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HomeMy WebLinkAboutPL PACKET 03182025CITY OF SAINT ANTHONY VILLAGE PLANNING COMMISSION MEETING AGENDA Tuesday, March 18, 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 01 -21 -2025 WS.PDF PC 01 -21 -2025 REG.PDF Public Hearing CUP -2708 33rd Ave NE Steve Grittman, City Planner, presenting. COVER MEMO.PDF PRESENTATION.PDF APPLICATION MATERIALS.PDF RESOLUTION 25 -0XX.PDF PH NOTICE - CUP 33RD AVE.PDF CUP - 0 Foss Rd Steve Grittman, City Planner, presenting. COVER MEMO.PDF PRESENTATION.PDF APPLICATION MATERIALS.PDF RESOLUTION 25 -0XX.PDF PH NOTICE - CUP - FOSS RD.PDF Staff Reports Other Business Long Term Rentals Ashley Morello, Assistant City Manager, presenting. COVER MEMO.PDF RENTAL PROPERTIES EXISTING CONDITIONS MAP.PDF 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. A. Documents: B. Documents: VII. VIII. A. Documents: IX. X. XI. CITY OF SAINT ANTHONY VILLAGEPLANNING COMMISSION MEETING AGENDATuesday, March 18, 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 01 -21 -2025 WS.PDFPC 01 -21 -2025 REG.PDFPublic HearingCUP-2708 33rd Ave NESteve Grittman, City Planner, presenting.COVER MEMO.PDFPRESENTATION.PDFAPPLICATION MATERIALS.PDFRESOLUTION 25 -0XX.PDFPH NOTICE - CUP 33RD AVE.PDFCUP- 0 Foss RdSteve Grittman, City Planner, presenting. COVER MEMO.PDF PRESENTATION.PDF APPLICATION MATERIALS.PDF RESOLUTION 25 -0XX.PDF PH NOTICE - CUP - FOSS RD.PDF Staff Reports Other Business Long Term Rentals Ashley Morello, Assistant City Manager, presenting. COVER MEMO.PDF RENTAL PROPERTIES EXISTING CONDITIONS MAP.PDF 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.A.Documents:B. Documents: VII. VIII. A. Documents: IX. X. XI. City of St. Anthony PLANNING COMMISSION WORK SESSION Minutes January 21, 2025 Present: Planning Commission: Chair Meridith Socha, Commissioners Corey Erickson, Minerva Hark, Barbara Anderson, Michael Mayne, Michael Corneille Absent: Commissioner Paul Morita Staff: Assistant City Manager Ashley Morello and City Planner Steve Grittman Call to Order: Chair Meridith Socha called the meeting to order at 5:32 p.m. Oath Swearing: City Clerk Jennifer Doyle conducted the swearing in of new Commission Members Michael Mayne and Michael Corneille. Commissioner Onboarding: Chair Socha welcomed the new members to the Planning Commission. Following introductions, Ms. Morello began the orientation and informed Commissioners about the demographics of the city, the city’s governance structure and key laws to be mindful of as a representative of the city. Mr. Grittman then walked the group through some basics of planning and zoning. The Commissioners and Staff engaged in discussion considering some hypothetical planning situations and city best practices as they relate to the Planning Commission members. Adjournment The meeting adjourned at 6:52 p.m. CITY OF ST. ANTHONY 1 PLANNING COMMISSION MEETING 2 JANUARY 21, 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, Assistant to the City Manager Ashley 21 Morello and Student Liaison White. 22 23 IV. APPROVAL OF AGENDA. 24 25 Motion by Commissioner Morita, seconded by Commissioner Anderson, to approve the 26 January 21, 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 Morita, seconded by Commissioner Erickson, to approve the 33 December 17, 2024, Regular Planning Commission Meeting Minutes as presented. 34 35 Motion carried 7-0. 36 37 VI. PUBLIC HEARING. 38 39 A. General Code Updates. 40 41 City Planner Grittman reviewed before the Commission this evening is a series of proposed 42 code amendments for consideration and discussion. These have been generated primarily 43 through a review of the existing (and recodified) City Code. A public hearing has been 44 noticed, although many of the general City Code amendments do not require it. Many of these 45 are thought to be clerical, but some policy issues are raised. The code sections are summarized 46 to assist in the Commission’s discussion and review. 47 48 Planning Commission Regular Meeting Minutes January 21, 2025 Page 2 If acceptable to the Commission, staff asks that the Commission make a recommendation on 1 the proposed ordinance and send it to the City Council for its consideration, along with any 2 recommended revisions to language or approach. Some of the proposed sections may be 3 withheld for further study and research if the Commission’s review requires it. 4 5 Section 1 6 This language incorporates a penalty fee clause for property owners who proceed to do work 7 without the requisite zoning or other applicable permits. The Building Code (separate from 8 the City Code) imposes a double-fee for those who undertake a construction project without 9 the required Building Permit. This clause enables the City to set an appropriate penalty fee as 10 part of the City’s fee schedule, which is typically adopted and updated on an annual basis. 11 12 Section 2 13 Resets the “Retaining Wall” Definition in the fence section, changing it from “wall, 14 Retailing”, for simple clarity and to track with how the term is used in the Code. The text of 15 the definition does not change, with the exception that a clause is added to clarify that 16 retaining walls must meet the requirements of other fences, consistent with current practice. 17 18 Section 3 19 This change updates the City’s recently adopted natural landscape language to be consistent 20 with the even more recently adopted State statutory language from 2024. 21 22 Section 4 23 This change also relates to the natural landscapes language, removing the current prohibition 24 from planting such landscapes in the right-of-way, as the City has sponsored these types of 25 alternative gardens, and modifying the maximum height of such materials, increasing it from 26 12 to 18 inches, also consistent with the 2024 state statutory language for managed natural 27 landscapes. 28 29 Section 5 30 This change deletes reference to the City’s Health Officer, which is not a designated office in 31 the City. 32 33 Section 6 34 This change deletes reference to the City’s Health Officer, which is not a designated office in 35 the City. 36 37 Sections 7 and 8 38 This is a component of the Housing Maintenance chapter of the code. Prior language dealing 39 with Temporary Storage deleted a section that could have been interpreted to accommodate 40 moving container or “Pods” use, whereas the original intent was to prohibit the use of storage 41 and shipping containers and long-term storage structures (usually in commercial or industrial 42 areas). This section redefines temporary storage specific to residential uses, then limits size to 43 128 square feet, whereas industrial shipping containers are usually a minimum of 320 square 44 feet. 45 46 Planning Commission Regular Meeting Minutes January 21, 2025 Page 3 Section 9 1 This section currently provides for removal of illegal signage by the City, irrespective of the 2 type and location of such signage. It arguably creates a duty on the part of the City to remove 3 such signage, which can be problematic on private property, or where there are other 4 circumstances that may affect the prudence of this level of enforcement. The City retains other 5 options for code compliance but proposes (on the advice of legal counsel) to limit the 6 removals option to commercial/industrial property of illegal signs that are larger than 6 square 7 feet. Signs under this size are identified in the Sign Ordinance as being specifically allowed 8 for all purposes – especially non-commercial speech and enforcement (if appropriate) would 9 best be addressed on a case-by-case basis. With this change, the smaller noncommercial 10 speech signs (6 square feet or less) would then be subject to alternative enforcement measures. 11 12 Section 10 and 11 13 This section addresses transient merchants and peddlers. The City Code has a number of 14 licensing and procedural requirements for such merchants but notes also that any such 15 merchant is required to hold a county license. In researching this process, it was noted that 16 both Hennepin and Ramsey County have extensive licensing requirements for transient 17 merchants and meddlers. Staff proposes deletion of this City licensing/regulatory requirement 18 to eliminate overlap and clarify regulatory responsibilities. One existing short section is 19 retained, specifying that the intent of the (County) licensing may not be to limit anyone’s 20 legitimate exercise of Constitutional rights, including free speech, expression, press, religion, 21 etc. 22 23 Sections 12 and 13 24 Adoption/Admin language. There are several sections of the code dealing with enforcement, 25 and that refer to the Code “Enforcement” Official. This language will be replaced with the 26 revised title Code “Compliance” Official. 27 28 Secondly, the current zoning language has several sections that refer to “permitted” activities. 29 Many of these are more accurately rendered as “allowed” activities. Because a “Permitted 30 Use” is a term of art that refers specifically to uses that DO NOT require further permitting, 31 the text is being updated to inclusively refer to “allowed” uses, which may be permitted, 32 licensed, conditional, or require some other process. 33 34 Staff is requesting the Planning Commission comment and act on this collection of code 35 amendment updates. The revised Ordinance was provided for Commission consideration. 36 37 Chair Socha opened the public hearing at 7:15 p.m. 38 39 Chair Socha referred to Section 1 and asked for Commission comments. Commissioner 40 Anderson asked if the double fee was between the building code and the city code. Mr. 41 Grittman responded the fee would be doubled. Mr. Grittman stated Cities can impose fees that 42 are equal to the cost of enforcing the code. Commissioner Anderson asked if the time and 43 flexibility should be written in the code. Mr. Grittman stated that can be suggested but staff 44 believed it was best to leave that at the discretion of the City Council. Commissioner Mayne 45 asked if there was a time period where the work was done years ago and Mr. Grittman stated 46 Planning Commission Regular Meeting Minutes January 21, 2025 Page 4 there would need to be proof. An issue would be finding a property that had numerous 1 violations. Chair Socha referred to the mention of penalty fee. Mr. Grittman stated the issue is 2 if and when the fee would be imposed. 3 4 Section 2 – There were no comments from the Commission. 5 6 Section 3 – There were no comments from the Commission. 7 8 Section 4 – There were no comments from the Commission. 9 10 Section 5 – This was deleting reference to the Health Officer and there were no comments 11 from the Commission. 12 13 Section 6 – There were no comments from the Commission. 14 15 Section 7 – Commissioner Hark asked if there is code for larger storage units and Mr. 16 Grittman stated that would fall into the storage container code. 17 18 Section 8 – There were no comments from the Commission. 19 20 Section 9 – Commissioner Anderson asked if there was a case there was a sign larger than 6 21 feet where would that be covered. Mr. Grittman stated that would be an illegal sign. The State 22 controls political signs. Commissioner Mayne asked if that limits the ability for the City to 23 enforce the code. The City does not want to be burdened to remove the signs. This came up 24 due to a neighborhood conflict. The intent of the language is not to require the City to remove 25 and dispose of a sign. Chair Socha suggest the Commission see the entire Code and discuss 26 this section further. Mr. Grittman stated staff is investigating the administrative fees more 27 broadly. Mr. Grittman will look at Section 9 further and bring back to a future Commission 28 Meeting for further discussion. Chair Socha polled the Commission, and the consensus was to 29 exempt Section 9 from approval motion. 30 31 Section 10 – Mr. Grittman explained the changes made to this section. 