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.122 ac 63.93% Impervious Runoff Depth>6.38"Subcatchment DA1: Tc=5.0 min CN=80/98 Runoff=1.25 cfs 0.065 af Runoff Area=0.150 ac 92.67% Impervious Runoff Depth>6.99"Subcatchment DA2: Tc=5.0 min CN=80/98 Runoff=1.63 cfs 0.087 af Runoff Area=0.035 ac 100.00% Impervious Runoff Depth>7.14"Subcatchment DA3A: Tc=5.0 min CN=0/98 Runoff=0.38 cfs 0.021 af Runoff Area=0.031 ac 100.00% Impervious Runoff Depth>7.14"Subcatchment DA3B: Tc=5.0 min CN=0/98 Runoff=0.34 cfs 0.018 af Runoff Area=0.035 ac 100.00% Impervious Runoff Depth>7.14"Subcatchment DA3C: Tc=5.0 min CN=0/98 Runoff=0.38 cfs 0.021 af Runoff Area=0.036 ac 100.00% Impervious Runoff Depth>7.14"Subcatchment DA3D: Tc=5.0 min CN=0/98 Runoff=0.40 cfs 0.021 af Runoff Area=0.035 ac 100.00% Impervious Runoff Depth>7.14"Subcatchment DA4A: Tc=5.0 min CN=0/98 Runoff=0.38 cfs 0.021 af Runoff Area=0.037 ac 100.00% Impervious Runoff Depth>7.14"Subcatchment DA4B: Tc=5.0 min CN=0/98 Runoff=0.41 cfs 0.022 af Runoff Area=0.028 ac 100.00% Impervious Runoff Depth>7.14"Subcatchment DA4C: Tc=5.0 min CN=0/98 Runoff=0.31 cfs 0.017 af Runoff Area=0.138 ac 1.45% Impervious Runoff Depth>5.08"Subcatchment DA5: Tc=5.0 min CN=80/98 Runoff=1.25 cfs 0.058 af Runoff Area=0.181 ac 1.66% Impervious Runoff Depth>5.08"Subcatchment DA6: Tc=5.0 min CN=80/98 Runoff=1.64 cfs 0.077 af Runoff Area=0.025 ac 4.00% Impervious Runoff Depth>5.13"Subcatchment DA7: Tc=5.0 min CN=80/98 Runoff=0.23 cfs 0.011 af Avg. Flow Depth=0.30' Max Vel=4.56 fps Inflow=0.38 cfs 0.021 afReach CO1: 4.0" Round Pipe n=0.010 L=80.0' S=0.0200 '/' Capacity=0.35 cfs Outflow=0.38 cfs 0.021 af Avg. Flow Depth=0.33' Max Vel=4.56 fps Inflow=0.72 cfs 0.039 afReach CO2: 4.0" Round Pipe n=0.010 L=80.0' S=0.0200 '/' Capacity=0.35 cfs Outflow=0.38 cfs 0.039 af Avg. Flow Depth=0.31' Max Vel=5.68 fps Inflow=0.73 cfs 0.060 afReach CO3: 6.0" Round Pipe n=0.010 L=44.0' S=0.0200 '/' Capacity=1.03 cfs Outflow=0.73 cfs 0.060 af Avg. Flow Depth=0.30' Max Vel=4.56 fps Inflow=0.38 cfs 0.021 afReach CO4: 4.0" Round Pipe n=0.010 L=100.0' S=0.0200 '/' Capacity=0.35 cfs Outflow=0.38 cfs 0.021 af MSE 24-hr 3 Rainfall=7.38"100-Yr Proposed Prepared by Schultz Engineering And Site Design Page 7HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Avg. Flow Depth=0.32' Max Vel=5.73 fps Inflow=0.78 cfs 0.043 afReach CO5: 6.0" Round Pipe n=0.010 L=100.0' S=0.0200 '/' Capacity=1.03 cfs Outflow=0.77 cfs 0.043 af Peak Elev=943.19' Inflow=1.25 cfs 0.065 afPond CB1: 12.0" Round Culvert n=0.012 L=174.0' S=0.0178 '/' Outflow=1.25 cfs 0.065 af Peak Elev=940.91' Inflow=3.61 cfs 0.212 afPond CB2: 12.0" Round Culvert n=0.012 L=42.0' S=0.0167 '/' Outflow=3.61 cfs 0.212 af Peak Elev=940.02' Storage=0.154 af Inflow=6.33 cfs 0.352 afPond FB1: Outflow=3.26 cfs 0.264 af Peak Elev=940.03' Inflow=1.08 cfs 0.059 afPond STMH2: 12.0" Round Culvert n=0.012 L=22.0' S=0.0200 '/' Outflow=1.08 cfs 0.059 af Inflow=4.50 cfs 0.341 afLink L1: Primary=4.50 cfs 0.341 af Total Runoff Area = 0.853 ac Runoff Volume = 0.439 af Average Runoff Depth = 6.17" 46.07% Pervious = 0.393 ac 53.93% Impervious = 0.460 ac MSE 24-hr 3 Rainfall=7.38"100-Yr Proposed Prepared by Schultz Engineering And Site Design Page 8HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA1: Runoff = 1.25 cfs @ 12.11 hrs, Volume= 0.065 af, Depth> 6.38" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=7.38" Area (ac) CN Description 0.078 98 Paved parking, HSG D 0.044 80 >75% Grass cover, Good, HSG D 0.122 92 Weighted Average 0.044 80 36.07% Pervious Area 0.078 98 63.