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Home My WebLink AboutPL PACKET 08172021CITY OF SAINT ANTHONY VILLAGE PLANNING COMMISSION MEETING AGENDA August 17, 2021 @ 7:00PM Following guidance from state health officials, some commissioners may choose to participate in upcoming meetings electronically pursuant to MN Stat. §13D.021. Due to health concerns and limited seating, we encourage the use of our virtual option to attend this meeting. Join Meeting via Zoom Call To Order Pledge Of Allegiance Roll Call Approval Of Agenda Approval Of Minutes July 20, 2021 Planning Commission Minutes PC 07.20.2021.PDF Public Hearing 3501 Maplewood Dr - Fence Variance 3501 MAPLEWOOD DRIVE FENCE VARIANCE PACKET.PDF Preliminary Planned Unit Development Request (2654 & 2534 Kenzie Terrace And 2401 Lowry Ave NE) PUD BREMER PRELIMINARY PLAN.PDF Staff Reports Other Business Community Forum Individuals may address the Planning Commission about any City business item not included on the regular agenda. Speakers are requested to come to the podium, sign their name and address on the form at the podium, state their name and address for the Clerk ’s record, and limit their remarks to five 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. 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 be a progressive and welcoming Village that is walkable, sustainable and safe. I. II. III. IV. V. A. Documents: VI. A. Documents: B. Documents: VII. VIII. IX. X. XI. CITY OF SAINT ANTHONY VILLAGEPLANNING COMMISSION MEETING AGENDAAugust 17, 2021 @ 7:00PMFollowing guidance from state health officials, some commissioners may choose to participate in upcoming meetings electronically pursuant to MN Stat. §13D.021.Due to health concerns and limited seating, we encourage the use of our virtual option to attend this meeting. Join Meeting via ZoomCall To OrderPledge Of AllegianceRoll CallApproval Of AgendaApproval Of MinutesJuly 20, 2021 Planning Commission MinutesPC 07.20.2021.PDFPublic Hearing3501 Maplewood Dr - Fence Variance3501 MAPLEWOOD DRIVE FENCE VARIANCE PACKET.PDFPreliminary Planned Unit Development Request (2654 & 2534 Kenzie Terrace And 2401 Lowry Ave NE) PUD BREMER PRELIMINARY PLAN.PDF Staff Reports Other Business Community Forum Individuals may address the Planning Commission about any City business item not included on the regular agenda. Speakers are requested to come to the podium, sign their name and address on the form at the podium, state their name and address for the Clerk ’s record, and limit their remarks to five 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. 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 be a progressive and welcoming Village that is walkable, sustainable and safe. I.II.III.IV.V.A.Documents:VI.A.Documents:B.Documents: VII. VIII. IX. X. XI. 1 CITY OF ST. ANTHONY 2 PLANNING COMMISSION MEETING 3 4 JULY 20, 2021 5 7:00 p.m. 6 7 CALL TO ORDER. 8 9 Acting Chair Socha called the meeting to order at 7:00 p.m. 10 11 PLEDGE OF ALLEGIANCE. 12 13 Acting Chair Socha invited the Commission and the audience to join her in the Pledge of Allegiance. 14 15 ROLL CALL. 16 17 Commissioners Present:Acting Chair Socha, Commissioners Kuykendall, Erickson, Rude, 18 Hendrickson, and Morita. 19 20 Absent:Chair Westrick 21 22 Also Present: City Planner Stephen Grittman 23 24 25 I.APPROVAL OF THE JULY 20, 2021, PLANNING COMMISSION MEETING 26 AGENDA. 27 28 Motion by Commissioner Morita, seconded by Commissioner Rude, to approve the July 20, 29 2021, Planning Commission agenda. 30 31 Motion carried 6-0. 32 33 II.APPROVAL OF THE MARCH 16, 2021, REGULAR PLANNING COMMISSION 34 MEETING MINUTES. 35 36 Motion by Commissioner Erickson, seconded by Commissioner Morita, to approve the March 37 16, 2021, Regular Planning Commission Meeting Minutes. 38 39 Motion carried 6-0. 40 41 III.PUBLIC HEARING. 42 A.43 R-4 Zoning District Amendments 44 45 Acting Chair Socha reviewed how the public hearing will proceed this evening. 46 47 Acting Chair Socha opened the public hearing at 7:07 p.m. 48 49 Planning Commission Regular Meeting Minutes July 20, 2021 Page 2 1 City Planner Grittman reviewed in April, the Planning Commission discussed staff-proposed 2 amendments to the R-4 Zoning District during a work session and agreed that the proposed 3 amendment, with some additions and modifications, was ready to proceed to consideration at 4 a public hearing for formal Planning Commission recommendation. 5 6 From the original staff text, the Commission comments included the following changes, 7 which have been incorporated into the ordinance language, both in the comparative table and 8 the proposed ordinance itself. The changes are as follows: 9 10 Modify the proposed allowable maximum height from sixty feet and five stories to 11 fifty feet and four stories. 12 Address the proposed requirement for location of senior multi-family on a collector or 13 arterial street (due to concerns over existing facilities that may not comply with this 14 standard). The proposed language includes an alternative that the facility is served by 15 alternative transit options, either public or privately offered. 16 Adding requirements to the “General Regulations” in Section 152.105 relating to 17 building materials, landscaping and sustainability. 18 19 Included in the Commissioner’s packets is a copy of the current regulations in place, as well 20 as an updated table-form document that lists the series of potential amendments to the district. 21 As part of the table-form document, comments are provided for each proposed change 22 discussing the rationale behind the new language. The revisions from the work session are 23 highlighted for additional clarity. 24 25 The current district language was established many years ago, and reflects a more moderate 26 density, suburban style of multi-family development. Just in the past few years, the City h as 27 considered multi-family projects on four different sites (one of which did not proceed). Each 28 of those were required to utilize the PUD zoning process due to a series of modifications the 29 projects required from typical R-4 regulations, including density, setbacks, parking 30 calculations, height, and other factors. 31 32 The current R-4 District restricts density to anywhere from about 13 units per acre up to 24 33 units per acre, depending on the size of the building. Over the past two years, the City 34 considered, and adopted, an updated Comprehensive Plan that directs development in high 35 density zoning districts to between 20 and 40 units per acre. 36 37 While PUD is still a viable path for projects that exceed density or other aspects of the R-4 38 standards, it can be difficult to process when the individual aspects of the project are of 39 borderline quality or push the envelope in some way. Without baseline standards that reflect a 40 reasonable expectation for development in the district, everything is left to negotiation, which 41 can put the City in a difficult position. 42 43 The revisions to the district are intended to create a threshold for higher density projects that 44 set an expectation for development. Beyond this, the threshold for PUD consideration would 45 also then be higher, as this becomes the new baseline. 46 Planning Commission Regular Meeting Minutes July 20, 2021 Page 3 1 Mr. Grittman reviewed the modifications in detail. 2 3 Acting Chair Socha asked for a point of clarification and asked if the existing senior facility 4 and will the revised Code allow existing structures to be grandfathered in or would they need 5 to be modified to meet the revised Code. Mr. Grittman stated the new Code applies to new 6 development or re-development of existing facilities. If existing facilities are expanded, the 7 new Code would need to be adhered to. The setbacks were reduced. Mr. Grittman noted he 8 has added text at the end of the Ordinance including Building Materials and Architecture; 9 Landscaping and Site Improvements; and Sustainability. 10 11 Planning Staff recommends approval of the proposed amendments, with any additional 12 changes discussed at the public hearing. These changes will make multi-family development 13 more straightforward in those areas where it is proposed, set specific minimum expectations 14 for such development, and bring the zoning ordinance more closely into conformance with the 15 Comprehensive Plan. 16 17 The Planning Commission’s advisory action will then be forwarded to the City Council for its 18 final action at an upcoming meeting. 19 20 There were no public comments. 21 22 Chairperson Westrick closed the public hearing at 7:25 p.m. 23 24 Commissioner Rude asked if R-4 Districts border any R-1 Districts. Mr. Grittman provided a 25 map showing that R-4 Districts border some Commercial properties. Mr. Grittman stated there 26 is some multi-family south of Silver Lane but not directly abutting. Most of the R-4 abuts 27 either mid-Density, Industrial or Commercial. There is one area around Mirror Lake that has 28 some single-family homes. Commissioner Rude stated he was concerned about the setbacks. 29 Re-development on Mirror Lake would have reduced setbacks. 30 31 Commissioner Erickson asked if a project came forward and the proposal was for over 1000 32 square feet of Commercial space open to the public, is that possible through the PUD process. 33 Mr. Grittman stated that is how that would happen and need to proceed through a PUD 34 District. Commissioner Erickson asked about the 50% in the building materials and was that a 35 standard in other Cities. Mr. Grittman stated glass has been added in that calculation and 36 would not be overly burdensome to the builder. 37 38 Acting Chair Socha stated she had some concerns about affordable housing and would the 39 revised Code be burdensome to affordable housing projects. Mr. Grittman stated he would be 40 surprised if this would obstruct affordable housing projects. 41 42 Acting Chair Socha asked the Commissioners if a consensus is met regarding the three major 43 changes to the Ordinance. The Commissioners had no more comments. 44 45 Motion by Commissioner Erickson, seconded by Commissioner Morita, to approve the 46 proposed amendments to the R-4 District Ordinance as presented by Staff. Planning Commission Regular Meeting Minutes July 20, 2021 Page 4 1 2 Motion carried 6-0. 3 4 IV.STAFF REPORTS. 5 6 Mr. Grittman noted the August 2021 Planning Commission Meeting will have a busy agenda 7 including the re-development of the Bremer Bank Site and moving Bremer Bank to the old 8 bowling alley site. The proposed developer is Inter-State. Their plans were just submitted to 9 City Staff earlier today. 10 11 Mr. Grittman will present to the City Council at their August 10, 2021 Meeting. 12 13 V.OTHER BUSINESS – NONE. 14 15 VI.COMMUNITY FORUM – NONE. 16 17 VII.INFORMATION AND ANNOUNCEMENTS – NONE. 18 19 VIII. ADJOURNMENT. 20 21 Motion by Commissioner Rude, seconded by Commissioner Kuykendall, to adjourn the 22 meeting at 7:40 p.m. 23 24 Motion carried 6-0. 25 26 Respectfully submitted, 27 Debbie Wolfe 28 TimeSaver Off Site Secretarial, Inc. 29 MEMORANDUM To: St. Anthony Village Planning Commission From: Stephen Grittman, City Planner Date: Planning Commission Meeting – August 17, 2021 NAC Project No. 323.01 – 20.05 Request: Request for Variance to Front Yard Fence Setback Requirement Property Address: 3501 Maplewood Drive Property PID: 06-029-23-11-0093 STAFF RECOMMENDATION The applicant proposes to construct a fence to enclose a proposed swimming pool on the west side of their property at the above address. Fences are allowed to be up to 6 feet in height in side and rear yards (behind the front building setback line), and 4 feet in height in front yards. The applicant is proposing to extend the fence toward the Maplewood Drive property line, into the setback area that requires a height of no more than 4 feet, but build it at the 6 foot height. That encroachment of a 6 foot high fence requires approval of a variance. In reviewing the proposed improvements against the ordinance requirements for lot development, and the considerations for variance, staff recommends denial of the fence height encroachment as proposed. Staff has reviewed for height, use, other setbacks, and impervious surface. At issue is the required impervious surface and existence of a back-yard shed. The current impervious surface appears to be approximately 27%, based on aerial photos of the site, not including the existing shed. . The maximum impervious surface for lots of 9,000 square feet or more (the subject lot is 10,560 square feet) is up to 35% coverage. However, the addition of the pool and pool deck, which are not shown in the application, would be limited to a total area of approximately 840 square feet, including the pool decking. Depending on the dimensions, the pool and decking are likely to be able to fit within the required setbacks, and as such, staff does not believe that the requirements for variance approval have been met. August 17, 2020 Page 2 GENERAL INFORMATION Applicant: Anthony Farah Owner: Anthony and Alexia Farah Location: 3501 Maplewood Drive Existing Land Use Low-Density Residential Zoning: R-1 Single Family District Surrounding Land North: Low-Density Residential / Zoned: R-1 Single Family District Use / Zoning: East: Low-Density Residential / Zoned: R-1 Single Family District South: Low-Density Residential / Zoned: R-1 Single Family District West: Low-Density Residential / Zoned: R-1 Single Family District Deadline for Agency Application Complete Date: 7/06/2021 Action: 60 Days: 9/04/2021 Letter Sent: No 120 Days: 11/03/2021 ANALYSIS 1. Background The applicant is proposing to construct a fence to enclose a future swimming pool. The fence regulations require that fences closer than the front building line on a single family parcel may be no greater than 4 feet in height. The applicant’s preferred design would be to establish a fence of 6 feet in height to increase privacy. The applicant also notes that two properties to the east of the subject property have fences of 6 feet that encroach into the front yard setback, similar to the situation he finds himself in. The parcel in question is shown on the zoning map above, and is 80 feet in width and approximately 10,560 square feet in area. The zoning ordinance sets out a series of criteria necessary to qualify for variance consideration. Those criteria are found in §152.245, (C) Evidence of the Zoning Chapter, and are included in this report for reference below. The criteria can be summarized as whether there are unique conditions on the property that contribute to creation of a practical difficulty in putting the property to what would otherwise be considered a reasonable use – reasonable August 17, 2020 Page 3 use is often thought of as one that would be common and acceptable in the area. Variances may not be entirely economic in nature, nor be the result of the actions of the applicant. In this case, the property owner has a rear year that is approximately 40 feet wide east to west, and 50 deep north to south. The properties to the east have pool areas of approximately 40 feet in length and 20 feet in width. A pool of this size could fit into the allowable rear yard on the subject property, and the surrounding fence would not need to encroach into the setback toward Maplewood Drive. This would require removal of the existing shed to accommodate that pool size. However, even with removal of the shed, the pool itself would consume the remaining impervious surface allowance on the property, even before the applicants added decking around the pool. With 4 feet of decking around the pool area, the maximum swimming pool area would be approximately 30 feet in length by 18 feet in width to consume the available impervious allowance. As noted, this presumes the removal of the shed. Such an installation of pool and decking– totaling 38 feet in length and 26 feet in width, would both meet the impervious standard and be able to fit into the existing rear yard. For variance consideration, there is a two-step test. First is the definition of “reasonable use”. There is no specific presumption that a pool of any particular size is an integral component of residential use. The second test is whether there are unique physical conditions on the property that require consideration of a variance to reach the reasonable use as defined. The parcel itself is a typical residential parcel of common dimensions and use. As noted above, staff recommends denial of the variance for the 6 foot high fence encroachment into the front setback. 2. Representative Codes Referenced. Title XV Land Usage, Chapter 150 Zoning Code, Section 150.072, Fence Regulations. Title XV Land Usage, Chapter 152 Zoning Code, Section §152.245 VARIANCES. 3. Criteria for and Consistency with Criteria for Variance Approval. Title XV Land Usage, Chapter 152 Zoning Code, Section §152.245, (C) Evidence, lists the criteria the City Council must consider in determining whether to grant or deny a variance. Request: Request for a variance to fence height. The applicable criteria include: 1. The subject matter of the application is within the scope of this section. 2. Strict enforcement would cause practical difficulties because: a. The property owner proposes to use the property in a reasonable manner not permitted by the zoning code; b. The plight of the property owner is due to circumstances unique to the property not created by the property owner; c. The variance, if granted, will not alter the essential character of the locality; and August 17, 2020 Page 4 d. Economic considerations alone are not the basis of the practical difficulties. 3. The variance, if granted, would be consistent with the City’s comprehensive land use plan. 4. The granting of the variance is in harmony with the general purposes and intent of the zoning code. SUMMARY AND STAFF RECOMMENDATION Side Yard Setback Variance. Staff recommends denial of the requested front yard fence height encroachment variance at 3501 Maplewood Drive based on the following findings: A. The applicant is able to construct a swimming pool, pool deck, and privacy fencing within the allowable setback. B. A pool of the size that would encroach into the front yard would exceed impervious surface standards on the lot. C. The applicant can not show unique conditions on the property that interfere with putting the property to a reasonable residential use. D. Circumstances that would lead to variance approval are the result of the actions of the owner, in violation of the requirements for variance consideration. ALTERNATIVE ACTIONS Decision 1. Variance to Side Yard Setback 1. Motion to recommend approval of the request for a variance to the front yard setback for construction of a fence of up to 6 feet in height, based on findings to be identified by the Planning Commission following the public hearing, and direct staff to prepare resolution declaring terms of the same. 2. Motion to recommend denial of the variance as requested. In the event of a recommendation for denial, the Planning Commission should adopt the findings in the staff report and/or identify other factors leading to the recommendation. 3. Request Additional Information and Table Action, subject to the submission of additional information from staff and/or applicant. ATTACHMENTS Exhibit A: Application and Supporting Material 8/12/2021 1 PLANNING COMMISSION AUGUST 17, 2021 3501 MAPLEWOOD DRIVE -Fence Height Variance in Front Yard 3501 MAPLEWOOD DRIVER FENCE HEIGHT VARIANCE 8/12/2021 2 3501 MAPLEWOOD DRIVER FENCE HEIGHT VARIANCE Project Description Construct a 6 foot tall fence into front yard setback (4’ allowed) 3501 MAPLEWOOD DRIVER FENCE HEIGHT VARIANCE VARIANCE CRITERIA: Use is a reasonable one, given the character of the neighborhood Unique conditions exist on the property Those conditions create practical difficulties in putting the property to that reasonable use; and Conditions cannot be created by the owner; Conditions cannot be solely economic in nature. 8/12/2021 3 3501 MAPLEWOOD DRIVER FENCE HEIGHT VARIANCE -STAFF RECOMMENDATIONS Subdivision and Lot Area Variances Staff recommends denial based on these findings: A.The applicant is able to construct a swimming pool, pool deck, and privacy fencing within the allowable setback. B.A pool of the size that would encroach into the front yard would exceed impervious surface standards on the lot. C.The applicant can not show unique conditions on the property that interfere with putting the property to a reasonable residential use. D.Circumstances that would lead to variance approval are the result of the actions of the owner, in violation of the requirements for variance consideration. NOTICE OF A PUBLIC HEARING August 17, 2021, 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 proposed 2 foot variance from the 4 foot height maximum for fences located in the front yard setback at the property located at 3501 Maplewood Drive. 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: Online Those persons having an interest are encouraged to attend via Zoom. The link to participate via Zoom can be found at http://www.savmn.com/Calendar.aspx?EID=1227 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 until the date of the public hearing. Comments can also be conveyed via email, to planner@savmn.com until the date of the public hearing. Questions? Questions may be directed to the City Planner at 763-957-1100. The Planning Commission will make a recommendation regarding the proposed request to the City Council for their meeting tentatively to be scheduled on September 14, 2021 at 7:00 p.m. at City Hall. Steve Grittman City Planner CITY OF SAINT ANTHONY VILLAGE HENNEPIN COUNTY, MINNESOTA RESOLUTION NO. _____________ A RESOLUTION DENYING A REQUEST FOR A VARIANCE FROM THE REQUIRED MAXIMUM HEIGHT FOR A FENCE IN THE FRONT YARD WHEREAS, the City of St. Anthony Village received a request from Anthony Farah for a variance from the required maximum height for a fence in the front yard at 3501 Maplewood Drive, legally described as follows: Lot 23, Block 5, Wilshire Park 4th Addition (Subject Property); and WHEREAS, the property is located in the R-1 Single Family Residential district and the applicable fence height for the front yard is 6 feet for the Subject Property on the south side of the home; and WHEREAS, Title XV Land Usage, Chapter 152 Zoning Code Section §152.245 provides that City Council must provide evidence that the subject matter of the application is within the scope of the section and that strict enforcement would cause practical difficulties; and WHEREAS, the Applicant has requested a variance from the fence height dimension requirements to accommodate space for a swimming pool; and WHEREAS, the impervious surface limits on the property would permit a swimming pool and appurtenant deck and fence within the required setbacks; and WHEREAS, the Planning Commission held a public hearing on August 17, 2021 on the application and the applicant and members of the public were provided the opportunity to present information to the Planning Commission; and WHEREAS, the Planning Commission has considered all of the comments and the staff report, which are incorporated by reference into the resolution; and WHEREAS, the City Council makes the following findings of fact in support of the resolution for approval: 1. The applicant is able to construct a swimming pool, pool deck, and privacy fencing within the allowable setback. 2. A pool of the size that would encroach into the front yard would exceed impervious surface standards on the lot. 3. The applicant cannot show unique conditions on the property that interfere with putting the property to a reasonable residential use. 4. Circumstances that would lead to variance approval are the result of the actions of the owner, in violation of the requirements for variance consideration. 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 denies the requested variance to the required fence height as shown on the application dated 7/6/2021. Passed in regular session of the City Council on the ___ day of _________ 2021. CITY OF SAINT ANTHONY VILLAGE By:_________________________________ Randy Stille, Mayor ATTEST: By:_________________________________ Nicole Miller, City Clerk MEMORANDUM To: St. Anthony Village Planning Commission From: Stephen Grittman, City Planner Date: Planning Commission Meeting – August 17, 2021 NAC Project No. 323.01 – 21.07 Request: Request for a Preliminary Plan Planned Unit Development for a new Bank building, 76-unit multi-family housing, and land transfer Property Address: 2401 Lowry Avenue NE; 2654 Kenzie Terrance; 2534 Kenzie Terrace Property PID: 0702923230002; 0702923240020, 0702923240021; 0702923230015 PROJECT DESCRIPTION The Applicants are Interstate Development, with Bremer Bank, and co-applicant City of St. Anthony Village. The project involves applying a PUD zoning district over the 3 subject parcels, two of which are owned by Bremer Bank, and one which is owned by the City. Interstate proposes to construct a new bank facility for Bremer on the City’s “old bowling alley” site. Once that construction is completed, Bremer would relocate from its existing building to the new site. At that point, Interstate would undertake demolition of the old Bremer building and construct a new 76-unit multi-family structure on the property. As a part of the three-way transaction, the City would take control of the small triangle at 2534 Kenzie, currently vacant. The City has discussed, in concept, ideas relating to City entrance monumentation on that site. Future development opportunities are not clear. The project received concept review at a joint meeting of the Planning Commission and City Council earlier this year. Primary among the comments for this project were an interest in affordability for the multi-family project, as that has been a policy related to reuse of the City’s bowling alley property. Other objectives related to architecture and site planning at the Kenzie/Lowry/Stinson corner that create an entry statement to the community, and supporting retention of Bremer Bank as a commercial presence in the City. STAFF RECOMMENDATION Staff has reviewed the project for land use compliance with the intent and policies of the City’s Comprehensive Plan, and for zoning consistency with the C, Commercial and R-4, Multiple Family Residential Districts as baselines. In summary, the Comprehensive Plan promotes use of the subject properties that reflect the proposed uses of commercial and high density multiple family residential uses of up to 40 units per acre. August 17, 2021 Page 2 The proposed PUD meets the requirements of the Zoning Ordinance for many of the baseline standards. The principal areas of flexibility under the PUD include: (1) Building height (code is 35 feet/3 stories); applicant proposes approximately 56 feet to top of parapet and 4 stories. (2) Lot coverage/impervious surface (R-4 code limits this to 50%); applicant’s proposal is approximately 50.5%. (3) Density (R-4 code limits this to approximately 24 units per acre, Comprehensive Plan calls for 20-40 units per acre); applicant is proposing approximately 32 - 36 units per acre. Staff believes that the flexibility requested under the PUD is appropriate, given the objectives of the Comprehensive Plan and the related improvements and amenities proposed as part of the project. Staff is recommending approval of the Preliminary Plan stage of the PUD Amendment for Bremer Bank at 2654 Kenzie Terrace and Interstate Development at 2410 Lowry Avenue NE, with a series of conditions as noted in the summary section below. GENERAL INFORMATION Applicant: Interstate Development, Bremer Bank Owner: Bremer Bank, City of St. Anthony Village Location: 2401 Lowry Avenue NE, 2654 and 2534 Kenzie Terrace; Existing Land Uses Commercial (Existing Bank) Vacant (Former Bowling Alley Site) Vacant (Bremer-owned “triangle” property) Zoning: C, Commercial Deadline for Agency Application Complete Date: July 21, 2021 Action: 60 Days: September 20, 2021 Letter Sent: NA 120 Days: November 19, 2021 1. Background Project Description. The applicants are seeking a 3-parcel PUD proposal that would include two parcels owned by Bremer Bank (the existing bank site and a vacant remnant parcel across Kenzie Terrace from the bank), and the City’s parcel, usually known as the “old bowling alley” site. Interstate proposes a 76-unit multiple-family residential facility on the main Bremer Bank property, a relocation of the Bremer Bank facility to the City parcel, and a grant to the City of the remnant Bremer property for use as (in part) an entrance element for the community. The project is proposed to be developed in two phases. First phase would consist of construction of the new bank facility at 2654 Kenzie. The second phase would then be construction of the apartment project at 2401 Lowry, once Bremer has relocated to the new building. August 17, 2021 Page 3 2. Analysis Planned Unit Development Purpose. The applicant wishes to establish a PUD, Planned Unit Development zoning district to accommodate the proposed apartment project. For PUD applications, it is important that the purpose of planned unit development be considered and that a determination is made that this purpose will be fulfilled. Generally speaking, planned unit development is intended to allow a mixture of uses and/or flexibility from the strict terms of the Zoning Ordinance in return for higher site and building design standards than what would otherwise be allowed or required. Section 152.202 of the Zoning Ordinance specifically states that planned unit development may allow the following: (A) Variety. Within a comprehensive site design concept, a mixture of land uses, housing types and densities; (B) Sensitivity. Through the departure from the strict application of required setbacks, yard areas, lot sizes, minimum house sizes, minimum requirements, and other performance standards associated with traditional zoning, a PUD can maximize the development potential of land while remaining sensitive to its unique and valuable natural characteristics; (C) Efficiency. The consolidation of areas for recreation and reductions in street lengths and other utility-related expenses; August 17, 2021 Page 4 (D) Density transfer. The project density may be clustered, basing density on a number of units per acre in place of specific lot dimensions; and (E) District integration. The combination of uses which are allowed in separate zoning districts such as: 1. Mixed residential uses to allow both densities and unit types to be varied within the project; 2. Mixed residential uses with increased density based upon the greater sensitivity of PUD projects to regulation; and 3. Mixed land uses with the integration of compatible land uses within the project. Processing. To accommodate the requested PUD amendment, a two-stage review process will take place. In this regard, the application under consideration is the Preliminary PUD Plan stage. Generally speaking, Preliminary Plan approval is similar to a basic rezoning in that it establishes that the proposed use is appropriate for the subject site. Also, as part of Preliminary Plan review, various conditions of approval are typically imposed. The Preliminary Plan will be subject to a public hearing, review and recommendation by the Planning Commission and consideration of approval by the City Council. The second stage is the Final PUD Plan which basically serves to implement the various conditions of Preliminary Plan approval and ensure that such conditions have been satisfied. The Final Plan is reviewed by the City Council for adoption as an ordinance. No public hearing is required for Final Plan. Comprehensive Plan. The Metropolitan Council has classified St. Anthony Village as an “urban community.” “Urban communities” are expected to plan for forecasted population and household growth at average densities of at least 10 units per acre for new development and redevelopment. In addition, “urban communities” are expected to target opportunities for intensive development near regional transit investments. The City’s 2040 Comprehensive Plan identifies the subject properties as important redevelopment opportunities. Recognizing that the City is expected to accommodate an increase in population and that little to no vacant land presently exists, redevelopment of previously developed sites is considered the primary means of achieving the City’s residential density objectives. The Land Use Plan included in the 2040 Comprehensive Plan high density development on the subject property. The 2040 Comprehensive Plan also establishes a desired density range of 20 to 40 units per acre for high density residential development. The applicant has proposed a residential density 40 units per acre (76 dwelling units/1.89 acres) which is at the top of the density range directed by the draft 2040 Plan. With the preceding in mind, the proposed redevelopment project is considered consistent with the City’s 2040 Comprehensive Plan. August 17, 2021 Page 5 Interstate’s goal is to create workforce attainable housing without the utilization of TIF, grants, tax credits or subsidy from government and nongovernment agencies. Interstate is currently targeting rents ranging from $1,300 / month for a 1-bedroom unit and $2,350 for a 3-bedroom unit. Site Plan Review Summary Proposed Bank Facility – 2654 Kenzie Terrace The new bank building would be approximately 5,825 square feet. The site currently has no direct access to Kenzie Terrace as the property has been vacant for many years. A new curb cut would be located at the westerly corner of the site. This access will require approval of Hennepin County at Kenzie Terrace is a County roadway. Circulation. Traffic would also have access from the alleyway at the southeast corner of the site. This alley has been identified as a potentially important street for long-term redevelopment of the commercial areas surrounding the subject site. Noted in this regard, however, would be the need to convey a small corner of the site to the city from the larger parcel. That corner extends into the alley, and with transfer of the property to a private party, the city would want to retain all areas that impact the alley layout. Traffic entering the site would have access to parking along the front entry portion of the building, flanking both sides of the entrance drive. A total of 21 parking spaces serve the building, a ratio of one space per 277 square feet gross. The building contains more than 1,000 square feet of non-productive space (restrooms, breakroom, storage, mechanical). Discounting those spaces, the ratio is one space per 228 square feet net. The zoning ordinance requires at least one space per 300 square feet. The proposal is consistent with this aspect of the code. One issue with the proposed site plan is the location and access to the drive-through window services. The plan shows that area on the southeast side of the site, with three lanes. Traffic existing the drive-through would circulate via an exit lane around the building to the north, and then to Kenzie Terrace. The issue with this design is the lack of drive-through stacking area. With more than two cars in any of the lanes, conflicts would result from vehicles stacked into the main drive lane. Staff would typically look for at least 4 spaces per lane to stack vehicles in a bank drive-through. One option would be to flip the building to place the drive-through window and lanes on the Kenzie Terrace portion of the site. In this way, what is now a long exit lane would provide stacking for drive-though customers. It is further noted that the drive-through canopy encroaches into the 25 foot setback from the alley. This would be an aspect of PUD flexibility. Building Materials. Building Materials area combination of primarily brick and glass, with fiber cement and metal panel accents. The building itself would be as high as 23 feet to the top of the highest parapet, well under the maximum 35 foot building height. August 17, 2021 Page 6 Signage. A monument sign is proposed near the Kenzie Terrace entry is shown on the site plans without specific dimensions. This sign would need to meet the requirements of the city’s sign regulations. One note relates to the required setback, which is no closer than 15 feet to the curb line of the adjoining street. Landscaping. The landscaping plan illustrates a fairly well landscaped site. The primary comment in this regard would be the existing line of evergreens along Kenzie Terrace. They are proposed to be removed. It would appear that some of these could be retained, although there is no code requirement to do so. Trash Enclosure. The site plan also includes a detached trash enclosure facility facing the alley. It would be recommended that the trash enclosure, if detached, gain its service access from the interior of the property, rather than the public alleyway. In this regard, staff would encourage an interior trash room within or adjoining the bank building itself, an element staff has seen to be common in other financial institutions due to security. Lighting. Finally, the applicant has provided a lighting plan that envisions a series of pole- mounted LED downcast lights around the site. The only issue raised in this regard would be the light intensity along the southwest property line, the common boundary with the senior housing building. The photometric plan shows foot-candle estimates ranging up to 3.2 along this boundary. Staff would recommend that modifications to the fixtures be made to limit this to zero at the property lines, given the adjoining