32 33 Section 11 – This section is adding new language from Section 10. Commissioner Erickson 34 noted he feels handicapped as he did not bring his laptop with him. Mr. Grittman stated in the 35 future he will redline anything being deleted. 36 37 Section 12 –Enforcement Officer is being replaced by Compliance Officer. 38 39 Section 13 – Chair Socha noted this is quite broad language. Assistant City Manager Morello 40 stated a third party looks at the code and suggests modifications. The Commission asked for 41 information on incidents regarding Conditional Use Permits. There were no recommendations 42 for language changes. 43 44 45 Planning Commission Regular Meeting Minutes January 21, 2025 Page 5 Motion by Commissioner Morita, seconded by Commissioner Hark, to recommend the City 1 Council adopt the General Code Updates Ordinance with the exception of Section 9. 2 3 Motion carried 7-0. 4 5 Chair Socha closed the public hearing at 7:56 p.m. There were no other members of the public 6 present. 7 8 VII. STAFF REPORTS. 9 10 Ms. Morello stated earlier today the City was notified it will be receiving funds for a 11 transportation planning grant from MNDOT. 12 13 VIII. OTHER BUSINES - NONE. 14 15 IX. COMMUNITY FORUM - NONE. 16 17 No one appeared to address the Planning Commission. 18 19 X. INFORMATION AND ANNOUNCEMENTS - NONE. 20 21 XI. ADJOURNMENT. 22 23 Motion by Commissioner Erickson, seconded by Commissioner Anderson, to adjourn the 24 meeting at 8:05 p.m. 25 26 Motion carried 7-0. 27 28 Respectfully submitted, 29 Debbie Wolfe 30 TimeSaver Off Site Secretarial, Inc. 31 MEMORANDUM To: St. Anthony Village Planning Commission From: Stephen Grittman, City Planner Date: Planning Commission Regular Meeting for March 18, 2025 GC File No: 140-01 – 25.03 Request: Request for a Conditional Use Permit for an electronic (digital display) sign for Faith Methodist Church Project Location: 2708 33rd Ave. NE; PID - 06-029-23-31-0003 BACKGROUND The applicant is proposing to upgrade an existing ground sign for message displays located at 2708 33rd Avenue NE. The ground sign would be located along the north side of the building, adjacent to 33rd Avenue in the location of the current sign. Because a portion of the sign will include an electronic digital display, the sign requires a Conditional Use Permit pursuant to Section 157.24 of the City’s Sign Ordinance. STAFF RECOMMENDATION Based on a review of the proposed sign and the applicable regulations, Staff recommends approval of the CUP request, with conditions related to compliance with code requirements applicable to dynamic display signs. GENERAL INFORMATION Applicant: Faith United Methodist Church Owner: Faith United Methodist Church Location: 2708 33rd Avenue NE Existing Land Use/Zoning: Institutional / Zoned: R-1, Single Family Residential Surrounding Land Use/Zoning: North: Single Family Residential / Zoned: R-1 East: Single Family Residential / Zoned: R-1 South: Single Family Residential / Zoned: R-1 West: Single Family Residential / Zoned: R-1 Deadline for Agency Action: Complete Application Date: 02-27-2025 60 Days: 04-28-2025 Letter Sent: No 120 Days: 06-27-2025 March 18, 2025 Page 2 ANALYSIS 1. Background The applicant proposes to upgrade their current ground sign at the subject property along Belden Drive between 33rd Avenue NE and Hilldale Avenue: The new sign would be located in the existing structure and base, but would replace the current changeable copy message area with the digital display. No external dimensions would change. The Dynamic Display will be 12 square feet (6 feet wide by 2 feet high), which is significantly less than 35% of the total allowable 150 square feet in the ROS District. The total sign display area, including both the digital and non-digital surface, appears to be less than 20 square feet, well within the allowance of 34 square feet for ground signs. 2. Dynamic Displays for institutional (or “quasi-public”) uses in the R-1 District are further subject to these additional requirements: • Percentage of allowable sign area for district: 35% • Minimum duration of continuous image: 8 Seconds • Transitions: Image changes must be instantaneous, without special effects or gradual transitions • Messages: Must be complete with each image, not continuing in context or intent to the next images • Color: Must be monochromatic against a solid black background The physical dimensions of the proposed sign are within all requirements of the relevant zoning restrictions. The operational aspects (transition, duration, messaging, and color) are ongoing regulatory requirements of the sign. The zoning ordinance requires such signs to be no closer than 15 feet to the curb. From aerial photography, the sign location appears to be approximately 22 feet from the curb line of 33rd Avenue, meeting the location requirement. 3. Applicable Code Sections. Title XV Land Usage, Chapter 154 Zoning Code, Section §154.243 establishes the process and findings required for consideration of Conditional Use Permits. March 18, 2025 Page 3 Title XV Land Usage, Chapter 157 Sign Code, Section §157.24 Dynamic Displays regulates the construction and use of electronic dynamic display signs by Conditional Use Permit, and sets the various performance standards applicable to such signs. CONCLUSION AND RECOMMENDATION Staff recommends approval of the requested Conditional Use Permit for an electronic dynamic display sign at 2708 33rd Avenue NE with the following conditions: 1. Compliance with the operational standards of the code in Section 155.29, notably the requirements for monochromatic lettering against a solid black background. As such, planning staff recommends the following motion: Motion to recommend approval of the Conditional Use Permit application for a dynamic display sign, pursuant to findings related to compliance with the applicable city regulations, conditioned on compliance with ongoing operational practices, that meet the requirements of the sign ordinance. This motion is based on a finding that the proposed display is well within the allowances for such signs, and meets all location and size requirements. ALTERNATIVE PLANNING COMMISSION ACTION 1. Motion to recommend denial of the CUP. 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. ATTACHMENTS Exhibit A: PowerPoint Presentation Exhibit B: Application and Supporting Material Exhibit C: Draft City Council Resolution Planning Commission Public Hearing: Faith Methodist Church Digital Sign CUP Presented March 18, 2025 Digital Sign CUP –2708 33rd Ave. NE Digital Sign CUP –2708 33rd Ave. NE – Physical Sign Dimensions •Proposed Sign in existing changeable copy cabinet. •12 square feet in area (2’ high by 6’ wide). •8% of sign area as digital (maximum 35% overall allowed). •Total sign area 20 sq. ft. (maximum 34 sq. ft. allowed). •20+ feet from curbline of 33rd Ave. NE (15’ required). Digital Sign CUP –2708 33rd Ave. NE – Operational Sign Requirements •Monochrome color message on solid black background. •Instantaneous display change –no scrolling, etc. •Messages must be complete on each screen –not continuous. •Minimum Display Duration: 8 seconds. Digital Sign CUP Staff Recommendation Motion to recommend approval of the Conditional Use Permit application for a dynamic display sign, pursuant to findings related to compliance with the applicable city regulations, conditioned on compliance with ongoing operational practices, that meet the requirements of the sign ordinance. This motion is based on a finding that the proposed display is well within the allowances for such signs, and meets all location and size requirements, with the following condition: 1. Compliance with the operational standards of the code in Section 155.29, notably the requirements for monochromatic lettering against a solid black background. THANK YOU –QUESTIONS? This Sign electronic reader board 2’ x 6’ dynamic display two sided replace changeable copy portion of existing sign Existing sign 2’ 6’ February 11, 2025 City of SaintAnthony Village 3301 Silver Lake Rd. St. Anthony, MN 55418 Re:Proposed LED Sign for Korean United Methodist Church Watchfire Signs offers zoning-friendly software to comply with local codes. Upon request, the software can be preset to match the brightness, hold time, and transition settings mandated by those codes. The proposed LED sign for Korean United Methodist Church, located at 2708 33rd Ave NE,will be configured for instantaneous changes between frames (no special effects) and hold times not less than 5 minutes. The brightness will be factory-adjusted not to exceed 4,500 NITs during the day, and 450 at night. Brightness controls are password-protected from end-user manipulation. All Watchfire signs are equipped with a default mechanism to turn the sign “black” in case of a major malfunction. Brightness Controls x Watchfire LED display software uses what is referred to as a software photocell and relies on the zip code location of the sign to determine the longitude and latitude. The sign is appropriately dimmed or brightened based on seasonally adjusted sunrise and sunset times. x An actual 100-step photocell is available to control brightness. When present the photocell takes priority over the software photocell. The photocell responds to actual light conditions. Thank you, Ray Digby Office 800-637-2645, ext 3006 email ray.digby@watchfiresigns.com Ray Digby CITY OF SAINT ANTHONY VILLAGE HENNEPIN COUNTY, MINNESOTA RESOLUTION 25-0xx A RESOLUTION APPROVING A REQUEST FOR A CONDITIONAL USE PERMIT FOR AN ELECTRONIC DYNAMIC DISPLAY SIGN AT 2708 33RD AVENUE NE IN THE “R-1”, SINGLE FAMILY RESIDENTIAL ZONING DISTRICT WHEREAS, the City of St. Anthony Village received a request on behalf of the Nativity Lutheran Church for a ground sign with an electronic dynamic display at 2708 33rd Avenue NE; and WHEREAS, the property is located in the “R-1”, Single Family Residential Zoning District; and WHEREAS, the subject parcel is currently developed with an existing ground sign; and WHEREAS, such electronic digital display signs are allowed by Conditional Use Permit in the R-1 District; and WHEREAS, the proposed sign is otherwise consistent with the requirements of the Sign Ordinance with regard to size and other standards, or will be made so pursuant to City approval; and WHEREAS, the sign can be constructed to be consistent with the materials standards required by the Sign Ordinance related to such signs; and WHEREAS, the City Council 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 recommended approval of the Conditional Use Permit 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 property is located in an area of institutional and residential land uses on a minor collector roadway. 2. The proposed sign is reasonably consistent with the character of the neighborhood in which it is located. 3. The dimensional requirements of the City’s Sign Ordinance can be met by the proposed application as verified. 4. The proposed improvements constitute a reasonable use of the property. 5. The operational aspects of the City’s Sign Ordinance can be met on an ongoing basis by the owner/operator of the sign. 6. The proposed sign, constructed and operated within the requirements of the Code, is not expected to adversely impact surrounding property or public areas. 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 for a dynamic display sign as shown on the plans submitted as of February 27, 2025, at 2708 33rd Avenue NE, with the following conditions: 1. Compliance with the operational standards of the code in Section 157.24 notably the requirements for a static, monochrome message of at least 8 seconds duration on a black background, and other related requirements. 2. Applicant applies for all appropriate permits and complies with all other applicable ordinance provisions. 