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA2: Runoff = 1.63 cfs @ 12.11 hrs, Volume= 0.087 af, Depth> 6.99" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=7.38" Area (ac) CN Description 0.139 98 Paved parking, HSG D 0.011 80 >75% Grass cover, Good, HSG D 0.150 97 Weighted Average 0.011 80 7.33% Pervious Area 0.139 98 92.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA3A: Runoff = 0.38 cfs @ 12.11 hrs, Volume= 0.021 af, Depth> 7.14" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=7.38" Area (ac) CN Description 0.035 98 Paved parking, HSG D 0.035 98 100.00% Impervious Area MSE 24-hr 3 Rainfall=7.38"100-Yr Proposed Prepared by Schultz Engineering And Site Design Page 9HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA3B: Runoff = 0.34 cfs @ 12.11 hrs, Volume= 0.018 af, Depth> 7.14" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=7.38" Area (ac) CN Description 0.031 98 Paved parking, HSG D 0.031 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA3C: Runoff = 0.38 cfs @ 12.11 hrs, Volume= 0.021 af, Depth> 7.14" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=7.38" Area (ac) CN Description 0.035 98 Paved parking, HSG D 0.035 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA3D: Runoff = 0.40 cfs @ 12.11 hrs, Volume= 0.021 af, Depth> 7.14" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=7.38" Area (ac) CN Description 0.036 98 Paved parking, HSG D 0.036 98 100.00% Impervious Area MSE 24-hr 3 Rainfall=7.38"100-Yr Proposed Prepared by Schultz Engineering And Site Design Page 10HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA4A: Runoff = 0.38 cfs @ 12.11 hrs, Volume= 0.021 af, Depth> 7.14" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=7.38" Area (ac) CN Description 0.035 98 Paved parking, HSG D 0.035 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA4B: Runoff = 0.41 cfs @ 12.11 hrs, Volume= 0.022 af, Depth> 7.14" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=7.38" Area (ac) CN Description 0.037 98 Paved parking, HSG D 0.037 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA4C: Runoff = 0.31 cfs @ 12.11 hrs, Volume= 0.017 af, Depth> 7.14" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=7.38" Area (ac) CN Description 0.028 98 Paved parking, HSG D 0.028 98 100.00% Impervious Area MSE 24-hr 3 Rainfall=7.38"100-Yr Proposed Prepared by Schultz Engineering And Site Design Page 11HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA5: Runoff = 1.25 cfs @ 12.11 hrs, Volume= 0.058 af, Depth> 5.08" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=7.38" Area (ac) CN Description 0.002 98 Paved parking, HSG D 0.136 80 >75% Grass cover, Good, HSG D 0.138 80 Weighted Average 0.136 80 98.55% Pervious Area 0.002 98 1.45% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA6: Runoff = 1.64 cfs @ 12.11 hrs, Volume= 0.077 af, Depth> 5.08" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=7.38" Area (ac) CN Description 0.003 98 Paved parking, HSG D 0.178 80 >75% Grass cover, Good, HSG D 0.181 80 Weighted Average 0.178 80 98.34% Pervious Area 0.003 98 1.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA7: Runoff = 0.23 cfs @ 12.11 hrs, Volume= 0.011 af, Depth> 5.13" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.05 hrs MSE 24-hr 3 Rainfall=7.38" MSE 24-hr 3 Rainfall=7.38"100-Yr Proposed Prepared by Schultz Engineering And Site Design Page 12HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Area (ac) CN Description 0.001 98 Paved parking, HSG D 0.024 80 >75% Grass cover, Good, HSG D 0.025 81 Weighted Average 0.024 80 96.00% Pervious Area 0.001 98 4.