residential use. Multi Family Apartment Building – 2401 Lowry Ave NE The building is proposed to be a four-story facility. The first level would be a parking level at grade and the upper three floors a mix of one bedroom (30), one bedroom/alcove (17), two bedroom (26), and three bedroom (3) units. Site Access and Parking. Front door access the property is planned from the existing curb cut along Kenzie Terrace. The applicants would close the westerly curb cut nearest the intersection. As with the new Bremer Bank location, the applicants will need to coordinate access approvals for this project through Hennepin County. The driveway 60 spaces of surface parking arrayed around the site. This drive then also provides access to the underground parking garage. The garage is shown to provide 66 parking spaces. This is a ratio of 1.66 spaces per unit. As a ratio per bedroom, the count is 1.17 per bedroom. Because the site plan will result in the closure of an existing curb cut to Stinson Parkway, there could be as many as 12 on-street spaces along Stinson that would accommodate overflow visitors. The applicants will have to work with the Minneapolis Park Board to address changes to the Parkway parking designs. August 17, 2021 Page 7 From the rear shared private road, access is available to the northerly employee parking area, as well as the loading location for food service deliveries. The applicants have indicated that trash handling equipment will be located in the underground garage, with access to the equipment a part of the design of the garage entry. Access-related issues should be subject to further comment and recommendation by the City Engineer. Setbacks. The PUD zoning district does not impose specific structure setback requirements. For reference purposes however, the setback requirements imposed in the City’s R-4 Multiple Family Residential zoning district (commonly applied to high density residential housing projects) were recently changed with the updates to the R-4 District just adopted. The original standards were 30 feet from the street, 15 feet from the interior side boundary, and 40 feet to the rear. These have been changed to 20 feet from the street, but increasing the side yard to 50% of the building height (in this case, requiring up to 25 feet). The applicant prepared these plans under the original ordinance, and meets those standards. As it stands, the city would apply the ordinance in effect at the time of the application. Building Height. As noted above, the structure consists of an at-grade parking garage and three floors above the garage. The building is four stories in height (approximately 50 feet to the top of the parapet). The revised R-4 District increases building height to 50 feet. The garage exposure toward Stinson and Kenzie is one-half story, as the site grading is banked up toward the building to reduce the impression of the building height. A series of windows are built into the exposed garage wall, mirroring the window placement of the windows and balcony doors above. The design does an effective job of minimizing the garage wall exposure toward the street. Emergency Vehicle Access. As a part of the review process, emergency services (fire and police) have reviewed the project in concept and believe that proper emergency vehicle access and hydrant availability is provided. Building plans will be evaluated when submitted. In similar applications, staff will take considerations of such items as key box locations, address markings, and fire lane designations, among other items, at that time. As a part of Final PUD approval, the submitted development plans should be subject to review and comment by the Fire Chief. Building Materials. According to the submitted building elevations, the apartment buildings are to be finished in a variety of materials including the following: • Grey brick encompassing ground level • Tan fiber cement panels and Grey fiber cement lapped siding on the upper floors • Glass Balconies appear to be constructed of metal railing materials. August 17, 2021 Page 8 Landscaping. The applicant has provided a landscaping plan that emphasizes tree plantings in perimeter site locations, with shrub and perennial planting areas around the site in rock mulch planting areas. Tree planting along Stinson Parkway includes a variety of (mostly) deciduous over- and under-story tree planting in the front yard space between the parking areas and the property line. Existing tree planting in the boulevard space between the sidewalk and the travel lanes is a part of the Parkway improvements, as well as significant tree planting in the median. One addition to the landscaping plan could include more shrub plantings along the base of the building, which otherwise is a rock-mulch mow strip. Breaking this area up with additional landscape materials – especially along the Stinson frontage would be an aesthetic improvement. The interior of the site is well planted and should provide an attractive landscape. The site landscaping plan includes a circular plaza space at the corner of Stinson and Kenzie. This area includes a circular concrete walk bounded by extensive shrub, ornamental tree, and perennials plantings, along with lawngrass and perennials in the center of the circle. This design should create a positive visual at the corner. To support pedestrian traffic in the corridor, staff would suggest two or three benches to provide seating opportunities to both residents and passersby. Signage. The Preliminary PUD application does shows wall signage facing both Stinson and Kenzie, and appears to be consistent with the city’s sign requirements. Trash Handling. Trash equipment will be located within the garage level. Grading, Drainage, and Utilities. Issues related to grading, drainage and utilities should be subject to comment and recommendation by the City Engineer. The City Engineer has reviewed the project at Preliminary Plan stage, and has identified review comments related to civil plans will require technical comment and attention, but none that appear to impact the Preliminary Plan documents or the general site planning. PUD Agreement. As a condition of Final PUD approval, the applicant will be required to enter into a PUD agreement with the City and post all the necessary securities required by it. 3. Criteria for and Consistency with Criteria for PUD Approval. Title XV Land Usage, Chapter 152 Zoning Code, Section §152.209. SUMMARY AND STAFF/PLANNING COMMISSION RECOMMENDATIONS Preliminary Plan PUD - Staff recommends approval with the following conditions: August 17, 2021 Page 9 1. The applicant participates in a subdivision of the portion of 2654 Kenzie that encroaches into the alley and the City retains ownership of that remnant. 2. Access-related issues shall be subject to comment and recommendation by the City Engineer, as well as Hennepin County and Minneapolis Park Board. 3. The proposed bank site plan is modified to increase drive-through lane stacking space. 4. The applicants modify the landscaping plan for the bank location to retain a portion of the existing evergreen plantings. 5. The proposed monument sign on the bank site is placed and designed to meet city ordinances for size and setback. If an electronic display is desired, the applicants will need to apply for a separate Conditional Use Permit under the applicable code. 6. The lighting plan for the proposed bank site is modified to show a zero footcandle light intensity at the boundary with the senior residential property to the west. 7. The applicant adds foundation plantings along the Stinson and Kenzie frontages of the residential building. 8. The City finds that the proposed parking supply is adequate to serve the residential facility. 9. Final PUD Plans demonstrate compliance with ADA parking supply requirements (for disabled persons). 10. As part of the Final PUD Plan submission, a final signage plan be submitted for review which demonstrates compliance with City requirements. 11. Issues related to grading, drainage and utilities shall be subject to comment and recommendation by the City Engineer. 12. The applicant enter into a PUD agreement with the City and post all the necessary securities required by it. 13. The applicant executes the required land transfers suitable to the City Council. 14. Consideration of comments of other City Staff. This recommendation is based on a finding that the proposal, with the conditions cited, is consistent with the requirements for PUD consideration, with the long-term objectives of the recommendations and policies of the St. Anthony Comprehensive Plan. ATTACHMENTS August 17, 2021 Page 10 Exhibit A: Location map Exhibit B: Application and Supporting Material Exhibit C: Draft resolution NOTICE OF A PUBLIC HEARING August 17, 2021, 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 Preliminary Plan stage Planned Unit Development (PUD) including the following locations: 2654 Kenzie Terrace (former Bowling Alley Site): The 2654 Kenzie Terrace parcel is approximately 0.90 acres and is currently owned by St. Anthony Village. Interstate Development is proposing to purchase the property from St. Anthony Village for the development of a new 5,825 square foot Bremer Bank branch office. Construction is expected to commence in the Fall of 2021, with the branch opening for business in July of 2022. 2401 Lowry Ave NE (current Bremer Bank Site): The 2401 Kenzie Terrace parcel is approximately 1.89 acres and is currently owned and occupied by Bremer Bank. Interstate Development is proposing to purchase the property from Bremer Bank for the development of a 76-unit, general market residential multi-family project with three stories and underground parking. Construction on this site is expected to commence upon the opening of the new Bremer branch at 2654 Kenzie, in approximately July of 2022 with rental units coming online in the Spring of 2023. 2534 Kenzie Terrace (Bremer Bank-owned Vacant Site): The 2534 Kenzie Terrace parcel is approximately 0.32 acres, is currently owned by Bremer Bank, and is a vacant land parcel. Interstate Development is proposing to purchase the property from Bremer Bank and is also proposing to sell the same parcel to St. Anthony Village. 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: Online Those persons having an interest are encouraged to attend via Zoom. The link to participate via Zoom can be found at http://www.savmn.com/Calendar.aspx?EID=1227 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 until the date of the public hearing. Comments can also be conveyed via email, to planner@savmn.com until the date of the public hearing. Questions? Questions may be directed to the City Planner at 763-957-1100. The Planning Commission will make a recommendation regarding the proposed request to the City Council for their meeting, tentatively to be scheduled on September 14, 2021 at 7:00 p.m. at City Hall. Steve Grittman City Planner July 20, 2021 Stephen Grittman St. Anthon City Planner Northwest Associated Consultants, Inc. via e-mail: sgrittman@nacplanning.com RE: MULTI-SITE DEVELOPMENT, ST. ANTHONY VILLAGE – SUBMITTAL FOR PLANNED UNIT DEVELOPMENT Dear Mr Grittman, Interstate Development is submitting the following information for a Planned Unit Development with St. Anthony Village. Enclosed herein find materials to support our Land Use Application as well as the Description of Request. Thank you for your time, please don’t hesitate to reach out with any questions. Sincerely, Victoria Perbix vperbix@interstatedevelopment.com 952-658-6460 office / 612-964-3503 mobile PROJECT SUMMARY: Interstate’s proposal includes the purchase of and development of three parcels located in St. Anthony Village, (i) 2654 Kenzie Terrace (former Bowling Alley Site), (ii) 2401 Lowry Ave NE (current Bremer Site), and (iii) 2534 Kenzie Terrace (Former Bremer Bank site). 2654 Kenzie Terrace (former Bowling Alley Site): The 2654 Kenzie Terrace parcel is approximately 0.90 acres and is currently owned by St. Anthony Village. Interstate is proposing to purchase the property at market value from St. Anthony Village for the development of a new 5,825 square foot Bremer Bank branch office. Construction is expected to commence in the Fall of 2021, with the branch opening for business in July of 2022. 2401 Lowry Ave NE (current Bremer Bank Site): The 2401 Kenzie Terrace parcel is approximately 1.89 acres and is currently owned and occupied by Bremer Bank. Interstate is proposing to purchase the property from Bremer Bank for the development of a 76-unit, residential multi-family project. Construction on this site will commence upon the opening of the new Bremer branch at 2654 Kenzie, in approximately July of 2022 with rental units coming online in the Spring of 2023. 2534 Kenzie Terrace (former Bremer Bank Site): The 2534 Kenzie Terrace parcel is approximately 0.32 acres, is currently owned by Bremer Bank, and is a vacant land parcel. Interstate is proposing to purchase the property from Bremer Bank and is also proposing to sell the same parcel to St. Anthony Village at market value. PROJECT DESCRIPTIONS: 2654 Kenzie Terrace (former Bowling Alley Site): i. Building: Interstate is proposing the development of a single-tenant 5,825 square foot retail bank branch building for Bremer Bank at this location. ii.Drive-Through: The bank will include 3 drive-through lanes, comprised of two- teller lanes and one ATM lane. iii. Site Design: The development will include onsite parking, building circulation, trash enclosure with pick-up service via the alley, impervious surfaces estimated at 70% / pervious surfaces estimated at 30%, ingress egress via Kenzie Terrace and the alley. iv. Building Materials: We anticipate the exterior building materials to include glass, brick and architectural panels. v. Signage: The development proposal will include on-building signage on all four sides of the structure, the most prominent of which will be on the Kenzie Terrace side of the building. Additionally, the project will include a monument on the southwest corner of the site, facing Kenzie Terrance. The site will also include directional signage for traffic control. vi. Employment: The proposed Bremer Bank branch will employ approximately 20 full-time team members. vii. Acquisition: The proposal requires that Interstate purchase the property from St. Anthony Village. 2401 Lowry Ave NE (current Bremer Bank Site): i. Building: Interstate is proposing a 76-unit, 4-story, residential multi-family structure on the property. The building’s first floor will be designated for covered parking, floors 2 – 4 will be residential dwelling units. Total building square footage is estimated at 99,950 square feet. ii. Units: The building will be comprised of 76 residential units, broken out as follows; (i) 30 one-bedroom units, (ii) 17 one-bedroom alcove units, (iii) 26 two-bedroom units, and (iv) 3 three-bedroom units. Unit square footages will range from 525 square feet to 1,362 square feet. iii. Site Design: The site will provide covered parking on the first floor of the building in addition to surface parking. We are estimating 124 total parking stalls (1.63 / unit). Ingress / egress will be off of Kenzie Terrace. The covered parking in the Building will be accessed on the northeast corner of the site / building. The site design will include thoughtful landscaping, with an emphasis on the southwest corner (portion of the site that is at the hard corner of Kenzie Terrace & Stinson). iv. Building Materials: We anticipate the exterior building materials to include glass, steel panels, architectural siding / panels, and brick / stone. v. Signage: The project will include building Signage and directional signage for traffic control. vi. Amenities: The project will include amenities such as; an onsite management office, heated parking garage, pet wash station, WIFI lounge / club room and an outdoor patio. vii. Acquisition: The project requires that Interstate purchase the property from Bremer Bank. viii. Affordable: Interstate’s goal is to create workforce attainable housing without the utilization of TIF, grants, tax credits or subsidy from government and non- government agencies. Interstate is currently targeting rents ranging from $1,300 / month for a 1-bedroom unit and $2,350 for a 3-bedroom unit. 2534 Kenzie Terrace (former Bremer Bank Site): i. Acquisition: Interstate is planning to acquire the property along with the parcel located at 2401 Lowry Ave. Interstate is not planning a development on this parcel. ii. Disposition: Interstate is planning to selling the parcel to St. Anthony Village contemporaneous with the purchase of the 2654 Kenzie Terrace property (former bowling alley site), via a land-swap agreement, whereas Interstate will pay to St. Anthony Village the cost differential of the two properties. [Remaining submittal materials accompany this letter] Our Mission is to be a progressive and livable community, a walkable village, which is sustainable, safe and secure. Address of Property Involved: _________________________________________________________________________ Property ID Number: _________________________________________________________________________________ Legal Description: ___________________________________________________________________________________ __________________________________________________________________________________________________ Applicant Information Applicant Name: ____________________________________________________________________________________ Applicant Address: __________________________________________________________________________________ Applicant Telephone Number: ________________________________ Other: ___________________________________ Applicant Fax Number________________________________________________________________________________ Applicant Email Address: _____________________________________________________________________________ Property Information Property Owner (if different from above):________________________________________________________________ Owner Address: _____________________________________________________________________________________ Owner Telephone Number: ___________________________________________________________________________ Owner Email Address: ________________________________________________________________________________ Type of Request (Check All that Apply) Appeal ($500 fee + $1,500 escrow) Comprehensive Plan Amendment ($750 fee + $1,500 escrow if residential; $3,500 escrow if commercial/industrial) Conditional Use Permit (CUP) ($1,000 fee+ $450 escrow if residential; $1,500 escrow if commercial/industrial) Easement Vacation ($200 fee + $500 escrow) Preliminary Plat ($500 fee + $500 escrow) Final Plat ($500 fee + $7500 escrow) Minor Subdivision/Lot Split ($250 fee + $1,250 escrow) Planned Unit Development (PUD) ($1,500 fee + $2,500 escrow) Rezoning ($750 fee + $1,500 escrow) Zoning Text Amendment ($500 fee + $750 escrow) Site Plan ($250 fee + $750 escrow) Variance ($750 fee + $450 escrow if residential; $1,500 escrow if commercial/industrial) 3301 Silver Lake Road St. Anthony Village, Minnesota 55418 Office: (612) 782-3301 Fax: (612) 782-3302 www.savmn.com -For Office Use Only- Planning File Number _____________ Project Number _____________ Application Submittal Date _____________ Application Completed Date _____________ Fee Paid _____________ Receipt Number _____________ Planning Commission Meeting Date _____________ Council Decision _____________ Council Decision Date _____________ LAND USE APPLICATION Interstate Development Corporation 6390 Carlson Drive Eden Prairie MN 55346 952-658-6460 (Victoria Perbix)651-406-8050 (main office line) n/a vperbix@interstatedevelopment.com 07.029.23.24.0021 & 07.029.23.24.0020 (former bowling alley) / 07.029.23.23.0002 (current Bremer) / 07.029.23.23.0015 (former Bremer) PO Box 1000 Lake Elmo MN 55042 (current Bremer and former Bremer) / 3301 Silver Lake Road St. Anthony Village 55418 (former bowling alley) 2654 Kenzie Terrace (former bowling alley/new Bremer), 2401 Lowry Avenue NE (current Bremer/proposed multi-family) and 2534 Kenzie Terrace (former Bremer, proposed transfer to City) Township 29, Range 23, Hennepin County Minnesota (current Bremer) / Lot 1, Block 1, Kenzie Terrace Addition(former Bremer) Lot 2, Block 2, St. Anthony Village Center Addition No. 1, Hennepin County Minnesota (former bowling alley) / Part of the Northwest 1/4 of Section 7, (763) 331-4964 jcfahning@bremer.com Bremer Bank N.A. (Jon Fahning) and HRA St. Anthony Description of the Request (OR a separate detailed narrative explaining the project): __________________________________________________________________________________________________ __________________________________________________________________________________________________ __________________________________________________________________________________________________ __________________________________________________________________________________________________ __________________________________________________________________________________________________ __________________________________________________________________________________________________ __________________________________________________________________________________________________ __________________________________________________________________________________________________ __________________________________________________________________________________________________ __________________________________________________________________________________________________ Filing and Information Requirements The City recommends that you contact the planner prior to submission to discuss the application process, requirements, and deadlines. Incomplete Applications and Submission Deadline A complete land use application (including all required fees and escrows) must be received at least 30 days prior to the meeting of the Planning Commission or City Council meeting at which the request will be heard. Submission of an incomplete application may delay the processing of your land use request. The application approval time commences and an application is considered officially filed when the City Planner has received and examined the application and determined that the application is complete. A decision on whether the application is complete or incomplete shall be made within fifteen (15) working days following the submittal of the application. When the application is deemed to be “complete” it shall be placed on the agenda of the first possible Planning Commission meeting provided that all required public notices have been sent and published. Upon submission of a complete application, state statute requires that a decision be issued within 60 days regarding each request; however, a 60-day extension may be obtained if more time is needed. Notice of Meeting Attendance In order for the Planning Commission and the City Council to consider any application, the applicant or a designated representative must be present at the scheduled meeting. If not, the matter may be tabled until the next available agenda. Agenda Deadline and Meeting Schedule Planning Commission meetings are typically held on the third Tuesday of every month at 7:00 p.m., while City Council meetings are held typically the second and fourth Tuesday of every month at 7:00 p.m. Meeting dates and times are subject to change so please contact City Hall to verify the meeting date and time. All meetings are held at the St. Anthony Community Center in the Council Chambers, 3301 Silver Lake Road, St. Anthony, Minnesota 55418, unless otherwise stated. Applications are advised that additional meetings and/or workshops are scheduled when necessary. see separate enclosure Acknowledgement and Signature I acknowledge that I have read all of the information listed in the City of St. Anthony Village Land Use Application and fully understand that I am responsible for all costs incurred by the City related to the processing of this application. If additional fees are required to cover costs incurred from processing of the application, the City has the right to require additional payment from one or more of the undersigned, who shall be jointly liable for such fees. Such expenses may include (but are not limited to) direct city payroll and overhead costs, fees paid to consultants and other professionals, and the cost of printing, mailing, and supplies. Applicants are advised that an escrow deposit is required at the time of the submittal of the land use application to offset costs associated with the proposed project. Unused portions of an escrow are returned to the applicant upon successful implementation of an approved plan. I understand that approval from other agencies may be required before commencement with the stated project. __________________________________________________ __________________________ Property Owner Signature (Required) Date __________________________________________________ __________________________ Applicant Signature (If different than the property owner) Date Please contact the City Planner at 763-957-1100 or planner@savmn.com if you have any questions regarding this application. 07/20/2021 07/20/2021 2654 Kenzie Terrace Former Bowling Alley Site Proposed New Bremer Bank Branch 01 - FIRST FLOOREL= 100' - 0"RTU, PAINTED TO MATCH MTL-1RTU, PAINTED TO MATCH MTL-1SIGNAGE BY OTHERS- 21 SFMTL-1MTL-18"8"1' - 0"FCB-1FCB-1MTL-1MTL-1MINI3' - 0"BRK-1BRK-1GL-1GL-1GL-18" CURB8" CURBMTL-18"T.O. STOREFRONTEL= 113' - 0"T.O.PARAPET 1EL= 118' - 0"T.O.PARAPET 2EL= 121' - 4"T.O.PARAPET 3EL= 123' - 10"LS-1 LS-1WP-15' - 0"01 - FIRST FLOOREL= 100' - 0"SIGNAGE BY OTHERS - 40 SFFCB-1MTL-1MTL-1FCB-1GL-1GL-1MTL-18"8"BRK-1T.O. STOREFRONTEL= 113' - 0"T.O.PARAPET 2EL= 121' - 4"T.O.PARAPET 3EL= 123' - 10"LS-1LS-113' - 9 1/2"2' - 3"1' - 6"5' - 7 1/2"01 - FIRST FLOOREL= 100' - 0"BRK-1BRK-1FCB-1MTL-1FCB-1MTL-1MTL-1MINI3' - 0"T.O.PARAPETEL= 112' - 6"GL-1GL-1GL-1MTL-1MTL-1MTL-18"8"T.O.PARAPET 1EL= 118' - 0"T.O.PARAPET 2EL= 121' - 4"LS-1WP-1WP-101 - FIRST FLOOREL= 100' - 0"BRK-1T.O.PARAPETEL= 112' - 6"FCB-1MTL-1MTL-1MTL-1BRK-1MINI3' - 0"MTL-1T.O.PARAPET 1EL= 118' - 0"T.O.PARAPET 2EL= 121' - 4"Project ForSheet Issues / RevisionsCertificationProject No.Drawn ByChecked ByDateNOTICE: The designs shown and described herein including all technical drawings, graphics, and models thereof, are proprietary and cannot be copied, duplicated or commercially exploited, in whole or in part, without express written permission of RSP Architects. These are available for limited review and evaluation by clients, consultants, contractors, government agencies, vendors and office personnel only in accordance with this Notice.© Copyright RSP Architects 2021. All rights reserved.ConsultantsI hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I ama duly Licensed Architect under the laws of the state of Minnesota.Date SignedLicense NumberNameNOT FORCONSTRUCTION1220 Marshall Street NEMinneapolisMinnesota 55413-1036612.677.7100612.677.7499 faxwww.rsparch.comRSP Architects7/13/2021 4:08:35 PMP:\Retail\Bremer Bank\Saint Anthony, MN\Revit\00_Models\A20_Bremer.rvtEXTERIOR ELEVATIONSBREMER BANK305800300MAJKM07.20.2021Bremer BankSaint Anthony, MNA4011/8" = 1'-0"1SOUTH ELEVATION1/8" = 1'-0"3EAST ELEVATION1/8" = 1'-0"2NORTH ELEVATION1/8" = 1'-0"4WEST ELEVATIONMATERIAL KEY NOTESMTL-1METAL, WHITEBRK-1BRICK, MEDIUM IRONSPOT #77FCB-1NICHIHA FIBER CEMENT BOARD, SNOW WHITEGL-1STOREFRONT WITH CLEAR 1" INSULATED GLASSNo. Date DescriptionLS-1 EXTERIOR WALL SCONCE AT 6'-6" TYP, SEE ELEC.WP-1 EXTERIOR WALL PACK AT 9'-0" TYP, SEE ELEC.LIGHTING SCHEDULE A4011A4013A4012A401466 SFSTORAGE73 SFRESTROOM73 SFRESTROOM176 SFMECH/SPRINKLER/ELECT156 SFMAIL/WORKRM50 SFDATA/IT55 SFSTORAGE114 SFNIGHTDROP247 SFCONFERENCERM69 SFRESTROOM69 SFRESTROOM69 SFSTORAGE69 SFMOTHER'SRM316 SFBREAKRM222 SFDRIVETHRUVESTIBULEBAR/COFFEE125 SFBRANCHMANGER125 SFASSOCIATEMANGER125 SFFINANCIALADVISOR350 SFCONFERENCERM100 SFSMALLOFFICE100 SFSMALLOFFICE60 SFOPENW.S.60 SFOPENW.S.60 SFOPENW.S.123 SFSMALLOFFICE124 SFSMALLOFFICEPLAZA20' - 9 1/2"15' - 11"17' - 8"27' - 6"26' - 1"48' - 5 1/2"7' - 3 1/2"2' - 4 1/2"87' - 3 1/2"20' - 8 1/2"55' - 9"ENTRANCEEXITN55' - 3"13' - 3"22' - 9 1/2"19' - 3"108' - 0"12' - 0"3' - 0"12' - 0"4' - 0"12' - 0"Project ForSheet Issues / RevisionsCertificationProject No.Drawn ByChecked ByDateNOTICE: The designs shown and described herein including all technical drawings, graphics, and models thereof, are proprietary and cannot be copied, duplicated or commercially exploited, in whole or in part, without express written permission of RSP Architects. These are available for limited review and evaluation by clients, consultants, contractors, government agencies, vendors and office personnel only in accordance with this Notice.© Copyright RSP Architects 2021. All rights reserved.ConsultantsI hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I ama duly Licensed Architect under the laws of the state of Minnesota.Date SignedLicense NumberNameNOT FORCONSTRUCTION1220 Marshall Street NEMinneapolisMinnesota 55413-1036612.677.7100612.677.7499 faxwww.rsparch.comRSP Architects7/13/2021 4:08:34 PMP:\Retail\Bremer Bank\Saint Anthony, MN\Revit\00_Models\A20_Bremer.rvtFIRST FLOOR PLANBREMER BANK305800300MAJKM07.20.2021Bremer BankSaint Anthony, MNA1011/8" = 1'-0"1FIRST FLOOR PLANNo. Date Description(TOTAL - 5825 SFT) N:\0026999.00\DWG\CIVIL\0026999CV.DWG BREMER BANK - ST. ANTHONY © 2021 Westwood Professional Services, Inc.BENCHMARKSBM-1XXXXXXXXBM-2XXXXXXXXBM-3XXXXXXXXBM-4XXXXXXXXPRELIMINARY PLANSBREMER BANK - ST. ANTHONYST. PAUL, MINNESOTAPREPARED FOR:BREMER BANK380 ST. PETER STREETST. PAUL, MINNESOTA, 55102CONTACT: FAHNING, JONPHONE: 651-312-3553EMAIL: JCFAHNING@BREMER.COMVicinity Map(NOT TO SCALE)SHEETSREVISIONDATENO.....................FORFORSITE, GRADING, EROSION CONTROL,UTILITIES, AND LANDSCAPEPREPARED BY:PROJECT NUMBER: 0026999.00CONTACT: DANIEL M. PARKSPhone(952) 937-515012701 Whitewater Drive, Suite #300Fax(952) 937-5822Minnetonka, MN 55343Toll Free(888) 937-5150PRELIMINARY PLANSBREMER BANK - ST. ANTHONYST. PAUL, MINNESOTAFORFORSITE, GRADING, EROSION CONTROL,UTILITIES, AND LANDSCAPEINITIAL SUBMITTAL DATE: 07/20/2021SHEET: C001 OF 9PROJECT NUMBER: 0026999.00Sheet List TableSHEETNUMBERSHEET TITLEC001COVER SHEETC100ALTA NSPS LAND TITLE TOPOGRAPHIC SURVEYC101PRELIMINARY PLATC200SITE PLANC300GRADING PLANC400EROSION CONTROL PLANC500UTILITY PLANL100LANDSCAPE PLANE100LIGHTING PLANSITE STSTSCBMHRIM ELEV = 906.68NE INV 15" RCP = 900.54SUMP = 898.18CBMHRIM ELEV. = 913.40SE INV 12" = 909.25NW INV 12" = 909.35CBMHRIM ELEV = 915.16SUMP = 903.65NE INV 12" RCP = 908.32E INV 24" RCP = 903.59SE INV 4" RCP = 903.76SW INV = 903.68 CBRIM ELEV = 906.55SW INV 12" RCP = 900.55STMH RIM ELEV = 907.07 SUMP = 895.84 CB RIM ELEV = 906.42 E INV 12" RCP = 900.97 WAT WAT WAT WAT WAT WAT WAT WAT WAT WAT WAT WAT(80 FT. WIDE DEDICATED PUBLIC RIGHT OF WAY)BLOCK 2LOT 2POHPOHPOHPOHPOHPOHPOHXXXXXXXXXXXXXXX X XXXXX X POHPOHGAS GAS GAS GAS GAS GAS GAS GAS GAS GAS PUGSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSANSANSANSANSANSANSANSANSANSAN SANSANSANSANSANSANSAN WAT WATWATWATWATWATWATWATWATWATWATWATWATWATWAT(60 FT. WIDE DEDICATED PUBLIC RIGHT OF WAY) 40 608080606 (34.076 (6 (6 (1 (1 :9 0 8 9109 1 2 914916916 914914912914910912914 9089 1 0 912914BITUMINOUS REMNANTSEXISTING BUILDINGEXISTING BUILDING EXISTING BUILDINGEX I S T I N G BU I L D I N G BITUMINOUS (POOR CONDITION) 2.1 0.4 3.4 1.8 2.3 CENTERLINE OF VACATED SUNSET AVENUECENTERLINE OF COOLIDGE ST.NW'LY LINE OF LOT 2 &ITS SW'LY EXTENSION 20INGRESS & EGRESSEASEMENT PER DOC.NO. 6485698 (SCHD.B II ITEM NO. 5)N O B U I L D I N G S O B S E R V E D 10. 5 OWNER: GERALDINE M FREIBERGOWNER: WALKER SENIOR HOUSING CORPOWNER: HANNAY HARRIS REAL EST LLCESTOSTO42" RCP 24" PVC ST O ST O 10 FT. SETBACK LINE PER ST. ANTHONY ZONING CODE10 FT. SETBACK LINE PER ST. ANTHONY ZONING CODE35 FT. SETBACK LINE PER ST. ANTHONY ZONING CODE 20 FT. SETBACK LINE PER ST. ANTHONY ZONING CODE 40 40 29.8 29. 7 353510 10 202010 10WAT43.66 125.081/2"OPENPIPE1/2"OPENPIPE1/2" OPENCAP NO. 184201/2"OPENPIPESTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTO STOSTOSTOSTOSTOSTOSTOSANSANSAN STO1. This survey was prepared using Guaranty Commercial Title, Inc, issuing agent for Old Republic Title Insurance Company TitleCommitment Number 65847 having an effective date of October 2, 2020, 8:00 a.m.2. The address of the surveyed property is 2654 Kenzie Terrace, St. Anthony MN 55418. (Table A Item 2)3. Subject property appears to be classified as Zone X (area of minimal flooding) when scaled from Flood Insurance Rate MapCommunity - Panel Number 27053C0240F dated 11/4/2016. (Table A Item 3)4. Subject property contains 39,632 Sq. Ft. or 0.910 Acres. (Table A Item 4)6. Subject property contains 0 regular parking stalls, 0 handicapped stalls and 0 motorcycle stalls. (Table A Item 9)7. The underground utilities shown have been located from field survey information and existing drawings. The surveyor makesno guarantees that the underground utilities shown comprise all such utilities in the area, either in service or abandoned.The surveyor further does not warrant that that the underground utilities shown are in the exact location indicated althoughhe does certify that they are located as accurately as possible from information available. The surveyor has not physicallylocated the underground utilities. (State One Call Ticket No. 202870259). (Table A Item 11)8. As of the date the field work was completed for this survey, there was no observable evidence of current earth moving work,exterior building construction or building additions. (Table A Item 16)9. As of the date of this survey, there are no proposed changes in street right of way lines, based on a conversation with theproper official at Hennepin County. As of the date the field work was completed for this survey, there was no observableevidence of recent street or sidewalk construction or repairs. (Table A Item 17)10. Based on the information contained within title commitment listed above and a physical inspection of the subject property,the surveyor is not aware of any off site easements or servitudes other than shown hereon. (Table A Item 19)11. Bearings based on the Hennepin County coordinate system, (NAD 83 - 1986 Adjustment).12. Benchmark: Checked into MnDot 2783 X (Metal Rod with removable ID Disk). In Minneapolis, 1.0 mile southwest alongInterstate Hghway 35W from the junction of Interstate Highway 35W and St. Anthony Boulevard/Industrial Boulevard inMinneapolis, at Interstate Highway 35W milepoint 20.55, 30.2 feet south of the northbound Interstate Highway 35W fog line,22.2 feet north of the entrance ramp from NE Johnson Street to northbound Interstate Highway 35W, 60.8 feet west of lightpole number w5w 5, 1.5 feet east of a witness post. Elevation=878.36. (NAVD88)Lot 2, Block 2, St. Anthony Village Commercial Center Addition No. 1, Hennepin County, Minnesota.Together with that part of vacated Sunset Avenue lying northeasterly of the centerline of vacated Sunset Avenue, between theextensions southwesterly of the northwesterly line of said Lot 2 and the centerline of Coolidge Street.(Abstract Property)GENERAL NOTESLEGAL DESCRIPTIONThe following notes correspond to the numbering system of Schedule B II of the above mentioned title commitment.Items 1-4 are not survey matters.5. Access easement(s) over part of the Land as evidenced by Document No. 6485698. Said easements for ingress and egresspurposes affects the subject property and is depicted hereon.SCHEDULE B II TITLE ITEM NOTESSURVEYOR'S CERTIFICATETo: Bremer Bank and Guaranty Commercial Title, Inc. as issuing agent for Old Republic Title InsuranceCompany:This is to certify that this map or plat and the survey on which it is based were made in accordance withthe 2016 Minimum Standard Detail Requirements for ALTA/NSPS Land Title Surveys, jointly establishedand adopted by ALTA and NSPS, and includes Items 1-5, 7(a)(b1), 8, 9, 11, 13, 16, 17, 19 of Table A andapplicable parking and building setback thereof. The fieldwork was completed on October 26, 2020.Date of Plat or Map: 12/28/20 Nathan H. Carlson, PLSMinnesota License No. 45873nate.carlson@westwoodps.com FOUND MONUMENT (AS NOTE)SET MONUMENT - LS 45873(NOT TO SCALE)VICINITY MAPSITELEGENDSOIL BORINGGUY WIRESANITARY MANHOLECATCH BASINPOWER POLEELECTRIC BOXSIGNSTEEL/WOOD POSTGATE VALVEHYDRANTSTORM MANHOLETELEPHONE BOXGASPOHPUGSANSTOWATSSTETXPOWER OVERHEADPOWER UNDERGROUNDWATERMAINSANITARY SEWERSTORM SEWERGAS LINEFENCE LINECURB & GUTTERCONCRETE SURFACEBITUMINOUS SURFACE© Phone(952) 937-515012701 Whitewater Drive, Suite #300Fax(952) 937-5822Minnetonka, MN 55343Toll Free(888) 937-5150 STSTSCBMHRIM ELEV = 906.68NE INV 15" RCP = 900.54SUMP = 898.18CBMHRIM ELEV. = 913.40SE INV 12" = 909.25NW INV 12" = 909.35CBMHRIM ELEV = 915.16SUMP = 903.65NE INV 12" RCP = 908.32E INV 24" RCP = 903.59SE INV 4" RCP = 903.76SW INV = 903.68 CBRIM ELEV = 906.55SW INV 12" RCP = 900.55STMH RIM ELEV = 907.07 SUMP = 895.84 CB RIM ELEV = 906.42 E INV 12" RCP = 900.97 WAT WAT WAT WAT WAT WAT WAT WAT WAT WAT WAT WAT POHPOHPOHPOHPOHPOHPOHXXXXXXXXXXXXXXX X XXXXX X POHPOHGAS GAS GAS GAS GAS GAS GAS GAS GAS GAS PUGSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSANSANSANSANSANSANSANSANSANSAN SANSANSANSANSANSANSAN WAT WATWATWATWATWATWATWATWATWATWATWATWATWATWAT6 (34.076 (6 (6 (1 (1 :20INGRESS & EGRESSEASEMENT PER DOC.NO. 6485698 (SCHD.B II ITEM NO. 5)ESTOSTO42" RCP 24" PVC S T O S T O 10 FT. SETBACK LINE PER ST. ANTHONY ZONING CODE10 FT. SETBACK LINE PER ST. ANTHONY ZONING CODE35 FT. SETBACK LINE PER ST. ANTHONY ZONING CODE 20 FT. SETBACK LINE PER ST. ANTHONY ZONING CODE 353510 10 202010 10WAT1/2"OPENPIPE1/2"OPENPIPE1/2" OPENCAP NO. 184201/2"OPENPIPESTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTO STOSTOSTOSTOSTOSTOSTOSANSANSAN STOT(80 FT. WIDE DEDICATED PUBLIC RIGHT OF WAY) (60 FT. WIDE DEDICATED PUBLIC RIGHT OF WAY) 40 60808060CENTERLINE OF VACATED SUNSET AVENUECENTERLINE OF COOLIDGE ST.NW'LY LINE OF LOT 2 &ITS SW'LY EXTENSION 20INGRESS & EGRESSEASEMENT PER DOC.NO. 6485698 (SCHD.B II ITEM NO. 5)OWNER: GERALDINE M FREIBERGOWNER: WALKER SENIOR HOUSING CORPOWNER: HANNAY HARRIS REAL EST LLC10 FT. SETBACK LINE PER ST. ANTHONY ZONING CODE10 FT. SETBACK LINE PER ST. ANTHONY ZONING CODE35 FT. SETBACK LINE PER ST. ANTHONY ZONING CODE 20 FT. SETBACK LINE PER ST. ANTHONY ZONING CODE 40 40 353510 10 202010 101/2"OPENPIPE1/2"OPENPIPE1/2" OPENCAP NO. 184201/2"OPENPIPEBLOCK 1LOT 16 (1 (1 :6 (6 (6 (0'20'40'60'1" = 20'Lot 2, Block 2, St. Anthony Village Commercial Center Addition No. 1, Hennepin County, Minnesota.Together with that part of vacated Sunset Avenue lying northeasterly of the centerline of vacated Sunset Avenue,between the extensions southwesterly of the northwesterly line of said Lot 2 and the centerline of Collidge Street.