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 NOTICE OF A PUBLIC HEARING March 18, 2025, 7:00 p.m. City Hall, 3301 Silver Lake Road, St. Anthony, MN 55418 Notice is hereby given that the City of Saint Anthony Village Planning Commission will hold a public hearing to solicit public response to a request for a Conditional Use Permit for a dynamic display sign. The proposed project consists of replacing the message area of the existing freestanding sign with a digital display. PROJECT LOCATION: 2708 33rd Ave NE; PID: 06-029-23-31-0003 APPLICANT: Faith United Methodist Church The City Council is expected to consider the Planning Commission’s recommendation of the proposed Conditional Use Permit at their regular meeting on April 8, 2025, pending Commission action. The Planning Commission agenda and packet item relating to this application will be made available prior to the meeting online at www.savmn.com. Ways to Comment: In Person The public is welcome to attend in person at the City of Saint Anthony Community Center, 3301 Silver Lake Road, in the Council Chambers at 7:00 p.m. Written Written comments may be taken at the St. Anthony Village City Hall, 3301 Silver Lake Road, St. Anthony Village, Minnesota 55418, online at savmn.com (Planning Commission—Comment or Question) or via email to planner@savmn.com until the date of the public hearing. Questions? Questions may be directed to the City Planner at 612-409-6503. Steve Grittman City Planner MEMORANDUM To: Saint Anthony Village Planning Commission From: Stephen Grittman, City Planner Date: Planning Commission Regular Meeting for March 18, 2025 GC File No: 140-01 – 25.02 Request: Request for a Conditional Use Permit for a 34-unit Assisted Living Facility in an R-4 District, and Variances to required side yard setback and parking requirements – Able View/David TeBrake BACKGROUND The applicant is proposing 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 neighboring land. The project requires a Conditional Use Permit for a senior residential building of between 20 and 40 units per acre, and 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. 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 March 18, 2025 Page 2 60 Days: 04-18-2025 Letter Sent: No 120 Days: 06-17-2025 ANALYSIS 1. Land Use The applicant proposes to develop a 34-unit multi-family assisted living project on the subject property on Foss Road as shown below: Land Use. The site is zoned R-4, Multi-Family Residential, consisting of .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. March 18, 2025 Page 3 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 anticipated to be handled by outside parties. To ensure that this aspect of the conditions are complied with, 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. 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. 2. 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. 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 to date. 3. 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 March 18, 2025 Page 4 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. 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. 4. 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 site plan showing just 11 spaces, accounting for employee parking demand and a few limited visitor spaces during most days. Staff would be concerned that this supply would be inadequate during events or other holiday visiting times. Because Foss Road is often used for on-street parking, this supply issue could be an occasional nuisance during peak usage. 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 11 surface spaces in part because impervious surface standards on this small parcel limit further pavement for parking or other purposes. 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 March 18, 2025 Page 5 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. 5. 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. 6. 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. 7. 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 is designed to fall just within the maximum impervious surface coverage of 50% for the R-4 District. This coverage 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. March 18, 2025 Page 6 8. 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 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. 9. 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 notice 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. 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 two variances, one for setback to the south property line, and another for parking design and supply (surface parking only). 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 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. March 18, 2025 Page 7 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. Staff Recommendation Planning staff recommends approval of the proposed project, including the Conditional Use Permit, Variance for side setback, and Variance for parking. 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 two variance requests. For the setback variance, as noted 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. 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: 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. 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. 6. The applicant works with the City to sign the emergency vehicle lane along Foss Road for no parking. March 18, 2025 Page 8 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 weed-barrier material under the deck is pervious fabric to ensure compliance with impervious surface regulations. 9. 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. 10. Sustainability elements recommended by the Planning Commission and approved by the City Council may be included in any final approval. 11. The proposed sign will be reviewed separately and permitted under standard sign permitting procedures. 12. The applicant constructs the project consistent with the finally approved plans. 13. The applicant enter into a Conditional Use Permit Development Agreement guaranteeing the terms of the permit and operational elements. 14. The approval recommendation incorporates the findings of fact noted in this report, and as included in the draft City Council Resolution. 15. 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 property boundary, 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. March 18, 2025 Page 9 10. These factors support the approval of variances to side setback and to parking 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. 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. ATTACHMENTS Exhibit A: Powerpoint Presentation Exhibit B: Application and Supporting Material Exhibit C: Draft City Council Resolution Planning Commission Public Hearing: Foss Road Assisted Living –CUP/Variances Presented March 18, 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 prohibits 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 11 space supply. 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, and Variance for parking. 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 two variance requests. For the setback variance, as noted 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. 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. 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. 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. 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. Conditions of Approval, cont’d. 8. The weed-barrier material under the deck is pervious fabric to ensure compliance with impervious surface regulations. 9. 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. 10. Sustainability elements recommended by the Planning Commission and approved by the City Council may be included in any final approval. 11. The proposed sign will be reviewed separately and permitted under standard sign permitting procedures. 12. The applicant constructs the project consistent with the finally approved plans. 13. The applicant enter into a Conditional Use Permit Development Agreement guaranteeing the terms of the permit and operational elements. 14. The approval recommendation incorporates the findings of fact noted in this report, and as included in the draft City Council Resolution. THANK YOU –QUESTIONS? Change ID Change Name Change Last Modified 74 - SITE PLAN / FIRST FLOOR PLAN : Plotted on 2/17/25 at 2:08 PM - /Users/chrishogan/Public/Miller Projects/ 35256-Able View Assisted Living/Design Drawings and Data/Able View Assisted Living_SD1.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 : ISSUED SHEET NO. DRAWN BY:ABLE VIEW ASSISTED LIVINGNEW CONSTRUCTION - 34 UNITSFOSS ROADSHEET TITLE SITE PLAN / FIRST FLOOR PLAN 2/17/25 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"15'-8" (15'-0" MIN)24'-0"DRIVE ACCESS37'-8"(CURB CUTSEPARATION)9'-0" TYPICAL 20'-0"TYPICAL47'-10 3/4"18'-0"8'-0"8'-0"72'-0" (8 STALLS) 16'-0" (TURN AROUND) 15'-0"10'-0"15'-8"(APPROXIMATE)53'-9" (APPROXIMATE)20'-10 " 16'-10" 5'-0" 12'-0" R 5'-0" R 5'-0" R 15'-0" R 50'-0" R 30'-0" R 5'-0" R 3'-0" ASSISTED LIVING BUILDING 10,413 sq ft - 34 UNITS (948.25 FFE) 428 sq ft 16,764 sq ft 1,051 sq ft 243 sq ft 595 sq ft EXIT LANDING ELEV. 944.00 FFE (SIDE SETBACK - 20'-0") (SIDE SETBACK -20'-0")(FRONT SETBACK - 20'-0")(REAR SETBACK - 40'-0")TYPICALUNIT TYPICALUNIT TYPICALUNIT TYPICALUNIT TYPICALUNIT 11 FDC TRASHENCLOSURESTORMWATER 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 (SEE CIVIL) TYPICALUNIT DS DS DS DS DS DS DSDSDSDSDS PATIO EXISTING APARTMENTBUILDING EXISTING GARAGE MONUMENTSIGNAGE 8'-0" HIGH34 SF ONE SIDE(SEPARATESUBMITTAL) KITCHEN DRYSTORAGEDISH-WASHING DINING NURSESTATION MEDROOM PUBLIC RR MECH/ELEC/RISER SOILEDUTILITY CLEANUTILITY/CLEANLINEN STORAGE TUBROOMJAN. 199'-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 UNIT 336 sq ft -28 UNITS- ACCESSIBLE UNIT 408 sq ft -2 UNITS- DOUBLE UNIT 541 sq ft -2 UNITS- DOUBLE UNIT ACCESSIBLE 552 sq ft -2 UNITS- 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 NORTH NORTH SITE INFORMATION: SITE AREA: 37,229 SF SITE ZONING: R-4 PARKING: 11 STALLS ( 1 ACCESSIBLE) GREEN SPACE: 18,653 SF (50.1%) TOTAL IMPERVIOUS (INCLUDING BUILDING): 18,576 SF (49.9%) 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 2/17/25 at 2:08 PM - /Users/chrishogan/Public/Miller Projects/ 35256-Able View Assisted Living/Design Drawings and Data/Able View Assisted Living_SD1.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 : ISSUED SHEET NO. DRAWN BY:ABLE VIEW ASSISTED LIVINGNEW CONSTRUCTION - 34 UNITSFOSS ROADSHEET TITLE LANDSCAPE PLAN 2/17/25 PROJECT STATUS - NOT FOR CONSTRUCTION - SITE PLAN REVIEWASSISTED LIVING BUILDING 10,413 sq ft - 34 UNITS (948.25 FFE) 428 sq ft 16,764 sq ft 1,051 sq ft 243 sq ft 595 sq ft DOWNSPOUT LOCATION, COLLECTED SEE CIVILDOWNSPOUT 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 GL 1 FAM 1 FAM 1 FAM 1 FAM 1 FAM 1 FAM 1 FAM 1 FAM 1 FAM 1 FAM 1 GL 1 GL 1 GL 1 AREA OF LANDSCAPE ROCK WITH WEED BARRIER & EDGING LANDSCAPE ROCK WITH 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 TURF GRASS SOD 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 3 RETAINING WALL, SEE CIVIL MONUMENT SIGNAGE GFS 4 AFD 9TRASHENCLOSURE STORMWATERPOND(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 PATIO TYPE LANDSCAPE SCHEDULE QUANTITY COMMON NAME SCIENTIFIC NAMESIZE FAM 10 FLAME AMUR MAPLE Acer ginnala (Flame) AFD GFS SSG NOTES: 19 ARTIC FIRE RED REDOSIER DOGWOOD Cornus sericea (Farrow) 27 20 GOLD FLAME SPIREA Spirea bumalda (Goldflame) SHENANDOAH SWITCHGRASS Panicum virgatium (Shenandoah) 2.5" cal. 2 LB 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. 3 LB 3 LB GL 4 GLENLEVEN LINDEN TREE Tilia flavescens (Glenleven)2.5" cal. 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 2/17/25 at 2:08 PM - /Users/chrishogan/Public/Miller Projects/ 35256-Able View Assisted Living/Design Drawings and Data/Able View Assisted Living_SD1.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 : ISSUED SHEET NO. DRAWN BY:ABLE VIEW ASSISTED LIVINGNEW CONSTRUCTION - 34 UNITSFOSS ROADSHEET TITLE SITE PHOTOMETRIC PLAN 2/17/25 PROJECT STATUS - NOT FOR CONSTRUCTION - SITE PLAN REVIEWASSISTED LIVING BUILDING 10,413 sq ft - 34 UNITS (948.25 FFE) 428 sq ftTRASHENCLOSURE 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 PATIO 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 FEET 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 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 issubject 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 presentedin this document is not intended as any commercial offer and does notform 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 2/17/25 at 2:08 PM - /Users/chrishogan/Public/Miller Projects/ 35256-Able View Assisted Living/Design Drawings and Data/Able View Assisted Living_SD1.