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Reach CO1: Inflow Area = 0.035 ac,100.00% Impervious, Inflow Depth > 7.14" Inflow = 0.38 cfs @ 12.11 hrs, Volume= 0.021 af Outflow = 0.38 cfs @ 12.12 hrs, Volume= 0.021 af, Atten= 2%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 4.56 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.44 fps, Avg. Travel Time= 0.9 min Peak Storage= 7 cf @ 12.12 hrs Average Depth at Peak Storage= 0.30' , Surface Width= 0.21' Bank-Full Depth= 0.33' Flow Area= 0.1 sf, Capacity= 0.35 cfs 4.0" Round Pipe n= 0.010 Length= 80.0' Slope= 0.0200 '/' Inlet Invert= 943.58', Outlet Invert= 941.98' Summary for Reach CO2: Inflow Area = 0.066 ac,100.00% Impervious, Inflow Depth > 7.14" Inflow = 0.72 cfs @ 12.12 hrs, Volume= 0.039 af Outflow = 0.38 cfs @ 12.02 hrs, Volume= 0.039 af, Atten= 47%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 4.56 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.73 fps, Avg. Travel Time= 0.8 min Peak Storage= 7 cf @ 12.05 hrs Average Depth at Peak Storage= 0.33' Bank-Full Depth= 0.33' Flow Area= 0.1 sf, Capacity= 0.35 cfs MSE 24-hr 3 Rainfall=7.38"100-Yr Proposed Prepared by Schultz Engineering And Site Design Page 13HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC 4.0" Round Pipe n= 0.010 Length= 80.0' Slope= 0.0200 '/' Inlet Invert= 941.98', Outlet Invert= 940.38' Summary for Reach CO3: Inflow Area = 0.101 ac,100.00% Impervious, Inflow Depth > 7.14" Inflow = 0.73 cfs @ 12.11 hrs, Volume= 0.060 af Outflow = 0.73 cfs @ 12.12 hrs, Volume= 0.060 af, Atten= 1%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 5.68 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.88 fps, Avg. Travel Time= 0.4 min Peak Storage= 6 cf @ 12.12 hrs Average Depth at Peak Storage= 0.31' , Surface Width= 0.49' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.03 cfs 6.0" Round Pipe n= 0.010 Length= 44.0' Slope= 0.0200 '/' Inlet Invert= 940.38', Outlet Invert= 939.50' Summary for Reach CO4: Inflow Area = 0.035 ac,100.00% Impervious, Inflow Depth > 7.14" Inflow = 0.38 cfs @ 12.11 hrs, Volume= 0.021 af Outflow = 0.38 cfs @ 12.12 hrs, Volume= 0.021 af, Atten= 2%, Lag= 0.6 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 4.56 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.44 fps, Avg. Travel Time= 1.2 min Peak Storage= 8 cf @ 12.12 hrs Average Depth at Peak Storage= 0.30' , Surface Width= 0.21' Bank-Full Depth= 0.33' Flow Area= 0.1 sf, Capacity= 0.35 cfs MSE 24-hr 3 Rainfall=7.38"100-Yr Proposed Prepared by Schultz Engineering And Site Design Page 14HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC 4.0" Round Pipe n= 0.010 Length= 100.0' Slope= 0.0200 '/' Inlet Invert= 946.85', Outlet Invert= 944.85' Summary for Reach CO5: Inflow Area = 0.072 ac,100.00% Impervious, Inflow Depth > 7.14" Inflow = 0.78 cfs @ 12.12 hrs, Volume= 0.043 af Outflow = 0.77 cfs @ 12.12 hrs, Volume= 0.043 af, Atten= 1%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 5.73 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.70 fps, Avg. Travel Time= 1.0 min Peak Storage= 13 cf @ 12.12 hrs Average Depth at Peak Storage= 0.32' , Surface Width= 0.48' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.03 cfs 6.0" Round Pipe n= 0.010 Length= 100.0' Slope= 0.0200 '/' Inlet Invert= 943.55', Outlet Invert= 941.55' Summary for Pond CB1: Inflow Area = 0.122 ac, 63.93% Impervious, Inflow Depth > 6.38" Inflow = 1.25 cfs @ 12.11 hrs, Volume= 0.065 af Outflow = 1.25 cfs @ 12.11 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Primary = 1.25 cfs @ 12.11 hrs, Volume= 0.065 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 943.19' @ 12.11 hrs Device Routing Invert Outlet Devices #1 Primary 942.60'12.0" Round Culvert MSE 24-hr 3 Rainfall=7.38"100-Yr Proposed Prepared by Schultz Engineering And Site Design Page 15HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC L= 174.