(Abstract Property)EXISTING LEGAL DESCRIPTION© Phone(952) 937-515012701 Whitewater Drive, Suite #300Fax(952) 937-5822Minnetonka, MN 55343Toll Free(888) 937-5150(NOT TO SCALE)VICINITY MAPSITEPROPERTY LINESETBACK LINEEASEMENT LINECURB AND GUTTERLOT LINEPOND NORMAL WATER LEVELRETAINING WALLCONCRETE PAVEMENTNUMBER OF PARKING STALLSTRANSFORMERSITE LIGHTINGEXISTINGPROPOSEDFENCEXXHEAVY DUTY BITUMINOUS PAVEMENTNORMAL DUTY BITUMINOUS PAVEMENTTRAFFIC SIGNPOWER POLEBOLLARD / POSTCONCRETE SIDEWALKTIP-OUT CURB AND GUTTERSITE LEGEND5T1. This survey was prepared using Guaranty Commercial Title, Inc, issuing agent for Old Republic Title Insurance Company TitleCommitment Number 65847 having an effective date of October 2, 2020, 8:00 a.m.2. The address of the surveyed property is 2654 Kenzie Terrace, St. Anthony MN 55418. (Table A Item 2)3. Subject property appears to be classified as Zone X (area of minimal flooding) when scaled from Flood Insurance Rate MapCommunity - Panel Number 27053C0240F dated 11/4/2016. (Table A Item 3)4. The underground utilities shown have been located from field survey information and existing drawings. The surveyor makes noguarantees that the underground utilities shown comprise all such utilities in the area, either in service or abandoned. Thesurveyor further does not warrant that that the underground utilities shown are in the exact location indicated although he doescertify that they are located as accurately as possible from information available. The surveyor has not physically located theunderground utilities. (State One Call Ticket No. 202870259). (Table A Item 11)5. Bearings based on the Hennepin County coordinate system, (NAD 83 - 1986 Adjustment).6. Benchmark: Checked into MnDot 2783 X (Metal Rod with removable ID Disk). In Minneapolis, 1.0 mile southwest along InterstateHghway 35W from the junction of Interstate Highway 35W and St. Anthony Boulevard/Industrial Boulevard in Minneapolis, atInterstate Highway 35W milepoint 20.55, 30.2 feet south of the northbound Interstate Highway 35W fog line, 22.2 feet north ofthe entrance ramp from NE Johnson Street to northbound Interstate Highway 35W, 60.8 feet west of light pole number w5w 5,1.5 feet east of a witness post. Elevation=878.36. (NAVD88)GENERAL NOTES·TOTAL PROPERTY AREA: 39632.34 SQ. FT. (0.91 ACRES)·OWNER:BREMER BANK380 ST. PETER STREET, SUITE 500ST PAUL, MN 55102CONTACT: JON FAHNING612-782-1960DEVELOPER:INTERSTATE DEVELOPMENT6390 CARLSON DRIVEEDEN PRAIRIE, MN 55346CONTACT: LONNIE PROVENCHER952-658-6450ENGINEER:WESTWOOD PROFESSIONAL SERVICES12701 WHITEWATER DRIVE, SUITE 300MINNETONKA, MN 55343(888) 937-5150SURVEYOR:WESTWOOD PROFESSIONAL SERVICES12701 Whitewater Drive, Suite 300Minnetonka, MN 55343(888) 937-5150SITE DEVELOPMENT SUMMARYST. ANTHONY VILLAGE COMMERCIAL CENTER ADDITION SECOND ADDITION PROPOSED FINANCIAL INSTITUTIONBUILDING FOOTPRINT = 5,892 SFFFE = 913.00T204TX XXXXXXXXXXXXXXXXXXX EXISTING AUTO SHOPEXISTING SENIOR HOME28'14'14'12'12'12'43'24'19'24'19'8'9'R15'R10'R5'R5'R15'R10'R5'R5'R10'R20'R44'R20'R8'R20'R25'R12'R18'R32'111788AB1313131315S.3S.114S.318223131404040404021191919109S.4S.419204'24. 5 ' 4'S.1205'37'9C© Phone(952) 937-515012701 Whitewater Drive, Suite #300Fax(952) 937-5822Minnetonka, MN 55343Toll Free(888) 937-5150·ZONING:C - COMMERCIALPARCEL DESCRIPTION:SEE SURVEY·PROPERTY AREA:··LOT 2 26,132 SF (0.60 AC)··VACATED SUNSET AVE 13,500 SF (0.31 AC)··TOTAL 39,632 SF (0.91 AC) EXISTING·PERVIOUS SURFACE:29,658 SF (74.8%)·IMPERVIOUS SURFACE:9,974 SF (25.2%) PROPOSED·PERVIOUS SURFACE:12,014 SF (30.3%)·IMPERVIOUS SURFACE:27,618 SF (69.7%)·BUILDING GROSS SIZE:5,892 SF·BUILDING SETBACK PER CODE:35'=FRONT10'=SIDE / 20'=SIDE TO ROW20'=REAR·PARKING SPACE/DRIVE AISLE:9' WIDE X 19 LONG, 24' AISLE·PARKING RATIO REQUIREMENTCITY OF ST. ANTHONYRETAIL/OFFICE:1 SPACE / 300 SF OF BLDGRETAIL/OFFICE(5,500/300)18.33 SPACESTOTAL SPACES REQUIRED:19 SPACES·PARKING PROVIDED:21SITE DEVELOPMENT SUMMARY1.BACKGROUND INFORMATION FOR THIS PROJECT PROVIDED BY WESTWOOD PROFESSIONALSERVICES, MINNETONKA, MN.2.LOCATIONS AND ELEVATIONS OF EXISTING TOPOGRAPHY AND UTILITIES AS SHOWN ON THISPLAN ARE APPROXIMATE. CONTRACTOR SHALL FIELD VERIFY SITE CONDITIONS AND UTILITYLOCATIONS PRIOR TO EXCAVATION/CONSTRUCTION. IF ANY DISCREPANCIES ARE FOUND, THEENGINEER SHOULD BE NOTIFIED IMMEDIATELY.3.REFER TO BOUNDARY SURVEY FOR LOT BEARINGS, DIMENSIONS AND AREAS.4.ALL DIMENSIONS ARE TO FACE OF CURB OR EXTERIOR FACE OF BUILDING UNLESS OTHERWISENOTED.5.REFER TO ARCHITECTURAL PLANS FOR EXACT BUILDING DIMENSIONS AND LOCATIONS OFEXITS, RAMPS, AND TRUCK DOCKS.6.ALL CURB RADII ARE SHALL BE 3.0 FEET (TO FACE OF CURB) UNLESS OTHERWISE NOTED.7.ALL CURB AND GUTTER SHALL BE B612 UNLESS OTHERWISE NOTED.8.THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AND MAINTAINING TRAFFICCONTROL DEVICES SUCH AS BARRICADES, WARNING SIGNS, DIRECTIONAL SIGNS, FLAGGERSAND LIGHTS TO CONTROL THE MOVEMENT OF TRAFFIC WHERE NECESSARY. PLACEMENT OFTHESE DEVICES SHALL BE APPROVED BY THE CITY AND ENGINEER PRIOR TO PLACEMENT.TRAFFIC CONTROL DEVICES SHALL CONFORM TO APPROPRIATE MNDOT STANDARDS.9.BITUMINOUS PAVEMENT AND CONCRETE SECTIONS TO BE IN ACCORDANCE WITH THERECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER.10.CONTRACTOR SHALL MAINTAIN FULL ACCESS TO ADJACENT PROPERTIES DURINGCONSTRUCTION AND TAKE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TOADJACENT PROPERTIES.11.SITE LIGHTING SHOWN ON PLAN IS FOR REFERENCE ONLY. REFER TO LIGHTING PLAN PREPAREDBY OTHERS FOR SITE LIGHTING DETAILS AND PHOTOMETRICS.GENERAL SITE NOTESPROPERTY LINESETBACK LINEEASEMENT LINECURB AND GUTTERLOT LINEPOND NORMAL WATER LEVELRETAINING WALLCONCRETE PAVEMENTNUMBER OF PARKING STALLSTRANSFORMERSITE LIGHTINGEXISTINGPROPOSEDFENCEXXHEAVY DUTY BITUMINOUS PAVEMENTNORMAL DUTY BITUMINOUS PAVEMENTTRAFFIC SIGNPOWER POLEBOLLARD / POSTCONCRETE SIDEWALKTIP-OUT CURB AND GUTTERSITE LEGEND5TS.1S.10S.2S.3REFERENCESTOP SIGN30" X 30"R1-1SIZEMnDOT DESIGNATIONHANDICAP ACCESSIBLEDO NOT ENTER12" X 18"30" X 30"R7-8MR5-11 B612 CURB AND GUTTER7CONCRETE ENTRANCE8PRIVATE CONCRETE SIDEWALK9PUBLIC PEDESTRIAN CURB RAMP WITH TRUNCATED DOMES10PRIVATE PARALLEL PEDESTRIAN CURB RAMP13TRAFFIC ARROW15HANDICAP ACCESSIBLE SIGNAGE AND STRIPING18BOLLARD19STD DUTY PAVEMENT20HEAVY DUTY PAVEMENT21HEAVY DUTY CONCRETE SECTION22SAW CUT & REMOVE CONCRETE GUTTER31BEAVERTAIL CURB (B612)40MODULAR BLOCK RETAINING WALL(INSTALL FENCE FOR WALLS OVER 42" HEIGHT)1SIGN LEGENDSITE DETAILS (SI-0XX)A.TRASH ENCLOSUREB.DRIVE THRU CANOPYC.MONUMENT SIGNSITE KEYNOTESAS.4BEGIN ONE WAY PROPOSED FINANCIAL INSTITUTIONBUILDING FOOTPRINT = 5,892 SFFFE = 913.00204STSTSCBMHRIM ELEV = 906.68NE INV 15" RCP = 900.54SUMP = 898.18CBMHRIM ELEV. = 913.40SE INV 12" = 909.25NW INV 12" = 909.35CBMHRIM ELEV = 915.16SUMP = 903.65NE INV 12" RCP = 908.32E INV 24" RCP = 903.59SE INV 4" RCP = 903.76SW INV = 903.68 CBRIM ELEV = 906.55SW INV 12" RCP = 900.55CB RIM ELEV = 906.42 E INV 12" RCP = 900.97 X XXXXXE EX. 42" RCP ST O ST O STOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTO STOSTOSTOSTOSTOSTOSTO STOXXXXXXXXXXXXXXSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTO EXISTING AUTO SHOPEXISTING SENIOR HOMESTORMTECHSC-740 CHAMBERSVOLUME: 3,867 CFISOLATOR ROWISOLATOR ROW91 0 90 7 908 909 9 1 1 9 1 2910 9 0 7 9 0 8 909911912912912912912912912913 914915911 911912912913 914910908909911913 914914.02914.09914.90914.76911.61910.89910.40910.06910.43911.41909.80908.25911.32911.17911.54912.26912.33911.20911.50911.83912.31912.52912.10911.75911.97911.52911.74912.14912.38912.38911.95911.71911.83911.76910.80911.00911.97912.40906.75906.90909.66911.95912.96907.61912.50911.85907.64907.78908.05907.69907.54907.68907.17906.96TW: 912.04BW: 911.50BW: 908.67TW: 911.84BW: 909.00TW: 911.66TW: 911.50BW: 909.10TW: 911.73BW: 910.30TW: 912.00BW: 911.60BW: 914.10TW: 914.60BW: 912.50TW: 913.00TW: 914.25BW: 913.75BW: 911.50TW: 914.03BW: 910.90TW: 911.30TW: 910.50BW: 909.75TW: 910.60BW: 908.88BW: 908.00TW: 908.50TW: 908.10BW: 907.60TW: 907.30BW: 906.80TW: 908.45BW: 907.44BW: 912.33TW: 914.17-6.16%-4.97%-4.55%© Phone(952) 937-515012701 Whitewater Drive, Suite #300Fax(952) 937-5822Minnetonka, MN 55343Toll Free(888) 937-5150PROPERTY LINE982980POND NORMAL WATER LEVELRIDGE LINETOP AND BOTTOM OF RETAINING WALLEMERGENCY OVERFLOWSB-19SOIL BORING LOCATIONSTOSTORM SEWERDRAIN TILEWATER MAINSANITARY SEWEREXISTINGPROPOSEDINDEX CONTOURINTERVAL CONTOUR982980WATSANSPOT ELEVATIONFLOW DIRECTIONSB-19RETAINING WALLGRADING LIMITSGLCURB AND GUTTERFLARED END SECTION (WITH RIPRAP)GRADING LEGEND1.LOCATIONS AND ELEVATIONS OF EXISTING TOPOGRAPHY AND UTILITIES AS SHOWN ON THISPLAN ARE APPROXIMATE. CONTRACTOR SHALL FIELD VERIFY SITE CONDITIONS AND UTILITYLOCATIONS PRIOR TO EXCAVATION/CONSTRUCTION. THE ENGINEER SHALL BE NOTIFIEDIMMEDIATELY IF ANY DISCREPANCIES ARE FOUND.2.CONTRACTORS SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATIONS ANDDIMENSIONS OF VESTIBULE, SLOPED PAVEMENT, EXIT PORCHES, RAMPS, TRUCK DOCKS, PRECISEBUILDING DIMENSIONS, EXACT BUILDING UTILITY ENTRANCE LOCATIONS, AND EXACTLOCATIONS AND NUMBER OF DOWNSPOUTS.3.ALL EXCAVATION SHALL BE IN ACCORDANCE WITH THE CURRENT EDITION OF "STANDARDSPECIFICATIONS FOR TRENCH EXCAVATION AND BACKFILL/SURFACE RESTORATION" ASPREPARED BY THE CITY ENGINEERS ASSOCIATION OF MINNESOTA.4.ALL DISTURBED UNPAVED AREAS ARE TO RECEIVE SIX INCHES OF TOPSOIL AND SOD OR SEED.THESE AREAS SHALL BE WATERED UNTIL A HEALTHY STAND OF GRASS IS OBTAINED. SEELANDSCAPE PLAN FOR PLANTING AND TURF ESTABLISHMENT.5.THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AND MAINTAINING TRAFFICCONTROL DEVICES SUCH AS BARRICADES, WARNING SIGNS, DIRECTIONAL SIGNS, FLAGMENAND LIGHTS TO CONTROL THE MOVEMENT OF TRAFFIC WHERE NECESSARY. PLACEMENT OFTHESE DEVICES SHALL BE APPROVED BY THE ENGINEER PRIOR TO PLACEMENT. TRAFFICCONTROL DEVICES SHALL CONFORM TO APPROPRIATE MNDOT STANDARDS.6.ALL SLOPES SHALL BE GRADED TO 3:1 OR FLATTER, UNLESS OTHERWISE INDICATED ON THISSHEET.7.CONTRACTOR SHALL UNIFORMLY GRADE AREAS WITHIN LIMITS OF GRADING AND PROVIDE ASMOOTH FINISHED SURFACE WITH UNIFORM SLOPES BETWEEN POINTS WHERE ELEVATIONSARE SHOWN OR BETWEEN SUCH POINTS AND EXISTING GRADES.8.SPOT ELEVATIONS SHOWN INDICATE FINISHED PAVEMENT ELEVATIONS & GUTTER FLOWLINE UNLESS OTHERWISE NOTED. PROPOSED CONTOURS ARE TO FINISHED SURFACEGRADE.9.SEE SOILS REPORT FOR PAVEMENT THICKNESSES AND HOLD DOWNS.10.CONTRACTOR SHALL DISPOSE OF ANY EXCESS SOIL MATERIAL THAT EXISTS AFTER THE SITEGRADING AND UTILITY CONSTRUCTION IS COMPLETED. THE CONTRACTOR SHALL DISPOSE OFALL EXCESS SOIL MATERIAL IN A MANNER ACCEPTABLE TO THE OWNER AND THE REGULATINGAGENCIES.11.CONTRACTOR SHALL PROVIDE A STRUCTURAL RETAINING WALL DESIGN CERTIFIED BY ALICENSED PROFESSIONAL ENGINEER.12.ALL CONSTRUCTION SHALL CONFORM TO LOCAL, STATE AND FEDERAL RULES INCLUDING THENATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) PERMIT REQUIREMENTS.13.PRIOR TO PLACEMENT OF ANY STRUCTURE OR PAVEMENT, A PROOF ROLL, AT MINIMUM, WILLBE REQUIRED ON THE SUBGRADE. PROOF ROLLING SHALL BE ACCOMPLISHED BY MAKINGMINIMUM OF 2 COMPLETE PASSES WITH FULLY-LOADED TANDEM-AXLE DUMP TRUCK, ORAPPROVED EQUAL, IN EACH OF 2 PERPENDICULAR DIRECTIONS WHILE UNDER SUPERVISIONAND DIRECTION OF THE INDEPENDENT TESTING LABORATORY. AREAS OF FAILURE SHALL BEEXCAVATED AND RE-COMPACTED AS SPECIFIED HEREIN.14.EMBANKMENT MATERIAL PLACED BENEATH BUILDINGS AND STREET OR PARKING AREAS SHALLBE COMPACTED IN ACCORDANCE WITH THE SPECIFIED DENSITY METHOD AS OUTLINED INMNDOT 2105.3F1 AND THE REQUIREMENTS OF THE GEOTECHNICAL ENGINEER.15.EMBANKMENT MATERIAL NOT PLACED IN THE BUILDING PAD, STREETS OR PARKING AREA,SHALL BE COMPACTED IN ACCORDANCE WITH REQUIREMENTS OF THE ORDINARYCOMPACTION METHOD AS OUTLINED IN MNDOT 2105.3F2.16.ALL SOILS AND MATERIALS TESTING SHALL BE COMPLETED BY AN INDEPENDENTGEOTECHNICAL ENGINEER. EXCAVATION FOR THE PURPOSE OF REMOVING UNSTABLE ORUNSUITABLE SOILS SHALL BE COMPLETED AS REQUIRED BY THE GEOTECHNICAL ENGINEER. THECONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL REQUIRED SOILS TESTS ANDINSPECTIONS WITH THE GEOTECHNICAL ENGINEER.GRADING NOTES0.00%900.00900.00TW=XXX.XXBW=XXX.XXE.O.F. PROPOSED FINANCIAL INSTITUTIONBUILDING FOOTPRINT = 5,892 SFFFE = 913.00204TSTCBMHRIM ELEV = 906.68NE INV 15" RCP = 900.54SUMP = 898.18CBMHRIM ELEV. = 913.40SE INV 12" = 909.25NW INV 12" = 909.35CBMHRIM ELEV = 915.16SUMP = 903.65NE INV 12" RCP = 908.32E INV 24" RCP = 903.59SE INV 4" RCP = 903.76SW INV = 903.68 CB RIM ELEV = 906.42 E INV 12" RCP = 900.97 X XXXXXE EX. 42" RCP ST O ST O STOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTO STOSTOSTOSTOSTOSTOSTO STOXXXXXXXXXXXXXXSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTO EXISTING AUTO SHOPEXISTING SENIOR HOMESTORMTECHSC-740 CHAMBERSVOLUME: 3,867 CFISOLATOR ROWISOLATOR ROWSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFSFROCKCONSTRUCTIONENTRANCEINLETPROTECTION(TYP.)INLETPROTECTION(TYP.)9109 0 7 9 0 8 909911912912912912912912912913 914915912913914911912 910908909911910 908 909 9 1 1 91 2 913 914 BIOROLL(TYP.)SILT FENCESILT FENCE© Phone(952) 937-515012701 Whitewater Drive, Suite #300Fax(952) 937-5822Minnetonka, MN 55343Toll Free(888) 937-5150PROPERTY LINESILT FENCEROCK CONSTRUCTION ENTRANCEEMERGENCY OVERFLOWSOIL BORING LOCATIONSTORM SEWERDRAIN TILEWATER MAINSANITARY SEWERINLET PROTECTIONEXISTINGPROPOSEDINDEX CONTOURINTERVAL CONTOURRETAINING WALLSFGRADING LIMITSCURB AND GUTTEREROSION CONTROL LEGEND1.THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ONTHESE PLANS ARE BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND LIMITED MEASUREMENTS TAKEN IN THE FIELD.THE INFORMATION SHALL NOT BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR SHALL VERIFY EXISTINGCONDITIONS PRIOR TO CONSTRUCTION AND NOTIFY THE OWNER OR ENGINEER OF DISCREPANCIES.2.ALL SILT FENCE AND OTHER EROSION CONTROL FEATURES SHALL BE IN-PLACE PRIOR TO ANY EXCAVATION/CONSTRUCTION ANDSHALL BE MAINTAINED UNTIL VIABLE TURF OR GROUND COVER HAS BEEN ESTABLISHED. EXISTING SILT FENCE ON-SITE SHALL BEMAINTAINED AND OR REMOVED AND SHALL BE CONSIDERED INCIDENTAL TO THE GRADING CONTRACT. IT IS OF EXTREMEIMPORTANCE TO BE AWARE OF CURRENT FIELD CONDITIONS WITH RESPECT TO EROSION CONTROL. TEMPORARY PONDING, DIKES,HAYBALES, ETC., REQUIRED BY THE CITY SHALL BE INCIDENTAL TO THE GRADING CONTRACT.3.EROSION AND SILTATION CONTROL (ESC): THE CONTRACTOR SHALL ASSUME COMPLETE RESPONSIBILITY FOR CONTROLLING ALLSILTATION AND EROSION OF THE PROJECT AREA. THE CONTRACTOR SHALL USE WHATEVER MEANS NECESSARY TO CONTROL THEEROSION AND SILTATION INCLUDING BUT NOT LIMITED TO: CATCH BASIN INSERTS, CONSTRUCTION ENTRANCES, EROSIONCONTROL BLANKET, AND SILT FENCE. ESC SHALL COMMENCE WITH GRADING AND CONTINUE THROUGHOUT THE PROJECT UNTILACCEPTANCE OF THE WORK BY THE OWNER. THE CONTRACTOR'S RESPONSIBILITY INCLUDES ALL IMPLEMENTATION AS REQUIREDTO PREVENT EROSION AND THE DEPOSITING OF SILT. THE OWNER MAY DIRECT THE CONTRACTOR'S METHODS AS DEEMED FIT TOPROTECT PROPERTY AND IMPROVEMENTS. ANY DEPOSITION OF SILT OR MUD ON NEW OR EXISTING PAVEMENT OR IN EXISTINGSTORM SEWERS OR SWALES SHALL BE REMOVED AFTER EACH RAIN EVENT. AFFECTED AREAS SHALL BE CLEANED TO THESATISFACTION OF THE OWNER, ALL AT THE EXPENSE OF THE CONTRACTOR. ALL TEMPORARY EROSION CONTROL SHALL BEREMOVED BY THE CONTRACTOR AFTER THE TURF IS ESTABLISHED.4.ALL STREETS DISTURBED DURING WORKING HOURS MUST BE CLEANED AT THE END OF EACH WORKING DAY. A CONSTRUCTIONENTRANCE TO THE SITE MUST BE PROVIDED ACCORDING TO DETAILS TO REDUCE TRACKING OF DIRT ONTO PUBLIC STREETS.5.PROPOSED PONDS SHALL BE EXCAVATED FIRST AND USED AS TEMPORARY PONDING DURING CONSTRUCTION.6.WHEN INSTALLING END-OF-LINE FLARED END SECTIONS, BRING THE SILT FENCE UP & OVER THE FLARED END SECTIONS & COVERDISTURBED AREAS WITH RIP RAP. THE UPSTREAM FLARED END SECTIONS SHALL HAVE WOOD FIBER BLANKET INSTALLED ON THEDISTURBED SOILS.7.ALL UNPAVED AREAS ALTERED DUE TO CONSTRUCTION ACTIVITIES MUST BE RESTORED WITH SEED AND MULCH, SOD, EROSIONCONTROL BLANKET OR BE HARD SURFACE WITHIN 2 WEEKS OF COMPLETION OF CONSTRUCTION.8.THE SITE MUST BE STABILIZED PER THE REQUIREMENTS OF THE MPCA, NPDES, MNDOT, AND CITY.A.TEMPORARY (GREATER THAN 1-YEAR) SEED SHALL BE MNDOT SEED MIX 22-111 AT 30.5-POUNDS PER ACRE.B.TEMPORARY (LESS THAN 1-YEAR) SEED SHALL BE MNDOT SEED MIX 21-112 (FALL) OR 21-111 (SPRING/SUMMER) AT100-POUNDS PER ACREC.INFILTRATION/FILTRATION BASIN SHALL BE MNDOT SEED MIX 34-262 AT 14.5-POUNDS PER ACRE.D.POND SLOPES SHALL BE MNDOT SEED MIX 33-261 AT 35-POUNDS PER ACRE.E.GENERAL SEEDING SHALL BE MNDOT SEED MIX 25-151 AT 70-POUNDS PER ACRE.F.MULCH SHALL BE MNDOT TYPE 1 APPLIED AT 2-TONS PER ACRE.9.FOR AREAS WITH SLOPE OF 3:1 OR GREATER, RESTORATION WITH SOD OR EROSION CONTROL BLANKET IS REQUIRED.10.ALL TEMPORARY STOCKPILES MUST HAVE SILT FENCE INSTALLED AROUND THEM TO TRAP SEDIMENT.11.ALL PERMANENT PONDS USED AS TEMPORARY SEDIMENT BASINS DURING CONSTRUCTION SHALL BE DREDGED AFTER THE SITE HASBEEN STABILIZED TO RESTORE THE POND TO THE PROPOSED BOTTOM ELEVATION.12.ALL CONSTRUCTION SHALL CONFORM TO LOCAL AND STATE RULES INCLUDING THE NATIONAL POLLUTANT DISCHARGEELIMINATION SYSTEM (NPDES) PERMIT REQUIREMENTS.13.THE SITE MUST BE KEPT IN A WELL-DRAINED CONDITION AT ALL TIMES. THE CONTRACTOR SHALL BE RESPONSIBLE FORTEMPORARY DITCHES, PIPING OR OTHER MEANS REQUIRED TO INSURE PROPER DRAINAGE DURING CONSTRUCTION. LOW POINTSIN ROADWAYS OR BUILDING PADS MUST BE PROVIDED WITH A POSITIVE OUTFLOW.14.PUBLIC STREETS USED FOR HAULING SHALL BE KEPT FREE OF SOIL AND DEBRIS. STREET SWEEPING SHALL BE CONCURRENT WITHSITE WORK.GENERAL EROSION CONTROL NOTESSTOWATSANGLSB-19SB-19E.O.F.982980982980 PROPOSED FINANCIAL INSTITUTIONBUILDING FOOTPRINT = 5,892 SFFFE = 913.00T204STSCBMHRIM ELEV = 906.68NE INV 15" RCP = 900.54SUMP = 898.18CBMHRIM ELEV. = 913.40SE INV 12" = 909.25NW INV 12" = 909.35 STMH RIM ELEV = 907.07 SUMP = 895.84 CB RIM ELEV = 906.42 E INV 12" RCP = 900.97 WAT WAT WAT WAT WAT WAT WAT WAT WAT WAT POHPOHPOHPOHPOHPOHPOHX XXXXX POHPOHGAS GAS GAS GAS GAS GAS SANSANSANSANSANSANSAN SANSANSANSANSANEEX. 42" RCP EX. 24" PVC @ 0.97% ST O ST O WATSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSANSAN STOXXXXXXXXXXXXXXSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTO WATWATWATWATWATWATWATWATWATWATWATWATWATWAT EXISTING AUTO SHOPEXISTING SENIOR HOMESTORMTECHSC-740 CHAMBERSVOLUME: 3,867 CFISOLATOR ROWISOLATOR ROWCB 203RIM=911.50IE(E)=908.48CBMH 202RIM=911.20IE(S,W)=908.05CBMH 201RIM=911.15IE(N,S)=907.70STMH 200RIM=911.15IE(NE)=907.54IE(NW)=904.503' SUMP=901.50OCS 101RIM=910.40IE(NW)=904.50IE(E)=902.50STMH 300RIM=910.10IE(SW,NW)=904.503' SUMP=901.50CB 301RIM=908.25IE(NW,SE)=904.75STMH 400RIM=910.70IE(S)=906.30IE(SE)=904.503' SUMP=901.50CB 401RIM=909.90IE(NE)=906.408" ROOF DRAINIE=909.00CONNECT TO EX. STMH 100EX. RIM=906.42IE(W)=902.29EX. IE(E)=900.9719 LF - 8" PVC@ 2.96%86 LF - 12" STM@ 0.50%70 LF - 12" STM@ 0.50%32 LF - 12" STM@ 0.50%44 LF - 12" STM@ 0.57%69 LF - 12" RCP @ 0.30%20 LF - 12" STM @ 0.50%FDC4" CLEANOUTRE=908.50IE=897.37SADDLE TAP 24"X4"& RISER PIPEEX. IE=896.854" SAN SWR STUBIE=904.008" WM STUBWET TAP W/ 8" G.V.8" WMREMOVE EX. HYDRANT &REPLACE-ADD ADDITIONALGATE VALVE AS REQUIRED.52 LF - 4" SAN SWR@ 12.75%26 LF - 4" SANSWR @ 2.0%© Phone(952) 937-515012701 Whitewater Drive, Suite #300Fax(952) 937-5822Minnetonka, MN 55343Toll Free(888) 937-5150SANEXISTINGPROPOSEDSANITARY SEWERSTOSTORM SEWERWATWATER MAINEASEMENT LINEPROPERTY LINEWATHYDRANTGATE VALVEDRAIN TILELIGHT POLEGASGASGASPUGUNDERGROUND ELECTRICPUGTUGUNDERGROUND TELEPHONETOHPOHOVERHEAD ELECTRICPOHTOHOVERHEAD TELEPHONETOHFOTELEPHONE FIBER OPTICFOCTVCABLE TELEVISIONCTVCURB AND GUTTERUTILITY LEGEND1.THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS ARE BASEDON RECORDS OF THE VARIOUS UTILITY COMPANIES AND LIMITED MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION SHALL NOT BE RELIED ON ASBEING EXACT OR COMPLETE. THE CONTRACTOR SHALL VERIFY EXISTING CONDITIONS PRIOR TO CONSTRUCTION AND NOTIFY THE OWNER OR ENGINEER OFDISCREPANCIES.2.ALL SANITARY SEWER, STORM SEWER AND WATER MAIN MATERIAL AND INSTALLATIONS SHALL BE PER CITY REQUIREMENTS, MINNESOTA PLUMBING CODE,AND IN ACCORDANCE WITH THE CURRENT EDITION OF "STANDARD SPECIFICATIONS FOR WATER MAIN AND SERVICE LINE INSTALLATION AND SANITARYSEWER AND STORM SEWER INSTALLATION" AS PREPARED BY THE CITY ENGINEERS ASSOCIATION OF MINNESOTA.3.PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL OBTAIN THE NECESSARY FEDERAL, STATE AND LOCAL PERMITS FOR THE PROPOSED WORK OR VERIFYWITH THE OWNER OR ENGINEER THAT PERMITS HAVE BEEN OBTAINED. PERMIT FEES SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR UNLESSOTHERWISE ARRANGED WITH THE OWNER.4.CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION AND DIMENSIONS OF DOORWAYS, RAMPS, TRUCK DOCKS, PRECISE BUILDINGDIMENSIONS AND EXACT BUILDING UTILITY CONNECTION LOCATIONS.5.ALL PRIVATE UTILITIES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE SPECIFICATIONS OF THE APPROPRIATE UTILITY COMPANY. THE CONTRACTORSHALL COORDINATE THE SERVICE LINE CONSTRUCTION WITH THE UTILITY COMPANIES.6.CONTRACTOR SHALL OBTAIN ALL NECESSARY CITY PERMITS FOR UTILITY CONNECTIONS, AND UTILITIES SHALL BE INSPECTED AND APPROVED BY THE CITY.THE CITY SHALL BE NOTIFIED 48-HOURS PRIOR TO COMMENCING WITH THE UTILITY CONSTRUCTION OR ANY REQUIRED TESTING. CONTRACTOR SHALL NOTOPERATE, INTERFERE WITH, CONNECT ANY PIPE OR HOSE TO, OR TAP ANY WATER MAIN BELONGING TO THE CITY UNLESS DULY AUTHORIZED TO DO SO BYTHE CITY. ANY ADVERSE CONSEQUENCES OF SCHEDULED OR UNSCHEDULED DISRUPTIONS OF SERVICE TO THE PUBLIC ARE TO BE THE RESPONSIBILITY OFTHE CONTRACTOR.7.WATER MAIN LENGTHS AS SHOWN ARE APPROXIMATE HORIZONTAL LENGTHS. ALLOW FOR ADDITIONAL PIPE WHEN INSTALLING ON SLOPES OR WHENDEFLECTIONS ARE REQUIRED. THE JOINT DEFLECTIONS SHALL NOT EXCEED THE MAXIMUM RECOMMENDED BY THE PIPE MANUFACTURER OR BY LOCALGOVERNING SPECIFICATIONS. FITTINGS REQUIRED TO CONSTRUCT WATER MAIN SHALL BE INCLUDED IN WATER MAIN CONSTRUCTION.8.PROVIDE WATER MAIN THRUST RESTRAINTS PER CITY STANDARD REQUIREMENTS.9.A MINIMUM VERTICAL SEPARATION OF 18 INCHES IS REQUIRED AT ALL WATER LINE CROSSINGS WITH SANITARY SEWER OR STORM SEWER. THE WATER LINESHALL NOT HAVE JOINTS OR CONNECTION WITHIN 10-FEET OF THE CROSSING. INSULATE CROSSINGS WITH STORM SEWER.10.UTILITY SERVICES TYPICALLY TERMINATE 5' OUTSIDE BUILDING WALL UNLESS OTHERWISE SHOWN OR NOTED.11.DUCTILE IRON WATER LINES SHALL BE CLASS 52, PER AWWA C115 OR C151. COPPER WATER LINES SHALL BE TYPE K PER ASTM B88. PVC WATER LINES SHALLBE PER AWWA C900 AND INSTALLED PER AWWA C605 IF ALLOWED BY CITY.12.ALL WATER LINES SHALL HAVE 7.5' MINIMUM COVER. INSULATE WATER MAIN IF LESS THAN 8' OF COVER. INSULATION SHALL BE DOW STYROFOAM HIBRAND 35 OR EQUIVALENT, WITH 4 INCHES OF THICKNESS.13.SANITARY SEWER PIPE OUTSIDE THE BUILDING ENVELOPE SHALL BE POLYVINYL CHLORIDE (PVC) SDR 35 OR 26. SDR 26 IS REQUIRED FOR DEPTHS GREATERTHAN 15 FEET. SANITARY SEWER PIPE WITHIN 5 FEET OF THE BUILDING AND UNDER FOOTINGS SHALL BE SCHEDULE 40 PER ASTM D2665. ALL PLASTICSANITARY SEWER SHALL BE INSTALLED PER D2321. SOLVENT WELD JOINTS MUST INCLUDE USE OF A PRIMER WHICH IS OF A CONTRASTING COLOR TO THEPIPE AND CEMENT. ALL SANITARY SEWER SHALL BE TESTED ACCORDING TO MINNESOTA PLUMBING CODE, PART 712.0.14.STORM SEWER PIPE:A.RCP AND HDPE PIPE MAY BE INSTALLED WITH APPROVAL OF LOCAL GOVERNING AGENCY.B.REINFORCED CONCRETE PIPE SHALL BE CLASS 5 FOR PIPE DIAMETERS 18" AND SMALLER, CLASS 3 FOR PIPE DIAMETERS 21" AND LARGER UNLESSOTHERWISE NOTED, PER ASTM C76 WITH R-4 GASKETS.C.HDPE STORM PIPE 4- TO 10-INCHES IN DIAMETER SHALL MEET REQUIREMENTS OF AASHTO M252. HDPE STORM PIPE 12- TO 60-INCHES IN DIAMETERSHALL MEET REQUIREMENTS OF ASTM F2306. FITTINGS SHALL BE PER ASTM D3212 AND INSTALLED PER ASTM D2321.D.PVC STORM SEWER PIPE AND FITTINGS SHALL BE SCHEDULE 40 PIPE PER ASTM D2665 AND INSTALLED PER ASTM D2321.E.CORRUGATED METAL PIPE (CMP) FOR SIZES 18- TO 120-INCH AND MUST MEET ASTM A760 OR ASTM A796 AND BE INSTALLED PER ASTM A798. CMPMAY NOT BE INSTALLED WITHIN 10-FEET OF A WATERMAIN, WATER SERVICE, OR A BUILDING.F.ALL STORM SEWER JOINTS AND STRUCTURE CONNECTIONS SHALL BE GASTIGHT OR WATERTIGHT AS REQUIRED BY MINNESOTA PLUMBING CODE, PART707.3. STORM SEWER LOCATED WITHIN 10-FEET OF A BUILDING AND/OR WATER LINE SHALL BE TESTED PER MINNESOTA PLUMBING CODE, PART 712.15.ALL NONCONDUCTIVE PIPE SHALL BE INSTALLED WITH A LOCATE (TRACER) WIRE PER MINNESOTA RULES, PART 7560.0150.16.POST INDICATOR VALVES SHALL BE CLOW F-5750 (OR EQUIVALENT) MEETING AWWA STANDARD C509 AND CITY STANDARDS. VALVE TO BE MECHANICALJOINT RESILIENT WEDGE GATE VALVE. POST TO BE ADJUSTABLE FOR 8 FEET WATER MAIN DEPTH. THE ELECTRICAL ALARM SWITCH SHALL BE PART NO. PCVS2(OR EQUIVALENT).17.AFTER CONSTRUCTION IS COMPLETED, THE CONTRACTOR SHALL PROVIDE THE OWNER WITH AN AS-BUILT RECORD OF UTILITY CONSTRUCTION. THEAS-BUILT SHALL INCLUDE LOCATION AND LENGTH DEVIATIONS OR CHANGES TO THE PLAN. CONTRACTOR TO VERIFY WITH OWNER OR ENGINEER WHETHERA PLAN WITH POST-CONSTRUCTION ELEVATIONS IS REQUIRED.18.ALL MANHOLE CASTINGS IN PAVED AREAS SHALL BE SUMPED 0.05 FEET. RIM ELEVATIONS ON PLAN REFLECT THE SUMPED ELEVATIONS.19.ALL CATCH BASIN CASTINGS IN CURB SHALL BE SUMPED 0.15 FEET AND MANHOLE CASTINGS IN PAVED AREAS SHALL BE SUMPED 0.05 FEET. RIM ELEVATIONSON PLAN REFLECT THE SUMPED ELEVATIONS.GENERAL UTILITY NOTESSDTOCS/STMH 101 CROSS-SECTIONCONCRETE WEIR TIEDINTO MANHOLE WALLS12" OUTLET PIPE910.40100-YR HWL=907.43907.36902.50INLET PIPE FROMSTORM VAULT8" ∅ ORIFICEIE=904.50904.50N.T.S.48"48 ADS STORMTECH SC-740 CHAMBERS2 ISOLATOR ROWS, LOCATED AT INLET STRUCTURESENDCAPS AT EITHER END OF EACH ROWSTORM TECH SC-740 CHAMBERS - TYPICAL SECTION34"-2" CLEANCRUSHED ROCKPAVEMENTNOT TO SCALEBOTTOM OF VAULTTOP OF ROCKTOP OF VAULTTOP OF PAVEMENTVARIES (MINIMUM 18")30"STORM VAULT DETAILVARIES (MAXIMUM 8')SC-740SC-740INLET EL.=904.506" ROCK COVERTOP OF ROCKEL.=907.50ONE LAYER OF NON-WOVEN FILTER FABRIC WRAPPEDOVER TOP OF SYSTEM.HWL EL.=907.43SC-740FOR REFERENCE ONLY. CONTRACTOR TO PROVIDE ENGINEERWITH SHOP DRAWINGS PRIOR TO CONSTRUCTION.EL.=904.00TOP OF VAULTEL.=907.00TWO LAYERS OF WOVEN FILTER FABRIC AT BASEOF CHAMBERS, ABOVE ROCK, PLACED UNDERISOLATOR ROW AND AT CHAMBER INLETS.24" OUTLET TOOCS/STMH 101EL.=904.50BOTTOM OF ROCK3/4"-2" CLEAN, CRUSHEDANGULAR STONE8" ∅ ORIFICEIE=905.44BOTTOM OF SANDEL.=902.50DRAINTILE INCOMING FROMCHAMBERS-BEHIND WEIR WALL4" DRAINTILE (SMOOTH-WALLED SDR-35); 3/8" PERFORATIONS; ATCONNECTIONS TO STORMWATER STRUCTURES USE NON-PERFORATED PVC PIPEAND WATERTIGHT JOINTS. INSTALL PIPE WITH PERFORATIONS ON BOTTOM.18"CLEAN, WASHED MEDIUMSAND (ASTM-C33CONCRETE SAND)3" WASHED #57 STONEABOVE AND ON EACHSIDE OF PIPEFILTER FABRICBETWEEN SANDAND STONE PROPOSED FINANCIAL INSTITUTIONBUILDING FOOTPRINT = 5,892 SFFFE = 913.00204STSTMH RIM ELEV = 907.07 SUMP = 895.84 POHPOHPOHPOHPOHPOHPOHXX XXXX POHPOHSANSANSANSANSANSANSAN SANSANSANSANSANEEX. 24" PVC @ 0.97%SANXXXXXXXXXXXXXXEXISTING AUTO SHOPEXISTING SENIOR HOMEPROPOSED FINANCIAL INSTITUTIONBUILDING FOOTPRINT = 5,892 SFFFE = 913.00A11-HSABC3-PFC5-NFS3-BSJ10-PMD1-FFM4-TAY7-AJS6-DBH5-TAY6-DBH7-AJS3-TAY7-AJS10-KFG7-AJS3-TAY6-NFS3-BSJ15-PMD1-IPH7-ARV3-BHS8-PMD16-PMD12-PMD1-IPHCCCCAAAABBBBBASTORMTECHSC-740 CHAMBERSVOLUME: 3,867 CFISOLATOR ROWISOLATOR ROW© Phone(952) 937-515012701 Whitewater Drive, Suite #300Fax(952) 937-5822Minnetonka, MN 55343Toll Free(888) 937-5150LANDSCAPE LEGENDSHRUBS OVERSTORY DECIDUOUS TREEORNAMENTAL TREEPERENNIALSEDGERShrub & Perennial Plant Schedule DWARF BUSH HONEYSUCKLE / DIERVILLA LONICERABLUE STAR JUNIPER / JUNIPERUS SQUAMATA 'BLUE STAR'PARDON ME DAYLILY / HEMEROCALLIS 'PARDON ME'COMMON/BOTANICAL NAMECODESIZESPACING O.C.DBHPMDBSJ18" O.C.#1 CONT.#5 CONT.#5 CONT.3'-0" O.C.4'-0" O.C.Tree Schedule COMMON/BOTANICAL NAMECODESIZESPACING O.C.AS SHOWN5.0" BBFFMAS SHOWNFALL FIESTA MAPLE / ACER SACCHARUM 'BAILSTA'OVERSTORYORNAMENTALCONIFERPERENNIALDECIDUOUS18" O.C.#1 CONT.KARL FOERSTER GRASS / CALAMGROSTIS x ACUTIFLORA 'KARL FOERSTER'KFGLandscape KeynotesASHREDDED HARDWOOD MULCHBLANDSCAPE EDGERCSOD (TYP.)XNOTE: QUANTITIES ON PLAN SUPERSEDE LIST QUANTITIES IN THE EVENT OF A DISCREPANCY.PRAIRIE FIRE CRAB / MALUS 'PRAIRIEFIRE'PFCNOTE: QUANTITIES ON PLAN SUPERSEDE LIST QUANTITIES IN THE EVENT OF A DISCREPANCY.CONIFERBHSAS SHOWNBLACK HILLS SPRUCE / PICEA BLAUCA DENSATA8.0' HT., BBAS SHOWN2.5" BBIMPERIAL HONEYLOCUST / GLEDITSIA TRIACANTHOS VAR. INERMIS 'IMPCOLE'IPHAS SHOWN5.0" BBNEON FLASH SPIREA / SPIREA JAPONICA 'NEON FLASH'NFS#5 CONT.3'-0" O.C.ARROWWOOD VIBURNUM / VIBURNUM DENTATUM ARV#5 CONT.5'-0" O.C.TAUNTON YEW / TAXUS X MEDIA 'TAUNTON'TAY#5 CONT.4'-0" O.C.HOLMSTRUP ARBORVITAE / THUJA OCCIDENTALIS 'HOLMSTRUP'HSA#5 CONT.4'-0" O.C.18" O.C.AUTUMN JOY SEDUM / SEDUM X 'AUTUMN JOY'AJS#1 CONT.CONIFEROUS TREE1QTY.3233333012117326151199612810 KENZIE TERRACE COOLIDGE ST. NEHardscape AreaArea = 28092 Sq.ftTotal Watts = 0LPD = 0.00 Watts/Sq.ftHardscape AreaArea = 28092 Sq.ftTotal Watts = 0LPD = 0.00 Watts/Sq.ftEast EntranceIlluminance (Fc)Average = 1.8Maximum = 2.4Minimum = 1.3Avg/Min Ratio = 1.4Max/Min Ratio = 1.9East EntranceIlluminance (Fc)Average = 1.8Maximum = 2.4Minimum = 1.3Avg/Min Ratio = 1.4Max/Min Ratio = 1.9Front ParkingIlluminance (Fc)Average = 2.4Maximum = 4.3Minimum = 1.4Avg/Min Ratio = 1.7Max/Min Ratio = 3.1Front ParkingIlluminance (Fc)Average = 2.4Maximum = 4.3Minimum = 1.4Avg/Min Ratio = 1.7Max/Min Ratio = 3.1West EntranceIlluminance (Fc)Average = 2.7Maximum = 4.7Minimum = 1.2Avg/Min Ratio = 2.2Max/Min Ratio = 3.9West EntranceIlluminance (Fc)Average = 2.7Maximum = 4.7Minimum = 1.2Avg/Min Ratio = 2.2Max/Min Ratio = 3.9BBMH: 25AA2MH: 25AA2MH: 25AAMH: 25BBMH: 25BBMH: 251.61.32.02.02.41.63.42.72.32.11.92.94.34.33.42.92.21.42.01.82.43.03.03.23.02.21.14.03.02.21.81.92.11.81.82.93.71.62.13.34.73.62.61.61.42.05.65.61.72.73.23.32.93.63.61.82.22.23.01.72.11.01.84.44.95.41.05.44.91.21.72.70.81.71.91.73.93.71.61.22.21.72.72.10.91.01.42.01.40.90.60.40.81.11.31.51.82.42.93.32.92.31.92.12.63.22.92.21.20.50.81.21.31.00.60.71.00.8© Phone(952) 937-515012701 Whitewater Drive, Suite #300Fax(952) 937-5822Minnetonka, MN 55343Toll Free(888) 937-5150 Preliminary Stormwater Management Plan for Bremer Bank – St. Anthony Prepared for: Bremer Bank 380 St. Peter Street, Suite 500 St. Paul, MN 55102 Prepared by: Westwood Professional Services 12701 Whitewater Drive, Suite 300 Minnetonka, MN 55343 (952) 937-5150 Project Number: 0026999.00 Date: 07/20/2021 Bremer Bank – St. Anthony July 20th, 2021 1 INTRODUCTION This stormwater management report summarizes the proposed stormwater improvements for the redevelopment of a 0.91-acre parcel in St. Anthony. The site currently sits vacant and is located southwest of the intersection of Kenzie Terrance and Coolidge Street. According to the geotechnical report written by Braun Intertec, the underlying soils of the site consist of SM, SC, ML, and CL soils, and the City considers all areas within the city to be impermeable. The geotechnical report is provided in Appendix A. This project will utilize an underground Stormtech system to meet or exceed the required rate control, volume control and water quality requirements for the local governing agencies. The proposed site improvements for the project will include the construction of a building and drive thru, installation of underground stormwater basin and utilities, and landscaping. New and disturbed green areas will be re-established with sod and landscaping. The project site is under the regulatory authority of the City of St. Anthony (City) and the Mississippi Watershed Management Organization (MWMO). The site was modeled using HydroCAD with the Hennepin County Atlas-14 precipitation depths and NRCS MSE Type III distribution for rate and volume control. The HydroCAD model results for both pre-development and post-development conditions can be found in Appendix B. REGULATIONS The proposed project site is located within the city of St. Anthony, Minnesota and the MWMO. The following rules from the City and Watershed apply: • NURP-level pretreatment is required for all runoff leaving the site as feasible. Providing 60% TP removal and 90% TSS removal will satisfy this requirement. A StormTech (or approved equal) system with an isolator row capable of handling 1.1” of runoff from the site’s impervious surfaces will also satisfy this requirement. • Maintain two feet separation between the Atlas 14 100-year high water elevation and lowest building floor elevation, or one foot of separation between the emergency overflow elevation and the lowest building floor elevation. • Provide stormwater controls such that the critical Atlas 14 1-year, 2-year, 10-year and 100-year storm events for the existing condition peak discharge rates are not increased following site development. • New storm sewer systems shall be designed to accommodate a critical duration Atlas 14 10-year storm event. Bremer Bank – St. Anthony July 20th, 2021 2 EXISTING CONDITIONS The existing property was previously occupied by a furniture wholesale building but was demolished between 1997 and 2003. The site currently sits vacant and is covered with grass and patches of asphalt. The west drainage area consists of pine trees atop a berm, as well as public sidewalk along Kenzie Terrace. This area discharges into the public storm sewer in the street. The east drainage area consists of a majority of the site and is mostly grass that sheet flows southeast to Coolidge Street and into the public storm sewer. See Existing Drainage Map in Appendix C. PROPOSED CONDITIONS Proposed site improvements will include a new building and drive thru, parking area, underground stormwater basin and new utilities, and landscaping. All disturbed pervious areas on site will be planted or sodded. The building and parking areas (Subcatchment 3S) will drain into the underground stormwater basin and discharge into the public storm sewer in Coolidge Street. The rest of the site’s runoff (Subcatchment 5S) will be collected in the existing storm sewer along Coolidge Street. A proposed drainage area map can be found in Appendix C. See Appendix D for Utility Plan and Stormwater Facility Details. RATE CONTROL Stormwater discharges for the proposed redevelopment have been reduced to the existing rates by utilizing the storage capacity in the underground systems . Pretreatment will be provided by isolator rows in the system. Stormwater discharge rates were computed using HydroCAD stormwater modeling software which incorporates Atlas 14 24-hour rainfall distributions for Hennepin County. See Appendix B for the existing and proposed HydroCAD models. The tables below summarize the existing and proposed peak runoff rates from the site discharge points for various precipitation events. Table 1: Peak Discharge Rates Storm Event Existing Discharge Rate [cfs] Proposed Discharge Rate [cfs] 1-year (2.48”) 1.47 1.43 2-year (2.86”) 1.82 1.70 10-year (4.26”) 3.16 3.12 100-year (7.32”) 6.16 5.98 The 100-yr HWL of the underground system is 907.43. The lowest floor elevation of the bank is 913.00 which meets the 2’ separation requirement. Bremer Bank – St. Anthony July 20th, 2021 3 VOLUME CONTROL The City requires the underground stormwater system be capable of handling 1.1 inches of runoff from all impervious surfaces. Table 2 below compares the impervious areas and required volume to the capacity of the StormTech system. Table 2: Volume Requirement Impervious Area [SF] Required Volume (1.1”) [CF] Volume Provided [CF] 27,619 2,531 3,867 WATER QUALITY The Watershed requires storm water facilities to be designed to provide 60% annual removal of total phosphorus (TP) and 90% annual removal of total suspended solids (TSS). The City has indicated that the water quality treatment provided by sump manholes, isolator rows, and sand filtration will be acceptable. CONCLUSION The proposed Bremer Bank and its storm water management facilities have been designed to meet the rate control, volume control, and water quality requirements of the City of St. Anthony and the Mississippi Watershed Management Organization. APPENDIX A: GEOTECHNICAL REPORT Geotechnical Evaluation Report St. Anthony Village Site 2654 Kenzie Terrace St. Anthony, Minnesota Prepared for Bremer Financial Corporation Professional Certification: I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. Gregg R. Jandro, PE, PG Vice President, Principal Engineer License Number: 18221 November 17, 2020 Project B2008939 Braun Intertec Corporation AA/EOE Braun Intertec Corporation 11001 Hampshire Avenue S Minneapolis, MN 55438 Phone: 952.995.2000 Fax: 952.995.2020 Web: braunintertec.com November 17, 2020 Project B2008939 Mr. Josh Meyer Bremer Financial Corporation 8555 Eagle Point Boulevard Lake Elmo, MN 55042 Re: Geotechnical Evaluation St. Anthony Village Site 2654 Kenzie Terrace St. Anthony, Minnesota Dear Mr. Meyer: We are pleased to present this Geotechnical Evaluation Report for the proposed Bremer Financial Bank Branch at the above referenced site. Thank you for making Braun Intertec your geotechnical consultant for this project. If you have questions about this report, or if there are other services that we can provide in support of our work to date, please contact Ryan Braun at 952.995.2081 (rbraun@braunintertec.com) or Gregg Jandro at 952.995.2270 (gjandro@braunintertec.com). Sincerely, BRAUN INTERTEC CORPORATION Ryan M. Braun, EIT Staff Engineer Gregg R. Jandro, PE, PG Vice President, Principal Engineer c: Mr. Phil Matz, Bremer Financial Corporation Table of Contents Description Page A. Introduction .................................................................................................................................... 