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 : ISSUED SHEET NO. DRAWN BY:ABLE VIEW ASSISTED LIVINGNEW CONSTRUCTION - 34 UNITSFOSS ROADSHEET TITLE EXTERIOR ELEVATIONS 2/17/25 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 FLOOR 100'-0" F.F.E. - SECOND FLOOR 111'-0" ROOF TRUSS BEARING 120'-0" F.F.E. - FIRST FLOOR 100'-0" F.F.E. - SECOND FLOOR 111'-0" ROOF TRUSS BEARING 120'-0" F.F.E. - FIRST FLOOR 100'-0" F.F.E. - SECOND FLOOR 111'-0" ROOF TRUSS BEARING 120'-0" F.F.E. - FIRST FLOOR 100'-0" F.F.E. - SECOND FLOOR 111'-0" ROOF TRUSS BEARING 120'-0" F.F.E. - EXIT STAIR 96'-0" PREFINISHED 8" EXPOSURE ARCHITECTURAL METAL LAP SIDING - WHITE PREFINISHED 5" EXPOSURE ARCHITECTURAL METAL LAP SIDING - LIGHT 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 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 DECK AND GUARDRAIL DECK 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 12 4 12 4 EXTERIOR MATERIAL QUANTITIES: SIMULATED STONE MASONRY 512 SF (4.7%) PREFINISHED ARCHITECTURAL SIDING 8,747 SF (79.5%) VINYL WINDOW OPENINGS 1,433 SF (13.0%) 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 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 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: 02/17/2025 ISSUE DATE: 02/17/2025 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 = 1 2" 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. LICENSE NO.: 43129 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 BRIAN J. SCHULTZ, 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: 02/17/2025 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 - 3 4 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: - 1 2" 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 221 2° 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 11 2" 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" 3 4" 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" 3 4" 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 LICENSE NO.: 43129 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 BRIAN J. SCHULTZ, PE DATE: 02/17/2025 OHPOHPOHPOHPOHPOHPOHPOHPOHP SNSNSNSNSNSNSNSNSNSNIIIIIIIIIISNSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTST 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)STSTSTSTSTSTST9 3 9 9 4 0 941 942 943 944 945 946 947 948 949 945 946 947 948 949 95 0 951 952 941 942 943944 945 944 947 948 949945 946 947948949950941 940 94 5 946 939 9 3 4 9 3 5 9 3 6 93 7 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: 02/17/2025 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 LICENSE NO.: 43129 BRIAN J. SCHULTZ, PE 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 C6). 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: 02/17/2025 OHPOHPOHPOHPOHPOHPOHPOHPOHP SNSNSNSNSNSNSNSNSNSNIIIIIIIIIISNSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTST 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)STSTSTSTSTSTST9 3 9 9 4 0 941 942 943 944 945 946 947 948 949 945 946 947 948 949 95 0 951 952 941 942 943944 945 944 947 948 949945 946 947948949950941 940 94 5 946 939 9 3 4 9 3 5 9 3 6 93 7 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: 02/17/2025 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 LICENSE NO.: 43129 BRIAN J. SCHULTZ, PE 944 942 940 936940938942946946 9469 4 4 944946948 944950 944 938940 940 938 9 4 0 9 3 8 PROPOSED BUILDING FFE = 948.25 RETAINING WALL #1 HEIGHT = 0 TO 4.5-FT LENGTH = 147-FT CB1 (27" ID) RIM = 945.60 INV = 942.60 CB2 (48" ID) RIM = 943.00 INV = 939.50 SUMP = 935.50 138 LF 12" HDPE @ 2.25% 42 LF 12" HDPE @ 1.67% CLEANOUT (CO1) RIM = 947.05 INV = 943.06 CLEANOUT (CO2) RIM = 946.95 INV = 941.66 CLEANOUT (CO3) RIM = 944.05 INV = 940.26 CLEANOUT (CO5) RIM = 950.00 INV = 944.89 CLEANOUT (CO4) RIM = 950.85 INV = 946.85 98 LF 4" SCH 40 PVC @ 2.00%98 LF 6" SCH 40 PVC @ 2.00% 24 LF 6" PVC @ 2.00% 12" FLARED END SECTION INV = 938.80 12" FLARED END SECTION INV = 938.80 38 LF 6" PVC @ 2.00% 70 LF 6" PVC @ 2.00% 70 LF 4" PVC @ 2.00%FILTRATION BASIN (FB1) (SEE 1/C3) BOTTOM OF BASIN = 936.00 BASIN OUTLET = 938.80 TOP OF BASIN = 941.00 WATER QUALITY LEVEL = 937.80 100-YR PEAK HWL = 939.27 BASIN EMERGENCY OVERFLOW = 940.00 TOP OF BERM ELEV = 945.00 (TYP) TOP OF BERM ELEV = 940.00 (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 = 943.00 INV = 939.08 SUMP = 935.08 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) 4" SCH 40 PVC @ 2.00% (TYP) 14 LF 12" HDPE @ 2.00% 5 LF 12" HDPE @ FLAT OUTLET CONTROL STRUCTURE (OCS1) (SEE 1/C3) BASIN EMERGENCY OVERFLOW ELEV = 940.00 (TYP) CONNECT TO EXISTING 18" RCP STORM SEWER W/ NEW MANHOLE INV = 928.19 (FIELD VERIFY) STMH3 (48" ID) RIM = 937.90 INV S = 933.72 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 BASIN BOTTOM 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 934.00 SAND BOTTOM 934.50 BASIN BOTTOM 936.00 BASIN OUTLET 938.80 12" HDPE (SEE PLAN) OVERFLOW GRATE TOP OF BERM 941.00 TOP OF BERM OVERFLOW GRATE 940.80 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 939.27 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. REPLACE BITUMINOUS PAVEMENT, CURB & GUTTER, AND VALLEY GUTTER PER CITY REQUIREMENTS (SEE C6). 14 LF 12" HDPE @ 2.00% CLEANOUT (CO6) RIM = 945.10 INV W = 942.93 INV NE = 939.56 TOP OF BERM ELEV = 941.00 (TYP) CLEANOUT W/ WATERTIGHT CAP (TYP - SEE 1/C3) CLEANOUT W/ WATERTIGHT CAP (TYP - SEE 1/C3) CLEANOUT (CO7) RIM = 943.25 INV = 939.40 TOP OF BERM ELEV = 941.00 (TYP) NOTE: CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS AND APPROVALS FOR WORK WITHIN THE PUBLIC RIGHT OF WAY.9369 4 0 936938940942DEMOLITION LIMITS (TYP) (AT PROPERTY LINE)DEMOLITION LIMITS (TYP) (AT PROPERTY LINE) 4" SCH 40 PVC @ 2.00% (TYP) DATE: 02/17/2025 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: 02/17/2025 xx/xx/2025 xx/xx/2025 REVISIONS SCHULTZ ENGINEERING & SITE DESIGN DESCRIPTION 3 xx/xx/2025 4 xx/xx/2025 LICENSE NO.: 43129 BRIAN J. SCHULTZ, PE 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 = 18,430 sf Base water quality volume: 18,430 sf x 1.1-in = 1,690 cf Adjusted water quality volume: (for filtration basins) 1,690 sf ÷ 0.50 = 3,380 cf Filtration Basin Provided filtration volume: 0.080 acre-ft = 3,480 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 = 33.6 in (2.8-ft) / 0.80 in/hr = 42 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 0.42 acres 0.40 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. 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. 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 C5 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: 02/17/2025 OHPOHPOHPOHPOHPOHPOHPOHPOHP SNSNSNSNSNSNSNSNSNIIIIIIIIISNSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTST 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)STSTSTSTSTSTST9 3 9 9 4 0 941 942 943 944 945 946 947 948 949 945 946 947 948 949 95 0 951 952 941 942 943944 945 944 947 948 949945 946 947948949950941 940 94 5 946 939 9 3 4 9 3 5 9 3 6 93 7 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: 02/17/2025 xx/xx/2025 xx/xx/2025 REVISIONS SCHULTZ ENGINEERING & SITE DESIGN DESCRIPTION 3 xx/xx/2025 4 xx/xx/2025 LICENSE NO.: 43129 BRIAN J. SCHULTZ, PE TEMPORARY ROCK CONSTRUCTION ENTRANCE ACCESS R O A D 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) 12 15 18 21 24 27 30 36 42 48 8 8 10 10 12 12 14 16 18 20 5 5 6 8 10 10 15 18 20 20 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" 8 8 10 15 15 15 20 25 30 40 10 10 15 15 20 20 25 30 40 50 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 944 942 940 936940938942946946 9469 4 4 944946948 944950 944 938940 940 938 9 4 0 9 3 89369 4 0 936938940942PROPOSED 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 1010 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 1360 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. DATE: 02/17/2025 OHPOHPOHPOHPOHPOHPOHPOHPOHP SNSNSNSNSNSNSNSNSNSNIIIIIIIIIISNSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTST 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)STSTSTSTSTSTST9 3 9 9 4 0 941 942 943 944 945 946 947 948 949 945 946 947 948 949 95 0 951 952 941 942 943944 945 944 947 948 949945 946 947948949950941 940 94 5 946 939 9 3 4 9 3 5 9 3 6 93 7 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: 02/17/2025 xx/xx/2025 xx/xx/2025 REVISIONS SCHULTZ ENGINEERING & SITE DESIGN DESCRIPTION 3 xx/xx/2025 4 xx/xx/2025 LICENSE NO.: 43129 BRIAN J. SCHULTZ, PE 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 C3 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 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" PV C @ 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. 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/C6) CONCRETE PATIO (TYP) ADA RAMPS W/ LANDING (SEE 2/C6) BITUMINOUS PAVEMENT (TYP)BITUMINOUS PAVEMENT (TYP) B612 CURB & GUTTER (TYP) B612 CURB & GUTTER (TYP) END CURB & GUTTER W/ 2-FT TAPER (TYP) B612 CURB & GUTTER (TYP) END CURB & GUTTER W/ 2-FT TAPER (TYP) CONCRETE PAVEMENT (TYP) CONCRETE SIDEWALK (TYP) ADA RAMP (SEE 1/C6) NOTE: OWNER SHALL OBTAIN PERMISSION FROM ADJACENT PROPERTY OWNER FOR MINOR TRENCH EXCAVATION FOR WATER SERVICE INSTALLATION. PEDESTRIAN ADA RAMP FLUSH W/ CURB NTS1 1:12 SLO P E MAX. 6" CURB FACE (TYP)TRUNCATED DOMES AS PER MNDOT STD. PLATE 7038A SIDE W A L K FLUSH W/ PAVEMENT PAVEMENT 6' 5' FLARED CONCETE (TYP) BACK OF CURB (TYP) 3' 18" GUTTER (TYP) PEDESTRIAN ADA RAMPS W/ LANDING NTS 1:12 SLO P E MAX. 6" CURB FACE TRUNCATED DOMES AS PER MNDOT STD. PLATE 7038A SIDE W A L K SIDE W A L K 7' 9' 7' 5' 6" CURB FACE 1:12 SLOPE MAX.PAVEMENT 2 CONCRETE DRIVEWAY ENTRANCE (VERIFY W/ CITY) 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 NOTE: CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS AND APPROVALS FOR WORK WITHIN THE PUBLIC RIGHT OF WAY. RETAINING WALL #1 HEIGHT = 0 TO 4.5-FT LENGTH = 147-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 DATE: 02/17/2025 6" C900 PVC 6" 45º BEND 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. _______________________________________ Brian J. Schultz DATE: 02/17/2025 REG. NO.: 43129 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 = 18,430-SF Base Filtration Volumes: 18,430 SF x 1.1-in = 1,690 cf Adjusted Filtration Volume: 1,690 cf ÷ 0.50 = 3,380 cf (TP Removal Factor) Provided Treatment Volume Provided Filtration Volume: (FB1) – 0.080 ac-ft x 43,560 cf/ac-ft = 3,480 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 = 33.6 in (2.8-ft) / 0.80 in/hr = 42 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-DA4D 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 0.66 1.25 DA2 0.44 0.67 1.18 DA3A 0.15 0.22 0.38 DA3B 0.13 0.19 0.34 DA3C 0.15 0.22 0.38 DA4A 0.15 0.22 0.38 DA4B 0.15 0.23 0.41 DA4C 0.12 0.18 0.31 DA4D 0.15 0.23 0.40 DA5 0.38 0.74 1.60 DA6 0.39 0.77 1.67 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 936.00 Basin Outlet 938.80 Top of Basin 941.00 2-year Peak Water Level 937.14 2-year Peak Outflow (cfs) 0.72 10-year Peak Water Level 938.00 10-year Peak Outflow (cfs) 0.82 100-year Peak Water Level 939.72 100-year Peak Discharge (cfs) 1.79 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 1.07 1.53 2.55 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 1.07 10-Year 2.60 1.53 100-Year 6.41 2.55 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)STSTSTSTSTSTST939940941942943944945946947948949945946947948949950951952941942943944945944947948949 945946947948949950941940945946939934935936937938933932931OHPOHPOHPOHPOHPOHPOHPOHPOHP951950EXIST1EXIST2 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)STSTSTSTSTSTST939940941942943944945946947948949945946947948949950951952941942943944945944947948949 945946947948949950941940945946939934935936937938933932931OHPOHPOHPOHPOHPOHPOHPOHPOHP95195094494294093 6 94 0 93 8 94 