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 942.60' / 939.50' S= 0.0178 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.21 cfs @ 12.11 hrs HW=943.18' TW=940.86' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.21 cfs @ 2.58 fps) Summary for Pond CB2: Inflow Area = 0.373 ac, 85.25% Impervious, Inflow Depth > 6.83" Inflow = 3.61 cfs @ 12.11 hrs, Volume= 0.212 af Outflow = 3.61 cfs @ 12.11 hrs, Volume= 0.212 af, Atten= 0%, Lag= 0.0 min Primary = 3.61 cfs @ 12.11 hrs, Volume= 0.212 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 940.91' @ 12.11 hrs Device Routing Invert Outlet Devices #1 Primary 939.50'12.0" Round Culvert L= 42.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 939.50' / 938.80' S= 0.0167 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=3.50 cfs @ 12.11 hrs HW=940.86' TW=939.74' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.50 cfs @ 4.46 fps) Summary for Pond FB1: Inflow Area = 0.647 ac, 70.48% Impervious, Inflow Depth > 6.52" Inflow = 6.33 cfs @ 12.11 hrs, Volume= 0.352 af Outflow = 3.26 cfs @ 12.22 hrs, Volume= 0.264 af, Atten= 48%, Lag= 6.2 min Primary = 3.26 cfs @ 12.22 hrs, Volume= 0.264 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 940.02' @ 12.22 hrs Surf.Area= 0.061 ac Storage= 0.154 af Plug-Flow detention time= 127.9 min calculated for 0.264 af (75% of inflow) Center-of-Mass det. time= 63.3 min ( 814.1 - 750.8 ) Volume Invert Avail.Storage Storage Description #1 935.80' 0.221 af Custom Stage Data (Prismatic) Listed below (Recalc) MSE 24-hr 3 Rainfall=7.38"100-Yr Proposed Prepared by Schultz Engineering And Site Design Page 16HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 935.80 0.015 0.000 0.000 936.00 0.017 0.003 0.003 937.00 0.026 0.022 0.025 938.00 0.036 0.031 0.056 938.80 0.046 0.033 0.089 939.00 0.048 0.009 0.098 940.00 0.061 0.054 0.152 941.00 0.076 0.068 0.221 Device Routing Invert Outlet Devices #1 Primary 933.80'12.0" Round Culvert L= 14.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 933.80' / 933.52' S= 0.0200 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 938.80'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 935.80'0.800 in/hr Exfiltration over Surface area Primary OutFlow Max=3.23 cfs @ 12.22 hrs HW=940.01' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 3.23 cfs of 9.03 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.18 cfs @ 4.05 fps) 3=Exfiltration (Exfiltration Controls 0.05 cfs) Summary for Pond STMH2: Inflow Area = 0.100 ac,100.00% Impervious, Inflow Depth > 7.14" Inflow = 1.08 cfs @ 12.12 hrs, Volume= 0.059 af Outflow = 1.08 cfs @ 12.12 hrs, Volume= 0.059 af, Atten= 0%, Lag= 0.0 min Primary = 1.08 cfs @ 12.12 hrs, Volume= 0.059 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 940.03' @ 12.26 hrs Device Routing Invert Outlet Devices #1 Primary 939.24'12.0" Round Culvert L= 22.