1 A.1. Project Description ............................................................................................................ 1 A.2. Site Conditions and History................................................................................................ 2 A.3. Purpose .............................................................................................................................. 4 A.4. Background Information and Reference Documents ......................................................... 5 A.5. Scope of Services ............................................................................................................... 5 B. Results ............................................................................................................................................ 6 B.1. Geologic Overview ............................................................................................................. 6 B.2. Boring Results .................................................................................................................... 6 B.3. Groundwater ..................................................................................................................... 7 B.4. Laboratory Test Results ..................................................................................................... 8 C. Recommendations .......................................................................................................................... 8 C.1. Design and Construction Discussion .................................................................................. 8 C.1.a. Building Subgrade Preparation ............................................................................. 8 C.1.a.1. Option A – Standard Soil Correction ........................................................ 8 C.1.a.2. Option B – Ground Improvement ............................................................ 8 C.1.b. Reuse of On-Site Soils ........................................................................................... 9 C.1.c. Groundwater ........................................................................................................ 9 C.1.d. Construction Disturbance ..................................................................................... 9 C.1.e. Pavement .............................................................................................................. 9 C.2. Site Grading and Subgrade Preparation ........................................................................... 10 C.2.a. Building Subgrade Excavations: Option A – Standard Soil Correction ................. 10 C.2.b. Excavation Oversizing ......................................................................................... 11 C.2.c. Excavated Slopes ................................................................................................ 11 C.2.d. Excavation Dewatering ....................................................................................... 12 C.2.e. Pavement and Exterior Slab Subgrade Preparation ............................................ 12 C.2.f. Pavement Subgrade Proofroll ............................................................................. 13 C.2.g. Engineered Fill Materials and Compaction ......................................................... 13 C.2.h. Special Inspections of Soils ................................................................................. 14 C.3. Spread Footings ............................................................................................................... 15 C.4. Option B: Ground Improvement (with Aggregate Piers) .................................................. 15 C.4.a. Net Allowable Bearing Pressure .......................................................................... 17 C.4.b. Settlement .......................................................................................................... 17 C.5. Interior Slabs.................................................................................................................... 17 C.5.a. Subgrade Modulus .............................................................................................. 17 C.5.b. Moisture Vapor Protection ................................................................................. 17 C.6. Frost Protection and Exterior Slabs ................................................................................. 17 C.6.a. General ............................................................................................................... 17 C.6.b. Frost Heave Mitigation ....................................................................................... 18 C.7. Pavements ....................................................................................................................... 19 C.7.a. Design Sections ................................................................................................... 19 C.7.b. Bituminous Pavement Materials ......................................................................... 20 C.7.c. Subgrade Drainage.............................................................................................. 20 C.7.d. Performance and Maintenance .......................................................................... 20 C.8. Utilities ............................................................................................................................ 21 Table of Contents (continued) Description Page C.8.a. Subgrade Stabilization ........................................................................................ 21 C.8.b. Corrosion Potential ............................................................................................. 21 C.9. Stormwater ...................................................................................................................... 21 C.10. Equipment Support.......................................................................................................... 22 D. Procedures ................................................................................................................................... 23 D.1. Penetration Test Borings ................................................................................................. 23 D.2. Exploration Logs .............................................................................................................. 23 D.2.a. Log of Boring Sheets ........................................................................................... 23 D.2.b. Geologic Origins .................................................................................................. 23 D.3. Material Classification and Testing .................................................................................. 24 D.3.a. Visual and Manual Classification ......................................................................... 24 D.3.b. Laboratory Testing .............................................................................................. 24 D.4. Groundwater Measurements .......................................................................................... 24 E. Qualifications ................................................................................................................................ 24 E.1. Variations in Subsurface Conditions ................................................................................ 24 E.1.a. Material Strata .................................................................................................... 24 E.1.b. Groundwater Levels ............................................................................................ 25 E.2. Continuity of Professional Responsibility......................................................................... 25 E.2.a. Plan Review......................................................................................................... 25 E.2.b. Construction Observations and Testing .............................................................. 25 E.3. Use of Report ................................................................................................................... 25 E.4. Standard of Care .............................................................................................................. 25 Appendix Soil Boring Location Sketch Log of Boring Sheets ST-1 through ST-7 Descriptive Terminology of Soil A. Introduction A.1. Project Description This Geotechnical Evaluation Report addresses the proposed design and construction of the Bremer Financial Bank branch, located in St. Anthony, Minnesota. The project will include the construction of a new financial bank branch for Bremer Financial . The bank will be a slab-on-grade building with one story above grade. Construction will also include a new surface parking lot along with drive -up windows and associated canopy, new underground utilities, and stormwater management features. Tables 1 and 2 provide project details. Table 1. Building Description Aspect Provided/Assumed Description Below grade levels Provided None Above grade levels Provided 1 Finished level floor elevation (ft Mean Sea Level) Assumed 915 Column loads (kips) Assumed 150 Wall loads (kips per linear foot) Assumed 8 Nature of construction Provided Spread footings with light gauge metal and steel framing above grade Table 2. Site Aspects and Grading Description Aspect Description Pavement type(s) Flexible (Bituminous) Assumed pavement loads Light-duty: 50,000 ESALs* (Car Traffic Only) Heavy-duty: 100,000 ESALs* *Equivalent 18,000-lb single axle loads based on 20-year design. Bremer Financial Corporation Project B2008939 November 17, 2020 Page 2 The figure below shows an illustration of the proposed site layout. Figure 1. Site Layout Figure provided by Carlson McCain dated July 8, 2019. A.2. Site Conditions and History Currently, the site exists generally as an empty grassy lot with portions of the previous parking lot remaining. Current grades range from 910 to 916 feet Mean Sea Level (MSL). Generally, the site is sloping down from the northwest corner to the southeast corner of the site. Photograph 1 below depicts the site more or less in its current state. Bremer Financial Corporation Project B2008939 November 17, 2020 Page 3 Photograph 1. Aerial Photograph of the Site in 2019 Photograph provided by Google Earth. Historically, the site was used for agricultural and residential purposes until the 1960s when the previous commercial building was constructed on site. The previous commercial building is shown on aerial photos from 2000 but the building is no longer present on the property in an aerial photo from 2002. Aerial imagery also suggests that some grading activities took place on the site in the mid 2000s. Photograph 2 below depicts the site prior to the demolition of the commercial building. Bremer Financial Corporation Project B2008939 November 17, 2020 Page 4 Photograph 2. Aerial Photograph of the Site in 2000 Photograph provided by Hennepin County GIS. A.3. Purpose The purpose of the geotechnical evaluation is to characterize subsurface geologic conditions at selected exploration locations and evaluate their impact on the design and construction of the proposed bank. Bremer Financial Corporation Project B2008939 November 17, 2020 Page 5 A.4. Background Information and Reference Documents We reviewed the following information: ▪ Existing topographic map prepared by MnTOPO. ▪ Communications with Josh Meyer, Bremer Financial Corporation, and Phil Matz, Bremer Financial Corporation, regarding the proposed design and construction of the bank branch. In addition to the provided sources, we have used several publicly available sources of information. ▪ Current and historic aerial photos from Google Earth, Minnesota Historical Aerial Photographs Online and Hennepin County GIS for information on site history. ▪ Geologic Atlas of Hennepin County, Minnesota – Surficial Geology map prepared and published by the Minnesota Geological Survey, dated 2018 for geological information of native soils. We have described our understanding of the proposed construction and site to the extent other s reported it to us. Depending on the extent of available information, we may have made assumptions based on our experience with similar projects. If we have not correctly recorded or interpreted the project details, the project team should notify us. New or changed information could require additional evaluation, analyses and/or recommendations. A.5. Scope of Services We performed our scope of services for the project in accordance with our Proposal QTB116851 to Bremer Financial Corporation, dated March 11, 2020. The following list describes the geotechnical tasks completed in accordance with our authorized scope of services. ▪ Reviewing the background information and reference documents previously cited. ▪ Staking and clearing the exploration location of underground utilities. We selected and staked the new exploration locations. We acquired the s urface elevations and locations with GPS technology using the State of Minnesota’s permanent GPS base station network. The Soil Boring Location Sketch included in the Appendix shows the approximate locations of the borings. Bremer Financial Corporation Project B2008939 November 17, 2020 Page 6 ▪ Performing 7 standard penetration test (SPT) borings, denoted as ST-1 to ST-7, to nominal depths of 10 to 20 feet below grade across the site. ▪ Performing laboratory testing on select samples to aid in soil classification and engineering analysis. ▪ Preparing this report containing a boring location sketch, logs of soil borings, a summary of the soils encountered, results of laboratory tests, and recommendations for structure and pavement subgrade preparation and the design of foundations, floor slabs, exterior slabs, utilities, stormwater improvements and pavements. We performed this geotechnical evaluation concurrently with a Phase I Environmental Assessment (ESA) which we will submit separately. The project team should review the Phase I ESA report in conjunction with this geotechnical evaluation report to understand both the geotechnical and environmental aspects of the site and how they may impact one another. B. Results B.1. Geologic Overview We based the geologic origins used in this report on the soil types, in-situ and laboratory testing, and available common knowledge of the geological history of the site. Because of the complex depositional history, geologic origins can be difficult to ascertain. We did not perform a detailed investigation of the geologic history for the site. B.2. Boring Results Table 3 provides a summary of the soil boring results, in the general order we encountered the strata. Please refer to the Log of Boring sheets in the Appendix for additional details. The Descriptive Terminology sheet in the Appendix includes definitions of abbreviations used in Table 3. Bremer Financial Corporation Project B2008939 November 17, 2020 Page 7 Table 3. Subsurface Profile Summary* Strata Soil Type - ASTM Classification Range of Penetration Resistances Commentary and Details Pavement section --- --- ▪ Bituminous thickness is approximately 2 inches. ▪ Only encountered at Boring ST-6. Topsoil fill SM --- ▪ Predominantly SM. ▪ Dark brown to black. ▪ Variable thickness, not present at all borings. ▪ Thicknesses at boring locations varied from 1/3 to 3/4 foot. ▪ Moisture condition generally moist. Fill SM, SC, CL, ML 1 to 19 Blows per Foot (BPF) ▪ Moisture condition generally moist. ▪ Thicknesses at boring locations varied from about 2 to 12 feet. ▪ Highly variable, soils intermixed. ▪ Occasional layers of slightly organic soils throughout. ▪ Existing fill contained variable amounts of debris, including concrete and bituminous. Alluvial SM 2 to 16 BPF ▪ Moisture condition generally moist. Glacial deposits SP-SM, SM 2 to 11 BPF ▪ Intermixed layers of glacial outwash and till. ▪ Possible cobbles and boulders. ▪ Variable amounts of gravel; may contain cobbles and boulders. ▪ Moisture condition generally moist. CL 3 to 43 BPF *Abbreviations defined in the attached Descriptive Terminology sheet. For simplicity in this report, we define existing fill to mean existing, uncontrolled or undocumented fill. B.3. Groundwater We did not observe groundwater while performing our borings. Groundwater may take days or longer to reach equilibrium in the boreholes and we immediately backfilled the boreholes, in accordance with our scope of work. If the project team identifies a need for more accurate determination of groundwater depth, we can install piezometers. Project planning should anticipate seasonal and annual fluctuations of groundwater. Bremer Financial Corporation Project B2008939 November 17, 2020 Page 8 B.4. Laboratory Test Results The Log of Boring sheets in the Appendix show the results of soil laboratory testing we performed, next to the tested sample depth. The moisture content (ASTM D 2216) of the selected samples varied from approximately 4 to 17 percent, indicating that the material was likely near or below its probable optimum moisture content. The organic content tests (ASTM D2974) of the selected organic samples were approximately 2 to 3 percent organic, indicating the selected samples are slightly organic. C. Recommendations C.1. Design and Construction Discussion C.1.a. Building Subgrade Preparation We believe there are multiple viable subgrade preparation procedures for this site. Two of the most likely are summarized below. C.1.a.1. Option A – Standard Soil Correction Based on the results of our subsurface exploration and evaluation, spread footing foundations bearing on the native soils or engineered fill can support the proposed structure, after performing subgrade preparation. Subgrade preparation includes removing existing fill, topsoil or organic soils, structures and any very loose sands or soft clays directly below the footings. If the soil corrections are needed and extend more than 10 feet from finished grade, select sand with less than 12 percent fines should be placed if more than 10 feet below finished grade. C.1.a.2. Option B – Ground Improvement Based on the excavation depths required for a soil correction , and the costs associated with it, we believe that ground improvement such as aggregate piers/stone columns may be another viable option for subgrade preparation that may be more cost effective than a standard soil correction. If the owner can assume some risks of future slab settlement, ground improvement would not be needed below slabs, Bremer Financial Corporation Project B2008939 November 17, 2020 Page 9 only below foundations and their oversize zones. If this option is chosen, additional soil observations and testing can be performed during site preparation to reduce the risks. Extensive debris, if encountered, can be a challenge for this technique. This approach is further explained in Section C.4. C.1.b. Reuse of On-Site Soils If the soil correction approach is chosen, the existing, non-organic, debris-free, fill and native clays, silty sands, and sands are suitable for reuse as engineered fill below the proposed building pad. Some of the soil borings encountered debris and slightly organic material, and there could be more debris and soils with higher organic content than revealed by the borings. We do not recommend reusing existing fill that contains debris or organic material as structural fill. The on-site clays can be challenging to reuse, as they have a narrow range where moisture contents are suitable for compaction. Clays are more difficult to compact and they can easily become disturbed during construction. The clays may need moisture conditioning to achieve compaction which will require space to spread the soils, time, and favorable weather to dry them. C.1.c. Groundwater We did not observer groundwater in our borings, therefore we believe it is below the anticipated excavation depths for construction. Some of the soils, such as silty sands, clayey sands and clay, will collect water from precipitation or if water drains to the site. We recommend the contractor remove any water that collects in work areas before performing further work. C.1.d. Construction Disturbance The contractor should note the on-site, silty and clayey soils are highly susceptible to disturbance, due to repeated construction traffic. Disturbance of these soils may cause areas that were previously prepared, or that were suitable for pavement or structure support, to become unstable and require moisture conditioning and compaction. Subcutting and replacing the disturbed material with crushed, coarse gravel, free of fines is also an alternative. The contractor should use means and methods to limit disturbance of the soils. C.1.e. Pavement The existing fill consists of a variety of materials and strengths. This vari ability creates the potential for irregular and, in some cases, poor pavement support. The risk of irregular performance exists unless construction includes excavating and removing or recompacting the fill. Due to the cost associated with this approach, owners rarely choose to re-engineer deeper layers of fill. Occasionally, contractors will Bremer Financial Corporation Project B2008939 November 17, 2020 Page 10 perform a subcut of 1 to 3 feet below the pavement and then remove or recompact the excavated soils. More commonly, the contractor removes the pavement and then surface compacts and proofrolls the exposed soils to identify weak spots in the subgrade. The contractor then corrects any identified weak areas. C.2. Site Grading and Subgrade Preparation C.2.a. Building Subgrade Excavations: Option A – Standard Soil Correction We recommend removing unsuitable materials from within the building pad and oversizing areas . We define unsuitable materials as existing fill, frozen materials, organic soils, existing structures, existing utilities and associated backfill, vegetation and soft/very loose soils. Table 4 shows the anticipated excavation depths and bottom of excavation elevations for each of the borings in relation to the assumed finished floor elevation (FFE) of the building. Table 4. Building Excavation Depths Location Approximate Surface Elevation (ft MSL) Anticipated Excavation Depth (ft) Anticipated Bottom Elevation (ft MSL) Anticipated Depth Below FFE 915 MSL (ft) ST-1 915.0 12 903 12 ST-2 914.9 11 903 1/2 11 1/2 ST-3 913.9 9 904 1/2 10 1/2 ST-4 911.4 12 899 16 ST-5 912.3 12 900 15 Excavation depths will vary between the borings. Portions of the excavations may also extend deeper than indicated by the borings. A geotechnical representative should observe the excavations to make the necessary field judgments regarding the suitability of the exposed soils. The contractor should use equipment and techniques to minimize soil disturbance. If soils in the excavation bottoms become disturbed or are wet, we recommend excavation, replacement and recompaction. Bremer Financial Corporation Project B2008939 November 17, 2020 Page 11 C.2.b. Excavation Oversizing When removing unsuitable materials below structures, we recommend the excavation extend outward and downward at a slope of 1H:1V (horizontal:vertical) or flatter. See Figure 2 for an illustration of excavation oversizing. Figure 2. Generalized Illustration of Oversizing C.2.c. Excavated Slopes Based on the borings, we anticipate on-site soils in excavations will consist of silty sand and clayey soils. These soils are typically considered Type B Soil under OSHA (Occupational Safety and Health Administration) guidelines. OSHA guidelines indicate unsupported excavations in Type B soils should have a gradient no steeper than 1H:1V. Slopes constructed in this manner may still exhibit surface sloughing. OSHA requires an engineer to evaluate slopes or excavations over 20 feet in depth. 1. Engineered fill as defined in C.2.g 2. Excavation oversizing minimum of 1 to 1 (horizontal to vertical) slope or flatter 3. Engineered fill as required to meet pavement support or landscaping requirements as defined in C.2.g 4. Backslope to OSHA requirements Bremer Financial Corporation Project B2008939 November 17, 2020 Page 12 An OSHA-approved qualified person should review the soil classification in the field. Excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, “Excavations and Trenches.” This document states excavation safety is the responsibility of the contractor. The project specifications should reference these OSHA requirements. C.2.d. Excavation Dewatering Groundwater is anticipated to be below excavation depths , however water may collect in excavations from precipitation or surface runoff. The contractor should assume any collected water within excavations should be immediately removed to facilitate construction and proper backfilling. We would assume conventional sumps could control the water in most excavations. C.2.e. Pavement and Exterior Slab Subgrade Preparation We recommend the following steps for pavement and exterior slab subgrade preparation . Note that project planning may need to require additional subcuts to limit frost heave. 1. Strip unsuitable soils consisting of topsoil, organic soils, vegetation, ex isting structures and pavements from the area, within 3 feet of the surface of the proposed pavement grade. 2. Have a geotechnical representative observe the excavated subgrade to evaluate if additional subgrade improvements are necessary. 3. Slope subgrade soils to areas of sand or drain tile to allow the removal of accumulating water. 4. Surface compact the subgrade with several passes of a large self -propelled vibratory, drum roller. 5. Place pavement engineered fill to grade and compact in accordance with Section C.2.g to bottom of pavement and exterior slab section. See Section C.6 for additional considerations related to frost heave. 6. Proofroll the pavement or exterior slab subgrade as described in Section C.2.f. To improve long-term pavement performance, we recommend incorporating 18 inches of non-frost- susceptible engineered fill in paved areas, in addition to the recommendations above, as a sand subbase. Section C.7 provides recommended pavement design sections with and without the sand subbase. Note, we recommend sloping subgrade soils to promote drainage and removal of accumulated water. Bremer Financial Corporation Project B2008939 November 17, 2020 Page 13 C.2.f. Pavement Subgrade Proofroll After preparing the subgrade as described above and prior to the placement of the aggregate base, we recommend proofrolling the subgrade soils with a fully loaded tandem-axle truck. We also recommend having a geotechnical representative observe the proofroll. Areas that fail the proofroll likely indicate soft or weak areas that will require additional soil correction work to support pavements. The contractor should correct areas that display excessive yielding or rutting during the proofroll, as determined by the geotechnical representative. Possible options for subgrade correction include moisture conditioning and recompaction, subcutting and replacement with soil or crushed aggregate, chemical stabilization and/or geotextiles. We recommend performing a second proofroll after the aggregate base material is in place, and prior to placing bituminous or concrete pavement. C.2.g. Engineered Fill Materials and Compaction Table 5 below contains our recommendations for engineered fill materials. Table 5. Engineered Fill Materials* Locations To Be Used Engineered Fill Classification Possible Soil Type Descriptions Gradation Additional Requirements ▪ Below foundations ▪ Below interior slabs Structural fill SP, SP-SM, SM, SC, CL 100% passing 2-inch sieve < 2% Organic Content (OC) ▪ Drainage layer ▪ Non-frost- susceptible ▪ Free-draining ▪ Non-frost- susceptible fill GP, GW, SP, SW 100% passing 1-inch sieve < 50% passing #40 sieve < 5% passing #200 sieve < 2% OC ▪ Behind below- grade walls, beyond drainage layer ▪ Fill more than 10 feet below slab elevation ▪ Retained fill ▪ Deep Fill SP, SP-SM, SM 100% passing 3-inch sieve < 20% passing #200 sieve < 2% OC Plasticity Index (PI) < 4% Pavements Pavement fill SP, SP-SM, SM, SC, CL 100% passing 3-inch sieve < 2% OC PI < 15% Below landscaped surfaces, where subsidence is not a concern Non-structural fill Any 100% passing 6-inch sieve < 10% OC *More select soils comprised of coarse sands with < 5% passing #200 sieve may be needed to accommodate work occurring in periods of wet or freezing weather. Bremer Financial Corporation Project B2008939 November 17, 2020 Page 14 We recommend spreading engineered fill in loose lifts of approximately 12 inches thick. We recommend compacting engineered fill in accordance with the criteria presented below in Table 6. The project documents should specify relative compaction of engineered fill, based on the structure located above the engineered fill, and vertical proximity to that structure. Table 6. Compaction Recommendations Summary Reference Relative Compaction, percent (ASTM D698 – Standard Proctor) Moisture Content Variance from Optimum, percentage points < 12% Passing #200 Sieve (typically SP, SP-SM) > 12% Passing #200 Sieve (typically CL, SC, ML, SM) Below building footprint and oversizing zones 98 ±3 -1 to +3 Within 3 feet of pavement subgrade 100 ±3 -1 to +3 More than 3 feet below pavement subgrade 95 ±3 ±3 Below landscaped surfaces 90 ±5 ±4 Adjacent to below-grade wall 95* ±3 -1 to +3 *Increase compaction requirement to meet compaction required for structure supported by this engineered fill. The project documents should not allow the contractor to use frozen material as engineered fill or to place engineered fill on frozen material. Frost should not penetrate under foundations during construction. We recommend performing density tests in engineered fill to evaluate if the contractors are effectively compacting the soil and meeting project requirements. C.2.h. Special Inspections of Soils We recommend including the site grading and placement of engineered fill within the building pad under the requirements of Special Inspections, as provided in Chapter 17 of the International Building Code, which is part of the Minnesota State Building Code. Special Inspection requires observation of soil conditions below engineered fill or footings, evaluations to determine if excavations extend to the anticipated soils, and if engineered fill materials meet requirements for type of engineered fill and compaction condition of engineered fill. A licensed geotechnical engineer should direct the Special Bremer Financial Corporation Project B2008939 November 17, 2020 Page 15 Inspections of site grading and engineered fill placement. The purpose of these Special I nspections is to evaluate whether the work is in accordance with the approved Geotechnical Report for the project. Special Inspections should include evaluation of the subgrade, observing preparation of the subgrade (surface compaction or dewatering, excavation oversizing, placement procedu res and materials used for engineered fill, etc.) and compaction testing of the engineered fill. C.3. Spread Footings Table 7 below contains our recommended parameters for foundation design. Table 7. Recommended Spread Footing Design Parameters Item Description Maximum net allowable bearing pressure (psf) 4,000 Minimum factor of safety for bearing capacity failure 3.0 Minimum embedment below final exterior grade for heated structures (inches) 42 Minimum embedment below final exterior grade for unheated structures or for footings not protected from freezing temperatures during construction (inches) 60 Total estimated settlement (inches) Less than 1 inch Differential settlement Typically about 1/2 of total settlement* *Actual differential settlement amounts will depend on final loads and foundation layout. We can evaluate differential settlement based on final foundation plans and loadings. C.4. Option B: Ground Improvement (with Aggregate Piers) Based on the anticipated depth of excavations (about 9 to 12 feet below existing grades) needed to remove the existing fill and organics from the building area, it may be more economical to consider the approach of leaving most of the fill in place and performing a ground improvement process. Ground improvement can be accomplished with aggregate piers or stone columns, commonly known by trade names such as: Geopier, Vibro Piers, Vibro Stone Columns, etc. Bremer Financial Corporation Project B2008939 November 17, 2020 Page 16 A subgrade improved with aggregate piers or stone columns will reduce the potential for detrimental settlement associated with the existing fill to occur, provide adequate bearing capacity, eliminate the need for deep excavations, reduce impacts to adjacent site features, and reduce the volume of subgrade soils disturbed at this site. Different contractors use varying techniques to construct aggregate piers but generally consist of excavating soil from a hole with an auger or vibrating a probe into the gr ound, and then building a column of clean, open-graded aggregate. The contractor constructs the pier by placing the aggregate in lifts from the bottom of the pier and compacting each lift before placing aggregate for the subsequent lift. The vibratory energy, and sometimes ramming action, causes the aggregate to interlock, forming a stiff pier that provides soil reinforcement and increases shear resistance. Due to the many variations in techniques, we recommend using performance-based specifications with design-build contracting. We recommend requiring the contractor to have at least five years of experience in performing this work, and to demonstrate performing the proposed protection system(s) on at least three previous projects of similar size and scope. The specifications should require the design engineer be licensed in the project state. We can assist you with developing a list of pre-qualified contractors prior to bidding or with reviewing contractor experience as part of the bidding process. Aggregate piers are a Special Inspection item in accordance with Chapter 17 of the IBC. The observations should include installed length, consistency of soil profile with the geotechnical evaluation confirmation of the materials, and confirmation of installation techniques. We recommend installing aggregate piers under the foundations for the building. The aggregate piers should extend through the existing fill to bear on the underlying alluvial and glacial soils. Under the floor slab areas, to save costs, consideration can be given to building on the old fill soils without ground improvement. However, the owner must assume any risks of floor settlement and possible slab distress due to deeper, unforeseen conditions in the fill soils . The risks can be reduced by treating floor slab areas similar to a paved area and performi ng a 1- to 2-foot subcut to expose the subgrade soils. Any unstable soils would be further subcut and then the exposed subgrade is surface compacted followed by placing compacted fill up to the bottom of slab elevation. Bremer Financial Corporation Project B2008939 November 17, 2020 Page 17 C.4.a. Net Allowable Bearing Pressure The aggregate pier designer will determine the allowable soil bearing capacity of footings bearing upon rammed aggregate piers. However, aggregate piers are typically able to support net allowable bearing pressures of 3,000 to 5,000 pounds per square foot (PSF). This value should include a safety factor of at least 3.0 with regard to bearing capacity failure. C.4.b. Settlement The aggregate pier designer will determine the estimated settlement of footings bearing upon rammed aggregate piers. However, aggregate piers typically limit total and differential settlement of spread footing foundations to less than 1 inch and 1/2 inch, respectively. C.5. Interior Slabs C.5.a. Subgrade Modulus The anticipated floor subgrade is engineered fill. We recommend using a modulus of subgrade reaction, k, of 150 pounds per square inch per inch of deflection (pci) to design the slabs . If the slab design requires placing 6 inches of compacted crushed aggregate base immediately below the slab, the slab design may increase the k-value by 50 pci. We recommend that the aggregate base materials be free of bituminous. In addition to improving the modulus of subgrade reaction, an aggregate base facilitates construction activities and is less weather sensitive. C.5.b. Moisture Vapor Protection Excess transmission of water vapor could cause floor dampness, certain types of floor bonding agents to separate, or mold to form under floor coverings. If project planning includes using floor coverings or coatings, we recommend placing a vapor retarder or vapor barrier immediately beneath the slab. We