2 946946 9469449449469489 4 4950944 93894094093894093893694093693894094203060SCALE:1"=30'NDA4ADA3ADA5DA6DA6DA6DA1DA7DA4CDA4DDA3BDA3CDA2DA4BPROPOSED DRAINAGE 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 DA4A DA4B DA4C DA4D DA5 DA6 DA7 CO1 CO2 CO3 CO4 CO5 CO6 CO7 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) 0.426 80 >75% Grass cover, Good, HSG D (DA1, DA2, DA5, DA6, DA7) 0.427 98 Paved parking, HSG D (DA1, DA2, DA3A, DA3B, DA3C, DA4A, DA4B, DA4C, DA4D, DA5, DA6, DA7) 0.853 89 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, DA4A, DA4B, DA4C, DA4D, 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 0.426 0.000 0.426 >75% Grass cover, Good DA1, DA2, DA5, DA6, DA7 0.000 0.000 0.000 0.427 0.000 0.427 Paved parking DA1, DA2, DA3A, DA3B, DA3C, DA4A, DA4B, DA4C, DA4D, 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 943.06 941.66 70.0 0.0200 0.010 0.0 4.0 0.0 2 CO2 941.66 940.26 70.0 0.0200 0.010 0.0 4.0 0.0 3 CO3 940.26 939.50 38.0 0.0200 0.010 0.0 6.0 0.0 4 CO4 946.85 944.89 98.0 0.0200 0.010 0.0 4.0 0.0 5 CO5 944.89 942.93 98.0 0.0200 0.010 0.0 6.0 0.0 6 CO6 939.56 939.08 24.0 0.0200 0.010 0.0 6.0 0.0 7 CO7 939.40 939.08 16.0 0.0200 0.010 0.0 4.0 0.0 8 CB1 942.10 939.50 138.0 0.0188 0.012 0.0 12.0 0.0 9 CB2 939.50 938.80 42.0 0.0167 0.012 0.0 12.0 0.0 10 FB1 934.00 933.72 14.0 0.0200 0.012 0.0 12.0 0.0 11 STMH2 939.08 938.80 14.0 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 61.48% Impervious Runoff Depth>2.03"Subcatchment DA1: Tc=5.0 min CN=80/98 Runoff=0.41 cfs 0.021 af Runoff Area=0.109 ac 92.66% Impervious Runoff Depth>2.49"Subcatchment DA2: Tc=5.0 min CN=80/98 Runoff=0.44 cfs 0.023 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=0.035 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=0.036 ac 100.00% Impervious Runoff Depth>2.60"Subcatchment DA4D: Tc=5.0 min CN=0/98 Runoff=0.15 cfs 0.008 af Runoff Area=0.175 ac 5.71% Impervious Runoff Depth>1.21"Subcatchment DA5: Tc=5.0 min CN=80/98 Runoff=0.38 cfs 0.018 af Runoff Area=0.185 ac 1.62% Impervious Runoff Depth>1.15"Subcatchment DA6: Tc=5.0 min CN=80/98 Runoff=0.39 cfs 0.018 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=3.79 fps Inflow=0.15 cfs 0.008 afReach CO1: 4.0" Round Pipe n=0.010 L=70.0' S=0.0200 '/' Capacity=0.35 cfs Outflow=0.14 cfs 0.008 af Avg. Flow Depth=0.22' Max Vel=4.40 fps Inflow=0.27 cfs 0.014 afReach CO2: 4.0" Round Pipe n=0.010 L=70.0' 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=38.0' 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=98.0' 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=98.0' S=0.0200 '/' Capacity=1.03 cfs Outflow=0.29 cfs 0.016 af Avg. Flow Depth=0.22' Max Vel=4.90 fps Inflow=0.41 cfs 0.022 afReach CO6: 6.0" Round Pipe n=0.010 L=24.0' S=0.0200 '/' Capacity=1.03 cfs Outflow=0.41 cfs 0.022 af Avg. Flow Depth=0.15' Max Vel=3.84 fps Inflow=0.15 cfs 0.008 afReach CO7: 4.0" Round Pipe n=0.010 L=16.0' S=0.0200 '/' Capacity=0.35 cfs Outflow=0.15 cfs 0.008 af Peak Elev=942.42' Inflow=0.41 cfs 0.021 afPond CB1: 12.0" Round Culvert n=0.012 L=138.0' S=0.0188 '/' Outflow=0.41 cfs 0.021 af Peak Elev=940.09' Inflow=1.26 cfs 0.065 afPond CB2: 12.0" Round Culvert n=0.012 L=42.0' S=0.0167 '/' Outflow=1.26 cfs 0.065 af Peak Elev=937.14' Storage=0.021 af Inflow=2.19 cfs 0.112 afPond FB1: Outflow=0.72 cfs 0.113 af Peak Elev=939.45' Inflow=0.55 cfs 0.029 afPond STMH2: 12.0" Round Culvert n=0.012 L=14.0' S=0.0200 '/' Outflow=0.55 cfs 0.029 af Inflow=1.07 cfs 0.131 afLink L1: Primary=1.07 cfs 0.131 af Total Runoff Area = 0.853 ac Runoff Volume = 0.132 af Average Runoff Depth = 1.86" 49.94% Pervious = 0.426 ac 50.06% Impervious = 0.427 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> 2.03" 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 0.075 98 Paved parking, HSG D 0.047 80 >75% Grass cover, Good, HSG D 0.122 91 Weighted Average 0.047 80 38.52% Pervious Area 0.075 98 61.48% 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 = 0.44 cfs @ 12.11 hrs, Volume= 0.023 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 0.101 98 Paved parking, HSG D 0.008 80 >75% Grass cover, Good, HSG D 0.109 97 Weighted Average 0.008 80 7.34% Pervious Area 0.101 98 92.66% 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 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 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 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 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 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA4D: 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 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 = 0.38 cfs @ 12.12 hrs, Volume= 0.018 af, Depth> 1.21" 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 0.010 98 Paved parking, HSG D 0.165 80 >75% Grass cover, Good, HSG D 0.175 81 Weighted Average 0.165 80 94.29% Pervious Area 0.010 98 5.71% 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 = 0.39 cfs @ 12.12 hrs, Volume= 0.018 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 0.182 80 >75% Grass cover, Good, HSG D 0.185 80 Weighted Average 0.182 80 98.38% Pervious Area 0.003 98 1.62% 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= 0.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 3.79 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.08 fps, Avg. Travel Time= 1.1 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= 70.0' Slope= 0.0200 '/' Inlet Invert= 943.06', Outlet Invert= 941.66' Summary for Reach CO2: Inflow Area = 0.066 ac,100.00% Impervious, Inflow Depth > 2.60" Inflow = 0.27 cfs @ 12.11 hrs, Volume= 0.014 af Outflow = 0.27 cfs @ 12.12 hrs, Volume= 0.014 af, Atten= 1%, Lag= 0.4 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 4.40 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.30 fps, Avg. Travel Time= 0.9 min Peak Storage= 4 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= 70.0' Slope= 0.0200 '/' Inlet Invert= 941.66', Outlet Invert= 940.26' 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= 3 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= 38.0' Slope= 0.0200 '/' Inlet Invert= 940.26', 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= 98.0' Slope= 0.0200 '/' Inlet Invert= 946.85', Outlet Invert= 944.89' 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= 98.0' Slope= 0.0200 '/' Inlet Invert= 944.89', Outlet Invert= 942.93' Summary for Reach CO6: 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= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 4.90 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.40 fps, Avg. Travel Time= 0.3 min 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 Peak Storage= 2 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= 24.0' Slope= 0.0200 '/' Inlet Invert= 939.56', Outlet Invert= 939.08' Summary for Reach CO7: Inflow Area = 0.036 ac,100.00% Impervious, Inflow Depth > 2.60" Inflow = 0.15 cfs @ 12.11 hrs, Volume= 0.008 af Outflow = 0.15 cfs @ 12.11 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 3.84 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.09 fps, Avg. Travel Time= 0.2 min Peak Storage= 1 cf @ 12.11 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= 16.0' Slope= 0.0200 '/' Inlet Invert= 939.40', Outlet Invert= 939.08' Summary for Pond CB1: Inflow Area = 0.122 ac, 61.48% Impervious, Inflow Depth > 2.03" 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 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 Peak Elev= 942.42' @ 12.11 hrs Device Routing Invert Outlet Devices #1 Primary 942.10'12.0" Round Culvert L= 138.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 942.10' / 939.50' S= 0.0188 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.39 cfs @ 12.11 hrs HW=942.41' TW=940.08' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.39 cfs @ 1.90 fps) Summary for Pond CB2: Inflow Area = 0.332 ac, 83.43% Impervious, Inflow Depth > 2.35" Inflow = 1.26 cfs @ 12.12 hrs, Volume= 0.065 af Outflow = 1.26 cfs @ 12.12 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Primary = 1.26 cfs @ 12.12 hrs, Volume= 0.065 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 940.09' @ 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=1.21 cfs @ 12.12 hrs HW=940.08' TW=936.72' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.21 cfs @ 2.58 fps) Summary for Pond FB1: Inflow Area = 0.643 ac, 65.79% Impervious, Inflow Depth > 2.09" Inflow = 2.19 cfs @ 12.12 hrs, Volume= 0.112 af Outflow = 0.72 cfs @ 12.27 hrs, Volume= 0.113 af, Atten= 67%, Lag= 9.2 min Primary = 0.72 cfs @ 12.27 hrs, Volume= 0.113 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 937.14' @ 12.27 hrs Surf.Area= 0.024 ac Storage= 0.021 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 6.5 min ( 771.6 - 765.2 ) Volume Invert Avail.Storage Storage Description #1 936.00' 0.222 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 17HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 936.00 0.013 0.000 0.000 937.00 0.022 0.017 0.017 938.00 0.036 0.029 0.046 938.80 0.047 0.033 0.080 939.00 0.050 0.010 0.089 940.00 0.066 0.058 0.147 941.00 0.084 0.075 0.222 Device Routing Invert Outlet Devices #1 Primary 934.00'12.0" Round Culvert L= 14.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 934.00' / 933.72' S= 0.0200 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 934.00'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 938.80'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.72 cfs @ 12.27 hrs HW=937.13' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.72 cfs of 6.14 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.72 cfs @ 8.29 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond STMH2: Inflow Area = 0.136 ac,100.00% Impervious, Inflow Depth > 2.60" Inflow = 0.55 cfs @ 12.12 hrs, Volume= 0.029 af Outflow = 0.55 cfs @ 12.12 hrs, Volume= 0.029 af, Atten= 0%, Lag= 0.0 min Primary = 0.55 cfs @ 12.12 hrs, Volume= 0.029 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 939.45' @ 12.12 hrs Device Routing Invert Outlet Devices #1 Primary 939.08'12.0" Round Culvert L= 14.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 939.08' / 938.80' S= 0.0200 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.53 cfs @ 12.12 hrs HW=939.45' TW=936.74' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.53 cfs @ 2.06 fps) Summary for Link L1: Inflow Area = 0.828 ac, 51.45% Impervious, Inflow Depth > 1.89" Inflow = 1.07 cfs @ 12.13 hrs, Volume= 0.131 af Primary = 1.07 cfs @ 12.13 hrs, Volume= 0.131 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 DA4A DA4B DA4C DA4D DA5 DA6 DA7 CO1 CO2 CO3 CO4 CO5 CO6 CO7 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) 0.426 80 >75% Grass cover, Good, HSG D (DA1, DA2, DA5, DA6, DA7) 0.427 98 Paved parking, HSG D (DA1, DA2, DA3A, DA3B, DA3C, DA4A, DA4B, DA4C, DA4D, DA5, DA6, DA7) 0.853 89 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, DA4A, DA4B, DA4C, DA4D, 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 0.426 0.000 0.426 >75% Grass cover, Good DA1, DA2, DA5, DA6, DA7 0.000 0.000 0.000 0.427 0.000 0.427 Paved parking DA1, DA2, DA3A, DA3B, DA3C, DA4A, DA4B, DA4C, DA4D, 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 943.06 941.66 70.0 0.0200 0.010 0.0 4.0 0.0 2 CO2 941.66 940.26 70.0 0.0200 0.010 0.0 4.0 0.0 3 CO3 940.26 939.50 38.0 0.0200 0.010 0.0 6.0 0.0 4 CO4 946.85 944.89 98.0 0.0200 0.010 0.0 4.0 0.0 5 CO5 944.89 942.93 98.0 0.0200 0.010 0.0 6.0 0.0 6 CO6 939.56 939.08 24.0 0.0200 0.010 0.0 6.0 0.0 7 CO7 939.40 939.08 16.0 0.0200 0.010 0.0 4.0 0.0 8 CB1 942.10 939.50 138.0 0.0188 0.012 0.0 12.0 0.0 9 CB2 939.50 938.80 42.0 0.0167 0.012 0.0 12.0 0.0 10 FB1 934.00 933.72 14.0 0.0200 0.012 0.0 12.0 0.0 11 STMH2 939.08 938.80 14.0 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 61.48% Impervious Runoff Depth>3.32"Subcatchment DA1: Tc=5.0 min CN=80/98 Runoff=0.66 cfs 0.034 af Runoff Area=0.109 ac 92.66% Impervious Runoff Depth>3.87"Subcatchment DA2: Tc=5.0 min CN=80/98 Runoff=0.67 cfs 0.035 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=0.035 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=0.036 ac 100.00% Impervious Runoff Depth>4.00"Subcatchment DA4D: Tc=5.0 min CN=0/98 Runoff=0.23 cfs 0.012 af Runoff Area=0.175 ac 5.71% Impervious Runoff Depth>2.34"Subcatchment DA5: Tc=5.0 min CN=80/98 Runoff=0.74 cfs 0.034 af Runoff Area=0.185 ac 1.62% Impervious Runoff Depth>2.27"Subcatchment DA6: Tc=5.0 min CN=80/98 Runoff=0.77 cfs 0.035 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=70.0' 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=70.0' 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=38.0' 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=98.0' 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=98.0' S=0.0200 '/' Capacity=1.03 cfs Outflow=0.44 cfs 0.024 af Avg. Flow Depth=0.28' Max Vel=5.45 fps Inflow=0.62 cfs 0.033 afReach CO6: 6.0" Round Pipe n=0.010 L=24.0' S=0.0200 '/' Capacity=1.03 cfs Outflow=0.61 cfs 0.033 af Avg. Flow Depth=0.19' Max Vel=4.25 fps Inflow=0.23 cfs 0.012 afReach CO7: 4.0" Round Pipe n=0.010 L=16.0' S=0.0200 '/' Capacity=0.35 cfs Outflow=0.23 cfs 0.012 af Peak Elev=942.51' Inflow=0.66 cfs 0.034 afPond CB1: 12.0" Round Culvert n=0.012 L=138.0' S=0.0188 '/' Outflow=0.66 cfs 0.034 af Peak Elev=940.26' Inflow=1.91 cfs 0.103 afPond CB2: 12.0" Round Culvert n=0.012 L=42.0' S=0.0167 '/' Outflow=1.91 cfs 0.103 af Peak Elev=938.00' Storage=0.046 af Inflow=3.49 cfs 0.182 afPond FB1: Outflow=0.82 cfs 0.182 af Peak Elev=939.55' Inflow=0.84 cfs 0.045 afPond STMH2: 12.0" Round Culvert n=0.012 L=14.0' S=0.0200 '/' Outflow=0.84 cfs 0.045 af Inflow=1.53 cfs 0.217 afLink L1: Primary=1.53 cfs 0.217 af Total Runoff Area = 0.853 ac Runoff Volume = 0.222 af Average Runoff Depth = 3.12" 49.94% Pervious = 0.426 ac 50.06% Impervious = 0.427 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 = 0.66 cfs @ 12.11 hrs, Volume= 0.034 af, Depth> 3.32" 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 0.075 98 Paved parking, HSG D 0.047 80 >75% Grass cover, Good, HSG D 0.122 91 Weighted Average 0.047 80 38.52% Pervious Area 0.075 98 61.48% 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 = 0.67 cfs @ 12.11 hrs, Volume= 0.035 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 0.101 98 Paved parking, HSG D 0.008 80 >75% Grass cover, Good, HSG D 0.109 97 Weighted Average 0.008 80 7.34% Pervious Area 0.101 98 92.66% 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 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 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 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 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 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA4D: 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 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 = 0.74 cfs @ 12.12 hrs, Volume= 0.034 af, Depth> 2.34" 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 0.010 98 Paved parking, HSG D 0.165 80 >75% Grass cover, Good, HSG D 0.175 81 Weighted Average 0.165 80 94.29% Pervious Area 0.010 98 5.71% 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 = 0.77 cfs @ 12.12 hrs, Volume= 0.035 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 0.182 80 >75% Grass cover, Good, HSG D 0.185 80 Weighted Average 0.182 80 98.38% Pervious Area 0.003 98 1.62% 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= 1.0 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= 70.0' Slope= 0.0200 '/' Inlet Invert= 943.06', Outlet Invert= 941.66' 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= 0.8 min Peak Storage= 6 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= 70.0' Slope= 0.0200 '/' Inlet Invert= 941.66', Outlet Invert= 940.26' 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= 0.4 min Peak Storage= 4 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= 38.0' Slope= 0.0200 '/' Inlet Invert= 940.26', 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= 1.3 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= 98.0' Slope= 0.0200 '/' Inlet Invert= 946.85', Outlet Invert= 944.89' 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= 1.1 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= 98.0' Slope= 0.0200 '/' Inlet Invert= 944.89', Outlet Invert= 942.93' Summary for Reach CO6: Inflow Area = 0.100 ac,100.00% Impervious, Inflow Depth > 4.00" Inflow = 0.62 cfs @ 12.12 hrs, Volume= 0.033 af Outflow = 0.61 cfs @ 12.12 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 5.45 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.58 fps, Avg. Travel Time= 0.3 min 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 Peak Storage= 3 cf @ 12.12 hrs Average Depth at Peak Storage= 0.28' , 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= 24.0' Slope= 0.0200 '/' Inlet Invert= 939.56', Outlet Invert= 939.08' Summary for Reach CO7: Inflow Area = 0.036 ac,100.00% Impervious, Inflow Depth > 4.00" Inflow = 0.23 cfs @ 12.11 hrs, Volume= 0.012 af Outflow = 0.23 cfs @ 12.11 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 4.25 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.23 fps, Avg. Travel Time= 0.2 min Peak Storage= 1 cf @ 12.11 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= 16.0' Slope= 0.0200 '/' Inlet Invert= 939.40', Outlet Invert= 939.08' Summary for Pond CB1: Inflow Area = 0.122 ac, 61.48% Impervious, Inflow Depth > 3.32" Inflow = 0.66 cfs @ 12.11 hrs, Volume= 0.034 af Outflow = 0.66 cfs @ 12.11 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.0 min Primary = 0.66 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 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 Peak Elev= 942.51' @ 12.11 hrs Device Routing Invert Outlet Devices #1 Primary 942.10'12.0" Round Culvert L= 138.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 942.10' / 939.50' S= 0.0188 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.64 cfs @ 12.11 hrs HW=942.50' TW=940.24' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.64 cfs @ 2.16 fps) Summary for Pond CB2: Inflow Area = 0.332 ac, 83.43% Impervious, Inflow Depth > 3.71" Inflow = 1.91 cfs @ 12.11 hrs, Volume= 0.103 af Outflow = 1.91 cfs @ 12.11 hrs, Volume= 0.103 af, Atten= 0%, Lag= 0.0 min Primary = 1.91 cfs @ 12.11 hrs, Volume= 0.103 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 940.26' @ 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=1.84 cfs @ 12.11 hrs HW=940.24' TW=937.36' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.84 cfs @ 2.94 fps) Summary for Pond FB1: Inflow Area = 0.643 ac, 65.79% Impervious, Inflow Depth > 3.40" Inflow = 3.49 cfs @ 12.12 hrs, Volume= 0.182 af Outflow = 0.82 cfs @ 12.35 hrs, Volume= 0.182 af, Atten= 76%, Lag= 14.0 min Primary = 0.82 cfs @ 12.35 hrs, Volume= 0.182 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 938.00' @ 12.35 hrs Surf.Area= 0.036 ac Storage= 0.046 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 14.6 min ( 774.2 - 759.6 ) Volume Invert Avail.Storage Storage Description #1 936.00' 0.222 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 17HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 936.00 0.013 0.000 0.000 937.00 0.022 0.017 0.017 938.00 0.036 0.029 0.046 938.80 0.047 0.033 0.080 939.00 0.050 0.010 0.089 940.00 0.066 0.058 0.147 941.00 0.084 0.075 0.222 Device Routing Invert Outlet Devices #1 Primary 934.00'12.0" Round Culvert L= 14.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 934.00' / 933.72' S= 0.0200 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 934.00'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 938.80'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.82 cfs @ 12.35 hrs HW=938.00' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.82 cfs of 7.07 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.82 cfs @ 9.42 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond STMH2: Inflow Area = 0.136 ac,100.00% Impervious, Inflow Depth > 4.00" Inflow = 0.84 cfs @ 12.12 hrs, Volume= 0.045 af Outflow = 0.84 cfs @ 12.12 hrs, Volume= 0.045 af, Atten= 0%, Lag= 0.0 min Primary = 0.84 cfs @ 12.12 hrs, Volume= 0.045 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 939.55' @ 12.12 hrs Device Routing Invert Outlet Devices #1 Primary 939.08'12.0" Round Culvert L= 14.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 939.08' / 938.80' S= 0.0200 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.81 cfs @ 12.12 hrs HW=939.54' TW=937.40' (Dynamic Tailwater) 1=Culvert (Inlet Controls 0.81 cfs @ 2.30 fps) Summary for Link L1: Inflow Area = 0.828 ac, 51.45% Impervious, Inflow Depth > 3.15" Inflow = 1.53 cfs @ 12.13 hrs, Volume= 0.217 af Primary = 1.53 cfs @ 12.13 hrs, Volume= 0.217 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 DA4A DA4B DA4C DA4D DA5 DA6 DA7 CO1 CO2 CO3 CO4 CO5 CO6 CO7 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) 0.426 80 >75% Grass cover, Good, HSG D (DA1, DA2, DA5, DA6, DA7) 0.427 98 Paved parking, HSG D (DA1, DA2, DA3A, DA3B, DA3C, DA4A, DA4B, DA4C, DA4D, DA5, DA6, DA7) 0.853 89 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, DA4A, DA4B, DA4C, DA4D, 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 0.426 0.000 0.426 >75% Grass cover, Good DA1, DA2, DA5, DA6, DA7 0.000 0.000 0.000 0.427 0.000 0.427 Paved parking DA1, DA2, DA3A, DA3B, DA3C, DA4A, DA4B, DA4C, DA4D, 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 943.06 941.66 70.0 0.0200 0.010 0.0 4.0 0.0 2 CO2 941.66 940.26 70.0 0.0200 0.010 0.0 4.0 0.0 3 CO3 940.26 939.50 38.0 0.0200 0.010 0.0 6.0 0.0 4 CO4 946.85 944.89 98.0 0.0200 0.010 0.0 4.0 0.0 5 CO5 944.89 942.93 98.0 0.0200 0.010 0.0 6.0 0.0 6 CO6 939.56 939.08 24.0 0.0200 0.010 0.0 6.0 0.0 7 CO7 939.40 939.08 16.0 0.0200 0.010 0.0 4.0 0.0 8 CB1 942.10 939.50 138.0 0.0188 0.012 0.0 12.0 0.0 9 CB2 939.50 938.80 42.0 0.0167 0.012 0.0 12.0 0.0 10 FB1 934.00 933.72 14.0 0.0200 0.012 0.0 12.0 0.0 11 STMH2 939.08 938.80 14.0 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 61.48% Impervious Runoff Depth>6.33"Subcatchment DA1: Tc=5.0 min CN=80/98 Runoff=1.25 cfs 0.064 af Runoff Area=0.109 ac 92.66% Impervious Runoff Depth>6.99"Subcatchment DA2: Tc=5.0 min CN=80/98 Runoff=1.18 cfs 0.063 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=0.035 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=0.036 ac 100.00% Impervious Runoff Depth>7.14"Subcatchment DA4D: Tc=5.0 min CN=0/98 Runoff=0.40 cfs 0.021 af Runoff Area=0.175 ac 5.71% Impervious Runoff Depth>5.17"Subcatchment DA5: Tc=5.0 min CN=80/98 Runoff=1.60 cfs 0.075 af Runoff Area=0.185 ac 1.62% Impervious Runoff Depth>5.08"Subcatchment DA6: Tc=5.0 min CN=80/98 Runoff=1.67 cfs 0.078 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=4.57 fps Inflow=0.38 cfs 0.021 afReach CO1: 4.0" Round Pipe n=0.010 L=70.0' 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=70.0' S=0.0200 '/' Capacity=0.35 cfs Outflow=0.38 cfs 0.039 af Avg. Flow Depth=0.31' Max Vel=5.69 fps Inflow=0.73 cfs 0.060 afReach CO3: 6.0" Round Pipe n=0.010 L=38.0' 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=98.0' 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=98.0' S=0.0200 '/' Capacity=1.03 cfs Outflow=0.77 cfs 0.043 af Avg. Flow Depth=0.43' Max Vel=5.99 fps Inflow=1.08 cfs 0.059 afReach CO6: 6.0" Round Pipe n=0.010 L=24.0' S=0.0200 '/' Capacity=1.03 cfs Outflow=1.07 cfs 0.059 af Avg. Flow Depth=0.33' Max Vel=4.47 fps Inflow=0.40 cfs 0.021 afReach CO7: 4.0" Round Pipe n=0.010 L=16.0' S=0.0200 '/' Capacity=0.35 cfs Outflow=0.36 cfs 0.021 af Peak Elev=942.69' Inflow=1.25 cfs 0.064 afPond CB1: 12.0" Round Culvert n=0.012 L=138.0' S=0.0188 '/' Outflow=1.25 cfs 0.064 af Peak Elev=940.69' Inflow=3.16 cfs 0.188 afPond CB2: 12.0" Round Culvert n=0.012 L=42.0' S=0.0167 '/' Outflow=3.16 cfs 0.188 af Peak Elev=939.27' Storage=0.103 af Inflow=6.18 cfs 0.344 afPond FB1: Outflow=1.79 cfs 0.344 af Peak Elev=939.72' Inflow=1.43 cfs 0.081 afPond STMH2: 12.0" Round Culvert n=0.012 L=14.0' S=0.0200 '/' Outflow=1.43 cfs 0.081 af Inflow=2.55 cfs 0.422 afLink L1: Primary=2.55 cfs 0.422 af Total Runoff Area = 0.853 ac Runoff Volume = 0.433 af Average Runoff Depth = 6.09" 49.94% Pervious = 0.426 ac 50.06% Impervious = 0.427 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= 0.064 af, Depth> 6.33" 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 0.075 98 Paved