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 939.24' / 938.80' S= 0.0200 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.50 cfs @ 12.12 hrs HW=939.84' TW=939.77' (Dynamic Tailwater) 1=Culvert (Outlet Controls 0.50 cfs @ 1.46 fps) Summary for Link L1: Inflow Area = 0.828 ac, 55.43% Impervious, Inflow Depth > 4.94" Inflow = 4.50 cfs @ 12.15 hrs, Volume= 0.341 af Primary = 4.50 cfs @ 12.15 hrs, Volume= 0.341 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs CITY OF SAINT ANTHONY VILLAGE HENNEPIN COUNTY, MINNESOTA RESOLUTION 25-0xx A RESOLUTION APPROVING A REQUEST FOR A CONDITIONAL USE PERMIT FOR A 34-UNIT ASSISTING LIVING FACILITY, AS WELL AS VARIANCES FROM THE SIDE YARD SETBACK IN AN R-4 ZONING DISTRICT, FROM PARKING REQUIREMENTS IN AN R-4 ZONING DISTRICT, AND FROM THE IMPERVIOUS SURFACE MAXIMUM IN AN R-4 ZONING DISTRICT. WHEREAS, the City of St. Anthony Village received a request from David TeBrake on behalf of Nou Vang and Able View for an assisted living facility at 0 Foss Road (PID 31-30-23-44- 0040); and WHEREAS, the property is located in the “R-4”, Multiple Family Residential Zoning District; and WHEREAS, the subject parcel is currently undeveloped with multiple family residential development surrounding the site; and WHEREAS, assisted living facilities are allowed by Conditional Use Permit in the R-4 Zoning District; and WHEREAS, the applicant further seeks variances from setback, parking, and impervious surface requirements as detailed in the application and its supplements; and WHEREAS, the proposed facility is consistent with land uses in the immediate area, as well as with both zoning and Comprehensive Plan land use designations for the site; and WHEREAS, the variances can be found to meet the requirements and criteria for variance consideration as identified in the St. Anthony zoning ordinance; 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 held a public hearing on March 18, 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 continued its discussion at a public meeting on April 15, 2025, with additional opportunities for comment and questions; and WHEREAS, the Planning Commission recommended approval of the Conditional Use Permit and the three variances, with the conditions noted in the Staff report, and as listed below; and WHEREAS, the City Council makes the following findings of fact in support of the resolution for approval: 1.The site is zoned R-4, accommodating multiple family housing as a permitted use. 2.The R-4 Zoning can also accommodate senior housing as a conditional use in the density range proposed by the applicant. 3.Senior Housing – and in particular assisted living housing – presents a much lower demand for parking than other types of residential that would be allowed on the parcel by right. 4.Assisted living housing, given the lack of automobile use by the tenants, creates a far lower traffic generation than other types of housing that would be allowed on the parcel by right. 5.The site is narrow in dimension, and is encumbered by a storm sewer along the north and east property boundaries, limiting the site buildable areas. 6.Given the restrictions in buildable area, no reasonable construction would fit on the property, including parking and other site improvements, without flexibility in setbacks and building location. 7.The conditions on the property noted herein support the reasonable use of the property as an assisted living facility with a narrower side yard setback. 8.The nature of the use creates a demand for parking that is much lower than what would otherwise be required for underground parking supply on the site. 9.The development of underground parking for the facility would constitute a wasted cost given the low parking demand for assisted living units. 