also recommend consulting with floor covering manufacturers regarding the appropriate type, use and installation of the vapor retarder or barrier to preserve warranty assurances. C.6. Frost Protection and Exterior Slabs C.6.a. General Silty sands and clays will underlie all or some of the exterior slabs, as well as pavements. We consider these soils to be moderately to highly frost susceptible. Soils of this type can retain moisture and heave upon freezing. In general, this characteristic is not an issue unless these soils become saturated , due to Bremer Financial Corporation Project B2008939 November 17, 2020 Page 18 surface runoff or infiltration, or are excessively wet in situ. Once frozen, unfavorable amounts of general and isolated heaving of the soils and the surface structur es supported on them could develop. This type of heaving could affect design drainage patterns and the performance of exterior slabs and pavements, as well as any isolated exterior footings and piers. Note that general runoff and infiltration from precip itation are not the only sources of water that can saturate subgrade soils and contribute to frost heave. Roof drainage and irrigation of landscaped areas in close proximity to exterior slabs, pavements, and isolated footings and piers, contribute as well. C.6.b. Frost Heave Mitigation To address most of the heave related issues, we recommend setting general site grades and grades for exterior surface features to direct surface drainage away from buildings, across large paved areas and away from walkways. Such grading will limit the potential for saturation of the subgrade and subsequent heaving. General grades should also have enough “slope” to tolerate potential larger areas of heave, which may not fully settle after thawing. Even small amounts of frost-related differential movement at walkway joints or cracks can create tripping hazards. Project planning can explore several subgrade improvement options to address this condition. One of the more conservative subgrade improvement options to mitigate potential heave is removing any frost-susceptible soils present below the exterior slab areas down to a minimum depth of 3 feet below subgrade elevations. We recommend filling the resulting excavation with non-frost-susceptible fill. We also recommend sloping the bottom of the excavation toward one or more collection points to remove any water entering the engineered fill. This approach will not be effective in controlling frost heave without removing the water. An important geometric aspect of the excavation and replacement approach described above is sloping the banks of the excavations to create a more gradual transition between the unexcavated soils considered frost susceptible and the engineered fill in the excavated area, which is not frost suscepti ble. The slope allows attenuation of differential movement that may occur along the excavation boundary. We recommend slopes that are 3H:1V, or flatter, along transitions between frost -susceptible and non- frost-susceptible soils. Figure 3 shows an illustration summarizing some of the recommendations. Bremer Financial Corporation Project B2008939 November 17, 2020 Page 19 Figure 3. Frost Protection Geometry Illustration Another option is to limit frost heave in critical areas, such as doorways and entrances, via frost -depth footings or localized excavations with sloped transitions between frost-susceptible and non-frost- susceptible soils, as described above. Over the life of slabs and pavements, cracks will develop, and joints will open up, which will expose the subgrade and allow water to enter from the surface and either saturate or perch atop the subgrade soils. This water intrusion increases the potential for frost heave or moisture-related distress near the crack or joint. Therefore, we recommend implementing a detailed maintenance program to seal and/or fill any cracks and joints. The maintenance program should give special attention to areas where dissimilar materials abut one another, where construction joints occur and where shrinkage cracks develop. C.7. Pavements C.7.a. Design Sections Our scope of services for this project did not include laboratory tests on subgrade soils to determine an R-value for pavement design. Based on our experience with similar engineered fill and silty sand soils anticipated at the pavement subgrade elevation, we recommend pavement design assume an R -value of 15. Note the contractor may need to perform limited removal of unsuitable or less suitable soils to achieve this value. Table 8 provides recommended pavement sections, based on the soils support and traffic loads. Bremer Financial Corporation Project B2008939 November 17, 2020 Page 20 Table 8. Recommended Bituminous Pavement Sections Use Light Duty Heavy Duty Light Duty with Sand Subbase Heavy Duty with Sand Subbase Minimum asphalt thickness (inches) 3 1/2 4 1/2 3 1/2 4 Minimum aggregate base thickness (inches) 8 10 6 8 Minimum granular subbase (inches) --- --- 18 18 C.7.b. Bituminous Pavement Materials Appropriate mix designs are critical to the performance of flexible pavements. We can provide recommendations for pavement material selection during final pavement design. C.7.c. Subgrade Drainage We recommend installing perforated drainpipes throughout pavement areas at low points, around catch basins, and behind curb in landscaped areas. We also recommend installing drainpipes along pavement and exterior slab edges where exterior grades promote drainage toward those edge areas. The contractor should place drainpipes in small trenches, extended at least 8 inches below the granular subbase layer, or below the aggregate base material where no subbase is present. C.7.d. Performance and Maintenance We based the above pavement designs on a 20-year performance life for bituminous. This is the amount of time before we anticipate the pavement will require reconstruction. This performance life assumes routine maintenance, such as seal coating and crack sealing. The actual pavement life will vary depending on variations in weather, traffic conditions and maintenance. It is common to place the non-wear course of bituminous and then delay placement of wear course. For this situation, we recommend evaluating if the reduced pavement section will have sufficient structure to support construction traffic. Many conditions affect the overall performance of the exterior slabs and pavements. Some of these conditions include the environment, loading conditions and the level of ongoing maintenance. With regard to bituminous pavements in particular, it is common to have thermal cracking develop within the first few years of placement, and continue throughout the life of the pavement. We recommend Bremer Financial Corporation Project B2008939 November 17, 2020 Page 21 developing a regular maintenance plan for filling cracks in exterior slabs and pavements to lessen the potential impacts for cold weather distress due to frost heave or warm weather distress due to wetting and softening of the subgrade. C.8. Utilities C.8.a. Subgrade Stabilization Earthwork activities associated with utility in stallations located inside the building area should adhere to the recommendations in Section C.2.g. For exterior utilities, we anticipate the soils at typical invert elevations will be suitable for utility support. However, if construction encounters unfavorable conditions such as soft clay, organic soils or perched water at invert grades, the unsuitable soils may require some additional subcutting and replacement with sand or crushed rock to prepare a proper subgrade for pipe support. Project design and construction should not place utilities within the 1H:1V oversizing of foundations. C.8.b. Corrosion Potential Based on our experience, the soils encountered by the borings are moderately corrosive to metallic conduits, but only marginally corrosive to concrete. We recommend specifying non-corrosive materials or providing corrosion protection, unless project planning chooses to perform additional tests to demonstrate the soils are not corrosive. C.9. Stormwater We estimated infiltration rates for some of the soils we encountered in our soil borings, as listed in Table 9. These infiltration rates represent the long-term infiltration capacity of a practice and not the capacity of the soils in their natural state. Field testing, such as with a double-ring infiltrometer (ASTM D3385), may justify the use of higher infiltration rates. However, we recommend adjusting field test rates by the appropriate correction factor, as provided for in the Minnesota Stormwater Manual or as allowed by the local watershed. We recommend consulting the Minnesota Stormwater Manual for stormwater design. Bremer Financial Corporation Project B2008939 November 17, 2020 Page 22 Table 9. Estimated Design Infiltration Rates Based on Soil Classification Soil Type Infiltration Rate * (inches/hour) Silty sands, silty gravelly sands 0.45 Clayey sands and clays 0.06 or less *From Minnesota Stormwater Manual. Rates may differ at individual sites. Fine-grained soils (silts and clays), topsoil or organic matter that mixes into or washes onto the soil will lower the permeability. The contractor should maintain and protect infiltration areas during construction. Furthermore, organic matter and silt washed into the system after construction can fill the soil pores and reduce permeability over time. Proper maintenance is important for long-term performance of infiltration systems. This geotechnical evaluation does not constitute a review of site suitability for stormwater infiltration or evaluate the potential impacts, if any, from infiltration of large amounts of stormwater. C.10. Equipment Support The recommendations included in the report may not be applicable to equipment used for the construction and maintenance of this project. We recommend evaluating subgrade conditions in areas of shoring, scaffolding, cranes, pumps, lifts and other construction equipment prior to mobilization to determine if the exposed materials are suitable for equipment support, or require some form of subgrade improvement. We also recommend project planning consider the effect that loads applied by such equipment may have on structures they bear on or surcharge – including pavements, buried utilities, below-grade walls, etc. We can assist you in this evaluation. Bremer Financial Corporation Project B2008939 November 17, 2020 Page 23 D. Procedures D.1. Penetration Test Borings We drilled the penetration test borings with a Geoprobe-mounted core and auger drill equipped with hollow-stem auger. We performed the borings in general accordance with ASTM D6151 taking penetration test samples at 2 1/2- or 5-foot intervals in general ac cordance to ASTM D1586. The boring logs show the actual sample intervals and corresponding depths. We sealed penetration test boreholes meeting the Minnesota Department of Health (MDH) Environmental Borehole criteria with an MDH -approved grout. We will forward a sealing record for those boreholes to the Minnesota Department of Health Well Management Section. A copy of the sealing record can be provided at your request. D.2. Exploration Logs D.2.a. Log of Boring Sheets The Appendix includes Log of Boring sheets for our penetration test borings. The logs identify and describe the penetrated geologic materials and present the results of penetration resistance and other in-situ tests performed. The logs also present the res ults of laboratory tests performed on penetration test samples, and groundwater measurements. We inferred strata boundaries from changes in the penetration test samples and the auger cuttings. Because we did not perform continuous sampling, the strata boundary depths are only approximate. The boundary depths likely vary away from the boring locations, and the boundaries themselves may occur as gradual rather than abrupt transitions. D.2.b. Geologic Origins We assigned geologic origins to the materials shown on the logs and referenced within this report, based on: (1) a review of the background information and reference documents cited above, (2) visual classification of the various geologic material samples retrieved during the course of our subsurface exploration, (3) penetration resistance and other in-situ testing performed for the project, (4) laboratory test results, and (5) available common knowledge of the geologic processes and environments that have impacted the site and surrounding area in the past. Bremer Financial Corporation Project B2008939 November 17, 2020 Page 24 D.3. Material Classification and Testing D.3.a. Visual and Manual Classification We visually and manually classified the geologic materials encountered based on ASTM D2488. When we performed laboratory classification tests, we used the results to classify the geologic materials in accordance with ASTM D2487. The Appendix includes a chart explaining the classification system we used. D.3.b. Laboratory Testing The exploration logs in the Appendix note the results of the laboratory tests performed on geologic material samples. We performed the tests in general accordance with ASTM procedures. D.4. Groundwater Measurements The drillers checked for groundwater while advancing the penetration test borings, and again after auger withdrawal. We then filled the boreholes or allowed them to remain open for an extended period of observation, as noted on the boring logs. E. Qualifications E.1. Variations in Subsurface Conditions E.1.a. Material Strata We developed our evaluation, analyses and recommendations from a limited amount of site and subsurface information. It is not standard engineering practice to retrieve ma terial samples from exploration locations continuously with depth. Therefore, we must infer strata boundaries and thicknesses to some extent. Strata boundaries may also be gradual transitions, and project planning should expect the strata to vary in depth, elevation and thickness, away from the exploration locations. Variations in subsurface conditions present between exploration locations may not be revealed until performing additional exploration work, or starting construction. If future activity for thi s project reveals any such variations, you should notify us so that we may reevaluate our recommendations. Such variations could increase construction costs, and we recommend including a contingency to accommodate them. Bremer Financial Corporation Project B2008939 November 17, 2020 Page 25 E.1.b. Groundwater Levels We made groundwater measurements under the conditions reported herein and shown on the exploration logs, and interpreted in the text of this report. Note that the observation periods were relatively short, and project planning can expect groundwater levels to fluctuate in response to rainfall, flooding, irrigation, seasonal freezing and thawing, surface drainage modifications and other seasonal and annual factors. E.2. Continuity of Professional Responsibility E.2.a. Plan Review We based this report on a limited amount of information, and we made a number of assumptions to help us develop our recommendations. We should be retained to review the geotechnical aspects of the designs and specifications. This review will allow us to evaluate whether we anticipated the design correctly, if any design changes affect the validity of our recommendations, and if the design and specifications correctly interpret and implement our recommendations. E.2.b. Construction Observations and Testing We recommend retaining us to perform the required observations and testing during construction as part of the ongoing geotechnical evaluation. This will allow us to correlate the subsurface conditions exposed during construction with those encountered by the borings and provide professional continuity from the design phase to the construction phase. If we do not perform observations and testing during construction, it becomes the responsibility of others to validate the assumption made during the preparation of this report and to accept the construction-related geotechnical engineer-of-record responsibilities. E.3. Use of Report This report is for the exclusive use of the addressed parties. Without written approval, we assume no responsibility to other parties regarding this report. Our evaluation, analyses an d recommendations may not be appropriate for other parties or projects. E.4. Standard of Care In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under similar circumstances by reputable members of its profession currently practicing in the same locality. No warranty, express or implied, is made. Appendix KEN ZI E T E R R A C E ST-6 ST-2 ST-1 ST-3 ST-4 ST-5 ST-7 F:\2020\B2008939\CAD\B2008939.dwg,Geotech,10/28/2020 5:43:45 AMbraunintertec.com 952.995.2000 Minneapolis, MN 55438 11001 Hampshire Avenue S Project No: B2008939 Drawn By: Date Drawn: Checked By: Last Modified:10/28/20 Drawing No: Project Information Drawing Information B2008939 JAG 10/13/20 RB Bremer St. Anthony Village 2654 Kenzie Terrace St. Anthony, Minnesota Soil Boring Location Sketch 0 SCALE:1"= 40' 40'20' N DENOTES APPROXIMATE LOCATION OF STANDARD PENETRATION TEST BORING Elev./ Depth ft 914.7 0.3 908.0 7.0 903.0 12.0 894.0 21.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine-grained, trace roots, black, moist (TOPSOIL FILL) FILL: SILTY SAND (SM), fine to medium- grained, trace Gravel, dark brown, moist FILL: SANDY LEAN CLAY (CL), trace Gravel, dark brown to dark gray, moist SANDY LEAN CLAY (CL), trace Gravel, brown, moist, medium to very stiff (GLACIAL TILL) END OF BORING Boring immediately grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 4-3-2 (5) 12" 3-2-3 (5) 6" 0-0-1 (1) 6" 2-2-2 (4) 12" 1-3-3 (6) 18" 0-2-4 (6) 20" 6-10-7 (17) 18" qₚ tsf 2 MC % 13 16 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2008939 Geotechnical Evaluation Bremer St. Anthony Village 2654 Kenzie Terrace St. Anthony, Minnesota BORING:ST-1 LOCATION: See attached sketch NORTHING:181877 EASTING:541942 DRILLER:M. Barber LOGGED BY:R. Braun START DATE:10/20/20 END DATE:10/20/20 SURFACE ELEVATION:915.0 ft RIG:GP-1 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Cloudy B2008939 Braun Intertec Corporation Print Date:11/17/2020 ST-1 page 1 of 1 Elev./ Depth ft 914.2 0.7 910.9 4.0 905.9 9.0 903.9 11.0 893.9 21.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine-grained, black, moist (TOPSOIL FILL) FILL: SILTY SAND (SM), fine to medium- grained, trace Gravel, brown, moist FILL: SANDY LEAN CLAY (CL), slightly organic, trace Gravel, gray, moist FILL: SANDY LEAN CLAY (CL), Sand seams, brown, moist SANDY LEAN CLAY (CL), trace Gravel, Sand seams, brown, moist, medium to very stiff (GLACIAL TILL) END OF BORING Boring immediately grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 4-3-3 (6) 12" 3-2-3 (5) 8" 2-2-3 (5) 12" 5-5-6 (11) 14" 2-2-3 (5) 14" 2-4-4 (8) 6" 6-10-10 (20) 16" qₚ tsf 1.5 3.5 MC % 10 15 Tests or Remarks OC=2% Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2008939 Geotechnical Evaluation Bremer St. Anthony Village 2654 Kenzie Terrace St. Anthony, Minnesota BORING:ST-2 LOCATION: See attached sketch NORTHING:181849 EASTING:541926 DRILLER:M. Barber LOGGED BY:R. Braun START DATE:10/20/20 END DATE:10/20/20 SURFACE ELEVATION:914.9 ft RIG:GP-1 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Cloudy B2008939 Braun Intertec Corporation Print Date:11/17/2020 ST-2 page 1 of 1 Elev./ Depth ft 913.6 0.3 909.9 4.0 904.9 9.0 901.9 12.0 895.9 18.0 892.9 21.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine-grained, trace roots, black, moist (TOPSOIL FILL) FILL: CLAYEY SAND (SC), slightly organic, trace roots, gray, moist FILL: SANDY LEAN CLAY (CL), trace Gravel, gray, moist SILTY SAND (SM), fine to medium-grained, brown, moist, medium dense (ALLUVIUM) POORLY GRADED SAND with SILT (SP-SM), fine to medium-grained, trace coarse Gravel, brown, moist, medium dense (GLACIAL OUTWASH) SANDY LEAY CLAY layer at 12 feet SANDY LEAN CLAY (CL), reddish brown, moist, very stiff (GLACIAL TILL) END OF BORING Boring immediately grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 8-7-6 (13) 12" 4-3-4 (7) 3" 2-2-4 (6) 14" 1-6-10 (16) 18" 7-7-4 (11) 12" 4-6-5 (11) 12" 7-9-7 (16) 20" qₚ tsf MC % 15 12 Tests or Remarks OC=3% Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2008939 Geotechnical Evaluation Bremer St. Anthony Village 2654 Kenzie Terrace St. Anthony, Minnesota BORING:ST-3 LOCATION: See attached sketch NORTHING:181839 EASTING:541984 DRILLER:M. Barber LOGGED BY:R. Braun START DATE:10/20/20 END DATE:10/20/20 SURFACE ELEVATION:913.9 ft RIG:GP-1 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Cloudy/snow B2008939 Braun Intertec Corporation Print Date:11/17/2020 ST-3 page 1 of 1 Elev./ Depth ft 911.2 0.2 899.4 12.0 897.4 14.0 893.4 18.0 890.4 21.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine to medium-grained, trace roots, black, moist (TOPSOIL FILL) FILL: SANDY LEAN CLAY (CL), dark brown, moist Concrete debris at 2 1/2 feet SILTY SAND (SM), fine-grained, brown, moist, very loose (ALLUVIUM) POORLY GRADED SAND with SILT (SP-SM), fine to medium-grained, trace Gravel, brown, moist, very loose (GLACIAL OUTWASH) SANDY LEAN CLAY (CL), reddish brown, moist, hard (GLACIAL TILL) END OF BORING Boring immediately grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 6-8-11 (19) 14" 2-2-2 (4) 12" 5-5-5 (10) 14" 0-1-2 (3) 12" 0-1-1 (2) 8" 1-1-1 (2) 12" 4-15-17 (32) 14" qₚ tsf MC % 15 13 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2008939 Geotechnical Evaluation Bremer St. Anthony Village 2654 Kenzie Terrace St. Anthony, Minnesota BORING:ST-4 LOCATION: See attached sketch NORTHING:181825 EASTING:542044 DRILLER:M. Barber LOGGED BY:R. Braun START DATE:10/20/20 END DATE:10/20/20 SURFACE ELEVATION:911.4 ft RIG:GP-1 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Cloudy/snow B2008939 Braun Intertec Corporation Print Date:11/17/2020 ST-4 page 1 of 1 Elev./ Depth ft 912.1 0.2 908.3 4.0 903.3 9.0 900.3 12.0 891.3 21.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine-grained, dark brown, moist (TOPSOIL FILL) FILL: CLAYEY SAND (SC), slightly organic, gray, moist FILL: SANDY LEAN CLAY (CL), brown, moist FILL: SANDY SILT (ML), brown, moist SANDY LEAN CLAY (CL), trace Gravel, brown to reddish brown, moist, soft to hard (GLACIAL TILL) POORLY GRADED SAND layer at 20 feet END OF BORING Boring immediately grouted 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 7-7-10 (17) 12" 3-2-3 (5) 8" 1-1-1 (2) 8" 1-1-2 (3) 14" 2-1-2 (3) 14" 2-5-5 (10) 18" 5-20-23 (43) 18" qₚ tsf 3 MC % 14 14 Tests or Remarks OC=2% Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2008939 Geotechnical Evaluation Bremer St. Anthony Village 2654 Kenzie Terrace St. Anthony, Minnesota BORING:ST-5 LOCATION: See attached sketch NORTHING:181798 EASTING:542030 DRILLER:M. Barber LOGGED BY:R. Braun START DATE:10/20/20 END DATE:10/20/20 SURFACE ELEVATION:912.3 ft RIG:GP-1 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Cloudy B2008939 Braun Intertec Corporation Print Date:11/17/2020 ST-5 page 1 of 1 Elev./ Depth ft 914.7 0.2 912.9 2.0 907.9 7.0 903.9 11.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) PAVEMENT, 2 inches of bituminous FILL: SILTY SAND (SM), fine-grained, slightly organic, dark brown, moist SILTY SAND (SM), fine to medium-grained, brown, moist, very loose (ALLUVIUM) SANDY LEAN CLAY (CL), trace Gravel, brown, moist, soft to medium (GLACIAL TILL) END OF BORING Boring immediately backfilled 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 2-2-1 (3) 14" 2-1-2 (3) 12" 1-2-2 (4) 14" 2-3-5 (8) 18" qₚ tsf 2 MC % 17 15 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2008939 Geotechnical Evaluation Bremer St. Anthony Village 2654 Kenzie Terrace St. Anthony, Minnesota BORING:ST-6 LOCATION: See attached sketch NORTHING:181829 EASTING:541889 DRILLER:M. Barber LOGGED BY:R. Braun START DATE:10/20/20 END DATE:10/20/20 SURFACE ELEVATION:914.9 ft RIG:GP-1 METHOD:3 1/4" HSA SURFACING:Bituminous WEATHER:Cloudy B2008939 Braun Intertec Corporation Print Date:11/17/2020 ST-6 page 1 of 1 Elev./ Depth ft 909.9 0.3 903.2 7.0 901.2 9.0 899.2 11.0 WaterLevelDescription of Materials (Soil-ASTM D2488 or 2487; Rock-USACE EM 1110-1-2908) SILTY SAND (SM), fine-grained, black, moist (TOPSOIL FILL) FILL: SILTY SAND (SM), fine to medium- grained, trace Gravel, dark brown, moist FILL: SANDY LEAN CLAY (CL), dark brown, moist SILTY SAND (SM), fine to medium-grained, trace Gravel, brown, moist, loose (GLACIAL TILL) END OF BORING Boring immediately backfilled 5 10 15 20 25 30 SampleBlows (N-Value) Recovery 21-11-7 (18) 14" 2-2-3 (5) 14" 1-2-3 (5) 12" 2-3-5 (8) 10" qₚ tsf MC % 4 Tests or Remarks Water not observed while drilling. LOG OF BORING See Descriptive Terminology sheet for explanation of abbreviations Project Number B2008939 Geotechnical Evaluation Bremer St. Anthony Village 2654 Kenzie Terrace St. Anthony, Minnesota BORING:ST-7 LOCATION: See attached sketch NORTHING:181755 EASTING:542029 DRILLER:M. Barber LOGGED BY:R. Braun START DATE:10/20/20 END DATE:10/20/20 SURFACE ELEVATION:910.2 ft RIG:GP-1 METHOD:3 1/4" HSA SURFACING:Grass WEATHER:Cloudy/snow B2008939 Braun Intertec Corporation Print Date:11/17/2020 ST-7 page 1 of 1 Descriptive Terminology of Soil Based on Standards ASTM D2487/2488 (Unified Soil Classification System) Group Symbol Group NameB Cu ≥ 4 and 1 ≤ Cc ≤ 3D GW Well-graded gravelE Cu < 4 and/or (Cc < 1 or Cc > 3)D GP Poorly graded gravelE Fines classify as ML or MH GM Silty gravelE F G Fines Classify as CL or CH GC Clayey gravelE F G Cu ≥ 6 and 1 ≤ Cc ≤ 3D SW Well-graded sandI Cu < 6 and/or (Cc < 1 or Cc > 3)D SP Poorly graded sandI Fines classify as ML or MH SM Silty sandF G I Fines classify as CL or CH SC Clayey sandF G I CL Lean clayK L M PI < 4 or plots below "A" lineJ ML SiltK L M Organic OL CH Fat clayK L M MH Elastic siltK L M Organic OH PT Peat Highly Organic Soils Silts and Clays (Liquid limit less than 50) Silts and Clays (Liquid limit 50 or more) Primarily organic matter, dark in color, and organic odor Inorganic Inorganic PI > 7 and plots on or above "A" lineJ PI plots on or above "A" line PI plots below "A" line Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA Soil Classification Coarse-grained Soils (more than 50% retained on No. 200 sieve)Fine-grained Soils (50% or more passes the No. 200 sieve) Sands (50% or more coarse fraction passes No. 4 sieve) Clean Gravels (Less than 5% finesC) Gravels with Fines (More than 12% finesC) Clean Sands (Less than 5% finesH) Sands with Fines (More than 12% finesH) Gravels (More than 50% of coarse fraction retained on No. 4 sieve) Liquid Limit −oven dried Liquid Limit −not dried <0.75 Organic clay K L M N Organic silt K L M O Liquid Limit −oven dried Liquid Limit −not dried <0.75 Organic clay K L M P Organic silt K L M Q Particle Size Identification Boulders.............. over 12" Cobbles................ 3" to 12" Gravel Coarse............. 3/4" to 3" (19.00 mm to 75.00 mm) Fine................. No. 4 to 3/4" (4.75 mm to 19.00 mm) Sand Coarse.............. No. 10 to No. 4 (2.00 mm to 4.75 mm) Medium........... No. 40 to No. 10 (0.425 mm to 2.00 mm) Fine.................. No. 200 to No. 40 (0.075 mm to 0.425 mm) Silt........................ No. 200 (0.075 mm) to .005 mm Clay...................... < .005 mm Relative ProportionsL, M trace............................. 0 to 5% little.............................. 6 to 14% with.............................. ≥ 15% Inclusion Thicknesses lens............................... 0 to 1/8" seam............................. 1/8" to 1" layer.............................. over 1" Apparent Relative Density of Cohesionless Soils Very loose ..................... 0 to 4 BPF Loose ............................ 5 to 10 BPF Medium dense.............. 11 to 30 BPF Dense............................ 31 to 50 BPF Very dense.................... over 50 BPF A.Based on the material passing the 3-inch (75-mm) sieve. B.If field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name. C. Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt GW-GC well-graded gravel with clay GP-GM poorly graded gravel with silt GP-GC poorly graded gravel with clay D.Cu = D60 / D10 Cc = 𝐷30 2 / (𝐷10 𝑥𝐷60) E.If soil contains ≥ 15% sand, add "with sand" to group name. F.If fines classify as CL-ML, use dual symbol GC-GM or SC-SM. G. If fines are organic, add "with organic fines" to group name. H. Sands with 5 to 12%fines require dual symbols: SW-SM well-graded sand with silt SW-SC well-graded sand with clay SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay I.If soil contains ≥ 15% gravel, add "with gravel" to group name. J. If Atterberg limits plot in hatched area, soil is CL-ML, silty clay. K.If soil contains 15 to < 30% plus No. 200, add "with sand" or "with gravel", whichever is predominant. L. If soil contains ≥ 30% plus No. 200, predominantly sand, add “sandy” to group name. M. If soil contains ≥ 30% plus No. 200 predominantly gravel, add “gravelly” to group name. N. PI ≥ 4 and plots on or above “A” line. O. PI < 4 or plots below “A” line. P. PI plots on or above “A” line. Q.PI plots below “A” line. Laboratory Tests DD Dry density,pcf OC Organic content, %LL Liquid limit WD Wet density, pcf qp Pocket penetrometer strength, tsf PL Plastic limit P200 % Passing #200 sieve MC Moisture content, %PI Plasticity index qU Unconfined compression test, tsf Consistency of Blows Approximate Unconfined Cohesive Soils Per Foot Compressive Strength Very soft................... 0 to 1 BPF................... < 0.25 tsf Soft........................... 2 to 4 BPF................... 0.25 to 0.5 tsf Medium.................... 5 to 8 BPF .................. 0.5 to 1 tsf Stiff........................... 9 to 15 BPF................. 1 to 2 tsf Very Stiff................... 16 to 30 BPF............... 2 to 4 tsf Hard.......................... over 30 BPF................ > 4 tsf Drilling Notes: Blows/N-value: Blows indicate the driving resistance recorded for each 6-inch interval. The reported N-value is the blows per foot recorded by summing the second and third interval in accordance with the Standard Penetration Test, ASTM D1586. Partial Penetration:If the sampler could not be driven through a full 6-inch interval, the number of blows for that partial penetration is shown as #/x" (i.e. 50/2"). The N-value is reported as "REF" indicating refusal. Recovery: Indicates the inches of sample recovered from the sampled interval. For a standard penetration test, full recovery is 18", and is 24" for a thinwall/shelby tube sample. WOH: Indicates the sampler penetrated soil under weight of hammer and rods alone; driving not required. WOR: Indicates the sampler penetrated soil under weight of rods alone; hammer weight and driving not required. Water Level: Indicates the water level measured by the drillers either while drilling ( ), at the end of drilling ( ), or at some time after drilling ( ). Moisture Content: Dry:Absence of moisture, dusty, dry to the touch. Moist: Damp but no visible water. Wet: Visible free water, usually soil is below water table. 3/2019 APPENDIX B: HYDROCAD MODELS 1SE Existing East 2SE Existing West 6R Existing Runoff Routing Diagram for 2021-07-02 Pond Prepared by j, Printed 7/13/2021 HydroCAD® 10.10-3a s/n 03363 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 2021-07-02 Pond Printed 7/13/2021Prepared by j Page 2HydroCAD® 10.10-3a s/n 03363 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.681 84 50-75% Grass cover, Fair, HSG D (1SE, 2SE) 0.229 98 Paved parking, HSG D (1SE, 2SE) 0.910 88 TOTAL AREA MSE 24-hr 3 1-Year Rainfall=2.48"2021-07-02 Pond Printed 7/13/2021Prepared by j Page 3HydroCAD® 10.10-3a s/n 03363 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1SE: Existing East Runoff =1.37 cfs @ 12.23 hrs, Volume=0.092 af, Depth> 1.33" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.48" Area (sf) CN Description 28,592 84 50-75% Grass cover, Fair, HSG D 7,367 98 Paved parking, HSG D 35,959 87 Weighted Average 28,592 84 79.51% Pervious Area 7,367 98 20.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 15.1 220 0.0450 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 2.48" Summary for Subcatchment 2SE: Existing West Runoff =0.28 cfs @ 12.12 hrs, Volume=0.013 af, Depth> 1.92" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.48" Area (sf) CN Description 1,067 84 50-75% Grass cover, Fair, HSG D 2,608 98 Paved parking, HSG D 3,675 94 Weighted Average 1,067 84 29.03% Pervious Area 2,608 98 70.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 5.0 Direct Entry, minimum of 5 min Tc Summary for Reach 6R: Existing Runoff Inflow Area =0.910 ac, 25.17% Impervious, Inflow Depth > 1.39" for 1-Year event Inflow =1.47 cfs @ 12.23 hrs, Volume=0.105 af Outflow =1.47 cfs @ 12.23 hrs, Volume=0.105 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.86"2021-07-02 Pond Printed 7/13/2021Prepared by j Page 4HydroCAD® 10.10-3a s/n 03363 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1SE: Existing East Runoff =1.70 cfs @ 12.23 hrs, Volume=0.114 af, Depth> 1.65" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (sf) CN Description 28,592 84 50-75% Grass cover, Fair, HSG D 7,367 98 Paved parking, HSG D 35,959 87 Weighted Average 28,592 84 79.51% Pervious Area 7,367 98 20.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 15.1 220 0.0450 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 2.48" Summary for Subcatchment 2SE: Existing West Runoff =0.33 cfs @ 12.12 hrs, Volume=0.016 af, Depth> 2.27" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (sf) CN Description 1,067 84 50-75% Grass cover, Fair, HSG D 2,608 98 Paved parking, HSG D 3,675 94 Weighted Average 1,067 84 29.03% Pervious Area 2,608 98 70.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 5.0 Direct Entry, minimum of 5 min Tc Summary for Reach 6R: Existing Runoff Inflow Area =0.910 ac, 25.17% Impervious, Inflow Depth > 1.71" for 2-Year event Inflow =1.82 cfs @ 12.23 hrs, Volume=0.130 af Outflow =1.82 cfs @ 12.23 hrs, Volume=0.130 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.26"2021-07-02 Pond Printed 7/13/2021Prepared by j Page 5HydroCAD® 10.10-3a s/n 03363 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1SE: Existing East Runoff =2.96 cfs @ 12.23 hrs, Volume=0.199 af, Depth> 2.89" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.26" Area (sf) CN Description 28,592 84 50-75% Grass cover, Fair, HSG D 7,367 98 Paved parking, HSG D 35,959 87 Weighted Average 28,592 84 79.51% Pervious Area 7,367 98 20.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 15.1 220 0.0450 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 2.48" Summary for Subcatchment 2SE: Existing West Runoff =0.52 cfs @ 12.12 hrs, Volume=0.025 af, Depth> 3.61" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.26" Area (sf) CN Description 1,067 84 50-75% Grass cover, Fair, HSG D 2,608 98 Paved parking, HSG D 3,675 94 Weighted Average 1,067 84 29.03% Pervious Area 2,608 98 70.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 5.0 Direct Entry, minimum of 5 min Tc Summary for Reach 6R: Existing Runoff Inflow Area =0.910 ac, 25.17% Impervious, Inflow Depth > 2.96" for 10-Year event Inflow =3.16 cfs @ 12.23 hrs, Volume=0.224 af Outflow =3.16 cfs @ 12.23 hrs, Volume=0.224 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.32"2021-07-02 Pond Printed 7/13/2021Prepared by j Page 6HydroCAD® 10.10-3a s/n 03363 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1SE: Existing East Runoff =5.81 cfs @ 12.23 hrs, Volume=0.397 af, Depth> 5.78" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.32" Area (sf) CN Description 28,592 84 50-75% Grass cover, Fair, HSG D 7,367 98 Paved parking, HSG D 35,959 87 Weighted Average 28,592 84 79.51% Pervious Area 7,367 98 20.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 15.1 220 0.0450 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 2.48" Summary for Subcatchment 2SE: Existing West Runoff =0.93 cfs @ 12.12 hrs, Volume=0.046 af, Depth> 6.60" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-24.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.32" Area (sf) CN Description 1,067 84 50-75% Grass cover, Fair, HSG D 2,608 98 Paved parking, HSG D 3,675 94 Weighted Average 1,067 84 29.03% Pervious Area 2,608 98 70.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 5.0 Direct Entry, minimum of 5 min Tc Summary for Reach 6R: Existing Runoff Inflow Area =0.910 ac, 25.17% Impervious, Inflow Depth > 5.85" for 100-Year event Inflow =6.16 cfs @ 12.23 hrs, Volume=0.444 af Outflow =6.16 cfs @ 12.23 hrs, Volume=0.444 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs 3S To Stormtech 5S Direct Runoff 4R Proposed 2P Stormtech Routing Diagram for 2021-07-20 Pond NEW DESIGN Prepared by j, Printed 7/16/2021 HydroCAD® 10.10-3a s/n 03363 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 2021-07-20 Pond NEW DESIGN Printed 7/16/2021Prepared by j Page 2HydroCAD® 10.10-3a s/n 03363 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.276 84 50-75% Grass cover, Fair, HSG D (3S, 5S) 0.634 98 Paved parking, HSG D (3S, 5S) 0.910 94 TOTAL AREA MSE 24-hr 3 1-Year Rainfall=2.48"2021-07-20 Pond NEW DESIGN Printed 7/16/2021Prepared by j Page 3HydroCAD® 10.10-3a s/n 03363 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: To Stormtech Runoff =2.39 cfs @ 12.14 hrs, Volume=0.126 af, Depth= 2.02" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.48" Area (sf) CN Description 6,652 84 50-75% Grass cover, Fair, HSG D 25,968 98 Paved parking, HSG D 32,620 95 Weighted Average 6,652 84 20.39% Pervious Area 25,968 98 79.