parking, HSG D 0.047 80 >75% Grass cover, Good, HSG D 0.122 91 Weighted Average 0.047 80 38.52% Pervious Area 0.075 98 61.48% 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 = 1.18 cfs @ 12.11 hrs, Volume= 0.063 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 0.101 98 Paved parking, HSG D 0.008 80 >75% Grass cover, Good, HSG D 0.109 97 Weighted Average 0.008 80 7.34% Pervious Area 0.101 98 92.66% 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 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 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 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 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 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5 MINUTE MINIMUM Summary for Subcatchment DA4D: 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 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 = 1.60 cfs @ 12.11 hrs, Volume= 0.075 af, Depth> 5.17" 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 0.010 98 Paved parking, HSG D 0.165 80 >75% Grass cover, Good, HSG D 0.175 81 Weighted Average 0.165 80 94.29% Pervious Area 0.010 98 5.71% 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 = 1.67 cfs @ 12.11 hrs, Volume= 0.078 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 0.182 80 >75% Grass cover, Good, HSG D 0.185 80 Weighted Average 0.182 80 98.38% Pervious Area 0.003 98 1.62% 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= 4.57 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.44 fps, Avg. Travel Time= 0.8 min Peak Storage= 6 cf @ 12.12 hrs Average Depth at Peak Storage= 0.30' , Surface Width= 0.20' Bank-Full Depth= 0.33' Flow Area= 0.1 sf, Capacity= 0.35 cfs 4.0" Round Pipe n= 0.010 Length= 70.0' Slope= 0.0200 '/' Inlet Invert= 943.06', Outlet Invert= 941.66' Summary for Reach CO2: Inflow Area = 0.066 ac,100.00% Impervious, Inflow Depth > 7.14" Inflow = 0.72 cfs @ 12.11 hrs, Volume= 0.039 af Outflow = 0.38 cfs @ 12.01 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= 0.7 min Peak Storage= 6 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= 70.0' Slope= 0.0200 '/' Inlet Invert= 941.66', Outlet Invert= 940.26' 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= 5.69 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.88 fps, Avg. Travel Time= 0.3 min Peak Storage= 5 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= 38.0' Slope= 0.0200 '/' Inlet Invert= 940.26', 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= 1.1 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= 98.0' Slope= 0.0200 '/' Inlet Invert= 946.85', Outlet Invert= 944.89' 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= 98.0' Slope= 0.0200 '/' Inlet Invert= 944.89', Outlet Invert= 942.93' Summary for Reach CO6: Inflow Area = 0.100 ac,100.00% Impervious, Inflow Depth > 7.14" Inflow = 1.08 cfs @ 12.12 hrs, Volume= 0.059 af Outflow = 1.07 cfs @ 12.12 hrs, Volume= 0.059 af, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 5.99 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.87 fps, Avg. Travel Time= 0.2 min 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 Peak Storage= 4 cf @ 12.12 hrs Average Depth at Peak Storage= 0.43' , Surface Width= 0.36' Bank-Full Depth= 0.50' Flow Area= 0.2 sf, Capacity= 1.03 cfs 6.0" Round Pipe n= 0.010 Length= 24.0' Slope= 0.0200 '/' Inlet Invert= 939.56', Outlet Invert= 939.08' Summary for Reach CO7: Inflow Area = 0.036 ac,100.00% Impervious, Inflow Depth > 7.14" Inflow = 0.40 cfs @ 12.11 hrs, Volume= 0.021 af Outflow = 0.36 cfs @ 12.13 hrs, Volume= 0.021 af, Atten= 10%, Lag= 0.8 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 4.47 fps, Min. Travel Time= 0.1 min Avg. Velocity = 1.45 fps, Avg. Travel Time= 0.2 min Peak Storage= 1 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 4.0" Round Pipe n= 0.010 Length= 16.0' Slope= 0.0200 '/' Inlet Invert= 939.40', Outlet Invert= 939.08' Summary for Pond CB1: Inflow Area = 0.122 ac, 61.48% Impervious, Inflow Depth > 6.33" Inflow = 1.25 cfs @ 12.11 hrs, Volume= 0.064 af Outflow = 1.25 cfs @ 12.11 hrs, Volume= 0.064 af, Atten= 0%, Lag= 0.0 min Primary = 1.25 cfs @ 12.11 hrs, Volume= 0.064 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs 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 Peak Elev= 942.69' @ 12.11 hrs Device Routing Invert Outlet Devices #1 Primary 942.10'12.0" Round Culvert L= 138.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 942.10' / 939.50' S= 0.0188 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.20 cfs @ 12.11 hrs HW=942.67' TW=940.66' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.20 cfs @ 2.58 fps) Summary for Pond CB2: Inflow Area = 0.332 ac, 83.43% Impervious, Inflow Depth > 6.79" Inflow = 3.16 cfs @ 12.11 hrs, Volume= 0.188 af Outflow = 3.16 cfs @ 12.11 hrs, Volume= 0.188 af, Atten= 0%, Lag= 0.0 min Primary = 3.16 cfs @ 12.11 hrs, Volume= 0.188 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 940.69' @ 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=3.06 cfs @ 12.11 hrs HW=940.66' TW=938.49' (Dynamic Tailwater) 1=Culvert (Inlet Controls 3.06 cfs @ 3.90 fps) Summary for Pond FB1: Inflow Area = 0.643 ac, 65.79% Impervious, Inflow Depth > 6.42" Inflow = 6.18 cfs @ 12.11 hrs, Volume= 0.344 af Outflow = 1.79 cfs @ 12.33 hrs, Volume= 0.344 af, Atten= 71%, Lag= 12.9 min Primary = 1.79 cfs @ 12.33 hrs, Volume= 0.344 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 939.27' @ 12.33 hrs Surf.Area= 0.054 ac Storage= 0.103 af Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 27.3 min ( 780.0 - 752.7 ) Volume Invert Avail.Storage Storage Description #1 936.00' 0.222 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 17HydroCAD® 10.10-4b s/n 11475 © 2020 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 936.00 0.013 0.000 0.000 937.00 0.022 0.017 0.017 938.00 0.036 0.029 0.046 938.80 0.047 0.033 0.080 939.00 0.050 0.010 0.089 940.00 0.066 0.058 0.147 941.00 0.084 0.075 0.222 Device Routing Invert Outlet Devices #1 Primary 934.00'12.0" Round Culvert L= 14.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 934.00' / 933.72' S= 0.0200 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf #2 Device 1 934.00'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 938.80'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.79 cfs @ 12.33 hrs HW=939.27' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 1.79 cfs of 8.26 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.95 cfs @ 10.87 fps) 3=Orifice/Grate (Orifice Controls 0.84 cfs @ 2.33 fps) Summary for Pond STMH2: Inflow Area = 0.136 ac,100.00% Impervious, Inflow Depth > 7.14" Inflow = 1.43 cfs @ 12.12 hrs, Volume= 0.081 af Outflow = 1.43 cfs @ 12.12 hrs, Volume= 0.081 af, Atten= 0%, Lag= 0.0 min Primary = 1.43 cfs @ 12.12 hrs, Volume= 0.081 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 939.72' @ 12.12 hrs Device Routing Invert Outlet Devices #1 Primary 939.08'12.0" Round Culvert L= 14.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 939.08' / 938.80' S= 0.0200 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=1.39 cfs @ 12.12 hrs HW=939.70' TW=938.57' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.39 cfs @ 2.69 fps) Summary for Link L1: Inflow Area = 0.828 ac, 51.45% Impervious, Inflow Depth > 6.12" Inflow = 2.55 cfs @ 12.12 hrs, Volume= 0.422 af Primary = 2.55 cfs @ 12.12 hrs, Volume= 0.422 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 AND FROM PARKING REQUIREMENTS 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 and parking requirements as detailed in the application; 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 recommended approval of the Conditional Use Permit 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 property boundary, 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 and to parking 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. 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. 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 weed-barrier material under the deck is pervious fabric to ensure compliance with impervious surface regulations. 9. 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. 10. Sustainability elements recommended by the Planning Commission and approved by the City Council may be included in any final approval. 11. The proposed sign will be reviewed separately and permitted under standard sign permitting procedures. 12. The applicant constructs the project consistent with the finally approved plans. 13. The applicant enter into a Conditional Use Permit Development Agreement guaranteeing the terms of the permit and operational elements. 14. The approval recommendation incorporates the findings of fact noted in this report, and as included in the draft City Council Resolution. 15. 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:____________________________ Jennifer Doyle, City Clerk Review for Administration: ____________________________________ Charlie Yunker, City Manager JOYCE ANN SHIMOTA TR 2937 LYNDALE AVE S STE 301 MINNEAPOLIS MN 55408-2171 NOTICE OF A PUBLIC HEARING March 18, 2025, 7:00 p.m. City Hall, 3301 Silver Lake Road, St. Anthony, MN 55418 Notice is hereby given that the City of Saint Anthony Village Planning Commission will hold a public hearing to solicit public response to a request for a Conditional Use Permit for a multi-family building exceeding 20 units per acre in an R-4, Multi-family residential district, a variance from the minimum side yard setback, and a variance from the minimum parking supply and design requirements for a multi- family building. The proposed project consists of a 34-unit assisted living facility and surface parking lot. PROJECT LOCATION: 0 Foss Road NE; PID: 313-023-440040 APPLICANT: David TeBrake The City Council is expected to consider the Planning Commission’s recommendation of the proposed Conditional Use Permit and Variances at their regular meeting on April 8, 2025, pending Commission action. The Planning Commission agenda and packet item relating to this application will be made available prior to the meeting online at www.savmn.com. Ways to Comment: In Person The public is welcome to attend in person at the City of Saint Anthony Community Center, 3301 Silver Lake Road, in the Council Chambers at 7:00 p.m. Written Written comments may be taken at the St. Anthony Village City Hall, 3301 Silver Lake Road, St. Anthony Village, Minnesota 55418, online at savmn.com (Planning Commission—Comment or Question) or via email to planner@savmn.com until the date of the public hearing. Questions? Questions may be directed to the City Planner at 612-409-6503. Steve Grittman City Planner MEMORANDUM To: Saint Anthony Village Planning Commission From: Ashley Morello, Assistant City Manager Stephen Grittman, City Planner Date: Planning Commission Meeting – March 18, 2025 GC Project No. 140.00 Topic/Request: Long Term Rental Housing Discussion PLANNING COMMISSION OBJECTIVE: Review and provide feedback for City Councill related to long-term rentals of single-family homes. BACKGROUND The City has convened a couple of work sessions with Planning Commission in the past couple of years to discuss the rental of single-family properties. This discussion focuses on two main aspects: short-term and long-term rentals. Most recently, City Council held a work session on February 25 to review proposed ordinance language for the two types of rentals. There group discussed some new considerations related to the topics. City Council agreed that it would be beneficial to obtain input from the Planning Commission related to long-term rentals of single-family properties. Once there is consensus on both short term and long-term housing, Staff will develop proposed ordinance language based on recommendations. The Planning Commission would have the opportunity to review and provide comment on specific ordinance language once available. LONG-TERM SINGLE-FAMILY RENTALS CONTEXT Previous work session discussions have resulted in diverse considerations. Issues and discussion have included (1) Working toward the creation of affordable housing opportunities; (2) Identifying