10.These factors support the approval of variances to side setback, parking, and impervious surface requirements in the R-4 district. 11.The proposed use, with the conditions attached to an approval as recommended herein, constitute a reasonable use of property, and one which is least likely of the allowable uses on the site to create unreasonable burdens on the neighborhood or on the public facilities in the area. NOW THEREFORE MAY IT BE RESOVLED, that the City Council of the City of St. Anthony Village accepts the findings and recommendations documented in the staff report and approves Conditional Use Permit and Variances as shown on the plans submitted on or before February 17, 2025 as supplemented, at 0 Foss Road, with the following conditions: 1.The applicant maintains a policy that prohibits tenants from storing personal vehicles on the premises. 2.No conversion of the property to any type of housing that is not specifically designated for assisted living may occur without a new Conditional Use Permit demonstrating compliance with all of the terms of the applicable zoning in effect, including unit count, parking supply, and other factors. 3.The retaining wall is designed by an engineer if it remains more than four feet in height. 4.The trash enclosure is constructed of materials that match those of the principal building, including the proposed roof. 5.The applicant modifies the south building exposure to add architectural features and interest to both the wall and roofline, subject to staff review and approval. The plans as resubmitted meet this condition as recommended by staff. 6.The applicant works with the City to sign the emergency vehicle lane along Foss Road for no parking. 7.The City Engineer reviews and approves the grading and drainage plans. Substantive modifications to the site plan resulting from grading plan changes may result in additional official review of the proposed plan. 8.The City Engineer approves required final designs of the bioretention and other aspects of the stormwater (and other) plans as noted in the Engineer’s memo of April 3, 2024. 9.The weed-barrier material under the deck is pervious fabric to ensure compliance with impervious surface regulations. 10.Additional landscaping plant materials are provided in the rock mulch edge along the south side of the building to help mitigate impacts of the lessened setback in this area. The updated plans reflect compliance with this condition. 11.The applicant supplement landscape plans with the recommendations of the City Engineer and as suggested in this report. 12.Additional sustainability elements recommended by the Planning Commission and approved by the City Council may be included in any final approval. 13.The proposed sign will be reviewed separately and permitted under standard sign permitting procedures. 14.The applicant constructs the project consistent with the finally approved plans. 15.The applicant enters into a Conditional Use Permit Development Agreement guaranteeing the terms of the permit and operational elements. 16.The approval recommendation incorporates the findings of fact noted in this report, and as included in the draft City Council Resolution. 17.Any additional recommendations of the Planning Commission following the public hearing. Passed in regular session of the City Council on the ___ day of _________, 2025. ____________________________________ Wendy Webster, Mayor ATTEST:____________________________ City Clerk Review for Administration: ____________________________________ Charlie Yunker, City Manager