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Summary for Subcatchment 5S: Direct Runoff Runoff =0.41 cfs @ 12.13 hrs, Volume=0.018 af, Depth= 1.37" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.48" Area (sf) CN Description 1,650 98 Paved parking, HSG D 5,362 84 50-75% Grass cover, Fair, HSG D 7,012 87 Weighted Average 5,362 84 76.47% Pervious Area 1,650 98 23.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 5.0 Direct Entry, Summary for Reach 4R: Proposed Inflow Area =0.910 ac, 69.69% Impervious, Inflow Depth = 1.90" for 1-Year event Inflow =1.43 cfs @ 12.16 hrs, Volume=0.144 af Outflow =1.43 cfs @ 12.16 hrs, Volume=0.144 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-Year Rainfall=2.48"2021-07-20 Pond NEW DESIGN Printed 7/16/2021Prepared by j Page 4HydroCAD® 10.10-3a s/n 03363 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Stormtech Inflow Area =0.749 ac, 79.61% Impervious, Inflow Depth = 2.02" for 1-Year event Inflow =2.39 cfs @ 12.14 hrs, Volume=0.126 af Outflow =1.24 cfs @ 12.24 hrs, Volume=0.126 af, Atten= 48%, Lag= 5.7 min Primary =1.24 cfs @ 12.24 hrs, Volume=0.126 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 905.31' @ 12.24 hrs Surf.Area= 1,817 sf Storage= 1,537 cf Plug-Flow detention time= 30.7 min calculated for 0.126 af (100% of inflow) Center-of-Mass det. time= 30.6 min ( 794.2 - 763.6 ) Volume Invert Avail.Storage Storage Description #1A 904.00'1,662 cf 30.00'W x 60.58'L x 3.50'H Field A 6,361 cf Overall - 2,205 cf Embedded = 4,155 cf x 40.0% Voids #2A 904.50'2,205 cf ADS_StormTech SC-740 +Cap x 48 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 48 Chambers in 6 Rows 3,867 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 903.50'12.0" Round Culvert L= 69.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 903.50' / 902.29' S= 0.0175 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 904.00'2.000 in/hr Draintile over Surface area #3 Device 1 904.50'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 905.44'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 907.36'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.24 cfs @ 12.24 hrs HW=905.31' (Free Discharge) 1=Culvert (Passes 1.24 cfs of 4.32 cfs potential flow) 2=Draintile (Exfiltration Controls 0.08 cfs) 3=Orifice/Grate (Orifice Controls 1.15 cfs @ 3.31 fps) 4=Orifice/Grate ( Controls 0.00 cfs) 5=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 2-Year Rainfall=2.86"2021-07-20 Pond NEW DESIGN Printed 7/16/2021Prepared by j Page 5HydroCAD® 10.10-3a s/n 03363 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: To Stormtech Runoff =2.80 cfs @ 12.14 hrs, Volume=0.148 af, Depth= 2.38" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (sf) CN Description 6,652 84 50-75% Grass cover, Fair, HSG D 25,968 98 Paved parking, HSG D 32,620 95 Weighted Average 6,652 84 20.39% Pervious Area 25,968 98 79.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Summary for Subcatchment 5S: Direct Runoff Runoff =0.50 cfs @ 12.12 hrs, Volume=0.023 af, Depth= 1.69" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (sf) CN Description 1,650 98 Paved parking, HSG D 5,362 84 50-75% Grass cover, Fair, HSG D 7,012 87 Weighted Average 5,362 84 76.47% Pervious Area 1,650 98 23.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 5.0 Direct Entry, Summary for Reach 4R: Proposed Inflow Area =0.910 ac, 69.69% Impervious, Inflow Depth = 2.26" for 2-Year event Inflow =1.70 cfs @ 12.15 hrs, Volume=0.171 af Outflow =1.70 cfs @ 12.15 hrs, Volume=0.171 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.86"2021-07-20 Pond NEW DESIGN Printed 7/16/2021Prepared by j Page 6HydroCAD® 10.10-3a s/n 03363 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Stormtech Inflow Area =0.749 ac, 79.61% Impervious, Inflow Depth = 2.38" for 2-Year event Inflow =2.80 cfs @ 12.14 hrs, Volume=0.148 af Outflow =1.44 cfs @ 12.24 hrs, Volume=0.148 af, Atten= 49%, Lag= 5.8 min Primary =1.44 cfs @ 12.24 hrs, Volume=0.148 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 905.48' @ 12.24 hrs Surf.Area= 1,817 sf Storage= 1,777 cf Plug-Flow detention time= 29.9 min calculated for 0.148 af (100% of inflow) Center-of-Mass det. time= 29.9 min ( 791.2 - 761.3 ) Volume Invert Avail.Storage Storage Description #1A 904.00'1,662 cf 30.00'W x 60.58'L x 3.50'H Field A 6,361 cf Overall - 2,205 cf Embedded = 4,155 cf x 40.0% Voids #2A 904.50'2,205 cf ADS_StormTech SC-740 +Cap x 48 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 48 Chambers in 6 Rows 3,867 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 903.50'12.0" Round Culvert L= 69.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 903.50' / 902.29' S= 0.0175 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 904.00'2.000 in/hr Draintile over Surface area #3 Device 1 904.50'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 905.44'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 907.36'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.44 cfs @ 12.24 hrs HW=905.48' (Free Discharge) 1=Culvert (Passes 1.44 cfs of 4.60 cfs potential flow) 2=Draintile (Exfiltration Controls 0.08 cfs) 3=Orifice/Grate (Orifice Controls 1.35 cfs @ 3.87 fps) 4=Orifice/Grate (Orifice Controls 0.01 cfs @ 0.66 fps) 5=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 10-Year Rainfall=4.26"2021-07-20 Pond NEW DESIGN Printed 7/16/2021Prepared by j Page 7HydroCAD® 10.10-3a s/n 03363 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: To Stormtech Runoff =4.33 cfs @ 12.14 hrs, Volume=0.233 af, Depth= 3.73" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.26" Area (sf) CN Description 6,652 84 50-75% Grass cover, Fair, HSG D 25,968 98 Paved parking, HSG D 32,620 95 Weighted Average 6,652 84 20.39% Pervious Area 25,968 98 79.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Summary for Subcatchment 5S: Direct Runoff Runoff =0.86 cfs @ 12.12 hrs, Volume=0.039 af, Depth= 2.94" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.26" Area (sf) CN Description 1,650 98 Paved parking, HSG D 5,362 84 50-75% Grass cover, Fair, HSG D 7,012 87 Weighted Average 5,362 84 76.47% Pervious Area 1,650 98 23.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 5.0 Direct Entry, Summary for Reach 4R: Proposed Inflow Area =0.910 ac, 69.69% Impervious, Inflow Depth = 3.59" for 10-Year event Inflow =3.12 cfs @ 12.19 hrs, Volume=0.272 af Outflow =3.12 cfs @ 12.19 hrs, Volume=0.272 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.26"2021-07-20 Pond NEW DESIGN Printed 7/16/2021Prepared by j Page 8HydroCAD® 10.10-3a s/n 03363 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Stormtech Inflow Area =0.749 ac, 79.61% Impervious, Inflow Depth = 3.73" for 10-Year event Inflow =4.33 cfs @ 12.14 hrs, Volume=0.233 af Outflow =2.71 cfs @ 12.21 hrs, Volume=0.233 af, Atten= 37%, Lag= 4.4 min Primary =2.71 cfs @ 12.21 hrs, Volume=0.233 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 906.01' @ 12.21 hrs Surf.Area= 1,817 sf Storage= 2,477 cf Plug-Flow detention time= 27.8 min calculated for 0.233 af (100% of inflow) Center-of-Mass det. time= 27.8 min ( 783.1 - 755.3 ) Volume Invert Avail.Storage Storage Description #1A 904.00'1,662 cf 30.00'W x 60.58'L x 3.50'H Field A 6,361 cf Overall - 2,205 cf Embedded = 4,155 cf x 40.0% Voids #2A 904.50'2,205 cf ADS_StormTech SC-740 +Cap x 48 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 48 Chambers in 6 Rows 3,867 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 903.50'12.0" Round Culvert L= 69.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 903.50' / 902.29' S= 0.0175 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 904.00'2.000 in/hr Draintile over Surface area #3 Device 1 904.50'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 905.44'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 907.36'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=2.71 cfs @ 12.21 hrs HW=906.01' (Free Discharge) 1=Culvert (Passes 2.71 cfs of 5.36 cfs potential flow) 2=Draintile (Exfiltration Controls 0.08 cfs) 3=Orifice/Grate (Orifice Controls 1.82 cfs @ 5.21 fps) 4=Orifice/Grate (Orifice Controls 0.81 cfs @ 2.56 fps) 5=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) MSE 24-hr 3 100-Year Rainfall=7.32"2021-07-20 Pond NEW DESIGN Printed 7/16/2021Prepared by j Page 9HydroCAD® 10.10-3a s/n 03363 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: To Stormtech Runoff =7.68 cfs @ 12.14 hrs, Volume=0.421 af, Depth= 6.75" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.32" Area (sf) CN Description 6,652 84 50-75% Grass cover, Fair, HSG D 25,968 98 Paved parking, HSG D 32,620 95 Weighted Average 6,652 84 20.39% Pervious Area 25,968 98 79.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 7.0 Direct Entry, Summary for Subcatchment 5S: Direct Runoff Runoff =1.66 cfs @ 12.12 hrs, Volume=0.078 af, Depth= 5.83" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.32" Area (sf) CN Description 1,650 98 Paved parking, HSG D 5,362 84 50-75% Grass cover, Fair, HSG D 7,012 87 Weighted Average 5,362 84 76.47% Pervious Area 1,650 98 23.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 5.0 Direct Entry, Summary for Reach 4R: Proposed Inflow Area =0.910 ac, 69.69% Impervious, Inflow Depth = 6.58" for 100-Year event Inflow =5.98 cfs @ 12.20 hrs, Volume=0.499 af Outflow =5.98 cfs @ 12.20 hrs, Volume=0.499 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.32"2021-07-20 Pond NEW DESIGN Printed 7/16/2021Prepared by j Page 10HydroCAD® 10.10-3a s/n 03363 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Stormtech Inflow Area =0.749 ac, 79.61% Impervious, Inflow Depth = 6.75" for 100-Year event Inflow =7.68 cfs @ 12.14 hrs, Volume=0.421 af Outflow =5.21 cfs @ 12.20 hrs, Volume=0.421 af, Atten= 32%, Lag= 3.9 min Primary =5.21 cfs @ 12.20 hrs, Volume=0.421 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 907.43' @ 12.20 hrs Surf.Area= 1,817 sf Storage= 3,818 cf Plug-Flow detention time= 26.9 min calculated for 0.421 af (100% of inflow) Center-of-Mass det. time= 26.8 min ( 775.1 - 748.2 ) Volume Invert Avail.Storage Storage Description #1A 904.00'1,662 cf 30.00'W x 60.58'L x 3.50'H Field A 6,361 cf Overall - 2,205 cf Embedded = 4,155 cf x 40.0% Voids #2A 904.50'2,205 cf ADS_StormTech SC-740 +Cap x 48 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 48 Chambers in 6 Rows 3,867 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 903.50'12.0" Round Culvert L= 69.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 903.50' / 902.29' S= 0.0175 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf #2 Device 1 904.00'2.000 in/hr Draintile over Surface area #3 Device 1 904.50'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Device 1 905.44'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 907.36'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=5.19 cfs @ 12.20 hrs HW=907.43' (Free Discharge) 1=Culvert (Passes 5.19 cfs of 7.00 cfs potential flow) 2=Draintile (Exfiltration Controls 0.08 cfs) 3=Orifice/Grate (Orifice Controls 2.71 cfs @ 7.76 fps) 4=Orifice/Grate (Orifice Controls 2.16 cfs @ 6.20 fps) 5=Sharp-Crested Rectangular Weir (Weir Controls 0.24 cfs @ 0.86 fps) APPENDIX C: DRAINAGE AREA MAPS 204STSTSCBMHRIM ELEV. = 913.40SE INV 12" = 909.25NW INV 12" = 909.35 CBRIM ELEV = 906.55SW INV 12" RCP = 900.55STMH RIM ELEV = 907.07 SUMP = 895.84 CB RIM ELEV = 906.42 E INV 12" RCP = 900.97 WAT WAT WAT WAT WAT POHPOHPOHPOHX XXX POHSANSANSANSANSAN SANSANEEX. 42" RCP EX. 24" PVC @ 0.97% ST O WAT1/2"OPENPIPE1/2"OPENPIPE1/2" OPENCAP NO. 184201/2"OPENPIPESTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSANXXXXXX XXXSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOWATWATWATWATWATWATWATWATEXISTING AUTO SHOPEXISTING SENIOR HOME1SE2SEN:\0026999.00\DWG\0026999C-DRAN.DWG 07/20/2021BREMER BANK ST. ANTHONYST. PAUL, MINNESOTABREMER BANK ST. ANTHONY380 ST. PETER STREETST. PAUL, MINNESOTA, 55102EXISTING DRAINAGEAREA MAP1OF...BREMER BANK0'30'60'© 2021 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.comPROJECT NUMBER: 0026999.00DATE:PREPARED FOR:Phone(952) 937-515012701 Whitewater Drive, Suite #300Fax(952) 937-5822Minnetonka, MN 55343Toll Free(888) 937-5150SHEET NUMBER:FIELD WORK DATE:..FIELD CREW:DRAWN:CHECKED:DESIGNED:2 PROPOSED FINANCIAL INSTITUTIONBUILDING FOOTPRINT = 5,892 SFFFE = 913.00T204STSTSWAT WAT WAT WAT WAT X XXX SANSANSANSANSAN SANSANEST O WATSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSANXXXXXX XXXSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOWATWATWATWATWATWATWATWATEXISTING AUTO SHOPEXISTING SENIOR HOMESTORMTECHSC-740 CHAMBERSVOLUME: 3,867 CF3S5S2PN:\0026999.00\DWG\0026999C-DRAN.DWG 07/20/2021BREMER BANK ST. ANTHONYST. PAUL, MINNESOTABREMER BANK ST. ANTHONY380 ST. PETER STREETST. PAUL, MINNESOTA, 55102...BREMER BANKDATE:PREPARED FOR:Phone(952) 937-515012701 Whitewater Drive, Suite #300Fax(952) 937-5822Minnetonka, MN 55343Toll Free(888) 937-5150SHEET NUMBER:FIELD WORK DATE:..FIELD CREW:DRAWN:CHECKED:DESIGNED:0'30'60'© 2021 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.comPROJECT NUMBER: 0026999.00PROPOSED DRAINAGEAREA MAP2OF2 APPENDIX D: UTILITY PLAN AND STORMWATER FACILITY DETAILS 2401 NE Lowry Avenue Current Bremer Bank Branch Proposed 76-unit Multifamily Apartment Project KENZIE TERRACELAND USE APPLICATION© 2021 DJR Architecture21-062.0007.20.2021St. Anthony, Minnesota !"#$ !"%&’%%((( )&’*+,’+ - ’./0’ 1+’)2230/+ %4Scott England5/.565.6205/.565.6.678 9:sngland;"<’%%+!$5(=0 )+’," ’’22(35+ %4=2.52>533(;’) ",+1!%+!’,’’?+1%3=(/(2&’.00+’) @223/5+ %4 ,@’,’*’5/.5/20050!1 ,@;%’,’)’*+1%+! !"+1’*&.0./%&’%%((( )&’*+,’./0’ 1+’)’)+ 2230/5/.565.600BBB"<’%%+!))4 4+<%C4 4 BD4&%@"D4EE ’%’* 05F/2F.0./05.0005F/0F/5&+&%@ !,+ / $.2.5.3E/A $./062>.E.A $.>>...E(A $.//(5.E.3/=6>=E/ $(5(300E/A $(/062>.E.A $(==../E(A $(//(5.E.5./252E/ $35(300E/A $3/062>>E.A $3==.(/E(A $3//(5.E.5./2>/E? "+ 4655.=(5E !, $/ /3./EAA $/ /./5E$/ >/5E? $/ ./3=(E$/ (.>E$/.2.63E/ $. .5.3E/A $. 62>.E.A $. >...E(A $. /(5.E$. /5>>E$. .3./EE $. 2.2E$. ...E$. /.2E$..366/E/ $( (300E/A $( 62>.E.A $( =../E(A $( /(5.E$( .3./E$( ...E? $( 3..E$( /.2E$(.3622E/ $3 (300E/A $3 62>>E.A $3 =.(/E(A $3 /(5.E$3 .3./E$3 ...E? $3 3..E$3 /.2E$3.366/E? "+ ==260EG&!D& !00 0/ $/0 $.0 (0 ??30 20 $2/ $2. $/0 // #/0 /0 G?// /. /( $/3 /2 $0 $/ $/. $.3( G$3 G$A0COVER SHEET KENZIE TERRACELAND USE APPLICATION© 2021 DJR Architecture21-062.0007.20.2021St. Anthony, Minnesota..5H5I 5(H>I=H.I=H.I 5(H>I .0H0I.>H3I.>H3I.>H3I.>H3I//H0I.0H0I/0H5I.H0I.H0I .=H0I .>H3I .>H3I .>H3I .>H3I .>H3I ((H/0I .0H0I 50$AAEFF6.H/0I6.H/0I /=2H.IA$A30H0I(0H0I(0H0I/2H0I50+1’*&.0./%&’%%$/./05.0006F/=F.//F/5IJ/H0I/E$/A1FLOOR PLAN-LEVEL 1 KENZIE TERRACELAND USE APPLICATION© 2021 DJR Architecture21-062.0007.20.2021St. Anthony, Minnesota>H3I 6H3I$AAF>H0I6.H0I(/H0/F.I(/H0/F.I6.H0I ..2H>I /=3H3I/..H3I/2(H>I >56E//606E/A/.366E//(365E//3606E/A/2605E/A/6=6=E.A/>=(3E.A/==(3E.A.05>5E/A./605E/A..605E/A/0366EE.2605E/A.==6=E.A(05>5E/A(/=(3E.A(.=6=E.A((=6=E.A(3605E/A(2605E/A(5366E/(6/.>0E(A3/366E/3.366E/3(=/3E.A36605E/A..6.H0I/2(H>I /.(H0/F.I6.H0I /=3H3I..2H>I 605E/A3>366E/3=605E/A205>5E/A2/=(3E.A2.=(3E.A2(=6=E.A23605E/A22606E/A25365E/26366E/2>606E/A2=/.>0E(A50366E/5/366E/5.366E/5(605E/A53605E/A52=6=E.A55=6=E.A56=(3E.A5>=(3E.A5=5>5E/A60=6=E.A6/605E/A6.6.>E.A6($AAF?+1’*&.0./%&’%%$.3./05.0006F/=F.//F/5IJ/H0I/E$./F/5IJ/H0I.E$(3A2FLOOR PLAN- LEVEL 2-4 KENZIE TERRACELAND USE APPLICATION© 2021 DJR Architecture21-062.0007.20.2021St. Anthony, Minnesota !"G?E2F3IEAA2F/5IEA?2F>IEAEA?AA$EG? !"2F/5IEA?2F>IEAEA?EA$A2F3IEAAEEEA+1’*&.0./%&’%%G$./05.0006F/5F.//F>IJ/H0I/G$/F>IJ/H0I.G$A3EXTERIOR ELEVATIONS KENZIE TERRACELAND USE APPLICATION© 2021 DJR Architecture21-062.0007.20.2021St. Anthony, MinnesotaA4 !"E2F3IEAA2F/5IEA?2F>IEAEA?AA$EG? !"2F/5IEA?2F>IEAEA?EA$A2F3IEAAEEG?+1’*&.0./%&’%%G$./05.0006F.0F.//F>IJ/H0I/G$/F>IJ/H0I.G$EXTERIOR ELEVATIONS KENZIE TERRACELAND USE APPLICATION© 2021 DJR Architecture21-062.0007.20.2021St. Anthony, MinnesotaA5RENDERING Civil Engineering Surveying Landscape Architecture4931 W. 35th Street, Suite 200St. Louis Park, MN 55416civilsitegroup.com 612-615-00602401 NE LOWRY AVE 2401 NE LOWRY AVENUE; ST. ANTHONY, MN 55418 6390 CARLSON DRIVE; EDEN PRAIRIE, MN 55346 INTERSTATE DEVELOPMENT CORPORATION PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:21308............07/20/21CITY SUBMITTALDRAWN BY:REVIEWED BY:KW, RLMP, PS..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N44263Matthew R. PavekLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.07/20/21REVISION SUMMARYDATEDESCRIPTIONC0.0TITLE SHEET............2401 NE LOWRY AVEST. ANTHONY, MINNESOTASHEET INDEXSHEET NUMBERSHEET TITLEC0.0TITLE SHEETSITE LOCATIONSITE LOCATION MAPNSITE SURVEYV1.0UTILITY PLANC4.0ISSUED FOR: CITY SUBMITTALDEVELOPER / PROPERTY OWNER:INTERSTATE DEVELOPMENT CORPORATION6390 CARLSON DRIVEEDEN PRAIRIE, MN 55346CONTACT: VICTORIA PERBIX952-658-6460ENGINEER / LANDSCAPE ARCHITECT:CIVIL SITE GROUP4931 W 35TH STREETSUITE 200ST LOUIS PARK, MN 55416CONTACT: ROBBIE LATTA612-615-0060SURVEYOR:SWPPP - EXISTING CONDITIONSSW1.0GRADING PLANC3.0C5.0C5.1L1.0CIVIL DETAILSLANDSCAPE PLANSWPPP - PROPOSED CONDITIONSSW1.1SWPPP - DETAILSSW1.2C2.0SITE PLANSWPPP - NARRATIVESW1.3CIVIL DETAILSC1.0REMOVALS PLANC5.2CIVIL DETAILSKnow what'sbelow.before you dig.CallRSWPPP - ATTACHMENTSSW1.4SWPPP - ATTACHMENTSSW1.5L1.1LANDSCAPE PLAN NOTES & DETAILSARCHITECT:DJR ARCHITECTURE333 N WASHINGTON AVE, SUITE 210MINNEAPOLIS, MN 55401CONTACT: AMANDA PEDERSON612-676-2724CIVIL SITE GROUP4931 W 35TH STREETSUITE 200ST LOUIS PARK, MN 55416CONTACT: RORY SYNSTELIEN612-615-0060CARLSON MCCAIN3890 PHEASANT RIDGE DRIVE NESUITE 100BLAINE, MN 55449763-489-7900ALL EXISTING UTILITY LOCATIONS SHOWN AREAPPROXIMATE. CONTACT "GOPHER STATE ONE CALL"(651-454-0002 OR 800-252-1166) FOR UTILITY LOCATIONS,48 HOURS PRIOR TO CONSTRUCTION. THECONTRACTOR SHALL REPAIR OR REPLACE ANY UTILITIESTHAT ARE DAMAGED DURING CONSTRUCTION AT NOCOST TO THE OWNER.LT1.0PHOTOMETRIC PLAN REVISION SUMMARYDATEDESCRIPTIONV1.0SITE SURVEY............ BREMER B A N K STINSON PARKWAY NE.8RACE(COUNTYROADNO.153)EXCEPTION EXCEPTION 12(FKA - STATE HIGHWAY NO. 63)1REMOVE EXISTING SIGNREMOVE EX BUILDING, STRUCTURES,FOUNDATIONS, FOOTINGS & BASEMATERIALS, PER LOCAL STATE & FEDERALSTANDARDS. REMOVE/DISCONNECT ALLSERVICES & UTILITIES PER UTILITYCOMPANY AND/OR L.G.U. STANDARDSREMOVE EXISTINGCURB ANDGUTTER, TYP.REMOVE EXISTINGPAVEMENT AND BASEMATERIAL ANDPARKING SIGNS, TYP.EXISTING SIDEWALK TOREMAIN. PROTECTFROM DAMAGE, TYP.REMOVE EXISTING SIGN,TYP.REMOVE EXISTINGLIGHT POLE, TYP.REMOVE EXISTINGCONCRETE SIDEWALK,TYP.EXISTING FENCE TOREMAIN. PROTECT FROMDAMAGEEXISTING TREES TOREMAIN, PROVIDETREE PROTECTIONFENCING, TYP.EXISTING FENCE TOREMAIN. PROTECT FROMDAMAGEREMOVE EXISTING TREEAND BALL ROOT, TYP.REMOVE EXISTINGLIGHT POLE, TYP.REMOVE EXISTING TREEAND BALL ROOT, TYP.VACATE SANITARYSEWER EASEMENTREMOVE EXISTINGVEGETATIONFIELD VERIFYLOCATION ANDREMOVE EXISTINGSTORMSEWER PIPEAND CONNECTEDCATCH BASINFIELD VERIFYLOCATION ANDREMOVECONNECTINGDRAINTILE PIPESFIELD VERIFYLOCATION ANDREMOVE EXISTINGSTORMSEWER PIPEAND CONNECTEDCATCH BASINREMOVE EXISTINGSTORM SEWERREMOVE EXISTING CAST IRONSTORM SEWERREPLACE PAVEMENT IN-KINDFOLLOWING UTILITY REMOVALAND INSTALLATION.REPLACE PAVEMENT AND CURBIN-KIND FOLLOWING UTILITYWORKREMOVE EXISTINGDRIVE APRONS ANDSIDEWALK. REINSTALLSIDEWALK PER SITEPLAN.VERIFY EXISTENCE OFSANITARY SEWER INTHIS CORRIDOR.EASEMENT TO BEVACATED IF PIPE ISNON-EXISTANT.REMOVALS LEGEND:TREE PROTECTIONREMOVAL OF PAVEMENT AND ALL BASE MATERIAL,INCLUDING BIT., CONC., AND GRAVEL PVMTS.REMOVAL OF STRUCTURE INCLUDING ALLFOOTINGS AND FOUNDATIONS.TREE REMOVAL - INCLUDING ROOTS AND STUMPSCivil Engineering Surveying Landscape Architecture4931 W. 35th Street, Suite 200St. Louis Park, MN 55416civilsitegroup.com 612-615-00602401 NE LOWRY AVE 2401 NE LOWRY AVENUE; ST. ANTHONY, MN 55418 6390 CARLSON DRIVE; EDEN PRAIRIE, MN 55346 INTERSTATE DEVELOPMENT CORPORATION PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:21308............07/20/21CITY SUBMITTALDRAWN BY:REVIEWED BY:KW, RLMP, PS..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N44263Matthew R. PavekLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.07/20/2101" = 20'-0"20'-0"10'-0"NREVISION SUMMARYDATEDESCRIPTIONC1.0REMOVALS PLAN............Know what'sbelow.before you dig.CallREX. 1' CONTOUR ELEVATION INTERVALREMOVE CURB AND GUTTER. IF IN RIGHT-OF-WAY,COORDINATE WITH LOCAL GOVERNING UNIT.REMOVAL NOTES:1.ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE. CONTACT "GOPHER STATE ONE CALL"(651-454-0002 OR 800-252-1166) FOR UTILITY LOCATIONS, 48 HOURS PRIOR TO CONSTRUCTION. THECONTRACTOR SHALL REPAIR OR REPLACE ANY UTILITIES THAT ARE DAMAGED DURING CONSTRUCTION AT NOCOST TO THE OWNER.2.SEE STORM WATER POLLUTION PREVENTION PLAN (SWPPP) PLAN FOR CONSTRUCTION STORM WATERMANAGEMENT PLAN.3.REMOVAL OF MATERIALS NOTED ON THE DRAWINGS SHALL BE IN ACCORDANCE WITH MNDOT, STATE AND LOCALREGULATIONS.4.REMOVAL OF PRIVATE UTILITIES SHALL BE COORDINATED WITH UTILITY OWNER PRIOR TO CONSTRUCTIONACTIVITIES.5.EXISTING PAVEMENTS SHALL BE SAWCUT IN LOCATIONS AS SHOWN ON THE DRAWINGS OR THE NEAREST JOINTFOR PROPOSED PAVEMENT CONNECTIONS.6.REMOVED MATERIALS SHALL BE DISPOSED OF TO A LEGAL OFF-SITE LOCATION AND IN ACCORDANCE WITHSTATE AND LOCAL REGULATIONS.7.ABANDON, REMOVAL, CONNECTION, AND PROTECTION NOTES SHOWN ON THE DRAWINGS ARE APPROXIMATE.COORDINATE WITH PROPOSED PLANS.8.EXISTING ON-SITE FEATURES NOT NOTED FOR REMOVAL SHALL BE PROTECTED THROUGHOUT THE DURATION OFTHE CONTRACT.9.PROPERTY LINES SHALL BE CONSIDERED GENERAL CONSTRUCTION LIMITS UNLESS OTHERWISE NOTED ON THEDRAWINGS. WORK WITHIN THE GENERAL CONSTRUCTION LIMITS SHALL INCLUDE STAGING, DEMOLITION ANDCLEAN-UP OPERATIONS AS WELL AS CONSTRUCTION SHOWN ON THE DRAWINGS.10.MINOR WORK OUTSIDE OF THE GENERAL CONSTRUCTION LIMITS SHALL BE ALLOWED AS SHOWN ON THE PLANAND PER CITY REQUIREMENTS.11.DAMAGE BEYOND THE PROPERTY LIMITS CAUSED BY CONSTRUCTION ACTIVITY SHALL BE REPAIRED IN AMANNER APPROVED BY THE ENGINEER/LANDSCAPE ARCHITECT OR IN ACCORDANCE WITH THE CITY.12.PROPOSED WORK (BUILDING AND CIVIL) SHALL NOT DISTURB EXISTING UTILITIES UNLESS OTHERWISE SHOWN ONTHE DRAWINGS AND APPROVED BY THE CITY PRIOR TO CONSTRUCTION.13.SITE SECURITY MAY BE NECESSARY AND PROVIDED IN A MANNER TO PROHIBIT VANDALISM, AND THEFT, DURINGAND AFTER NORMAL WORK HOURS, THROUGHOUT THE DURATION OF THE CONTRACT. SECURITY MATERIALSSHALL BE IN ACCORDANCE WITH THE CITY.14.VEHICULAR ACCESS TO THE SITE SHALL BE MAINTAINED FOR DELIVERY AND INSPECTION ACCESS DURINGNORMAL OPERATING HOURS. AT NO POINT THROUGHOUT THE DURATION OF THE CONTRACT SHALL CIRCULATIONOF ADJACENT STREETS BE BLOCKED WITHOUT APPROVAL BY THE CITY PRIOR TO CONSTRUCTION ACTIVITIES.15.ALL TRAFFIC CONTROLS SHALL BE PROVIDED AND ESTABLISHED PER THE REQUIREMENTS OF THE MINNESOTAMANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MMUTCD) AND THE CITY. THIS SHALL INCLUDE, BUT NOT BELIMITED TO, SIGNAGE, BARRICADES, FLASHERS, AND FLAGGERS AS NEEDED. ALL PUBLIC STREETS SHALLREMAIN OPEN TO TRAFFIC AT ALL TIMES. NO ROAD CLOSURES SHALL BE PERMITTED WITHOUT APPROVAL BY THECITY.16.SHORING FOR BUILDING EXCAVATION MAY BE USED AT THE DISCRETION OF THE CONTRACTOR AND ASAPPROVED BY THE OWNERS REPRESENTATIVE AND THE CITY PRIOR TO CONSTRUCTION ACTIVITIES.17.STAGING, DEMOLITION, AND CLEAN-UP AREAS SHALL BE WITHIN THE PROPERTY LIMITS AS SHOWN ON THEDRAWINGS AND MAINTAINED IN A MANNER AS REQUIRED BY THE CITY.18.ALL EXISTING SITE TRAFFIC/REGULATORY SIGNAGE TO BE INVENTORIED AND IF REMOVED FOR CONSTRUCTIONSHALL BE RETURNED TO LGU.19.ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE. CONTACT "GOPHER STATE ONE CALL"(651-454-0002 OR 800-252-1166) FOR UTILITY LOCATIONS, 48 HOURS PRIOR TO CONSTRUCTION. THECONTRACTOR SHALL REPAIR OR REPLACE ANY UTILITIES THAT ARE DAMAGED DURING CONSTRUCTION AT NOCOST TO THE OWNER.CITY OF ST. ANTHONY REMOVAL NOTES:1.RESERVED FOR CITY SPECIFIC REMOVAL NOTES.SEE SWPPP ON SHEETS SW1.0 - SW1.5EROSION CONTROL NOTES:DL1TREE PROTECTIONN T S25'DRIPLINE WIDTHFURNISH A AND INSTALL TEMPORARY FENCE AT THE TREE'S DRIP LINE OR CONSTRUCTION LIMITS ASSHOWN ON PLAN, PRIOR TO ANY CONSTRUCTION. WHERE POSSIBLE PLACE FENCE 25' BEYOND DRIPLINE. PLACE TREE PROTECTION SIGN ON POSTS, ONE PER INDIVIDUAL TREE (FACING CONSTRUCTIONACTIVITY), OR ONE EVERY 100' LF ALONG A GROVE OR MULTI-TREE PROTECTION AREA.POSTS AND FENCINGEXTEND FENCE 25'BEYOND DRIPLINEWHERE POSSIBLETREE PROTECTION SIGN, TYP.TREE DRIPLINE, ORCONSTRUCTION LIMITS 8KENZIETERRACE(COUNTYROADNO.153)EXCEPTION (FKA - STATE HIGHWAY NO. 63)NOPARKINGR12.0'R 3 . 0 ' R 1 2 . 0 'R12.0'R1 2 . 0 'R3.0'R3.0'R 1 0 . 0 ' R5.0'R5.0'R5.0'R 3 . 0 ' R 3 . 0 'R3.0'R3.0'R10.0'8 STALLS @ 9' = 72.0'13 STALLS @ 9' = 117.0' 4 STALLS @ 9' = 36.0'4 STALLS @ 9' = 36.0'4 STALLS @ 9 ' = 36 .0 '6 STALLS @ 9 ' = 54 .0 '9 STALLS @ 9' = 81.0'4 STALLS @ 9' = 36.0'7 STALLS @ 9' = 63.0'24.0 '12.0'5.0'5.0'15.0'30.0'69.8'50.9'19.0'VACATE SANITARYSEWER EASEMENTR6.0'R 3 . 0 ' R15. 0 '5.0'5.0'5.0'BIT. PVMT.,TYPACCESSIBLEPARKINGSTALL W/STRIPING& SIGNAGERECONSTRUCTCURB & GUTTERFOLLOWINGDRIVEWAY APRONREMOVALRECONSTRUCTSIDEWALK, SEEGRADES, MATCHEXISTINGPAVEMENTSECTION &SCORING PATTERNRECONSTRUCTCURB & GUTTERFOLLOWINGDRIVEWAY APRONREMOVALB612 CURB &GUTTER, TYP.DRAINAGE CURBCUT, SEE GRADINGCONCRETESIDEWALK, TYP.PEDESTRIANRAMP PERADAREQUIREMENTSACCESSIBLE ROUTEARROW. DO NOT PAINT,FOR CODE REVIEW ONLY,TYP.CONSTRUCTION LIMITSCivil Engineering Surveying Landscape Architecture4931 W. 35th Street, Suite 200St. Louis Park, MN 55416civilsitegroup.com 612-615-00602401 NE LOWRY AVE 2401 NE LOWRY AVENUE; ST. ANTHONY, MN 55418 6390 CARLSON DRIVE; EDEN PRAIRIE, MN 55346 INTERSTATE DEVELOPMENT CORPORATION PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:21308............07/20/21CITY SUBMITTALDRAWN BY:REVIEWED BY:KW, RLMP, PS..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N44263Matthew R. PavekLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.07/20/21REVISION SUMMARYDATEDESCRIPTIONC2.0SITE PLAN............SITE AREA TABLE:1.ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE. CONTACT "GOPHER STATE ONE CALL" (651-454-0002 OR800-252-1166) FOR UTILITY LOCATIONS, 48 HOURS PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL REPAIR OR REPLACEANY UTILITIES THAT ARE DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER.2.CONTRACTOR SHALL VERIFY LOCATIONS AND LAYOUT OF ALL SITE ELEMENTS PRIOR TO BEGINNING CONSTRUCTION,INCLUDING BUT NOT LIMITED TO, LOCATIONS OF EXISTING AND PROPOSED PROPERTY LINES, EASEMENTS, SETBACKS,UTILITIES, BUILDINGS AND PAVEMENTS. CONTRACTOR IS RESPONSIBLE FOR FINAL LOCATIONS OF ALL ELEMENTS FOR THESITE. ANY REVISIONS REQUIRED AFTER COMMENCEMENT OF CONSTRUCTION, DUE TO LOCATIONAL ADJUSTMENTS SHALL BECORRECTED AT NO ADDITIONAL COST TO OWNER. ADJUSTMENTS TO THE LAYOUT SHALL BE APPROVED BY THEENGINEER/LANDSCAPE ARCHITECT PRIOR TO INSTALLATION OF MATERIALS. STAKE LAYOUT FOR APPROVAL.3.THE CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS PRIOR TO CONSTRUCTION, INCLUDING A RIGHT-OF-WAY ANDSTREET OPENING PERMIT.4.THE CONTRACTOR SHALL VERIFY RECOMMENDATIONS NOTED IN THE GEO TECHNICAL REPORT PRIOR TO INSTALLATION OFSITE IMPROVEMENT MATERIALS.5.CONTRACTOR SHALL FIELD VERIFY COORDINATES AND LOCATION DIMENSIONS OF THE BUILDING AND STAKE FOR REVIEWAND APPROVAL BY THE OWNERS REPRESENTATIVE PRIOR TO INSTALLATION OF FOOTING MATERIALS.6.LOCATIONS OF STRUCTURES, ROADWAY PAVEMENTS, CURBS AND GUTTERS, BOLLARDS, AND WALKS ARE APPROXIMATE ANDSHALL BE STAKED IN THE FIELD, PRIOR TO INSTALLATION, FOR REVIEW AND APPROVAL BY THE ENGINEER/LANDSCAPEARCHITECT.7.CURB DIMENSIONS SHOWN ARE TO FACE OF CURB. BUILDING DIMENSIONS ARE TO FACE OF CONCRETE FOUNDATION.LOCATION OF BUILDING IS TO BUILDING FOUNDATION AND SHALL BE AS SHOWN ON THE DRAWINGS.8.THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS OR SAMPLES AS SPECIFIED FOR REVIEW AND APPROVAL BY THEENGINEER/LANDSCAPE ARCHITECT PRIOR TO FABRICATION FOR ALL PREFABRICATED SITE IMPROVEMENT MATERIALS SUCHAS, BUT NOT LIMITED TO THE FOLLOWING, FURNISHINGS, PAVEMENTS, WALLS, RAILINGS, BENCHES, FLAGPOLES, LANDINGPADS FOR CURB RAMPS, AND LIGHT AND POLES. THE OWNER RESERVES THE RIGHT TO REJECT INSTALLED MATERIALS NOTPREVIOUSLY APPROVED.9.PEDESTRIAN CURB RAMPS SHALL BE CONSTRUCTED WITH TRUNCATED DOME LANDING AREAS IN ACCORDANCE WITH A.D.A.REQUIREMENTS-SEE DETAIL.10.CROSSWALK STRIPING SHALL BE 24" WIDE WHITE PAINTED LINE, SPACED 48" ON CENTER PERPENDICULAR TO THE FLOW OFTRAFFIC. WIDTH OF CROSSWALK SHALL BE 5' WIDE. ALL OTHER PAVEMENT MARKINGS SHALL BE WHITE IN COLOR UNLESSOTHERWISE NOTED OR REQUIRED BY ADA OR LOCAL GOVERNING BODIES.11.SEE SITE PLAN FOR CURB AND GUTTER TYPE. TAPER BETWEEN CURB TYPES-SEE DETAIL.12.ALL CURB RADII ARE MINIMUM 3' UNLESS OTHERWISE NOTED.13.CONTRACTOR SHALL REFER TO FINAL PLAT FOR LOT BOUNDARIES, NUMBERS, AREAS AND DIMENSIONS PRIOR TO SITEIMPROVEMENTS.14.FIELD VERIFY ALL EXISTING SITE CONDITIONS, DIMENSIONS.15.PARKING IS TO BE SET PARALLEL OR PERPENDICULAR TO EXISTING BUILDING UNLESS NOTED OTHERWISE.16.ALL PARKING LOT PAINT STRIPPING TO BE WHITE, 4" WIDE TYP.17.BITUMINOUS PAVING TO BE "LIGHT DUTY" UNLESS OTHERWISE NOTED. SEE DETAIL SHEETS FOR PAVEMENT SECTIONS.18.ALL TREES THAT ARE TO REMAIN ARE TO BE PROTECTED FROM DAMAGE WITH A CONSTRUCTION FENCE AT THE DRIP LINE.SEE LANDSCAPE DOCUMENTS.19.ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE. CONTACT "GOPHER STATE ONE CALL" (651-454-0002 OR800-252-1166) FOR UTILITY LOCATIONS, 48 HOURS PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL REPAIR OR REPLACEANY UTILITIES THAT ARE DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER.SITE LAYOUT NOTES:SITE PLAN LEGEND:TRAFFIC DIRECTIONAL ARROW PAVEMENT MARKINGS(IF APPLICABLE)CITY OF ST. ANTHONY SITE SPECIFIC NOTES:SIGN AND POST ASSEMBLY (IF APPLICABLE).SHOP DRAWINGS REQUIRED.HC = ACCESSIBLE SIGNNP = NO PARKING FIRE LANEST = STOPCP = COMPACT CAR PARKING ONLY01" = 20'-0"20'-0"10'-0"N1.RESERVED FOR CITY SPECIFIC NOTES.Know what'sbelow.before you dig.CallRCONCRETE PAVEMENT (IF APPLICABLE) ASSPECIFIED (PAD OR WALK) SEE GEOTECHNICALREPORT FOR AGGREGATE BASE & CONCRETEDEPTHS, SEE DETAIL.PROPERTY LINECURB AND GUTTER-SEE NOTES (T.O.) TIP OUTGUTTER WHERE APPLICABLE-SEE PLANLIGHT DUTY BITUMINOUS PAVEMENT (IF APPLICABLE).SEE GEOTECHNICAL REPORT FOR AGGREGATE BASE& WEAR COURSE DEPTH, SEE DEATIL.CONSTRUCTION LIMITSTOACCESSIBILITY ARROW (IF APPLICABLE) DO NOTPAINT.OPERATIONAL NOTES:SNOW REMOVALALL SNOW SHALL BE STORED ON-SITE OUTSIDEPARKING LOT. WHEN FULL, MANAGEMENT CO.SHALL REMOVE EXCESS OF-SITETRASH REMOVAL:TRASH SHALL BE PLACED IN EXTERIOR TRASHAREA AND REMOVED BY MANAGEMENT CO.WEEKLY.DELIVERIES:DELIVERIES SHALL OCCUR AT THE FRONTDOOR VIA STANDARD COMMERCIAL DELIVERYVEHICLES (UPS, FED-EX, USPS).PARKING TABLE: 8ETERRACE(COUNTYROADNO.153)EXCEPTION (FKA - STATE HIGHWAY NO. 63)NOPARKINGCONSTRUCTION LIMITSCivil Engineering Surveying Landscape Architecture4931 W. 35th Street, Suite 200St. Louis Park, MN 55416civilsitegroup.com 612-615-00602401 NE LOWRY AVE 2401 NE LOWRY AVENUE; ST. ANTHONY, MN 55418 6390 CARLSON DRIVE; EDEN PRAIRIE, MN 55346 INTERSTATE DEVELOPMENT CORPORATION PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:21308............07/20/21CITY SUBMITTALDRAWN BY:REVIEWED BY:KW, RLMP, PS..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N44263Matthew R. PavekLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.07/20/21REVISION SUMMARYDATEDESCRIPTIONC3.0GRADING PLAN............1.ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE. CONTACT "GOPHER STATE ONE CALL" (651-454-0002 OR800-252-1166) FOR UTILITY LOCATIONS, 48 HOURS PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL REPAIR ORREPLACE ANY UTILITIES THAT ARE DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER.2.SEE SITE PLAN FOR HORIZONTAL LAYOUT & GENERAL GRADING NOTES.3.THE CONTRACTOR SHALL COMPLETE THE SITE GRADING CONSTRUCTION (INCLUDING BUT NOT LIMITED TO SITEPREPARATION, SOIL CORRECTION, EXCAVATION, EMBANKMENT, ETC.) IN ACCORDANCE WITH THE REQUIREMENTS OF THEOWNER'S SOILS ENGINEER. ALL SOIL TESTING SHALL BE COMPLETED BY THE OWNER'S SOILS ENGINEER. THE CONTRACTORSHALL BE RESPONSIBLE FOR COORDINATING ALL REQUIRED SOIL TESTS AND INSPECTIONS WITH THE SOILS ENGINEER.4.GRADING AND EXCAVATION ACTIVITIES SHALL BE PERFORMED IN ACCORDANCE WITH THE NATIONAL POLLUTION DISCHARGEELIMINATION SYSTEM (NPDES) PERMIT REQUIREMENTS & PERMIT REQUIREMENTS OF THE CITY.5.ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE. CONTACT "GOPHER STATE ONE CALL" (651-454-0002 OR800-252-1166) FOR UTILITY LOCATIONS, 48 HOURS PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL REPAIR ORREPLACE ANY UTILITIES THAT ARE DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER.6.PROPOSED SPOT GRADES ARE FLOW-LINE FINISHED GRADE ELEVATIONS, UNLESS OTHERWISE NOTED.7.GRADES OF WALKS SHALL BE INSTALLED WITH 5% MAX. LONGITUDINAL SLOPE AND 1% MIN. AND 2% MAX. CROSS SLOPE,UNLESS OTHERWISE NOTED.8.PROPOSED SLOPES SHALL NOT EXCEED 3:1 UNLESS INDICATED OTHERWISE ON THE DRAWINGS. MAXIMUM SLOPES INMAINTAINED AREAS IS 4:19.PROPOSED RETAINING WALLS, FREESTANDING WALLS, OR COMBINATION OF WALL TYPES GREATER THAN 4' IN HEIGHTSHALL BE DESIGNED AND ENGINEERED BY A REGISTERED RETAINING WALL ENGINEER. DESIGN DRAWINGS SHALL BESUBMITTED FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION.10.THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTENANCE OF GRADE STAKES THROUGHOUT THE DURATION OFCONSTRUCTION TO ESTABLISH PROPER GRADES. THE CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR A FINAL FIELDCHECK OF FINISHED GRADES ACCEPTABLE TO THE ENGINEER/LANDSCAPE ARCHITECT PRIOR TO TOPSOIL AND SODDINGACTIVITIES.11.IF EXCESS OR SHORTAGE OF SOIL MATERIAL EXISTS, THE CONTRACTOR SHALL TRANSPORT ALL EXCESS SOIL MATERIALOFF THE SITE TO AN AREA SELECTED BY THE CONTRACTOR, OR IMPORT SUITABLE MATERIAL TO THE SITE.12.EXCAVATE TOPSOIL FROM AREAS TO BE FURTHER EXCAVATED OR REGRADED AND STOCKPILE IN AREAS DESIGNATED ONTHE SITE. THE CONTRACTOR SHALL SALVAGE ENOUGH TOPSOIL FOR RESPREADING ON THE SITE AS SPECIFIED. EXCESSTOPSOIL SHALL BE PLACED IN EMBANKMENT AREAS, OUTSIDE OF BUILDING PADS, ROADWAYS AND PARKING AREAS. THECONTRACTOR SHALL SUBCUT CUT AREAS, WHERE TURF IS TO BE ESTABLISHED, TO A DEPTH OF 6 INCHES. RESPREADTOPSOIL IN AREAS WHERE TURF IS TO BE ESTABLISHED TO A MINIMUM DEPTH OF 6 INCHES.13.FINISHED GRADING SHALL BE COMPLETED. THE CONTRACTOR SHALL UNIFORMLY GRADE AREAS WITHIN LIMITS OF GRADING,INCLUDING ADJACENT TRANSITION AREAS. PROVIDE A SMOOTH FINISHED SURFACE WITHIN SPECIFIED TOLERANCES, WITHUNIFORM LEVELS OR SLOPES BETWEEN POINTS WHERE ELEVATIONS ARE SHOWN, OR BETWEEN SUCH POINTS ANDEXISTING GRADES. AREAS THAT HAVE BEEN FINISH GRADED SHALL BE PROTECTED FROM SUBSEQUENT CONSTRUCTIONOPERATIONS, TRAFFIC AND EROSION. REPAIR ALL AREAS THAT HAVE BECOME RUTTED BY TRAFFIC OR ERODED BY WATEROR HAS SETTLED BELOW THE CORRECT GRADE. ALL AREAS DISTURBED BY THE CONTRACTOR'S OPERATIONS SHALL BERESTORED TO EQUAL OR BETTER THAN ORIGINAL CONDITION OR TO THE REQUIREMENTS OF THE NEW WORK.14.PRIOR TO PLACEMENT OF THE AGGREGATE BASE, A TEST ROLL WILL BE REQUIRED ON THE STREET AND/OR PARKING AREASUBGRADE. THE CONTRACTOR SHALL PROVIDE A LOADED TANDEM AXLE TRUCK WITH A GROSS WEIGHT OF 25 TONS. THETEST ROLLING SHALL BE AT THE DIRECTION OF THE SOILS ENGINEER AND SHALL BE COMPLETED IN AREAS AS DIRECTED BYTHE SOILS ENGINEER. THE SOILS ENGINEER SHALL DETERMINE WHICH SECTIONS OF THE STREET OR PARKING AREA AREUNSTABLE. CORRECTION OF THE SUBGRADE SOILS SHALL BE COMPLETED IN ACCORDANCE WITH THE REQUIREMENTS OFTHE SOILS ENGINEER. NO TEST ROLL SHALL OCCUR WITHIN 10' OF ANY UNDERGROUND STORM RETENTION/DETENTIONSYSTEMS.15. TOLERANCES15.1.THE BUILDING SUBGRADE FINISHED SURFACE ELEVATION SHALL NOT VARY BY MORE THAN 0.30 FOOT ABOVE, OR 0.30FOOT BELOW, THE PRESCRIBED ELEVATION AT ANY POINT WHERE MEASUREMENT IS MADE.15.2.THE STREET OR PARKING AREA SUBGRADE FINISHED SURFACE ELEVATION SHALL NOT VARY BY MORE THAN 0.05 FOOTABOVE, OR 0.10 FOOT BELOW, THE PRESCRIBED ELEVATION OF ANY POINT WHERE MEASUREMENT IS MADE.15.3.AREAS WHICH ARE TO RECEIVE TOPSOIL SHALL BE GRADED TO WITHIN 0.30 FOOT ABOVE OR BELOW THE REQUIREDELEVATION, UNLESS DIRECTED OTHERWISE BY THE ENGINEER.15.4.TOPSOIL SHALL BE GRADED TO PLUS OR MINUS 1/2 INCH OF THE SPECIFIED THICKNESS.16.MAINTENANCE16.1.THE CONTRACTOR SHALL PROTECT NEWLY GRADED AREAS FROM TRAFFIC AND EROSION, AND KEEP AREA FREE OFTRASH AND DEBRIS.16.2.CONTRACTOR SHALL REPAIR AND REESTABLISH GRADES IN SETTLED, ERODED AND RUTTED AREAS TO SPECIFIEDTOLERANCES. DURING THE CONSTRUCTION, IF REQUIRED, AND DURING THE WARRANTY PERIOD, ERODED AREASWHERE TURF IS TO BE ESTABLISHED SHALL BE RESEEDED AND MULCHED.16.3.WHERE COMPLETED COMPACTED AREAS ARE DISTURBED BY SUBSEQUENT CONSTRUCTION OPERATIONS OR ADVERSEWEATHER, CONTRACTOR SHALL SCARIFY, SURFACE, RESHAPE, AND COMPACT TO REQUIRED DENSITY PRIOR TOFURTHER CONSTRUCTION.GENERAL GRADING NOTES:1.0' CONTOUR ELEVATION INTERVALGRADING PLAN LEGEND:SPOT GRADE ELEVATION GUTTERSPOT GRADE ELEVATION TOP OF CURBSPOT GRADE ELEVATION BOTTOM OF STAIRS/TOP OF STAIRSGROUNDWATER INFORMATION:CITY OF ST. ANTHONY GRADING NOTES:1.RESERVED FOR CITY SPECIFIC GRADING NOTES.SEE SWPPP ON SHEETS SW1.0 - SW1.5EROSION CONTROL NOTES:01" = 20'-0"20'-0"10'-0"NKnow what'sbelow.before you dig.CallREX. 