strategies that can foster “Naturally Occurring Affordable Housing” (NOAH), through home ownership; (3) Balancing impacts of market influences with local regulations; (4) Potential use of outside agencies or strategies that could realistically assist St. Anthony in reaching its goals as they may be defined. Affordable housing efforts are being pursued on various fronts. In the rental context, the City has focused largely on if and how the City might consider limitations on rental of its single family housing stock. Based on feedback from previous work sessions, an updated single family rental housing ordinances should meet the following goals: Goal 1. Preserve single family neighborhoods in the Village as the primary driver of neighborhood character. Goal 2. Preserve opportunities for interested families to purchase owner-occupied housing (including both single- and multi-family housing types. March 18, 2025 Page 2 Goal 3. Seek opportunities for development of new housing that supports the goal of adding affordable units in the community, whether through redevelopment, or through the use of outside agency expertise. Preserve single family housing in the Village through limitations on rental licensing that manage and avoid loss of such housing to investor-ownership. Goal 4. Balance protection for ownership opportunities in ways that accommodate special circumstances, and general healthy-market conditions, given the Village’s low rate of renter- occupied patterns and higher housing values In addition, the following considerations may help identify how the City compares to the metro-wide average. Estimates of these numbers often vary, but these represent an average of the data sources. • The number of single-family dwellings that are being rented long-term in the City has ranged from the high 50s to mid-60s over the past few years. The City has 1,954 single family homes in the city, resulting in a percentage at 3% of single-family homes. In comparison, over 20% of single-family homes region-wide are renter occupied. There is no discernable trend in single family rentals over the past few years. • Of the City’s total housing stock (~4,300 units), 60% are reported to be owner-occupied. This estimate assigns an owner-occupied rate of approximately 25% of the multi-family units in the City. This compares to a region-wide owner-occupied percentage of approximately 66%. • The disparity is in the relative ratio of attached/multi-family units. Saint Anthony has a higher percentage of attached residential units than the metro at-large, which is at about 30% multi- family overall (50+% in Saint Anthony). However, this disparity appears to be mitigated somewhat in that a higher percentage of St. Anthony’s multi-family units are owner-occupied than is common in region as a whole. • Code compliance staff have reported no clear correlation between rental- or owner-occupied units as far as the levels of code violations or issues. • As staff has reported in the past, the large majority of single-family homes being rented are owned by parties who are licensed for only one such unit in the City, and the next largest category is of those who own and license two rental units. Only a few of the City’s landlord/owners own more than one or two units for rent. • Market costs for single family homes in the Village remain relatively high, which is believed to discourage large-scale investor-owned housing speculation. • Previous work session meetings with Planning Commission have expressed interest in limiting single-family rentals and a desire to avoid large concentrations of single-family rentals in any area of the City. LONG-TERM SINGLE-FAMILY RENTALS EXISTING CONDITIONS There are approximately 1,954 single family homes in Saint Anthony. The City estimates that there are 58 rental single-family properties to date. Based on this, the City estimates that approximately 3 percent of single-family properties are currently used for long-term renting. Table 1: Existing Long-Term Single-Family Rental Conditions Long-term Rental Properties Total Single-Family Properties Percentage 58 1954 2.97% March 18, 2025 Page 3 Based on feedback to avoid large concentrations of rental properties in any area of the City, Staff created four zones within the City (see Rental Properties Existing Conditions Map). The breakdown of existing long-term rentals per each zone is as follows: Table 2: Existing Long-Term Single-Family Rental Conditions per Zone Zone Long-term Rental Properties Total Single-Family Properties Percentage Zone 1 6 157 3.82% Zone 2 22 769 2.86% Zone 3 23 781 2.94% Zone 4 7 247 2.83% Total 58 1954 2.97% Most zones have just under 3 percent of single-family properties utilized for long-term rental. Zone 1, which is the area north of 37th Avenue, has an existing long-term single family rental inventory, closer to 4 percent. LONG-TERM SINGLE-FAMILY RENTAL ALTERNATIVES During work sessions with City Council and Planning Commission, it was discussed to propose opportunities for limited growth of long-term rentals of single-family properties, with caps, or limitations, of long-term rentals per each zone. During the February 25 City Council, there was some discussion of whether long-term rentals were an affordable option for families. The City Council is considering capping long-term single-family rentals at 3 percent, or as existing conditions but would be interesting in obtaining feedback from the Planning Commission to continue to reflect on the topic. To guide Planning Commission discussion, staff has provided tables illustrating possible alternatives for long-term rental properties, including caps at 3 percent, 4 percent and 5 percent. Table 3: Alternative 1 - Capped at Approximately 3 percent (Existing Conditions) Zone Long-term Rental Properties Total Single-Family Properties Percentage Zone 1 6 157 3.82% Zone 2 22 769 2.86% Zone 3 23 781 2.94% Zone 4 7 247 2.83% Total 58 1954 2.97% Table 4: Alternative 2 - Capped at Approximately 4 percent Zone Added Long-term Rental Properties Total Long-term Rental Properties Total Single-Family Properties Percentage Zone 1 1 7 157 4.46% Zone 2 8 30 769 3.90% Zone 3 8 31 781 3.97% Zone 4 3 10 247 4.05% Total 20 78 1954 3.99% March 18, 2025 Page 4 Table 5: Alternative 3 - Capped at Approximately 5 percent Zone Added Long-term Rental Properties Total Long-term Rental Properties Total Single-Family Properties Percentage Zone 1 2 8 157 5.10% Zone 2 16 38 769 4.94% Zone 3 16 39 781 4.99% Zone 4 5 12 247 4.86% Total 39 97 1954 4.96% PLANNING COMMISSION ACTION • Review long-term single-family property alternatives • Provide input to City Council o Should the long-term rentals be capped at existing conditions (approximately 3 percent) o Or should there be opportunities for growth in each zone. If so, why? SHORT-TERM SINGLE-FAMILY RENTAL UPDATE During the February 25 City Council meeting, the Council also discussed short term rentals, or vacation rentals. It was determined that Staff will provide ordinance language to prohibit short-term rentals in the City. No action requested from the Planning Commission related to short-term rentals at this date. NEXT STEPS City Council will have another work session to review the Planning Commission input. Once there is consensus, Staff will draft ordinance language reflecting short-term and long-term rentals, which will be reviewed by Planning Commission during a Public Hearing and then proceed to City Council for formal consideration. In addition to possible future ordinance language modifications, staff has been examining the City’s codes related to rental housing and licensing, and has developed a lengthy list of updates and code changes to better (and more consistently) address the rental licensing process. These range from applicant requirements to specific maintenance standards, to process and penalties for non-compliance in the event the City is faced with a prospective landlord who works too hard to avoid the City’s policies. ATTACHMENTS: Rental Properties Existing Conditions Map %&d( GbWX GwWX GâWX GsWX G|WX GþWX GoWXHe i ght s Dr NEChathamRd NEHighway88Highway88Foss RdOld Highway 8 NJohnson St NEJohnson St NEPatton Rd NKenzie Ter Lowry A v e N EBuchanan St NELincoln St NELincoln St NEPierce St NECroft DrWalnut St N19th Ave NE 3 9 t h Ave N E John son St NESain t Ant honyBl vd26th A ve N E County Rd D W Saint A nt h o n y P kwy Lowry A v e N E StinsonBlvd18th Ave NE Brighton Ave NE 29th A ve NE Rid g way P k wyWexfordHeightsDr I n d ust r i al Bl vdSilver Ln S i l ve r Ln N E 23rdAve NW County Rd C2 W Old Highway 841st Ave NE Taft St NE23rd A v e N E Eustis St N46th Ave NE Wi ndsorCtS i l v erwoodPa r k R dCounty Rd B WSilver Lake RdSilverLakeRdArthur St NEArthur St NEArthur St NE44 1/2 Ave NE Cottage Ln 27th Ave NEStinson Blvd NEMcKinley St NEMcKinley St NEMillwood S t WBuchanan St NECoolidgeStNE40th Ave NE 33rd Ave NE 33rd Ave N E 28th Ave N EUlysses St NE32nd Ave NE Cord Cir 35th A ve NE 34th A ve NE Buchanan St NE31st A ve N E 22nd Ave N E 32nd A v e N E 30th Ave NE StinsonBlvd NEReserv oirBlvd NELydiaAveWSilver Lake RdSilver Lake Rd SW15thAveSWCrestview Dr1st St SW Chelmsford RdRoyce St NEPenrod Ln3 1stAve NEHeritageLn 17thAveNWMaplewood Dr 44th A ve NE Rankin RdMcleod St NE2nd St NW B re n t w o o d DrHighcrest RdHighcrest Rd NSkycroft Dr Pierce St NEImpe r ia lLnEdward St NE1st St SW 6th St SW County Rd E W Wi ndsorLnCleveland St NECleveland St NEMckinley St NE42nd A v e NE BrennerSt W 37th Ave NE 7th St SW Hayes St NE38th Ave NE Highway28016th Ave NE 36th Ave NE 16th AveSW45th Ave NE 36th A v e N E 34th Ave NE 35th Ave N E A n t h o nyLnS3 r d S t SW WilsonSt NEMccallum DrPierce St NE30th A v e NEBelden DrCleveland St NE14th AveSWH a y esStNE20th AveSWCounty Rd C W 3 7 th P lN E ContinentalDr37th A v e N E 45th Ave NE Old Highway 8 SW8thAveSWRivieraDrS a i n t A n t h on y Blvd 1st St NW Downers Dr New Brighton BlvdCirT e r B l vd NE Hayes St NE43rd Ave NE 2nd Ter SW Polk St NERooseveltStNEChandler Dr NER ol lsRdW alnutStMacalaster Dr NESilverLake TerArm our Ter Fordham Dr NE32ndAve NW45 1/2 Ave NE BicentennialCt Fulham St NLincoln St NEW e x fo r dC t Benjamin St NEArthur Pl NEArmour Ter WStinson BlvdUlysses StNE3rd St SW Ash leyT e r Tyler St NE10thAveSWPahl Ave Hayes St NEStinson PkwyWilson St NEH o lly w oo d Ave N E Garfield StNEHarding St NEUlysses St NEGarfield St NEHarding St NERoosevelt St NECoolidge St NESkycroft DrHarding St NEBenjamin St NERoosevelt St NE17thAveSWOakwood Dr30th AveNWPattonRdNTerminal Rd W Stinson PkwyB e ll L n 12thAveNW39 1/2 Ave NE WilshirePlMurray Ave Skycr oftCirSky H i ghDr5th St SW 2nd St SW Laurie Rd W15thAveSWAnthony LnLeanderLnNEHart Bl vdNE14thAveNW15thAve NW16thAveNW9thAveSW FairwaysLn N19thAveSWHilldaleAveNESaint Croix St NSilver Lake Rd NWWalnut S t S E 13thAve SWStinson BlvdRose Pl W Saint Stephen St NBenjamin St NEPenrod LnShamrock Dr NETownview Ave Edgemere Ave Wendhurst Ave CampusDrTroseth Rd NCounty Rd88Long Lake Rd NTotem Pole Park Silver Oaks Park Hansen Park Silverwood Park Emerald Park Sandcastle Park LABELLE PARK OSTRANDER PARK PRESTEMON PARK SILVER LAKE PARK SILVER LAKE BEACH KEYES PARK HILLTOP PARK CIRCLE TERRACE PARK Audubon Park Windom Park Waite Park Ridgeway Parkway Cavell Park Northeast Athletic Field Gross Golf Course HART LAKE SILVER LAKE Hart Lake Lake Jones Poplar Lake Silver Lake Zone 1 Zone 2 Zone 3 Zone 4 Document Path: M:\024371-000\GIS\Maps\Rental Properties Analysis\Rental Properties Analysis Map Date Saved: 10/21/2024¯1 inch = 1,200 feet 0 1,200 FeetSaint Anthony Village, Minnesota Rental Properties Analysis Map Rental Zones Parcel Boundaries R1 - Single Family Residential R1A - Single Family Residential Parcel With Rental License Single Family Residential Rental Properties Analysis Zone 1: 6 Rental Properties - 157 Single Family Residential Zoned Parcels Zone 2: 22 Rental Properties - 769 Single Family Residential Zoned Parcels Zone 3: 23 Rental Properties - 781 Single Family Residential Zoned Parcels Zone 4: 7 Rental Properties - 247 Single Family Residential Zoned Parcels