1' CONTOUR ELEVATION INTERVALSPOT GRADE ELEVATION (GUTTER/FLOW LINEUNLESS OTHERWISE NOTED)CURB AND GUTTER (T.O = TIP OUT)EMERGENCY OVERFLOWEOF=1135.52TOPER GEOTECHNICAL REPORT BY XXXXX, INC., DATED XX-XX-XX GROUNDWATER WASOBSERVED AT ELEVATIONS RANGING FROM XXX.XX TO XXX.XXTHE BORINGS & GROUNDWATER ARE AS FOLLOWS:SB-1XXX.XXSB-2XXX.XXSB-3XXX.XXSB-4XXX.XXPROPOSED FOOTING DRAIN TILE INVERT ELEVATION = XXX.XXSPOT GRADE ELEVATION MATCH EXISTINGGRADE BREAK - HIGH POINTS STINSON PARKWAY NE.8ERRACE(COUNTYROADNO. EXCEPTION EXCEPTION 12(FKA - STATE HIGHWAY NO. 63)1NOPARKINGCONSTRUCTION LIMITSALL FINAL UTILITY SIZES, MATERIALS,LOCATION, AND CONNECTIONS TO BEVERIFIED BY A MECHANICAL ENGINEERAND COORDINATED WITH CIVIL PRIORTO CONSTRUCTION.23 LF 8" PVC SCH.40 SANITARYSERVICE @ 2.00%STMH 1RE=930.00IE=922.86236 LF 15" RCP @ 0.25%103 LF 12" RCP @ 0.25%CONNECT TO EXISTING CB W/ 12"RCP AT EXISTING ORIFICEEX. IE=922.60 (FIELD VERIFY)STMH 2ARE=932.50±IE(12")=923.45IE(6")=925.45OUTLET CONTROL STRUCTURERE=932.00±IE (N, 12")=926.45IE (N, 6" DT)=923.75IE (W, 12" HDPE)=923.75113 LF 12" HDPE @ 0.27%UNDERGROUND FILTRATION SYSTEM 1PRINSCO HS75 CHAMBERS & HS75 SEDIMENT ROW58.5' X 123.56' FOOTPRINT (INCL. 12" SIDE AND END STONE)6" STONE BASE AND COVER WITH 18" SAND FILTER BELOW BASE6" PERFORATED DRAINTILE TO BE INSTALLED AT BOTTOM OF SANDTOP STONE COVER = 928.73TOP HS75 CHAMBER = 928.2312" OUTLET IE = 926.45IE HS75 CHAMBER = 925.75IE STONE BASE = 925.25IE SAND FILTER & 6" PERF. DRAINTILE = 923.75LINE ENTIRE SYSTEM WITH 40 MIL IMPERMEABLE LINERSHOP DRAWINGS REQ'DSTMH 11RE=930.00±IE=CONNECTIONTO CHAMBERSIE (E)=925.7511 LF 12" HDPE @1.00%CBMH 12RE=929.90IE (12")=925.86IE (DT)=928.84SUMP IE=921.86INSTALL PRESERVER OREQUAL120 LF 12" HDPE @0.25%CBMH 13RE=928.46IE (10",12")=926.16IE (DT)=927.4050 LF 10" PVC SDR35 @ 1.00%CB 14RE=929.26IE (10")=926.66IE (DT)=928.20STUB 12" PVC SCH.40 TO 5' FROMBUILDING, COORD.W/ MECH'LSTUB IE=926.72BLDG. IE=926.8212" INLET=926.0036 LF 12" PVC SCH.40 @ 2.00%CONNECT TO EXISTINGSANITARY SERVICE STUB.FIELD VERIFY MATERIAL,INVERT, SIZE ANDCONDITION PRIOR TOINSTALLATION OF SERVICE.REPORT FINDINGS TOENGINEER.STUB 8" SANITARYSERVICE TO 5'FROM BUILDING,COORD. W/ MECH'L.WET TAP 8"COMBINED WATERSERVICE TO EX. 48"WATER MAIN,COORD. W/ CITY8" DIP COMBINEDFIRE & DOMESTICWATER SERVICESTUB WATERSERVICE TO 5' FROMBUILDING, COORDW/ MECH'L.CB 2BRE=930.08±IE=926.8570 LF 6" PVCSDR 35 @ 2.00%CONTRACTOR SHALL SAWCUT &REMOVE PUBLIC PVMTS., CURBS, ANDWALKS FOR INSTALLATION OF UTILITIES.UPON COMPLETION OF UTILITY WORK,REPLACE ALL MATERIAL, IN KIND, ANDTO CITY STANDARD AND APPROVALREMOVE ALL EXISTINGUTILITY SERVICES PERUTILITY COMPANY AND CITYSTANDARDSALL UNUSED EXISTING WATERSERVICES WITHIN THE PROPOSEDPROPERTY LIMITS SHALL BE REMOVEDAND ABANDONED BACK TO THE MAINPER CITY OF MINNEAPOLIS AND/ORCITY OF ST. ANTHONY STANDARDSCUT OFF, PLUG AND ABANDON UNUSEDEXISTING SANITARY SERVICES AT RIGHTOF WAY LINE PER CITY STANDARDS.FIELD VERIFYEXISTANCE OFSANTIARY SEWERIN THIS CORRIDOR.VACATE SANITARYSEWER EASEMENTIF LINE IS NOTPRESENTSEDIMENT ROWCONTRACTOR SHALL FIELD VERIFYAND COORDINATE ALL SMALLUTILITIES. NOTIFY ENGINEERIMMEDIATELY OF ANY CONFLICTS.Civil Engineering Surveying Landscape Architecture4931 W. 35th Street, Suite 200St. Louis Park, MN 55416civilsitegroup.com 612-615-00602401 NE LOWRY AVE 2401 NE LOWRY AVENUE; ST. ANTHONY, MN 55418 6390 CARLSON DRIVE; EDEN PRAIRIE, MN 55346 INTERSTATE DEVELOPMENT CORPORATION PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:21308............07/20/21CITY SUBMITTALDRAWN BY:REVIEWED BY:KW, RLMP, PS..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N44263Matthew R. PavekLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.07/20/21REVISION SUMMARYDATEDESCRIPTIONC4.0UTILITY PLAN............GENERAL UTILITY NOTES:UTILITY LEGEND:CITY OF ST. ANTHONY UTILITY NOTES:1.RESERVED FOR CITY SPECIFIC UTILITY NOTES.01" = 20'-0"20'-0"10'-0"NKnow what'sbelow.before you dig.CallRCATCH BASINGATE VALVE AND VALVE BOXSANITARY SEWERSTORM SEWERWATER MAINPROPOSED FIRE HYDRANTMANHOLEFES AND RIP RAP1.ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE. CONTACT "GOPHER STATE ONECALL" (651-454-0002 OR 800-252-1166) FOR UTILITY LOCATIONS, 48 HOURS PRIOR TOCONSTRUCTION. THE CONTRACTOR SHALL REPAIR OR REPLACE ANY UTILITIES THAT AREDAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER.2. SEE SITE PLAN FOR HORIZONTAL DIMENSIONS AND LAYOUT.3. CONTRACTOR SHALL FIELD VERIFY LOCATION AND ELEVATION OF EXISTING UTILITIES ANDTOPOGRAPHIC FEATURES PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL IMMEDIATELYNOTIFY THE ENGINEER OF DISCREPANCIES OR VARIATIONS FROM THE PLANS.4. UTILITY INSTALLATION SHALL CONFORM TO THE CURRENT EDITION OF "STANDARDSPECIFICATIONS FOR WATER MAIN AND SERVICE LINE INSTALLATION" AND "SANITARY SEWER ANDSTORM SEWER INSTALLATION" AS PREPARED BY THE CITY ENGINEERS ASSOCIATION OFMINNESOTA (CEAM), AND SHALL CONFORM WITH THE REQUIREMENTS OF THE CITY AND THEPROJECT SPECIFICATIONS.5. CASTINGS SHALL BE SALVAGED FROM STRUCTURE REMOVALS AND RE-USED OR PLACED AT THEDIRECTION OF THE OWNER.6. ALL WATER PIPE SHALL BE CLASS 52 DUCTILE IRON PIPE (DIP) AWWA C151, ASME B16.4, AWWAC110, AWWA C153 UNLESS OTHERWISE NOTED.7. ALL SANITARY SEWER SHALL BE SDR 26 POLYVINYL CHLORIDE (PVC) ASTM D3034 & F679, OR SCH40 ASTM D1785, 2665, ASTM F794, 1866) UNLESS OTHERWISE NOTED.8. ALL STORM SEWER PIPE SHALL BE HDPE ASTM F714 & F2306 WITH ASTM D3212 SPEC FITTINGSUNLESS OTHERWISE NOTED.9. PIPE LENGTHS SHOWN ARE FROM CENTER TO CENTER OF STRUCTURE OR TO END OF FLAREDEND SECTION.10. UTILITIES ON THE PLAN ARE SHOWN TO WITHIN 5' OF THE BUILDING FOOTPRINT. THECONTRACTOR IS ULTIMATELY RESPONSIBLE FOR THE FINAL CONNECTION TO BUILDING LINES.COORDINATE WITH ARCHITECTURAL AND MECHANICAL PLANS.11. CATCH BASINS AND MANHOLES IN PAVED AREAS SHALL BE SUMPED 0.04 FEET. ALL CATCHBASINS IN GUTTERS SHALL BE SUMPED 0.15 FEET PER DETAILS. RIM ELEVATIONS SHOWN ON THISPLAN DO NOT REFLECT SUMPED ELEVATIONS.12. ALL FIRE HYDRANTS SHALL BE LOCATED 5 FEET BEHIND BACK OF CURB UNLESS OTHERWISENOTED.13. HYDRANT TYPE, VALVE, AND CONNECTION SHALL BE IN ACCORDANCE WITH CITY REQUIREMENTS.HYDRANT EXTENSIONS ARE INCIDENTAL.14. A MINIMUM OF 8 FEET OF COVER IS REQUIRED OVER ALL WATERMAIN, UNLESS OTHERWISENOTED. EXTRA DEPTH MAY BE REQUIRED TO MAINTAIN A MINIMUM OF 18" VERTICALSEPARATION TO SANITARY OR STORM SEWER LINES. EXTRA DEPTH WATERMAIN IS INCIDENTAL.15. A MINIMUM OF 18 INCHES OF VERTICAL SEPARATION AND 10 FEET OF HORIZONTAL SEPARATIONIS REQUIRED FOR ALL UTILITIES, UNLESS OTHERWISE NOTED.16. ALL CONNECTIONS TO EXISTING UTILITIES SHALL BE IN ACCORDANCE WITH CITY STANDARDS ANDCOORDINATED WITH THE CITY PRIOR TO CONSTRUCTION.17.CONNECTIONS TO EXISTING STRUCTURES SHALL BE CORE-DRILLED.18. COORDINATE LOCATIONS AND SIZES OF SERVICE CONNECTIONS WITH THE MECHANICALDRAWINGS.19. COORDINATE INSTALLATION AND SCHEDULING OF THE INSTALLATION OF UTILITIES WITHADJACENT CONTRACTORS AND CITY STAFF.20. ALL STREET REPAIRS AND PATCHING SHALL BE PERFORMED PER THE REQUIREMENTS OF THECITY. ALL PAVEMENT CONNECTIONS SHALL BE SAWCUT. ALL TRAFFIC CONTROLS SHALL BEPROVIDED BY THE CONTRACTOR AND SHALL BE ESTABLISHED PER THE REQUIREMENTS OF THEMINNESOTA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MMUTCD) AND THE CITY. THISSHALL INCLUDE BUT NOT BE LIMITED TO SIGNAGE, BARRICADES, FLASHERS, AND FLAGGERS ASNEEDED. ALL PUBLIC STREETS SHALL BE OPEN TO TRAFFIC AT ALL TIMES. NO ROAD CLOSURESSHALL BE PERMITTED WITHOUT APPROVAL BY THE CITY.21. ALL STRUCTURES, PUBLIC AND PRIVATE, SHALL BE ADJUSTED TO PROPOSED GRADES WHEREREQUIRED. THE REQUIREMENTS OF ALL OWNERS MUST BE COMPLIED WITH. STRUCTURES BEINGRESET TO PAVED AREAS MUST MEET OWNERS REQUIREMENTS FOR TRAFFIC LOADING.22. CONTRACTOR SHALL COORDINATE ALL WORK WITH PRIVATE UTILITY COMPANIES.23. CONTRACTOR SHALL COORDINATE CONNECTION OF IRRIGATION SERVICE TO UTILITIES.COORDINATE THE INSTALLATION OF IRRIGATION SLEEVES NECESSARY AS TO NOT IMPACTINSTALLATION OF UTILITIES.24. CONTRACTOR SHALL MAINTAIN AS-BUILT PLANS THROUGHOUT CONSTRUCTION AND SUBMITTHESE PLANS TO ENGINEER UPON COMPLETION OF WORK.25.ALL JOINTS AND CONNECTIONS IN STORM SEWER SYSTEM SHALL BE GASTIGHT OR WATERTIGHT.APPROVED RESILIENT RUBBER JOINTS MUST BE USED TO MAKE WATERTIGHT CONNECTIONS TOMANHOLES, CATCHBASINS, OR OTHER STRUCTURES.26.ALL PORTIONS OF THE STORM SEWER SYSTEM LOCATED WITHIN 10 FEET OF THE BUILDING ORWATER SERVICE LINE MUST BE TESTED IN ACCORDANCE WITH MN RULES, CHAPTER 4714,SECTION 1109.0.27.FOR ALL SITES LOCATED IN CLAY SOIL AREAS, DRAIN TILE MUST BE INSTALLED AT ALL LOW POINTCATCH BASINS 25' IN EACH DIRECTION. SEE PLAN AND DETAIL. INSTALL LOW POINT DRAIN TILEPER PLANS AND GEOTECHNICAL REPORT RECOMMENDATIONS AND REQUIREMENTS. Civil Engineering Surveying Landscape Architecture4931 W. 35th Street, Suite 200St. Louis Park, MN 55416civilsitegroup.com 612-615-00602401 NE LOWRY AVE 2401 NE LOWRY AVENUE; ST. ANTHONY, MN 55418 6390 CARLSON DRIVE; EDEN PRAIRIE, MN 55346 INTERSTATE DEVELOPMENT CORPORATION PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:21308............07/20/21CITY SUBMITTALDRAWN BY:REVIEWED BY:KW, RLMP, PS..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N44263Matthew R. PavekLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.07/20/21REVISION SUMMARYDATEDESCRIPTIONC5.0CIVIL DETAILS............6"8"12"13 1/2"6"1/2" RADIUSFINISHED GRADE3" RADIUS CORNERS1:3 BATTER SLOPE GUTTER3/4"/1'NOTES:1. INSTALL CONSTRUCTION JOINTS AT10'-0" O.C. +/-2. BASE DEPTH DEPENDANT UPONSOIL CONDITIONSCLASS V AGGREGATE SUBBASE-SEEBITUMINOUS PAVEMENT DETAIL (6" MIN.)FINISHED GRADE0.5% SLOPE-CONSTRUCT WITH REVERSE SLOPEGUTTER (T.O. GUTTER) WHERE THE PAVEMENT SLOPESAWAY FROM CURB. SEE PLANN T SB-612 CONCRETE CURB AND GUTTER7"37"20"FINISHED GRADESLOPE GUTTER 3/4"/1'NOTES:1. INSTALL CONSTRUCTION JOINTS AT 10'-0" O.C. +/-2. BASE DEPTH DEPENDANT UPON SOIL CONDITIONSCONTINUOUS SLOPE CONCRETE CURBAND GUTTERPAVEMENT MATERIALSSEE DETAIL6"6"RIBBON CURBN T S4FINISHED GRADETOOLED CONTROL JOINTSEE DETAIL (TYP.)LIGHT BROOM FINISH PERPENDICULAR TOTRAFFIC WITH 3" WIDE SMOOTHTROWELLED EDGE5" CONCRETE AS SPECIFIED6" CLASS 5 AGGREGATE BASECOMPACTED SUBGRADENOTES:1. INSTALLATION SHALL BE CERTIFIED AND IN ACCORDANCE TO AN ON-SITEA.C.I. TECHNICIAN AS SPECIFIED.2. SEE GEO-TECHNICAL RECOMMENDATIONS FOR GROSS WEIGHTREQUIREMENTS.3. SEE LAYOUT DRAWINGS FOR LIMITS OF WALKS.4. SEE CONCRETE JOINT DETAIL FOR REQUIREMENTS.5. 1/2" WIDE EXPANSION JOINT AND SEALANT AT ALL CURBS.CONCRETE WALK/PAD3"2"THIS OCCURS ONLY WHEREMULCH MEETS EDGE OF WALKLEAVE TOP OFMULCH DOWN 1"FROM TOP OF WALKN T S (PRIVATE PROPERTY)68"AS REQUIREDCONCRETE THRUST BLOCKWATERMAINGATE VALVEREFER TO DRAWINGSFOR SIZESVALVE BOXFINISH GRADECOVER SHALL BESTAMPED WITH "WATER"GATE VALVE BOXN T SADJUST TOP TO 1/2" BELOW FINISHEDPAVEMENT GRADE OR 1" BELOW FINISHEDTURF GRADE. SET SO AS TO PROVIDE 12" OFUPWARD ADJUSTMENT.9BENDCROSSTEE45° BENDWYENOTES:1. CONCRETE THRUST BLOCKING TO BE POURED AGAINST UNDISTURBED EARTH.2. KEEP CONCRETE CLEAR OF JOINT AND ACCESSORIES.3. IF NOT SHOWN ON PLANS, REQUIRED BEARING AT FITTING SHALL BE AS INDICATED ABOVE, ADJUSTED IFNECESSARY, TO CONFORM TO THE TEST PRESSURE(S) AND ALLOWABLE SOIL BEARING STRESS(ES).4. BEARING AREAS AND SPECIAL BLOCKING DETAILS SHOWN ON PLANS TAKE PRECEDENCE OVER BEARING AREASAND BLOCKING DETAILS SHOWN THIS STANDARD DETAIL.5. ABOVE BEARING AREAS BASED ON TEST PRESSURE OF 150 P.S.I. AND AN ALLOWABLE SOIL BEARING STRESS OF2000 POUNDS PER SQUARE FOOT. TO COMPUTE BEARING AREAS FOR DIFFERENT TEST PRESSURES AND SOILBEARING STRESSES, USE THE FOLLOWING EQUATION: BEARING AREA = (TEST PRESSURE/150) X (200/SOIL BEARINGSTRESS) X (TABLE VALUE).PLUGGED CROSSPLUGGED CROSSEACH AREA IS 1/2 OFTABULATED AREAPLUGGED TEEPLUG OR CAP1/4" PLYWOODOVER FACEOF BOLTSA1A2NOMINALFITTING SIZE(INCHES)TYE, WYE,PLUG, OR CAP90° BEND,PLUGGEDCROSSTEE PLUGGEDON RUNA1A245°BEND22.5°BEND11.25°BEND41.01.41.91.41.0--62.13.04.33.01.61.0-105.98.411.88.44.62.61.2128.512.017.012.06.63.41.71411.516.323.016.38.94.62.31615.021.330.021.311.66.03.01819.027.038.027.014.67.63.62023.533.347.033.318.19.44.72434.048.068.048.026.213.66.863.85.37.65.42.91.51.0THRUST BLOCKN T S86" PROVIDE INSULATION PER PLAN FIELD VERIFY DEPTH 6" 4" 6" (MIN.)NOTES:1. INSULATION BOARD TO BE CLOSED CELL. EXTRUDED POLYSTYRENE FOAM MEETINGASTM 578, TYPE VI, 40PSI COMPRESSING STRENGTH (ASTM D1621) 0.1%MAX. WATERABSORPTION (ASTM C272).2. BACKFILL MATERIAL AROUND INSULATION MUST BE FINE SAND FREE FROM ROOT,ORGANIC MATERIAL, OR OTHER INJURIOUS MATERIALS.3. OVERLAP ALL INSULATION BOARD JOINTS.UTILITY PIPE INSULATION DETAILN T S1'-6" (MIN)PIPE BEDDINGMATERIALBACKFILL MATERIALFINE SAND (FA7)MIN. 2' WIDE BY 4" THICKINSULATION BOARD (USE 2-2"THICK BOARDS). MASTIC ALL JOINTSEXTEND INSULATION BOARD DOWNSIDES TO 7.5' DEPTH.FINISH GRADED I A DIA + 3'UTILITY PIPE10EXTEND POST PAST TOP OF POST10 DEGREE SLOPE1 INCH SILICONE RUBBEROR ASPHALTIC CAULKINGCOMPOUNDFILL ANNULAR SPACE TO 1 INCHFROM TOP WITH SILICA SANDCONCRETE FOOTING AS SPECIFIED6"3'-6"2'-6" 60"-66" FROM PAVEMENT TO BOTTOM OF SIGN 1/2"MATERIAL VARIES-SEE PLANMETAL SIGN ACCORDINGTO MN STATE CODENOTE:1. SIGN SHALL BE AS SPECIFIED.2. VERIFY POST PAINT C0LOR WITH LANDSCAPEARCHITECT PRIOR TO INSTALLATION.ACCESSIBLE SIGN AND POSTN T S1'-6"6" O.D. GALVANIZED STEEL PIPE PAINTED WITH 1COAT OF APPROPRIATE PRIMER AND TWO COATSSIGN ENAMEL. FILL ANNULAR SPACE WITH GROUT.COVER WITH YELLOW "IDEAL SHIELD" PLASTICCOVER.GREEN POWDER COATED STEEL SQUAREPOST AS SPECIFIED1/4" METAL PLATE WELDED TOBOTTOM OF 6” PIPEGALVANIZED STEEL FASTENER(TYP. OF 2)117.5' MINIMUM 2'FINISHGRADETRAFFIC FLANGE2" ABOVE GRADEHYDRANT, HEIGHT VARIESREFER TO DETAIL7.5' MIN. COVER6" GATE VALVEMECH. JOINTS6" D.I.P. LEADTEE2-3/4" TIE RODS8" CONCRETETHRUST BLOCKS4" x 4" THRUSTBLOCK4" x 4"VERTICALBLOCK1 CU. YD. GRAVEL 3/4"+ COVER WITH POLYETHLENEHYDRANT MARKERFIRE HYDRANTN T S8C5.0751 2"2'-0"1'-0"CONCRETEVALLEYGUTTERMIN. 6" AGGREGATE BASECOURSE TO BEPLACED BY PAVINGCONTRACTOR111'-0" TYP.VALLEY GUTTERN T S7"5HEAVY DUTY BITUMINOUS PAVEMENT8" CLASS 5 AGGREGATESUBBASE (MNDOT 3138)2" BASE COURSE (MNDOT 2360 - SPNWB330B)TACK COAT (MNDOT 2357)2" WEAR COURSE (MNDOT 2360 - SPWEA340B)COMPACTED SUBGRADE (100% OF STANDARDPROCTOR MAXIMUM DRY DENSITY)N T SNOTE:SECTION IS FORBIDDING PURPOSESONLY. REFER TOGEOTECH FOR FINALPAVEMENTSECTION.1LIGHT DUTY BITUMINOUS PAVEMENT6" CLASS 5 AGGREGATESUBBASE (MNDOT 3138)2" BASE COURSE (MNDOT 2360 - SPNWB330B)TACK COAT (MNDOT 2357)1.5" WEAR COURSE (MNDOT 2360 - SPWEA340B)COMPACTED SUBGRADE (100% OF STANDARDPROCTOR MAXIMUM DRY DENSITY)N T SNOTE:SECTION IS FORBIDDING PURPOSESONLY. REFER TOGEOTECH FORFINAL PAVEMENTSECTION.2 Civil Engineering Surveying Landscape Architecture4931 W. 35th Street, Suite 200St. Louis Park, MN 55416civilsitegroup.com 612-615-00602401 NE LOWRY AVE 2401 NE LOWRY AVENUE; ST. ANTHONY, MN 55418 6390 CARLSON DRIVE; EDEN PRAIRIE, MN 55346 INTERSTATE DEVELOPMENT CORPORATION PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:21308............07/20/21CITY SUBMITTALDRAWN BY:REVIEWED BY:KW, RLMP, PS..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N44263Matthew R. PavekLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.07/20/21REVISION SUMMARYDATEDESCRIPTIONC5.1CIVIL DETAILS............18"MIN.12"112"27"112"16" O.C.STEPS ON DOWNSTREAM SIDECOVER SHALL BE STAMPED"SANITARY SEWER"BASES SHALL BE 8" STANDARD PRECAST WITH 2" LEAN GROUT, OR POURED 8" SLAB REINFORCED WITH 6" x6" 10/10 MESHPRECAST CONCRETE CONE SECTIONMETAL SEWER CASTING - REFER TOSTRUCTURE SCHEDULE FOR TYPEMIN. 2 AND MAX. 5 ADJUSTING RINGS.GROUT BETWEEN RINGS, CASTING,AND ALONG OUTSIDE.316"VARIABLE1'- 8" MAX.CLSLOPE AT 2 IN./FT. (TYP)FLOWRUBBER BOOTFLOWRUBBERBOOTRUBBER GASKET - TYPAT ALL JOINTSGROUT TO 1/2 PIPESLOPE @ 2 IN./FT.(TYP)SANITARY SEWER MANHOLEN T S1VARIES - TYP. 4'FLOWFLOW61"RIM ELEVATION"PRECAST COVER -8" THICKSTEPS - INSTALL ONDOWNSTREAM SIDE@ 16" O.C.PRECAST CONCRETESECTIONGROUT SHELF ANDCHANNELSMETAL SEWER CASTING -REFER TO STRUCTURESCHEDULE FOR TYPEMIN. 2 AND MAX. 5 ADJUSTINGRINGS. GROUT BETWEENRINGS, CASTING, AND ALONGOUTSIDE.STORM SEWER PIPE - SEEUTILITY PLAN FOR LOCATION,INVERT, AND SIZESBASES SHALL BE 8" STANDARDPRECAST WITH 2" LEAN GROUT, ORPOURED 8" SLAB REINFORCED WITH6" x 6" 10/10 MESHRUBBER GASKET -TYP AT ALL JOINTSCATCH BASINN T SDIMENSIONS FROM BACK OF CURB(BOC) TO CENTER OF PIPE:4' DIA. MH - 9" IN FROM BOC5' DIA. MH - 3" IN FROM BOC6' DIA. MH - 3" BEHIND BOC7' DIA. MH - 9" BEHIND BOC8' DIA. MH - 15" BEHIND BOCINSTALL DRAINTILE FOR ALL LOWPOINT CATCH BASINS ON CLAYSITES AT PAVEMENT SUBGRADEELEVATION. INSTALL 25' IN EACHDIRECTION, TYP.2MIN. 2 AND MAX. 5 ADJUSTING RINGS.GROUT BETWEEN RINGS, CASTING, ANDALONG OUTSIDE.METAL SEWER CASTING - REFER TOSTRUCTURE SCHEDULE FOR TYPEPRECAST CONCRETE CONE SECTIONBASES SHALL BE 8" STANDARD PRECASTWITH 2" LEAN GROUT, OR POURED 8"SLAB REINFORCED WITH 6" x 6" 10/10MESHCOVER SHALL BE STAMPED"STORM SEWER"STEPS ON DOWNSTREAM SIDEGROUT SHELF AND CHANNELS16" O.C.VARIABLE27"112"VARIABLE 18"MIN.STORM MANHOLEN T SDIMENSIONS FROM BACK OF CURB(BOC) TO CENTER OF PIPE:4' DIA. MH - 9" IN FROM BOC5' DIA. MH - 3" IN FROM BOC6' DIA. MH - 3" BEHIND BOC7' DIA. MH - 9" BEHIND BOC8' DIA. MH - 15" BEHIND BOC3PIPE BEDDING - RCP & DIPN T S4PIPE BEDDING - PVCN T S52148" 6" MIN. 18" MIN.KEY1. TOPSOIL2. FREE DRAINING ANGULAR WASHED STONE 3/4" - 2" PARTICLE SIZE (NON LIMESTONE MATERIAL THATCONTAINS LESS THAN 5% DELETERIOUS MATERIALS).INSTALL TO MIN. 95% STANDARD DENSITY PER AASHTO T99.TYP. SECTION DETAILNTS1.INSTALL SILT FENCE AND/OR OR OTHER APPROPRIATE TEMPORARY EROSION CONTROLDEVICES TO PREVENT SEDIMENT FROM LEAVING OR ENTERING THE PRACTICE DURINGCONSTRUCTION.2.ALL DOWN-GRADIENT PERIMETER SEDIMENT CONTROL BMP'S MUST BE IN PLACE BEFORE ANYUP GRADIENT LAND DISTURBING ACTIVITY BEGINS.3.PERFORM CONTINUOUS INSPECTIONS OF EROSION CONTROL PRACTICES.4.AFTER SUBGRADE EXCAVATION BUT PRIOR TO CONSTRUCTION/INSTALLATION OF THESTORMWATER BMP, CONTRACTOR SHALL HAVE GEOTECHNICAL ENGINEER PERFORMDOUBLE-RING INFILTROMETER TEST. TEST SHALL OCCUR AT BOTTOM OF SUBGRADE ELEVATIONOF STORMWATER BMP (CHAMBERS, INFILTRATION BASINS ETC.) AT LOCATION/LOCATIONSDETERMINED BY THE GEOTECHNICAL ENGINEER ON SITE. REPORT INFILTRATION RATES OFSOILS (NATIVE OR IMPORTED) TO CIVIL ENGINEER PRIOR TO ANY INSTALLATION RELATED TOTHE BMP.5.INSTALL UTILITIES (WATER, SANITARY SEWER, ELECTRIC, PHONE, FIBER OPTIC, ETC) PRIOR TOSETTING FINAL GRADE OF BIORETENTION DEVICE.6.PERFORM ALL OTHER SITE IMPROVEMENTS.7.SEED AND MULCH ALL AREAS AFTER DISTURBANCE.8.CONSTRUCT RETENTION DEVICE UPON STABILIZATION OF CONTRIBUTING DRAINAGE AREA.9.IMPLEMENT TEMPORARY AND PERMENATE EROSION CONTROL PRACTICES.10.PLANT AND MULCH SITE.11.REMOVE TEMPORARY EROSION CONTROL DEVICES AFTER THE CONTRIBUTING DRAINAGE AREAIS ADEQUATELY VEGETATED.GENERAL NOTES1.IN THE EVENT THAT SEDIMENT IS INTRODUCED INTO THE BMP DURING OR IMMEDIATELYFOLLOWING EXCAVATION, THIS MATERIAL SHALL BE REMOVED FROM THE PRACTICE PRIOR TOCONTINUING CONSTRUCTION.2.GRADING OF RETENTION DEVICES SHALL BE ACCOMPLISHED USING LOW-COMPACTIONEARTH-MOVING EQUIPMENT TO PREVENT COMPACTION OF UNDERLYING SOILS.3.ALL SUB MATERIALS BELOW THE SPECIFIED RETENTION DEPTH (ELEVATION) SHALL BEUNDISTURBED, UNLESS OTHERWISE NOTED.CONSTRUCTION SEQUENCING12"(TYP)18"12"(TYP)GRADEPAVEMENT/LANDSCAPING/SOD36" DIA. PERF. CMP PIPE.FABRIC WRAP TOP, SIDES AND BOTTOM WITHCONTECH C-40 NON-WOVEN GEOTEXTILESUBDRAIN FILTER MATERIAL - FINE FILTERAGGREGATE PER MNDOT 3149.2J6" PERF. CPP DRAIN TILE PIPE PERMNDOT 3245 WITH FABRIC SOCK.LOCATION AS SHOWN ON THE PLANSUNDERGROUND FILTRATION SYSTEMN T S6 Civil Engineering Surveying Landscape Architecture4931 W. 35th Street, Suite 200St. Louis Park, MN 55416civilsitegroup.com 612-615-00602401 NE LOWRY AVE 2401 NE LOWRY AVENUE; ST. ANTHONY, MN 55418 6390 CARLSON DRIVE; EDEN PRAIRIE, MN 55346 INTERSTATE DEVELOPMENT CORPORATION PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:21308............07/20/21CITY SUBMITTALDRAWN BY:REVIEWED BY:KW, RLMP, PS..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N44263Matthew R. PavekLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.07/20/21REVISION SUMMARYDATEDESCRIPTIONC5.2CIVIL DETAILS............ 3 - CA23 - AB3 - MS3 - AB21 - PD1 - CA22 - UN1 - AS21 - AS21 - AA1 - AA1 - UN1 - PSG1 - AB1 - CA21 - CA21 - UN5 - MS1 - PN1 - PN3 - MP5 - SH6 - AB36 - NW22 - ST6 - NW24 - HT1 - PN26 - NW24 - HT1 - PN22 - HG5 - HT3 - HA6 - HC22 - HA6 - HC25 - HT3 - HA1 - AS2 - HG6 - NW24 - HT1 - PN21 - PN24 - HT6 - NW23 - BB6 - NW22 - ST6 - AB35 - SH8 - RE21 - HX28 - HX15 - RE15 - NW214 - RG17 - PN31 - RG210 - RA10 - RG23 - RA16 - ST21 - ST8ETERRACE(COUNTYROADNO.153)12(FKA - STATE HIGHWAY NO. 63)1NOPARKINGCONSTRUCTION LIMITSREVISION SUMMARYDATEDESCRIPTIONL1.0LANDSCAPE PLAN............Civil Engineering Surveying Landscape Architecture4931 W. 35th Street, Suite 200St. Louis Park, MN 55416civilsitegroup.com 612-615-00602401 NE LOWRY AVE 2401 NE LOWRY AVENUE; ST. ANTHONY, MN 55418 6390 CARLSON DRIVE; EDEN PRAIRIE, MN 55346 INTERSTATE DEVELOPMENT CORPORATION PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:21308............07/20/21CITY SUBMITTALDRAWN BY:REVIEWED BY:KW, RLMP, PS..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N24904Patrick J. SarverLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED LANDSCAPE ARCHITECT UNDERTHE LAWS OF THE STATE OF MINNESOTA.07/20/21LANDSCAPE NOTES:01" = 20'-0"20'-0"10'-0"NKnow what'sbelow.before you dig.CallREDGINGLEGEND1.ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE. CONTACT "GOPHER STATE ONE CALL" (651-454-0002 OR800-252-1166) FOR UTILITY LOCATIONS, 48 HOURS PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL REPAIR ORREPLACE ANY UTILITIES THAT ARE DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER.2.WHERE SHOWN, SHRUB & PERENNIAL BEDS SHALL BE MULCHED WITH 4" DEPTH (MINIMUM AFTER INSTALLATION AND/ORTOP DRESSING OPERATIONS) OF SHREDDED CEDAR MULCH.3.ALL TREES SHALL BE MULCHED WITH SHREDDED CEDAR MULCH TO OUTER EDGE OF SAUCER OR TO EDGE OF PLANTINGBED, IF APPLICABLE. ALL MULCH SHALL BE KEPT WITHIN A MINIMUM OF 2" FROM TREE TRUNK.4.IF SHOWN ON PLAN, RANDOM SIZED LIMESTONE BOULDERS COLOR AND SIZE TO COMPLIMENT NEW LANDSCAPING.OWNER TO APPROVE BOULDER SAMPLES PRIOR TO INSTALLATION.5.PLANT MATERIALS SHALL CONFORM WITH THE AMERICAN ASSOCIATION OF NURSERYMEN STANDARDS AND SHALL BE OFHARDY STOCK, FREE FROM DISEASE, DAMAGE AND DISFIGURATION. CONTRACTOR IS RESPONSIBLE FOR MAINTAININGPLUMPNESS OF PLANT MATERIAL FOR DURATION OF ACCEPTANCE PERIOD.6.UPON DISCOVERY OF A DISCREPANCY BETWEEN THE QUANTITY OF PLANTS SHOWN ON THE SCHEDULE AND THEQUANTITY SHOWN ON THE PLAN, THE PLAN SHALL GOVERN.7.CONDITION OF VEGETATION SHALL BE MONITORED BY THE LANDSCAPE ARCHITECT THROUGHOUT THE DURATION OFTHE CONTRACT. LANDSCAPE MATERIALS PART OF THE CONTRACT SHALL BE WARRANTED FOR ONE (1) FULL GROWINGSEASONS FROM SUBSTANTIAL COMPLETION DATE.8.ALL AREAS DISTURBED BY CONSTRUCTION ACTIVITIES SHALL RECEIVE 4" LAYER TOPSOIL AND SOD AS SPECIFIEDUNLESS OTHERWISE NOTED ON THE DRAWINGS.9.COORDINATE LOCATION OF VEGETATION WITH UNDERGROUND AND OVERHEAD UTILITIES, LIGHTING FIXTURES, DOORSAND WINDOWS. CONTRACTOR SHALL STAKE IN THE FIELD FINAL LOCATION OF TREES AND SHRUBS FOR REVIEW ANDAPPROVAL BY THE LANDSCAPE ARCHITECT PRIOR TO INSTALLATION.10.ALL PLANT MATERIALS SHALL BE WATERED AND MAINTAINED UNTIL ACCEPTANCE.11.REPAIR AT NO COST TO OWNER ALL DAMAGE RESULTING FROM LANDSCAPE CONTRACTOR'S ACTIVITIES.12.SWEEP AND MAINTAIN ALL PAVED SURFACES FREE OF DEBRIS GENERATED FROM LANDSCAPE CONTRACTOR'SACTIVITIES.13.REPAIR AT NO COST TO THE OWNER IRRIGATION SYSTEM DAMAGED FROM LANDSCAPE CONSTRUCTION ACTIVITIES.14.PROVIDE SITE WIDE IRRIGATION SYSTEM DESIGN AND INSTALLATION. SYSTEM SHALL BE FULLY PROGRAMMABLE ANDCAPABLE OF ALTERNATE DATE WATERING. THE SYSTEM SHALL PROVIDE HEAD TO HEAD OR DRIP COVERAGE AND BECAPABLE OF DELIVERING ONE INCH OF PRECIPITATION PER WEEK. SYSTEM SHALL EXTEND INTO THE PUBLICRIGHT-OF-WAY TO THE EDGE OF PAVEMENT/BACK OF CURB.15.CONTRACTOR SHALL SECURE APPROVAL OF PROPOSED IRRIGATION SYSTEM INLCUDING PRICING FROM OWNER, PRIORTO INSTALLATION.1.ENTIRE SITE SHALL BE FULLY IRRIGATED. THE CONTRACTOR SHALL SUBMIT IRRIGATION SHOP DRAWINGS FOR REVIEWAND APPROVAL BY THE LANDSCAPE ARCHITECT PRIOR TO INSTALLATION.2.SEE MECHANICAL AND ELECTRICAL PLANS AND SPECIFICATIONS FOR IRRIGATION WATER, METER, AND POWERCONNECTIONS.3.CONTRACTOR TO VERIFY LOCATION OF ALL UNDERGROUND/ABOVE GROUND FACILITIES PRIOR TO ANYEXCAVATION/INSTALLATION. ANY DAMAGE TO UNDERGROUND/ABOVE GROUND FACILITIES SHALL BE THERESPONSIBILITY OF THE CONTRACTOR AND COSTS ASSOCIATED WITH CORRECTING DAMAGES SHALL BE BORNEENTIRELY BY THE CONTRACTOR.4.SERVICE EQUIPMENT AND INSTALLATION SHALL BE PER LOCAL UTILITY COMPANY STANDARDS AND SHALL BE PERNATIONAL AND LOCAL CODES. EXACT LOCATION OF SERVICE EQUIPMENT SHALL BE COORDINATED WITH THELANDSCAPE ARCHITECT OR EQUIVALENT AT THE JOB SITE.5.CONTRACTOR SHALL COORDINATE WITH LOCAL UTILITY COMPANY FOR THE PROPOSED ELECTRICAL SERVICE ANDMETERING FACILITIES.6.IRRIGATION WATER LINE CONNECTION SIZE IS 1-12" AT BUILDING. VERIFY WITH MECHANICAL PLANS.COVAGE.7.ALL MAIN LINES SHALL BE 18" BELOW FINISHED GRADE.8.ALL LATERAL LINES SHALL BE 12" BELLOW FINISHED GRADE.9.ALL EXPOSED PVC RISERS, IF ANY, SHALL BE GRAY IN COLOR.10.CONTRACTOR SHALL LAY ALL SLEEVES AND CONDUIT AT 2'-0" BELOW THE FINISHED GRADE OF THE TOP OF PAVEMENT.EXTEND SLEEVES TO 2'-0" BEYOND PAVEMENT.11.CONTRACTOR SHALL MARK THE LOCATION OF ALL SLEEVES AND CONDUIT WITH THE SLEEVING MATERIAL "ELLED" TO2'-0" ABOVE FINISHED GRADE AND CAPPED.12.FABRICATE ALL PIPE TO MANUFACTURE'S SPECIFICATIONS WITH CLEAN AND SQUARE CUT JOINTS. USE QUALITY GRADEPRIMER AND SOLVENT CEMENT FORMULATED FOR INTENDED TYPE OF CONNECTION.13.BACKFILL ALL TRENCHES WITH SOIL FREE OF SHARP OBJECTS AND DEBRIS.14.ALL VALVE BOXES AND COVERS SHALL BE BLACK IN COLOR.15.GROUP VALVE BOXES TOGETHER FOR EASE WHEN SERVICE IS REQUIRED. LOCATE IN PLANT BED AREAS WHENEVERPOSSIBLE.16.IRRIGATION CONTROLLER LOCATION SHALL BE VERIFIED ON-SITE WITH OWNER'S REPRESENTATIVE.17.CONTROL WIRES: 14 GAUGE DIRECT BURIAL, SOLID COPPER IRRIGATION WIRE. RUN UNDER MAIN LINE. USEMOISTURE-PROOF SPLICES AND SPLICE ONLY AT VALVES OR PULL BOXES. RUN SEPARATE HOT AND COMMON WIRE TOEACH VALVE AND ONE (1) SPARE WIRE AND GROUND TO FURTHEST VALVE FROM CONTROLLER. LABEL OR COLOR CODEALL WIRES.18.AVOID OVER SPRAY ON BUILDINGS, PAVEMENT, WALLS AND ROADWAYS BY INDIVIDUALLY ADJUSTING RADIUS OR ARCON SPRINKLER HEADS AND FLOW CONTROL ON AUTOMATIC VALVE.19.ADJUST PRESSURE REGULATING VALVES FOR OPTIMUM PRESSURE ON SITE.20.USE SCREENS ON ALL HEADS.21.A SET OF AS-BUILT DRAWINGS SHALL BE MAINTAINED ON-SITE AT ALL TIMES IN AN UPDATED CONDITION.22.ALL PIPE 3" AND OVER SHALL HAVE THRUST BLOCKING AT EACH TURN.23.ALL AUTOMATIC REMOTE CONTROL VALVES WILL HAVE 3" MINIMUM DEPTH OF 3/4" WASHED GRAVEL UNDERNEATHVALVE AND VALVE BOX. GRAVEL SHALL EXTENT 3" BEYOND PERIMETER OF VALVE BOX.24.THERE SHALL BE 3" MINIMUM SPACE BETWEEN BOTTOM OF VALVE BOX COVER AND TOP OF VALVE STRUCTURE.IRRIGATION NOTES:PLAN NOTES:1.SEE SHEET L1.1 FOR PLANT SCHEDULE2.SEE SHEET L1.1 FOR PLANTING DETAILS TREESQTYCOMMON / BOTANICAL NAMECONTAS22Sienna Glen Maple / Acer x freemanii `Sienna` TM2.5" Cal. B&BPSG1Princeton Sentry Gingko / Ginkgo biloba `Princeton Sentry`2.5" Cal. B&BUN4New Horizon American Elm / Ulmus americana `New Horizon`2.5" Cal. B&BEVERGREEN TREESQTYCOMMON / BOTANICAL NAMECONTAB23Tyler Blue Balsam Fir / Abies balsamea 'Tyler Blue'#7 CONTAB4Blue Cloak White Fir / Abies concolor 'Blue Cloak'#20 CONT.PD1Black Hills Spruce / Picea glauca `Densata`6` B&BPN2North Star Spruce / Picea glauca `North Star`#10 CONTORNAMENTAL TREESQTYCOMMON / BOTANICAL NAMECONTAA2Artic Jade Korean Maple / Acer pseudosieboldianum `IslAJ` TM#15 CONTCA26American Hornbeam / Carpinus caroliniana2" Cal. B&BMP3Prairifire Crabapple / Malus x `Prairifire`1.5" Cal. B&BMS8Spring Snow Crabapple / Malus x `Spring Snow`1.5" Cal. B&BSHRUBSQTYCOMMON / BOTANICAL NAMESIZEHA6Annabelle Hydrangea / Hydrangea arborescens `Annabelle`#5 CONTPN24Bird`s Nest Spruce / Picea abies `Nidiformis`#5 CONTRG220Gro-Low Fragrant Sumac / Rhus aromatica `Gro-Low`#5 CONTRA25Alpine Currant / Ribes alpinum#5 CONTRE23Como Park Easy Elegance Rose / Rosa x `BAlark` TM#5 CONTST41Birchleaf Spirea / Spiraea betulifolia `Tor`#5 CONTGRASSESQTYCOMMON / BOTANICAL NAMESIZEAB312Blackhawks Big Bluestem / Andropogon gerardii 'Blackhawks'#1 CONTBB6Blonde Ambition Blue Grama / Bouteloua gracilis `Blonde Ambition`#1 CONTPN317Northwind Switch Grass / Panicum virgatum `North Wind`#1 CONTSH10Prairie Dropseed / Sporobolus heterolepis#1 CONTPERENNIALSQTYCOMMON / BOTANICAL NAMESIZEAS2Sun King Aralia / Aralia cordata `Sun King`#2 CONTHX49Sunday Gloves Daylily / Hemerocallis x `Sunday Gloves`#1 CONTHC212Coral Bells / Heuchera x `Cajun Fire`#1 CONTHG4Guacamole Plantain Lily / Hosta x `Guacamole`#1 CONTHT26Touch of Class Plantain Lily / Hosta x `Touch of Class`#1 CONTNW251Walkers Low Catmint / Nepeta x faassenii `Walkers Low`#1 CONTRG14Black-eyed Susan / Rudbeckia fulgida sullivantii `Goldsturm`#1 CONTGROUND COVERSQTYCOMMON / BOTANICAL NAMESIZE1,671 sfRock Maintanence Strip / Rock Maintanence StripMulch1" River rock over filter fabric, include edging as shown & needed.See detail.25,704 sfBlue Grass Based / SodSodCommercial grade, locally grown, "Big Roll" preferredPLANT SCHEDULEREVISION SUMMARYDATEDESCRIPTIONL1.1LANDSCAPE PLANNOTES & DETAILS............Civil Engineering Surveying Landscape Architecture4931 W. 35th Street, Suite 200St. Louis Park, MN 55416civilsitegroup.com 612-615-00602401 NE LOWRY AVE 2401 NE LOWRY AVENUE; ST. ANTHONY, MN 55418 6390 CARLSON DRIVE; EDEN PRAIRIE, MN 55346 INTERSTATE DEVELOPMENT CORPORATION PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:21308............07/20/21CITY SUBMITTALDRAWN BY:REVIEWED BY:KW, RLMP, PS..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N24904Patrick J. SarverLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED LANDSCAPE ARCHITECT UNDERTHE LAWS OF THE STATE OF MINNESOTA.07/20/21FACE OF BUILDING, WALL, OR STRUCTUREMIN. 3" LAYER OF ROCK MULCH AS SPECIFIED. PROVIDE SAMPLE TOLANDSCAPE ARCHITECT FOR APPROVAL PRIOR TO INSTALLATIONFINISHED GRADECOMPACTED SUBGRADEWATER PERMEABLE GEOTEXTILE FABRIC AS SPECIFIED18" - VERIFY W/ PLANAGGREGATE MAINTANENCE STRIPN T SSTAKED LANDSCAPE EDGER AS SPECIFIED, SEE MANUFACTURER'SINSTRUCTIONS AND SPECS. FOR INSTALLATION AND PLACEMENTSLOPE - MIN. 2%, MAX. 5:1VERIFY W/ GRADING PLAN1Know what'sbelow.before you dig.CallRPERENNIAL BED PLANTINGN T SPLANT TOP OF ROOTBALL 1-2" ABOVE ABOVESURROUNDING GRADEROOTS AT OUTER EDGE OF ROOTBALL LOOSENED TOENSURE PROPER BACKFILL-TO-ROOT CONTACTSLOPE SIDES OF HOLE OR VERTICAL SIDES AT EDGE OFPLANTING BEDEXISTING GRADEROCK OR ORGANIC MULCH, SEE GENERAL LANDSCAPENOTES AND PLAN NOTES FOR MULCH TYPE. KEEPMULCH MIN. 2" FROM PLANT STEMBACKFILL AS PER SPECIFICATIONDO NOT EXCAVATE BELOW ROOTBALL.SIZE VARIESSEE LANDSCAPE PLANMODIFY EXCAVATION BASED ON LOCATION OF PLANTMATERIAL AND DESIGN OF BEDS OR OVERALL PLANTPLACEMENT4DECIDUOUS & CONIFEROUS SHRUB PLANTINGN T SPRUNE AS FIELD DIRECTED BY THE LANDSCAPEARCHITECT TO IMPROVE APPEARANCE (RETAINNORMAL SHAPE FOR SPECIES)PLANT TOP OF ROOTBALL 1-2" ABOVE ABOVESURROUNDING GRADEROOTS AT OUTER EDGE OF ROOTBALL LOOSENED TOENSURE PROPER BACKFILL-TO-ROOT CONTACTSLOPE SIDES OF HOLE OR VERTICAL SIDES AT EDGE OFPLANTING BEDEXISTING GRADEROCK OR ORGANIC MULCH, SEE GENERAL LANDSCAPENOTES AND PLAN NOTES FOR MULCH TYPE. KEEPMULCH MIN. 2" FROM PLANT TRUNKBACKFILL AS PER SPECIFICATIONDO NOT EXCAVATE BELOW ROOTBALL.THREE TIMES WIDTHOF ROOTBALLRULE OF THUMB - MODIFY EXCAVATION BASED ONLOCATION OF PLANT MATERIAL AND DESIGN OF BEDSOR OVERALL PLANT PLACEMENT3THREE TIMES WIDTHOF ROOTBALLDECIDUOUS & CONIFEROUS TREE PLANTINGN T SPRUNE AS FIELD DIRECTED BY THE LANDSCAPEARCHITECT TO IMPROVE APPEARANCE (RETAINNORMAL TREE SHAPE)THREE 2"X4"X8' WOODEN STAKES, STAINED BROWNWITH TWO STRANDS OF WIRE TWISTED TOGETHER.STAKES SHALL BE PLACED AT 120° TO ONE ANOTHER.WIRE SHALL BE THREADED THROUGH NYLONSTRAPPING WITH GROMMETS. ALTERNATE STABILIZINGMETHODS MAY BE PROPOSED BY CONTRACTOR.TRUNK FLARE JUNCTION: PLANT TREE 1"-2" ABOVEEXISTING GRADEMULCH TO OUTER EDGE OF SAUCER OR TO EDGE OFPLANTING BED, IF APPLICABLE. ROCK OR ORGANICMULCH, SEE GENERAL LANDSCAPE NOTES AND PLANNOTES FOR MULCH TYPE. KEEP MULCH MIN. 2" FROMPLANT TRUNKEXISTING GRADECUT AND REMOVE BURLAP FROM TOP 1/3 OF ROOTBALL. IF NON-BIODEGRADABLE, REMOVE COMPLETELYSLOPE SIDES OF HOLE OR VERTICAL SIDES AT EDGE OFPLANTING BEDBACKFILL AS SPECIFIEDCOMPACT BOTTOM OF PIT, TYP.RULE OF THUMB - MODIFY EXCAVATION BASED ONLOCATION OF PLANT MATERIAL AND DESIGN OF BEDSOR OVERALL PLANT PLACEMENT2173200373TOTAL PERENNIALS REVISION SUMMARYDATEDESCRIPTIONLT1.0PHOTOMETRIC PLAN............ BREMER B A N K STINSON PARKWAY NE.8RACE(COUNTYROADNO.1EXCEPTION EXCEPTION 12(FKA - STATE HIGHWAY NO. 63)1INLET PROTECTION ATCATCH BASINS BEINGREMOVEDINLET PROTECTION ATCATCH BASINS, TYPCONSTRUCTIONENTRANCEPERIMETER EROSIONCONTROL ATCONSTRUCTIONLIMITS, TYP.CONTRACTOR TO PROVIDEINLET PROTECTION AT ALLDOWNSTREAM CATCHBASINS.Civil Engineering Surveying Landscape Architecture4931 W. 35th Street, Suite 200St. Louis Park, MN 55416civilsitegroup.com 612-615-00602401 NE LOWRY AVE 2401 NE LOWRY AVENUE; ST. ANTHONY, MN 55418 6390 CARLSON DRIVE; EDEN PRAIRIE, MN 55346 INTERSTATE DEVELOPMENT CORPORATION PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:21308............07/20/21CITY SUBMITTALDRAWN BY:REVIEWED BY:KW, RLMP, PS..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N44263Matthew R. PavekLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.07/20/21REVISION SUMMARYDATEDESCRIPTIONSW1.0SWPPP - EXISTINGCONDITIONS............01" = 20'-0"20'-0"10'-0"N1. RESERVED FOR CITY SPECIFIC EROSION CONTROL NOTES.CITY OF ST. ANTHONY EROSION CONTROL NOTES:1.ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE. CONTACT"GOPHER STATE ONE CALL" (651-454-0002 OR 800-252-1166) FOR UTILITY LOCATIONS,48 HOURS PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL REPAIR ORREPLACE ANY UTILITIES THAT ARE DAMAGED DURING CONSTRUCTION AT NO COSTTO THE OWNER.2. THIS PROJECT IS GREATER THAN ONE ACRE AND WILL REQUIRE AN MPCA NPDESPERMIT. CONTRACTOR IS RESPONSIBLE FOR OBTAINING ANY EROSION CONTROLPERMITS REQUIRED BY THE CITY.3. SEE SHEETS SW1.0 - SW1.5 FOR ALL EROSION CONTROL NOTES, DESCRIPTIONS,AND PRACTICES.4. SEE GRADING PLAN FOR ADDITIONAL GRADING AND EROSION CONTROL NOTES.5. CONTRACTOR IS RESPONSIBLE FOR SWPPP IMPLEMENTATION, INSPECTIONS,AND COMPLIANCE WITH NPDES PERMIT.SWPPP NOTES:Know what'sbelow.before you dig.CallRLEGEND:EX. 1' CONTOUR ELEVATION INTERVALINLET PROTECTIONSTABILIZED CONSTRUCTION ENTRANCEDRAINAGE ARROW1.0' CONTOUR ELEVATION INTERVALSILT FENCE / BIOROLL - GRADING LIMITEROSION CONTROL BLANKETALL SPECIFIED EROSION AND SEDIMENT CONTROL PRACTICES, ANDMEASURES CONTAINED IN THIS SWPPP ARE THE MINIMUMREQUIREMENTS. ADDITIONAL PRACTICES MAY BE REQUIRED DURINGTHE COURSE OF CONSTRUCTION. STINSON PARKWAY NE.8TERRACE(COUNTYROADNO.153)EXCEPTION EXCEPTION 12(FKA - STATE HIGHWAY NO. 63)1NOPARKINGCONSTRUCTION LIMITSINLET PROTECTION ATCATCH BASINS, TYPINLET PROTECTION ATCATCH BASINS, TYPCONSTRUCTIONENTRANCEPERIMETER EROSIONCONTROL ATCONSTRUCTIONLIMITS, TYP.CONTRACTOR TO PROVIDEINLET PROTECTION AT ALLDOWNSTREAM CATCHBASINS.Civil Engineering Surveying Landscape Architecture4931 W. 35th Street, Suite 200St. Louis Park, MN 55416civilsitegroup.com 612-615-00602401 NE LOWRY AVE 2401 NE LOWRY AVENUE; ST. ANTHONY, MN 55418 6390 CARLSON DRIVE; EDEN PRAIRIE, MN 55346 INTERSTATE DEVELOPMENT CORPORATION PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:21308............07/20/21CITY SUBMITTALDRAWN BY:REVIEWED BY:KW, RLMP, PS..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N44263Matthew R. PavekLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.07/20/21REVISION SUMMARYDATEDESCRIPTIONSW1.1SWPPP - PROPOSEDCONDITIONS............01" = 20'-0"20'-0"10'-0"NKnow what'sbelow.before you dig.CallR1. RESERVED FOR CITY SPECIFIC EROSION CONTROL NOTES.CITY OF ST. ANTHONY EROSION CONTROL NOTES:1.ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE. CONTACT"GOPHER STATE ONE CALL" (651-454-0002 OR 800-252-1166) FOR UTILITY LOCATIONS,48 HOURS PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL REPAIR ORREPLACE ANY UTILITIES THAT ARE DAMAGED DURING CONSTRUCTION AT NO COSTTO THE OWNER.2. THIS PROJECT IS GREATER THAN ONE ACRE AND WILL REQUIRE AN MPCANPDES PERMIT. CONTRACTOR IS RESPONSIBLE FOR OBTAINING ANY EROSIONCONTROL PERMITS REQUIRED BY THE CITY.3.SEE SHEETS SW1.0 - SW1.5 FOR ALL EROSION CONTROL NOTES,DESCRIPTIONS, AND PRACTICES.4.SEE GRADING PLAN FOR ADDITIONAL GRADING AND EROSION CONTROLNOTES.5.CONTRACTOR IS RESPONSIBLE FOR SWPPP IMPLEMENTATION, INSPECTIONS,AND COMPLIANCE WITH NPDES PERMIT.SWPPP NOTES:LEGEND:EX. 1' CONTOUR ELEVATION INTERVALINLET PROTECTIONSTABILIZED CONSTRUCTION ENTRANCEDRAINAGE ARROW1.0' CONTOUR ELEVATION INTERVALSILT FENCE / BIOROLL - GRADING LIMITEROSION CONTROL BLANKETALL SPECIFIED EROSION AND SEDIMENT CONTROL PRACTICES, ANDMEASURES CONTAINED IN THIS SWPPP ARE THE MINIMUMREQUIREMENTS. ADDITIONAL PRACTICES MAY BE REQUIRED DURINGTHE COURSE OF CONSTRUCTION. Civil Engineering Surveying Landscape Architecture4931 W. 35th Street, Suite 200St. Louis Park, MN 55416civilsitegroup.com 612-615-00602401 NE LOWRY AVE 2401 NE LOWRY AVENUE; ST. ANTHONY, MN 55418 6390 CARLSON DRIVE; EDEN PRAIRIE, MN 55346 INTERSTATE DEVELOPMENT CORPORATION PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:21308............07/20/21CITY SUBMITTALDRAWN BY:REVIEWED BY:KW, RLMP, PS..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N44263Matthew R. PavekLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.07/20/21REVISION SUMMARYDATEDESCRIPTIONSW1.2SWPPP - DETAILS............OVERFLOW AT TOP OFFILTER ASSEMBLYOVERFLOW IS 12 OF THE CURBBOX HEIGHTHIGH-FLOW FABRICFILTER ASSEMBLY DIAMETER, 6"ON-GRADE 10" AT LOW POINTEXISTING CURB, PLATE, BOX,AND GRATENOTES:1. REPLACE INLET GRATE UPON COMPLETE INSTALLATION OF INLET PROTECTION FABRIC.2. CONTRACTOR SHALL REMOVE ALL ACCUMULATED SEDIMENT AND DEBRIS FROM THE SURFACE OF THE SYSTEMAFTER EACH STORM EVENT AND AT THE COMPLETION OF THE CONTRACT.3. REFERENCE APPLE VALLEY STANDARD PLATE ERO-4C.CURB INLET FILTERN T S1PROFILE6" MIN CRUSHED STONE75' MINIMUMPLANFINISHEDGRADETO CONSTRUCTION AREA35' REXISTINGUNDISTURBEDROADWAYN T S30' FROM EDGE OF ROADTO FRONT OF SPEED BUMPGEOTEXTILE FILTERFABRIC4" HIGH, 18" WIDESPEED BUMPSTABILIZED CONSTRUCTION ACCESS24' (MIN)NOTES:1.PROVIDE APPROPRIATE TRANSITION BETWEEN STABILIZED CONSTRUCTION ENTRANCE AND UNDISTURBEDROADWAY.2.THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENTONTO UNDISTURBED ROADWAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL STONE OR ADDINGSTONE TO THE LENGTH OF THE ENTRANCE.3.REPAIR AND CLEANOUT MEASURES USED TO TRAP SEDIMENT.4.ALL SEDIMENT SPILLED, DROPPED, WASHED, OR TRACKED ONTO UNDISTURBED ROADWAY SHALL BE REMOVED ASDIRECTED BY THE ENGINEER.5.FINAL LOCATION AND INSTALLATION SHALL BE COORDINATED WITH THE CITY PRIOR TO CONSTRUCTION ACTIVITIES.6.CRUSHED STONE SHALL BE 1-1/2" DIA. CLOSE GRADED, AND IN ACCORDANCE TO MNDOT SECTION 2118.EXISTING UNDISTURBED ROADWAY35' RTO CONSTRUCTIONAREA2TAMP THE TRENCH FULL OF SOIL.SECURE WITH ROW OF STAPLES,10" SPACING, 4" DOWN FROMTRENCHOVERLAP: BURY UPPER ENDOF LOWER STRIP AS IN 'A'AND 'B'. OVERLAP END OFTOP STRIP 4" AND STAPLE.EROSION STOP: FOLD OF MATTINGBURIED IN SILT TRENCH ANDTAMPED. DOUBLEROW OFSTAPLES.PLACE STAPLES 2 FEET APARTTO KEEP MATTING FIRMLYPRESSED TO SOIL.'D''C''B'BURY THE TOP END OF THEMATTING IN A TRENCH 4" ORMORE IN DEPTHTYPICAL STAPLE #8GAUGE WIRE1 1/2"10"OVERFALL'E''A'NOTE:1. PLACE STAPLES 2 FEET APART TOKEEP MATTING FIRMLY PRESSED TOSOIL.EROSION BLANKETN T S3FILTER FABRIC AS SPECIFIEDEXISTING GROUNDSURFACEDIRECTION OF FLOWWOODEN STAKES 1/2"X2"X16" MIN. PLACED 10' O.C.WHEN INSTALLED ON GROUND. IF INSTALLED ONPVMT. PROVIDE SANDBAGS BEHIND AND ON TOP ATMIN. 10' O.C.8" MIN.SEDIMENT BIO-ROLL / COMPOST FILTER LOGN T SFILLER AS SPECIFIEDNOTE:1. COMPOST FILTER LOGS (BIO ROLLS) SHALL BE FILTREXX EROSION CONTROL SOXX OR APPROVED EQUAL.2. COMPOST FILLER TO BE MADE FROM A COMPOST BLEND 30%-40% GRADE 2 (SPEC 3890) AND 60%-70%PARTIALLY DECOMPOSED WOOD CHIPS, PER MNDOT SPEC 3897.3. FILTER FABRIC SHALL BE GEOTEXTILE KNITTED MATERIAL WITH MAX. OPENINGS OF 3/8".4. IF MULTIPLE ROLLS NEEDED, OVERLAP BY MIN. 12" AT ENDS AND STAKE.5. SILT SHALL BE REMOVED ONCE IT REACHES 80% OF THE HEIGHT OF THE ROLL OR AS DEEMED NECESSARYBY SITE CONTRACTOR TO MAINTAIN PROPER FUNCTION.FILL UPSTREAM BASE EDGE WITH2" OF DIRT OR COMPOST TOEMBED ROLL.4FILTER FABRIC WITH WIRE SUPPORT NETAS SPECIFIED.METAL POST ASSPECIFIED.FILTER FABRIC AS SPECIFIED SECURETO WIRE SUPPORT NET WITH METALCLIPS 12"O.C.SUPPORT NET: 12 GAUGE 4" x 4"WIRE HOOKED ONTOPREFORMED CHANNELS ONPOSTS AS SPECIFIED.EXISTING GROUNDSURFACECARRY WIRE SUPPORT NETDOWN INTO TRENCHDIRECTION OF FLOWANCHOR FABRIC WITHSOIL, TAMP BACKFILLMETAL POSTS 8'-0" O.C.MAX.24" 24" 24" MIN. 6"6"SEDIMENT FENCEN T S5 Civil Engineering Surveying Landscape Architecture4931 W. 35th Street, Suite 200St. Louis Park, MN 55416civilsitegroup.com 612-615-00602401 NE LOWRY AVE 2401 NE LOWRY AVENUE; ST. ANTHONY, MN 55418 6390 CARLSON DRIVE; EDEN PRAIRIE, MN 55346 INTERSTATE DEVELOPMENT CORPORATION PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:21308............07/20/21CITY SUBMITTALDRAWN BY:REVIEWED BY:KW, RLMP, PS..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N44263Matthew R. PavekLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.07/20/21REVISION SUMMARYDATEDESCRIPTIONSW1.3SWPPP - NARRATIVE............OWNER:INTERSTATE DEVELOPMENT CORPORATION6390 CARLSON DRIVEEDEN PRAIRIE, MN 55346OWNER INFORMATIONTRAINING SECTION 21PARTY RESPONSIBLE FOR LONG TERM OPERATION AND MAINTENANCE OF PERMANENTSTORM WATER MANAGEMENT SYSTEMCONTACT:VICTORIA PERBIX952-658-6460PERMANENT STORMWATER MANAGEMENT IS NOT REQUIRED AS PART OF THIS PROJECT TO MEET NPDES PERMIT REQUIREMENTS. THEPROPERTY OWNER IS RESPONSIBLE FOR THE LONG TERM OPERATION AND MAINTENANCE OF THE PROPOSED STORMWATER SYSTEM.AREAS AND QUANTITIES:SWPPP CONTACT PERSONCONTRACTOR:SWPPP INSPECTOR TRAINING:ALL SWPPP INSPECTIONS MUST BE PERFORMED BY APERSON THAT MEETS THE TRAINING REQUIREMENTS OF THENPDES CONSTRUCTION SITE PERMIT.TRAINING CREDENTIALS SHALL BE PROVIDED BY THECONTRACTOR AND KEPT ON SITE WITH THE SWPPPNOTE: QUANTITIES ARE FOR INFORMATIONAL PURPOSES ONLY. CONTRACTOR SHALL DETERMINE FOR THEMSELVES THE EXACTQUANTITIES FOR BIDDING AND CONSTRUCTION.PROJECT NARRATIVE:PROJECT IS A REDEVELOPMENT OF AN EXISTING COMMERCIAL BUILDING INTO A NEW APARTMENT BUILDING. SITE, GRADING, UTILITY ANDLANDSCAPE IMPROVEMENTS WILL OCCUR.NATIVE BUFFER NARRATIVE:PRESERVING A 50' NATURAL BUFFER AROUND WATER BODIES IS NOT REQUIRED AS PART OF THIS PROJECT BECAUSE WATER BODIES ARE NOTLOCATED ON SITE.SOIL CONTAMINATION NARRATIVE:SOILS ONSITE HAVE BEEN IDENTIFIED AS CONTAMINATED, SO INFILTRATION IS NOT FEASIBLE.SPECIAL TMDL BMP REQUIREMENTS SITE SPECIFIC (IF REQUIRED):THIS PROJECT IS NOT WITHIN ONE MILE OF ANY RECEIVING WATER LISTED ON THE MPCA'S IMPAIRED WATERS LIST.PERMANENT STABILIZATION NOTES SITE SPECIFIC:PERMANENT SEED MIX·FOR THIS PROJECT ALL AREAS THAT ARE NOT TO BE SODDED OR LANDSCAPED SHALL RECEIVE A NATIVE PERMANENT SEED MIX.··AREAS IN BUFFERS AND ADJACENT TO OR IN WET AREAS MNDOT SEED MIX 33-261 (STORMWATER SOUTH AND WEST) AT 35 LBS PERACRE.··DRY AREAS MNDOT SEED MIX 35-221 (DRY PRAIRIE GENERAL) AT 40 LBS PER ACRE.·MAINTENANCE SHALL BE IN ACCORDANCE TO THE MNDOT SEEDING MANUAL.SUPPLEMENTARY SITE SPECIFIC EROSION CONTROL NOTES:THESE NOTES SUPERCEDE ANY GENERAL SWPPP NOTES.THIS PROJECT IS GREATER THAN 1.0 ACRES SO AN NPDES PERMIT IS REQUIRED AND NEEDS TO BE SUBMITTED TO THE MPCA. THECONTRACTOR IS REQUIRED TO FOLLOW THE GUIDELINES IN THE NPDES PERMIT THROUGHOUT CONSTRUCTION.SWPPP ATTACHMENTS (ONLY APPLICABLE IF SITE IS 1 ACRE OR GREATER):CONTRACTOR SHALL OBTAIN A COPY OF THE FOLLOWING SWPPP ATTACHMENTS WHICH ARE A PART OF THE OVERALL SWPPP PACKAGE:ATTACHMENT A. CONSTRUCTION SWPPP TEMPLATE - SITE SPECIFIC SWPPP DOCUMENTATTACHMENT B. CONSTRUCTION STORMWATER INSPECTION CHECKLISTATTACHMENT C. MAINTENANCE PLAN FOR PERMANENT STORM WATER TREATMENT SYSTEMSATTACHMENT D: STORMWATER MANAGEMENT REPORT - ON FILE AT THE OFFICE OF PROJECT ENGINEER. AVAILABLE UPON REQUEST.ATTACHMENT E: GEOTECHNICAL EVALUATION REPORT - ON FILE AT THE OFFICE OF PROJECT ENGINEER. AVAILABLE UPON REQUEST.DESIGN ENGINEER: MATTHEW R. PAVEK P.E.TRAINING COURSE: DESIGN OF SWPPPTRAINING ENTITY: UNIVERSITY OF MINNESOTAINSTRUCTOR: JOHN CHAPMANDATES OF TRAINING COURSE: 5/15/2011 - 5/16/2011TOTAL TRAINING HOURS: 12RE-CERTIFICATION: 2/27/2020 (8 HOURS), EXP. 5/31/2023THE CONTRACTOR AND ALL SUBCONTRACTORS INVOLVED WITH A CONSTRUCTION ACTIVITY THAT DISTURBS SITE SOIL ORWHO IMPLEMENT A POLLUTANT CONTROL MEASURE IDENTIFIED IN THE STORM WATER POLLUTION PREVENTION PLAN (SWPPP)MUST COMPLY WITH THE REQUIREMENTS OF THE NATIONAL POLLUTION DISCHARGE ELIMINATION SYSTEM (NPDES) GENERALPERMIT (DATED AUGUST 1, 2018 # MNR100001) AND ANY LOCAL GOVERNING AGENCY HAVING JURISDICTION CONCERNINGEROSION AND SEDIMENTATION CONTROL.STORMWATER DISCHARGE DESIGN REQUIREMENTSSWPPPTHE NATURE OF THIS PROJECT WILL BE CONSISTENT WITH WHAT IS REPRESENTED IN THIS SET OF CONSTRUCTION PLANS ANDSPECIFICATIONS. SEE THE SWPPP PLAN SHEETS AND SWPPP NARRATIVE (ATTACHMENT A: CONSTRUCTION SWPPP TEMPLATE)FOR ADDITIONAL SITE SPECIFIC SWPPP INFORMATION. THE PLANS SHOW LOCATIONS AND TYPES OF ALL TEMPORARY ANDPERMANENT EROSION PREVENTION AND SEDIMENT CONTROL BMP'S. STANDARD DETAILS ARE ATTACHED TO THIS SWPPPDOCUMENT.THE INTENDED SEQUENCING OF MAJOR CONSTRUCTION ACTIVITIES IS AS FOLLOWS:1. INSTALL STABILIZED ROCK CONSTRUCTION ENTRANCE2. INSTALLATION OF SILT FENCE AROUND SITE3. INSTALL ORANGE CONSTRUCTION FENCING AROUND INFILTRATION AREAS4. INSTALL INLET PROTECTION AT ALL ADJACENT AND DOWNSTREAM CATCH BASINS5. CLEAR AND GRUB FOR TEMPORARY SEDIMENT BASIN / POND INSTALL6. CONSTRUCT TEMPORARY SEDIMENT BASIN / POND (SECTION 14)7. CLEAR AND GRUB REMAINDER OF SITE8. STRIP AND STOCKPILE TOPSOIL9. ROUGH GRADING OF SITE10. STABILIZE DENUDED AREAS AND STOCKPILES11. INSTALL SANITARY SEWER, WATER MAIN STORM SEWER AND SERVICES12. INSTALL SILT FENCE / INLET PROTECTION AROUND CB'S13. INSTALL STREET SECTION14. INSTALL CURB AND GUTTER15. BITUMINOUS ON STREETS16. FINAL GRADE BOULEVARD, INSTALL SEED AND MULCH17. REMOVE ACCUMULATED SEDIMENT FROM BASIN / POND18. FINAL GRADE POND / INFILTRATION BASINS (DO NOT COMPACT SOILS IN INFILTRATION AREAS.)19. WHEN ALL CONSTRUCTION ACTIVITY IS COMPLETE AND THE SITE IS STABILIZED BY EITHER SEED OR SOD/LANDSCAPING,REMOVE SILT FENCE AND RESEED ANY AREAS DISTURBED BY THE REMOVAL.RECORDS RETENTION:THE SWPPP (ORIGINAL OR COPIES) INCLUDING, ALL CHANGES TO IT, AND INSPECTIONS AND MAINTENANCE RECORDS MUST BEKEPT AT THE SITE DURING CONSTRUCTION BY THE PERMITTEE WHO HAS OPERATIONAL CONTROL OF THAT PORTION OF THESITE. THE SWPPP CAN BE KEPT IN EITHER THE FIELD OFFICE OR IN AN ON SITE VEHICLE DURING NORMAL WORKING HOURS.ALL OWNER(S) MUST KEEP THE SWPPP, ALONG WITH THE FOLLOWING ADDITIONAL RECORDS, ON FILE FOR THREE (3) YEARSAFTER SUBMITTAL OF THE NOT AS OUTLINED IN SECTION 4. THIS DOES NOT INCLUDE ANY RECORDS AFTER SUBMITTAL OF THENOT.1.THE FINAL SWPPP;2.ANY OTHER STORMWATER RELATED PERMITS REQUIRED FOR THE PROJECT;3.RECORDS OF ALL INSPECTION AND MAINTENANCE CONDUCTED DURING CONSTRUCTION (SEE SECTION 11, INSPECTIONSAND MAINTENANCE);4.ALL PERMANENT OPERATION AND MAINTENANCE AGREEMENTS THAT HAVE BEEN IMPLEMENTED, INCLUDING ALL RIGHT OFWAY, CONTRACTS, COVENANTS AND OTHER BINDING REQUIREMENTS REGARDING PERPETUAL MAINTENANCE; AND5.ALL REQUIRED CALCULATIONS FOR DESIGN OF THE TEMPORARY AND PERMANENT STORMWATER MANAGEMENTSYSTEMS.SWPPP IMPLEMENTATION RESPONSIBILITIES:1.THE OWNER AND CONTRACTOR ARE PERMITTEE(S) AS IDENTIFIED BY THE NPDES PERMIT.2.CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ON-SITE IMPLEMENTATION OF THE SWPPP, INCLUDING THE ACTIVITIES OFALL OF THE CONTRACTOR'S SUBCONTRACTORS.3.CONTRACTOR SHALL PROVIDE A PERSON(S) KNOWLEDGEABLE AND EXPERIENCED IN THE APPLICATION OF EROSIONPREVENTION AND SEDIMENT CONTROL BMPS TO OVERSEE ALL INSTALLATION AND MAINTENANCE OF BMPS ANDIMPLEMENTATION OF THE SWPPP.4.CONTRACTOR SHALL PROVIDE PERSON(S) MEETING THE TRAINING REQUIREMENTS OF THE NPDES PERMIT TO CONDUCTINSPECTION AND MAINTENANCE OF ALL EROSION PREVENTION AND SEDIMENT CONTROL BMPS IN ACCORDANCE WITHTHE REQUIREMENTS OF THE PERMIT. ONE OF THESE INDIVIDUAL(S) MUST BE AVAILABLE FOR AN ONSITE INSPECTIONWITHIN 72 HOURS UPON REQUEST BY MPCA. CONTRACTOR SHALL PROVIDE TRAINING DOCUMENTATION FOR THESEINDIVIDUAL(S) AS REQUIRED BY THE NPDES PERMIT. THIS TRAINING DOCUMENTATION SHALL BE RECORDED IN OR WITHTHE SWPPP BEFORE THE START OF CONSTRUCTION OR AS SOON AS THE PERSONNEL FOR THE PROJECT HAVE BEENDETERMINED. DOCUMENTATION SHALL INCLUDE:4.1.NAMES OF THE PERSONNEL ASSOCIATED WITH THE PROJECT THAT ARE REQUIRED TO BE TRAINED PER SECTION21 OF THE PERMIT.4.2.DATES OF TRAINING AND NAME OF INSTRUCTOR AND ENTITY PROVIDING TRAINING.4.3.CONTENT OF TRAINING COURSE OR WORKSHOP INCLUDING THE NUMBER OF HOURS OF TRAINING.5.FOLLOWING FINAL STABILIZATION AND THE TERMINATION OF COVERAGE FOR THE NPDES PERMIT, THE OWNER ISEXPECTED TO FURNISH LONG TERM OPERATION AND MAINTENANCE (O & M) OF THE PERMANENT STORM WATERMANAGEMENT SYSTEM.CONSTRUCTION ACTIVITY REQUIREMENTSSWPPP AMENDMENTS (SECTION 6):1.ONE OF THE INDIVIDUALS DESCRIBED IN ITEM 21.2.A OR ITEM 21.2.B OR ANOTHER QUALIFIED INDIVIDUAL MUST COMPLETEALL SWPPP CHANGES. CHANGES INVOLVING THE USE OF A LESS STRINGENT BMP MUST INCLUDE A JUSTIFICATIONDESCRIBING HOW THE REPLACEMENT BMP IS EFFECTIVE FOR THE SITE CHARACTERISTICS.2.PERMITTEES MUST AMEND THE SWPPP TO INCLUDE ADDITIONAL OR MODIFIED BMPS AS NECESSARY TO CORRECTPROBLEMS IDENTIFIED OR ADDRESS SITUATIONS WHENEVER THERE IS A CHANGE IN DESIGN, CONSTRUCTION,OPERATION, MAINTENANCE, WEATHER OR SEASONAL CONDITIONS HAVING A SIGNIFICANT EFFECT ON THE DISCHARGE OFPOLLUTANTS TO SURFACE WATERS OR GROUNDWATER.3.PERMITTEES MUST AMEND THE SWPPP TO INCLUDE ADDITIONAL OR MODIFIED BMPS AS NECESSARY TO CORRECTPROBLEMS IDENTIFIED OR ADDRESS SITUATIONS WHENEVER INSPECTIONS OR INVESTIGATIONS BY THE SITE OWNER OROPERATOR, USEPA OR MPCA OFFICIALS INDICATE THE SWPPP IS NOT EFFECTIVE IN ELIMINATING OR SIGNIFICANTLYMINIMIZING THE DISCHARGE OF POLLUTANTS TO SURFACE WATERS OR GROUNDWATER OR THE DISCHARGES ARECAUSING WATER QUALITY STANDARD EXCEEDANCES (E.G., NUISANCE CONDITIONS AS DEFINED IN MINN. R. 7050.0210,SUBP. 2) OR THE SWPPP IS NOT CONSISTENT WITH THE OBJECTIVES OF A USEPA APPROVED TMDL.BMP SELECTION AND INSTALLATION (SECTION 7):1.PERMITTEES MUST SELECT, INSTALL, AND MAINTAIN THE BMPS IDENTIFIED IN THE SWPPP AND IN THIS PERMIT IN ANAPPROPRIATE AND FUNCTIONAL MANNER AND IN ACCORDANCE WITH RELEVANT MANUFACTURER SPECIFICATIONS ANDACCEPTED ENGINEERING PRACTICES.EROSION PREVENTION (SECTION 8):1.BEFORE WORK BEGINS, PERMITTEES MUST DELINEATE THE LOCATION OF AREAS NOT TO BE DISTURBED.2.PERMITTEES MUST MINIMIZE THE NEED FOR DISTURBANCE OF PORTIONS OF THE PROJECT WITH STEEP SLOPES. WHENSTEEP SLOPES MUST BE DISTURBED, PERMITTEES MUST USE TECHNIQUES SUCH AS PHASING AND STABILIZATIONPRACTICES DESIGNED FOR STEEP SLOPES (E.G., SLOPE DRAINING AND TERRACING).3.PERMITTEES MUST STABILIZE ALL EXPOSED SOIL AREAS, INCLUDING STOCKPILES. STABILIZATION MUST BE INITIATEDIMMEDIATELY TO LIMIT SOIL EROSION WHEN CONSTRUCTION ACTIVITY HAS PERMANENTLY OR TEMPORARILY CEASED ONANY PORTION OF THE SITE AND WILL NOT RESUME FOR A PERIOD EXCEEDING 14 CALENDAR DAYS. STABILIZATION MUSTBE COMPLETED NO LATER THAN 14 CALENDAR DAYS AFTER THE CONSTRUCTION ACTIVITY HAS CEASED. STABILIZATION ISNOT REQUIRED ON CONSTRUCTED BASE COMPONENTS OF ROADS, PARKING LOTS AND SIMILAR SURFACES.STABILIZATION IS NOT REQUIRED ON TEMPORARY STOCKPILES WITHOUT SIGNIFICANT SILT, CLAY OR ORGANICCOMPONENTS (E.G., CLEAN AGGREGATE STOCKPILES, DEMOLITION CONCRETE STOCKPILES, SAND STOCKPILES) BUTPERMITTEES MUST PROVIDE SEDIMENT CONTROLS AT THE BASE OF THE STOCKPILE.4.FOR PUBLIC WATERS THAT THE MINNESOTA DNR HAS PROMULGATED "WORK IN WATER RESTRICTIONS" DURINGSPECIFIED FISH SPAWNING TIME FRAMES, PERMITTEES MUST COMPLETE STABILIZATION OF ALL EXPOSED SOIL AREASWITHIN 200 FEET OF THE WATER'S EDGE, AND THAT DRAIN TO THESE WATERS, WITHIN 24 HOURS DURING THERESTRICTION PERIOD.5.PERMITTEES MUST STABILIZE THE NORMAL WETTED PERIMETER OF THE LAST 200 LINEAR FEET OF TEMPORARY ORPERMANENT DRAINAGE DITCHES OR SWALES THAT DRAIN WATER FROM THE SITE WITHIN 24 HOURS AFTER CONNECTINGTO A SURFACE WATER OR PROPERTY EDGE. PERMITTEES MUST COMPLETE STABILIZATION OF REMAINING PORTIONS OFTEMPORARY OR PERMANENT DITCHES OR SWALES WITHIN 14 CALENDAR DAYS AFTER CONNECTING TO A SURFACEWATER OR PROPERTY EDGE AND CONSTRUCTION IN THAT PORTION OF THE DITCH TEMPORARILY OR PERMANENTLYCEASES.6.TEMPORARY OR PERMANENT DITCHES OR SWALES BEING USED AS A SEDIMENT CONTAINMENT SYSTEM DURINGCONSTRUCTION (WITH PROPERLY DESIGNED ROCK-DITCH CHECKS, BIO ROLLS, SILT DIKES, ETC.) DO NOT NEED TO BESTABILIZED. PERMITTEES MUST STABILIZE THESE AREAS WITHIN 24 HOURS AFTER THEIR USE AS A SEDIMENTCONTAINMENT SYSTEM CEASES7.PERMITTEES MUST NOT USE MULCH, HYDROMULCH, TACKIFIER, POLYACRYLAMIDE OR SIMILAR EROSION PREVENTIONPRACTICES WITHIN ANY PORTION OF THE NORMAL WETTED PERIMETER OF A TEMPORARY OR PERMANENT DRAINAGEDITCH OR SWALE SECTION WITH A CONTINUOUS SLOPE OF GREATER THAN 2 PERCENT.8.PERMITTEES MUST PROVIDE TEMPORARY OR PERMANENT ENERGY DISSIPATION AT ALL PIPE OUTLETS WITHIN 24 HOURSAFTER CONNECTION TO A SURFACE WATER OR PERMANENT STORMWATER TREATMENT SYSTEM.9.PERMITTEES MUST NOT DISTURB MORE LAND (I.E., PHASING) THAN CAN BE EFFECTIVELY INSPECTED AND MAINTAINED INACCORDANCE WITH SECTION 11.SEDIMENT CONTROL (SECTION 9):1.PERMITTEES MUST ESTABLISH SEDIMENT CONTROL BMPS ON ALL DOWNGRADIENT PERIMETERS OF THE SITE ANDDOWNGRADIENT AREAS OF THE SITE THAT DRAIN TO ANY SURFACE WATER, INCLUDING CURB AND GUTTER SYSTEMS.PERMITTEES MUST LOCATE SEDIMENT CONTROL PRACTICES UPGRADIENT OF ANY BUFFER ZONES. PERMITTEES MUSTINSTALL SEDIMENT CONTROL PRACTICES BEFORE ANY UPGRADIENT LAND-DISTURBING ACTIVITIES BEGIN AND MUST KEEPTHE SEDIMENT CONTROL PRACTICES IN PLACE UNTIL THEY ESTABLISH PERMANENT COVER.2.IF DOWNGRADIENT SEDIMENT CONTROLS ARE OVERLOADED, BASED ON FREQUENT FAILURE OR EXCESSIVEMAINTENANCE REQUIREMENTS, PERMITTEES MUST INSTALL ADDITIONAL UPGRADIENT SEDIMENT CONTROL PRACTICESOR REDUNDANT BMPS TO ELIMINATE THE OVERLOADING AND AMEND THE SWPPP TO IDENTIFY THESE ADDITIONALPRACTICES AS REQUIRED IN ITEM 6.3.3.TEMPORARY OR PERMANENT DRAINAGE DITCHES AND SEDIMENT BASINS DESIGNED AS PART OF A SEDIMENTCONTAINMENT SYSTEM (E.G., DITCHES WITH ROCK-CHECK DAMS) REQUIRE SEDIMENT CONTROL PRACTICES ONLY ASAPPROPRIATE FOR SITE CONDITIONS.4.A FLOATING SILT CURTAIN PLACED IN THE WATER IS NOT A SEDIMENT CONTROL BMP TO SATISFY ITEM 9.2 EXCEPT WHENWORKING ON A SHORELINE OR BELOW THE WATERLINE. IMMEDIATELY AFTER THE SHORT TERM CONSTRUCTION ACTIVITY(E.G., INSTALLATION OF RIP RAP ALONG THE SHORELINE) IN THAT AREA IS COMPLETE, PERMITTEES MUST INSTALL ANUPLAND PERIMETER CONTROL PRACTICE IF EXPOSED SOILS STILL DRAIN TO A SURFACE WATER.5.PERMITTEES MUST RE-INSTALL ALL SEDIMENT CONTROL PRACTICES ADJUSTED OR REMOVED TO ACCOMMODATESHORT-TERM ACTIVITIES SUCH AS CLEARING OR GRUBBING, OR PASSAGE OF VEHICLES, IMMEDIATELY AFTER THESHORT-TERM ACTIVITY IS COMPLETED. PERMITTEES MUST RE-INSTALL SEDIMENT CONTROL PRACTICES BEFORE THENEXT PRECIPITATION EVENT EVEN IF THE SHORT-TERM ACTIVITY IS NOT COMPLETE.6.PERMITTEES MUST PROTECT ALL STORM DRAIN INLETS USING APPROPRIATE BMPS DURING CONSTRUCTION UNTIL THEYESTABLISH PERMANENT COVER ON ALL AREAS WITH POTENTIAL FOR DISCHARGING TO THE INLET.7.PERMITTEES MAY REMOVE INLET PROTECTION FOR A PARTICULAR INLET IF A SPECIFIC SAFETY CONCERN (E.G. STREETFLOODING/FREEZING) IS IDENTIFIED BY THE PERMITTEES OR THE JURISDICTIONAL AUTHORITY (E.G.,CITY/COUNTY/TOWNSHIP/MINNESOTA DEPARTMENT OF TRANSPORTATION ENGINEER). PERMITTEES MUST DOCUMENT THENEED FOR REMOVAL IN THE SWPPP.8.PERMITTEES MUST PROVIDE SILT FENCE OR OTHER EFFECTIVE SEDIMENT CONTROLS AT THE BASE OF STOCKPILES ONTHE DOWNGRADIENT PERIMETER.9.PERMITTEES MUST LOCATE STOCKPILES OUTSIDE OF NATURAL BUFFERS OR SURFACE WATERS, INCLUDINGSTORMWATER CONVEYANCES SUCH AS CURB AND GUTTER SYSTEMS UNLESS THERE IS A BYPASS IN PLACE FOR THESTORMWATER. 10. PERMITTEES MUST INSTALL A VEHICLE TRACKING BMP TO MINIMIZE THE TRACK OUT OF SEDIMENT FROM THECONSTRUCTION SITE OR ONTO PAVED ROADS WITHIN THE SITE. 11. PERMITTEES MUST USE STREET SWEEPING IF VEHICLE TRACKING BMPS ARE NOT ADEQUATE TO PREVENT SEDIMENTTRACKING ONTO THE STREET. 12. PERMITTEES MUST INSTALL TEMPORARY SEDIMENT BASINS AS REQUIRED IN SECTION 14. 13. IN ANY AREAS OF THE SITE WHERE FINAL VEGETATIVE STABILIZATION WILL OCCUR, PERMITTEES MUST RESTRICT VEHICLEAND EQUIPMENT USE TO MINIMIZE SOIL COMPACTION. 14. PERMITTEES MUST PRESERVE TOPSOIL ON THE SITE, UNLESS INFEASIBLE. 15. PERMITTEES MUST DIRECT DISCHARGES FROM BMPS TO VEGETATED AREAS UNLESS INFEASIBLE. 16. PERMITTEES MUST PRESERVE A 50 FOOT NATURAL BUFFER OR, IF A BUFFER IS INFEASIBLE ON THE SITE, PROVIDEREDUNDANT (DOUBLE) PERIMETER SEDIMENT CONTROLS WHEN A SURFACE WATER IS LOCATED WITHIN 50 FEET OF THEPROJECT'S EARTH DISTURBANCES AND STORMWATER FLOWS TO THE SURFACE WATER. PERMITTEES MUST INSTALLPERIMETER SEDIMENT CONTROLS AT LEAST 5 FEET APART UNLESS LIMITED BY LACK OF AVAILABLE SPACE. NATURALBUFFERS ARE NOT REQUIRED ADJACENT TO ROAD DITCHES, JUDICIAL DITCHES, COUNTY DITCHES, STORMWATERCONVEYANCE CHANNELS, STORM DRAIN INLETS, AND SEDIMENT BASINS. IF PRESERVING THE BUFFER IS INFEASIBLE,PERMITTEES MUST DOCUMENT THE REASONS IN THE SWPPP. SHEET PILING IS A REDUNDANT PERIMETER CONTROL IFINSTALLED IN A MANNER THAT RETAINS ALL STORMWATER. 17. PERMITTEES MUST USE POLYMERS, FLOCCULANTS, OR OTHER SEDIMENTATION TREATMENT CHEMICALS IN ACCORDANCEWITH ACCEPTED ENGINEERING PRACTICES, DOSING SPECIFICATIONS AND SEDIMENT REMOVAL DESIGN SPECIFICATIONSPROVIDED BY THE MANUFACTURER OR SUPPLIER. THE PERMITTEES MUST USE CONVENTIONAL EROSION AND SEDIMENTCONTROLS PRIOR TO CHEMICAL ADDITION AND MUST DIRECT TREATED STORMWATER TO A SEDIMENT CONTROL SYSTEMFOR FILTRATION OR SETTLEMENT OF THE FLOC PRIOR TO DISCHARGE.DEWATERING AND BASIN DRAINING (SECTION 10):1.PERMITTEES MUST DISCHARGE TURBID OR SEDIMENT-LADEN WATERS RELATED TO DEWATERING OR BASIN DRAINING(E.G., PUMPED DISCHARGES, TRENCH/DITCH CUTS FOR DRAINAGE) TO A TEMPORARY OR PERMANENT SEDIMENT BASINON THE PROJECT SITE UNLESS INFEASIBLE. PERMITTEES MAY DEWATER TO SURFACE WATERS IF THEY VISUALLY CHECKTO ENSURE ADEQUATE TREATMENT HAS BEEN OBTAINED AND NUISANCE CONDITIONS (SEE MINN. R. 7050.0210, SUBP. 2)WILL NOT RESULT FROM THE DISCHARGE. IF PERMITTEES CANNOT DISCHARGE THE WATER TO A SEDIMENTATION BASINPRIOR TO ENTERING A SURFACE WATER, PERMITTEES MUST TREAT IT WITH APPROPRIATE BMPS SUCH THAT THEDISCHARGE DOES NOT ADVERSELY AFFECT THE SURFACE WATER OR DOWNSTREAM PROPERTIES.2.IF PERMITTEES MUST DISCHARGE WATER CONTAINING OIL OR GREASE, THEY MUST USE AN OIL-WATER SEPARATOR ORSUITABLE FILTRATION DEVICE (E.G., CARTRIDGE FILTERS, ABSORBENTS PADS) PRIOR TO DISCHARGE.3.PERMITTEES MUST DISCHARGE ALL WATER FROM DEWATERING OR BASIN-DRAINING ACTIVITIES IN A MANNER THAT DOESNOT CAUSE EROSION OR SCOUR IN THE IMMEDIATE VICINITY OF DISCHARGE POINTS OR INUNDATION OF WETLANDS INTHE IMMEDIATE VICINITY OF DISCHARGE POINTS THAT CAUSES SIGNIFICANT ADVERSE IMPACT TO THE WETLAND.4.IF PERMITTEES USE FILTERS WITH BACKWASH WATER, THEY MUST HAUL THE BACKWASH WATER AWAY FOR DISPOSAL,RETURN THE BACKWASH WATER TO THE BEGINNING OF THE TREATMENT PROCESS, OR INCORPORATE THE BACKWASHWATER INTO THE SITE IN A MANNER THAT DOES NOT CAUSE EROSION.INSPECTIONS AND MAINTENANCE (SECTION 11):1.PERMITTEES MUST ENSURE A TRAINED PERSON, AS IDENTIFIED IN ITEM 21.2.B, WILL INSPECT THE ENTIRE CONSTRUCTIONSITE AT LEAST ONCE EVERY SEVEN (7) DAYS DURING ACTIVE CONSTRUCTION AND WITHIN 24 HOURS AFTER A RAINFALLEVENT GREATER THAN 1/2 INCH IN 24 HOURS.2.PERMITTEES MUST INSPECT AND MAINTAIN ALL PERMANENT STORMWATER TREATMENT BMPS.3.PERMITTEES MUST INSPECT ALL EROSION PREVENTION AND SEDIMENT CONTROL BMPS AND POLLUTION PREVENTIONMANAGEMENT MEASURES TO ENSURE INTEGRITY AND EFFECTIVENESS. PERMITTEES MUST REPAIR, REPLACE ORSUPPLEMENT ALL NONFUNCTIONAL BMPS WITH FUNCTIONAL BMPS BY THE END OF THE NEXT BUSINESS DAY AFTERDISCOVERY UNLESS ANOTHER TIME FRAME IS SPECIFIED IN ITEM 11.5 OR 11.6. PERMITTEES MAY TAKE ADDITIONAL TIME IFFIELD CONDITIONS PREVENT ACCESS TO THE AREA.4.DURING EACH INSPECTION, PERMITTEES MUST INSPECT SURFACE WATERS, INCLUDING DRAINAGE DITCHES ANDCONVEYANCE SYSTEMS BUT NOT CURB AND GUTTER SYSTEMS, FOR EVIDENCE OF EROSION AND SEDIMENT DEPOSITION.PERMITTEES MUST REMOVE ALL DELTAS AND SEDIMENT DEPOSITED IN SURFACE WATERS, INCLUDING DRAINAGE WAYS,CATCH BASINS, AND OTHER DRAINAGE SYSTEMS AND RESTABILIZE THE AREAS WHERE SEDIMENT REMOVAL RESULTS INEXPOSED SOIL. PERMITTEES MUST COMPLETE REMOVAL AND STABILIZATION WITHIN SEVEN (7) CALENDAR DAYS OFDISCOVERY UNLESS PRECLUDED BY LEGAL, REGULATORY, OR PHYSICAL ACCESS CONSTRAINTS. PERMITTEES MUST USEALL REASONABLE EFFORTS TO OBTAIN ACCESS. IF PRECLUDED, REMOVAL AND STABILIZATION MUST TAKE PLACE WITHINSEVEN (7) DAYS OF OBTAINING ACCESS. PERMITTEES ARE RESPONSIBLE FOR CONTACTING ALL LOCAL, REGIONAL, STATEAND FEDERAL AUTHORITIES AND RECEIVING ANY APPLICABLE PERMITS, PRIOR TO CONDUCTING ANY WORK IN SURFACEWATERS.5.PERMITTEES MUST INSPECT CONSTRUCTION SITE VEHICLE EXIT LOCATIONS, STREETS AND CURB AND GUTTER SYSTEMSWITHIN AND ADJACENT TO THE PROJECT FOR SEDIMENTATION FROM EROSION OR TRACKED SEDIMENT FROM VEHICLES.PERMITTEES MUST REMOVE SEDIMENT FROM ALL PAVED SURFACES WITHIN ONE (1) CALENDAR DAY OF DISCOVERY OR, IFAPPLICABLE, WITHIN A SHORTER TIME TO AVOID A SAFETY HAZARD TO USERS OF PUBLIC STREETS.6.PERMITTEES MUST REPAIR, REPLACE OR SUPPLEMENT ALL PERIMETER CONTROL DEVICES WHEN THEY BECOMENONFUNCTIONAL OR THE SEDIMENT REACHES 1/2 OF THE HEIGHT OF THE DEVICE.7.PERMITTEES MUST DRAIN TEMPORARY AND PERMANENT SEDIMENTATION BASINS AND REMOVE THE SEDIMENT WHEN THEDEPTH OF SEDIMENT COLLECTED IN THE BASIN REACHES 1/2 THE STORAGE VOLUME.8.PERMITTEES MUST ENSURE THAT AT LEAST ONE INDIVIDUAL PRESENT ON THE SITE (OR AVAILABLE TO THE PROJECT SITEIN THREE (3) CALENDAR DAYS) IS TRAINED IN THE JOB DUTIES DESCRIBED IN ITEM 21.2.B.9.PERMITTEES MAY ADJUST THE INSPECTION SCHEDULE DESCRIBED IN ITEM 11.2 AS FOLLOWS:a. INSPECTIONS OF AREAS WITH PERMANENT COVER CAN BE REDUCED TO ONCE PER MONTH, EVEN IF CONSTRUCTIONACTIVITY CONTINUES ON OTHER PORTIONS OF THE SITE; ORb.WHERE SITES HAVE PERMANENT COVER ON ALL EXPOSED SOIL AND NO CONSTRUCTION ACTIVITY IS OCCURRINGANYWHERE ON THE SITE, INSPECTIONS CAN BE REDUCED TO ONCE PER MONTH AND, AFTER 12 MONTHS, MAY BESUSPENDED COMPLETELY UNTIL CONSTRUCTION ACTIVITY RESUMES. THE MPCA MAY REQUIRE INSPECTIONS TORESUME IF CONDITIONS WARRANT; ORc.WHERE CONSTRUCTION ACTIVITY HAS BEEN SUSPENDED DUE TO FROZEN GROUND CONDITIONS, INSPECTIONS MAYBE SUSPENDED. INSPECTIONS MUST RESUME WITHIN 24 HOURS OF RUNOFF OCCURRING, OR UPON RESUMINGCONSTRUCTION, WHICHEVER COMES FIRST. 10. PERMITTEES MUST RECORD ALL INSPECTIONS AND MAINTENANCE ACTIVITIES WITHIN 24 HOURS OF BEING CONDUCTEDAND THESE RECORDS MUST BE RETAINED WITH THE SWPPP. THESE RECORDS MUST INCLUDE:a.DATE AND TIME OF INSPECTIONS; ANDb.NAME OF PERSONS CONDUCTING INSPECTIONS; ANDc.ACCURATE FINDINGS OF INSPECTIONS, INCLUDING THE SPECIFIC LOCATION WHERE CORRECTIVE ACTIONS ARENEEDED; ANDd.CORRECTIVE ACTIONS TAKEN (INCLUDING DATES, TIMES, AND PARTY COMPLETING MAINTENANCE ACTIVITIES); ANDe.DATE OF ALL RAINFALL EVENTS GREATER THAN 1/2 INCHES IN 24 HOURS, AND THE AMOUNT OF RAINFALL FOR EACHEVENT. PERMITTEES MUST OBTAIN RAINFALL AMOUNTS BY EITHER A PROPERLY MAINTAINED RAIN GAUGE INSTALLEDONSITE, A WEATHER STATION THAT IS WITHIN ONE (1) MILE OF YOUR LOCATION, OR A WEATHER REPORTING SYSTEMTHAT PROVIDES SITE SPECIFIC RAINFALL DATA FROM RADAR SUMMARIES; ANDf.IF PERMITTEES OBSERVE A DISCHARGE DURING THE INSPECTION, THEY MUST RECORD AND SHOULD PHOTOGRAPHAND DESCRIBE THE LOCATION OF THE DISCHARGE (I.E., COLOR, ODOR, SETTLED OR SUSPENDED SOLIDS, OIL SHEEN,AND OTHER OBVIOUS INDICATORS OF POLLUTANTS); ANDg.ANY AMENDMENTS TO THE SWPPP PROPOSED AS A RESULT OF THE INSPECTION MUST BE DOCUMENTED ASREQUIRED IN SECTION 6 WITHIN SEVEN (7) CALENDAR DAYS.POLLUTION PREVENTION MANAGEMENT (SECTION 12):1.PERMITTEES MUST PLACE BUILDING PRODUCTS AND LANDSCAPE MATERIALS UNDER COVER (E.G., PLASTIC SHEETING ORTEMPORARY ROOFS) OR PROTECT THEM BY SIMILARLY EFFECTIVE MEANS DESIGNED TO MINIMIZE CONTACT WITHSTORMWATER. PERMITTEES ARE NOT REQUIRED TO COVER OR PROTECT PRODUCTS WHICH ARE EITHER NOT A SOURCEOF CONTAMINATION TO STORMWATER OR ARE DESIGNED TO BE EXPOSED TO STORMWATER.2.PERMITTEES MUST PLACE PESTICIDES, FERTILIZERS AND TREATMENT CHEMICALS UNDER COVER (E.G., PLASTICSHEETING OR TEMPORARY ROOFS) OR PROTECT THEM BY SIMILARLY EFFECTIVE MEANS DESIGNED TO MINIMIZECONTACT WITH STORMWATER.3.PERMITTEES MUST STORE HAZARDOUS MATERIALS AND TOXIC WASTE, (INCLUDING OIL, DIESEL FUEL, GASOLINE,HYDRAULIC FLUIDS, PAINT SOLVENTS, PETROLEUM-BASED PRODUCTS, WOOD PRESERVATIVES, ADDITIVES, CURINGCOMPOUNDS, AND ACIDS) IN SEALED CONTAINERS TO PREVENT SPILLS, LEAKS OR OTHER DISCHARGE. STORAGE ANDDISPOSAL OF HAZARDOUS WASTE MATERIALS MUST BE IN COMPLIANCE WITH MINN. R. CH. 7045 INCLUDING SECONDARYCONTAINMENT AS APPLICABLE.4.PERMITTEES MUST PROPERLY STORE, COLLECT AND DISPOSE SOLID WASTE IN COMPLIANCE WITH MINN. R. CH. 7035.5.PERMITTEES MUST POSITION PORTABLE TOILETS SO THEY ARE SECURE AND WILL NOT TIP OR BE KNOCKED OVER.PERMITTEES MUST PROPERLY DISPOSE SANITARY WASTE IN ACCORDANCE WITH MINN. R. CH. 7041.6.PERMITTEES MUST TAKE REASONABLE 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 OFDRIP PANS OR ABSORBENTS UNLESS INFEASIBLE. PERMITTEES MUST ENSURE ADEQUATE SUPPLIES ARE AVAILABLE ATALL TIMES TO CLEAN UP DISCHARGED MATERIALS AND THAT AN APPROPRIATE DISPOSAL METHOD IS AVAILABLE FORRECOVERED SPILLED MATERIALS. PERMITTEES MUST REPORT AND CLEAN UP SPILLS IMMEDIATELY AS REQUIRED BYMINN. STAT. 115.061, USING DRY CLEAN UP MEASURES WHERE POSSIBLE.7.PERMITTEES MUST LIMIT VEHICLE EXTERIOR WASHING AND EQUIPMENT TO A DEFINED AREA OF THE SITE. PERMITTEESMUST CONTAIN RUNOFF FROM THE WASHING AREA IN A SEDIMENT BASIN OR OTHER SIMILARLY EFFECTIVE CONTROLSAND MUST DISPOSE WASTE FROM THE WASHING ACTIVITY PROPERLY. PERMITTEES MUST PROPERLY USE AND STORESOAPS, DETERGENTS, OR SOLVENTS.8.PERMITTEES MUST PROVIDE EFFECTIVE CONTAINMENT FOR ALL LIQUID AND SOLID WASTES GENERATED BY WASHOUTOPERATIONS (E.G., CONCRETE, STUCCO, PAINT, FORM RELEASE OILS, CURING COMPOUNDS AND OTHER CONSTRUCTIONMATERIALS) RELATED TO THE CONSTRUCTION ACTIVITY. PERMITTEES MUST PREVENT LIQUID AND SOLID WASHOUTWASTES FROM CONTACTING THE GROUND AND MUST DESIGN THE CONTAINMENT SO IT DOES NOT RESULT IN RUNOFFFROM THE WASHOUT OPERATIONS OR AREAS. PERMITTEES MUST PROPERLY DISPOSE LIQUID AND SOLID WASTES INCOMPLIANCE WITH MPCA RULES. PERMITTEES MUST INSTALL A SIGN INDICATING THE LOCATION OF THE WASHOUTFACILITY.PERMIT TERMINATION (SECTION 4 AND SECTION 13):1.PERMITTEES MUST SUBMIT A NOT WITHIN 30 DAYS AFTER ALL TERMINATION CONDITIONS LISTED IN SECTION 13 ARECOMPLETE.2.PERMITTEES MUST SUBMIT A NOT WITHIN 30 DAYS AFTER SELLING OR OTHERWISE LEGALLY TRANSFERRING THE ENTIRESITE, INCLUDING PERMIT RESPONSIBILITY FOR ROADS (E.G., STREET SWEEPING) AND STORMWATER INFRASTRUCTUREFINAL CLEAN OUT, OR TRANSFERRING PORTIONS OF A SITE TO ANOTHER PARTY. THE PERMITTEES' COVERAGE UNDERTHIS PERMIT TERMINATES AT MIDNIGHT ON THE SUBMISSION DATE OF THE NOT.3.PERMITTEES MUST COMPLETE ALL CONSTRUCTION ACTIVITY AND MUST INSTALL PERMANENT COVER OVER ALL AREASPRIOR TO SUBMITTING THE NOT. VEGETATIVE COVER MUST CONSIST OF A UNIFORM PERENNIAL VEGETATION WITH ADENSITY OF 70 PERCENT OF ITS EXPECTED FINAL GROWTH. VEGETATION IS NOT REQUIRED WHERE THE FUNCTION OF ASPECIFIC AREA DICTATES NO VEGETATION, SUCH AS IMPERVIOUS SURFACES OR THE BASE OF A SAND FILTER.4.PERMITTEES MUST CLEAN THE PERMANENT STORMWATER TREATMENT SYSTEM OF ANY ACCUMULATED SEDIMENT ANDMUST ENSURE THE SYSTEM MEETS ALL APPLICABLE REQUIREMENTS IN SECTION 15 THROUGH 19 AND IS OPERATING ASDESIGNED.5.PERMITTEES MUST REMOVE ALL SEDIMENT FROM CONVEYANCE SYSTEMS PRIOR TO SUBMITTING THE NOT.6.PERMITTEES MUST REMOVE ALL TEMPORARY SYNTHETIC EROSION PREVENTION AND SEDIMENT CONTROL BMPS PRIORTO SUBMITTING THE NOT. PERMITTEES MAY LEAVE BMPS DESIGNED TO DECOMPOSE ON-SITE IN PLACE.7.FOR RESIDENTIAL CONSTRUCTION ONLY, PERMIT COVERAGE TERMINATES ON INDIVIDUAL LOTS IF THE STRUCTURES AREFINISHED AND TEMPORARY EROSION PREVENTION AND DOWNGRADIENT PERIMETER CONTROL IS COMPLETE, THERESIDENCE SELLS TO THE HOMEOWNER, AND THE PERMITTEE DISTRIBUTES THE MPCA'S "HOMEOWNER FACT SHEET" TOTHE HOMEOWNER.8.FOR CONSTRUCTION PROJECTS ON AGRICULTURAL LAND (E.G., PIPELINES ACROSS CROPLAND), PERMITTEES MUSTRETURN THE DISTURBED LAND TO ITS PRECONSTRUCTION AGRICULTURAL USE PRIOR TO SUBMITTING THE NOT.SEED NOTES:ALL SEED MIXES AND APPLICATION SHALL BE IN ACCORDANCE WITH THE MNDOT SEEDING MANUAL.GENERAL RECOMMENDATIONS:THE CONTRACTOR IS RESPONSIBLE TO SALVAGE AND PRESERVE EXISTING TOPSOIL NECESSARY FOR FINAL STABILIZATIONAND TO ALSO MINIMIZE COMPACTION IN ALL LANDSCAPE AREAS. IMMEDIATELY BEFORE SEEDING THE SOIL SHALL BE TILLED TOA MINIMUM DEPTH OF 3 INCHES.TEMPORARY EROSION CONTROL SEEDING, MULCHING & BLANKET.SEED·TEMPORARY SEED SHALL BE MNDOT SEED MIX 21-112 (WINTER WHEAT COVER CROP) FOR WINTER AND 21-111 (OATSCOVER CROP) FOR SPRING/SUMMER APPLICATIONS. BOTH SEED MIXES SHALL BE APPLIED AT A SEEDING RATE OF 100LBS/ACRE.MULCH·IMMEDIATELY AFTER SEEDING, WITHIN 24 HOURS, MNDOT TYPE 1 MULCH SHOULD BE APPLIED TO PROTECT AND ENHANCESEED GERMINATION. MULCH SHALL BE APPLIED AT 90% COVERAGE (2 TONS PER ACRE OF STRAW MULCH)SLOPES·3:1 (HORIZ/VERT.) OR FLATTER MUCH SHALL BE COVERED WITH MULCH·SLOPES STEEPER THAN 3:1 OR DITCH BOTTOMS SHALL BE COVERED WITH EROSION CONTROL BLANKET.·SEE PLAN FOR MORE DETAILED DITCH AND STEEP SLOPE EROSION CONTROL TREATMENTS.GENERAL SWPPP REQUIREMENTS AND NOTES: Civil Engineering Surveying Landscape Architecture4931 W. 35th Street, Suite 200St. Louis Park, MN 55416civilsitegroup.com 612-615-00602401 NE LOWRY AVE 2401 NE LOWRY AVENUE; ST. ANTHONY, MN 55418 6390 CARLSON DRIVE; EDEN PRAIRIE, MN 55346 INTERSTATE DEVELOPMENT CORPORATION PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:21308............07/20/21CITY SUBMITTALDRAWN BY:REVIEWED BY:KW, RLMP, PS..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N44263Matthew R. PavekLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.07/20/21REVISION SUMMARYDATEDESCRIPTIONSW1.4SWPPP - ATTACHMENTS............ATTACHMENT A: SITE SPECIFIC SWPPP DOCUMENTPROJECT NAME: 2401 LOWRY AVE NEPROJECT LOCATION (BRIEFLY DESCRIBE WHERE CONSTRUCTION ACTIVITY OCCURS. INCLUDE ADDRESS IF AVAILABLE.)ADDRESS: 2401 LOWRY AVE NECITY OR TOWNSHIP: ST. ANTHONYSTATE: MNZIP CODE: 55418LATITUDE/LONGITUDE OF APPROXIMATE CENTROID OF PROJECT: 45.013885 N, 93.225679 WMETHOD OF LAT/LONG COLLECTION (CIRCLE ONE): GPS ONLINE TOOL USGS TOPOGRAPHICALL CITIES WHERE CONSTRUCTION WILL OCCUR: ST. ANTHONY, MINNEAPOLISALL COUNTIES WHERE CONSTRUCTION WILL OCCUR: NAALL TOWNSHIPS WHERE CONSTRUCTION WILL OCCUR: HENNEPINPROJECT SIZE (NUMBER OF ACRES TO BE DISTURBED): 1.90PROJECT TYPE (CIRCLE ONE): RESIDENTIAL COMMERCIAL/INDUSTRIAL ROAD CONSTRUCTION RESIDENTIAL & RD CONSTRUCTION OTHER (DESCRIBE): XXXXXCUMULATIVE IMPERVIOUS SURFACE (TO THE NEAREST TENTH ACRE)EXISTING AREA OF IMPERVIOUS SURFACE : 1.6POST CONSTRUCTION AREA OF IMPERVIOUS SURFACE: 1.2TOTAL NEW AREA OF IMPERVIOUS SURFACE: -0.4RECEIVING WATERSWATER BODY IDNAME OF WATER BODY WATER BODY TYPE SPECIAL WATER? (Y/N) IMPARIED WATER (Y/N)....................DATES OF CONSTRUCTIONCONSTRUCTION START DATE: 10/2021ESTIMATED COMPLETION DATE: 04/2023GENERAL CONSTRUCTION PROJECT INFORMATIONDESCRIBE THE CONSTRUCTION ACTIVITY (WHAT WILL BE BUILT, GENERAL TIMELINE, ETC): OFFICE BUILDING WILL BE DEMOLISHED, RESIDENTIAL BUILDING TO BE BUILT WITH PARKING LOTDESCRIBE SOIL TYPES FOUND AT THE PROJECT: CLAYEY, POORLY INFILTRATING SOILS WITH KNOWN CONTAMINANTS.SITE LOCATION MAP - ATTACH MAPS (U.S. GEOLOGIC SURVEY 7.5 MINUTE QUADRANGLE, NATIONAL WETLAND INVENTORY MAPS OR EQUIVALENT) SHOWING THE LOCATION AND TYPE OF ALL RECEIVING WATERS, INCLUDINGWETLANDS, DRAINAGE DITCHES, STORMWATER PONDS, OR BASINS, ETC. THAT WILL RECEIVE RUNOFF FROM THE PROJECT. USE ARROWS SHOWING THE DIRECTION OF FLOW AND DISTANCE TO THE WATER BODY.GENERAL SITE INFORMATION (III.A)1. DESCRIBE THE LOCATION AND TYPE OF ALL TEMPORARY AND PERMANENT EROSION PREVENTION AND SEDIMENT CONTROL BEST MANAGEMENT PRACTICIES (BMP'S). INCLUDE THE TIMING FOR INSTALLATION AND PROCEDURESUSED TO ESTABLISH ADDITIONAL TEMPORARY BMP'S AS NECESSARY. (III.A.4.A)THE PROJECT IS PROTECTED BY TWO (W) MAIN BMP'S, SILT FENCE AND INLET PROTECTION DEVICES. THE SILT FENCE WILL BE INSTALLED AT THE DOWNHILL LOCATIONS OF THE SITE AND MONITORED AS NECESSARY. INLETPROTECTION DEVIDES WILL BE INSTALLED IN ALL CATCH BASINS ON THE SITE AND ANY OFF SITE THAT WILL RECEIVE STORMWATER RUNOFF FROM THIS SITE. AS THE PROJECT PROGRESSES ADDITIONAL BMP'S SUCH AS EROSIONCONTROL BLANKET MAY BE UTILITZED.2. ATTACH TO THIS SWPPP A TABLE WITH THE ANTICIPATED QUANITITIES FOR THE LIFE OF THE PROJECT FOR ALL EROSION PREVENTION AND SEDIMENT CONTROL BMP'S (III.A.4.B) SEE PAGE SW1.33. ATTACH TO THIS SWPPP A SITE MAP THAT INCLUDES THE FOLLOWING FEATURES (III.A.3.B-F):EXIST AND FINAL GRADES, INCLUDING DIVIDING LINES AND DIRECTION OF FLOW FOR ALL PRE AND POST-CONSTRUCTION STORMRWATER RUNOFF DRAINAGE AREAS LOCATED WITHIN THE PROJECT LIMITS.LOCATIONS OF IMPERVIOUS SURFACES AND SOIL TYPES.·EXISTING AND FINAL GRADES, INCLUDING DIVIDING LINES AND DIRECTION OF FLOW FOR ALL PRE AND POST-CONSTRUCTION STORMWATER RUNOFF DRAINAGE AREAS LOCATED WITHIN PROJECT LIMITS.·LOCATIONS OF AREAS NOT TO BE DISTRUBED.·LOCATION OF AREAS OF PHASED CONSTRUCTION.·ALL SURFACE WATERS AND EXISTING WETLANDS WITHIN ONE MILE FROM THE PROJECT BOUNDARIES THAT WILL RECEIVE STORMWATER RUNOFF FROM THE SITE (IDENTIFIABLE ON MAPS SUCH AS USGS 7.5 MINUTEQUADRANGLE MAPS OR EQUIVALENT. WHERE SURFACE WATERS RECEIVING RUNOFF ASSOCIATED WITH CONSTRUCTION ACTIVITY WILL NOT FIT ON THE PLAN SHEET, THEY MUST BE IDENTIFIED WITH AN ARROW,INDICATING BOTH DIRECTION AND DISTANCE TO THE SURFACE WATER.·METHODS TO BE USED FOR FINAL STABILIZATION OF ALL EXPOSED SOIL AREA4. WERE STORMWATER MITIGATION MEASURES REQUIRED AS THE RESULT OF AN ENVIRONMENTAL, ARCHAEOLOGICAL, OR OTHER REQUIRED LOCAL, STATE OR FEDERAL REVIEW OF THE PROJECT? NOIF YES, DESCRIBE HOW THESE MEASURES WERE ADDRESSED IN THE SWPPP. (III.A.6)N/A5. IS THE PROJECT LOCATED IN A KARST AREA SUCH THAT ADDITIONAL MEASURES WOULD BE NECESSARY OT PROJECT DRINKING WATER SUPPLY MANAGEMENT AREAS AS DESCRIBED IN MINN. R. CHAPTERS 7050 AND 7060? NOIF YES, DESCRIBE THE ADDITIONAL MEASURES TO BE USED. (III.A.7)N/A6. DOES THE SITE DISCHARGE TO A CALCEREOUS FEN LISTED IN MINN. R. 7050.0180, SUBP. 6 B? NIF YES, A LETTER OF APPROVAL FROM THE MINNESOTA DEPARTMENT OF NATURAL RESOURCES MUST BE OBTAINED PRIOR TO APPLICATION FOR THIS PERMIT. (PART I B.6 AND PART III.A.8)7. DOES THE SITE DISCHARGE TO A WATER THAT IS LISTED AS IMPARED FOR THE FOLLOWING POLLUTANT(S) OR STRESSOR(S): PHOSPHORUS, TURBIDITY, DISSOLVED OXYGEN OR BIOTIC IMPAIRMENT? USE THE SPECIAL ANDIMPAIRED WATERS SEARCH TOOL AT: WWW.PCA.STATE.MN.US/WATER/STORMWATER/STORMWATER-C.HTMLN/AIF NO, SKIP TO TRAININGDOES THE IMPAIRED WATER HAVE AN APPROVED TOTAL MAXIMUM DAILY LOADS (TMDL) WITH AN APPROVED WASTE LOAD ALLOCATION FOR CONSTRUCTION ACTIVITY? NOIF YES:A. LIST THE RECEIVING WATER, THE AREAS OF THE SITE DISCHARGING TO IT, AND THE POLLUTANT(S) IDENTIFIED IN THE TMDL.B. LIST THE BMP'S AND ANY OTHER SPECIFIC CONSTRUCTION STORMWATER RELATED IMPLEMENTATION ACTIVITIES IDENTIFIED IN THE TMDL.IF THE SITE HAS A DISCHARGE POINT WITHIN ONE MILE OF THE IMPAIRED WATER AND THE WATER FLOWS TO THE IMPAIRED WATER BUT NO SPECIFIC BMPS FOR CONSTRUCTION ARE IDENTIFIED IN THE TMDL, THE ADDITIONALBMPS IN APPENDIX A (C.1, C.2, C.3 & (C.4-TROUT STREAM)) MUST BE ADDED TO THE SWPPP AND IMPLEMENTED. (III.A.7). THE ADDITIONAL BMPS ONLY APPLY TO THOSE PORTIONS OF THE PROJECT THAT DRAIN TO ONE OF THEIDENTIFIED DISCHARGE POINTS.N/A8. IDENTIFY ADJACENT PUBLIC WATERS WHERE THE MINNESOTA DEPARTMENT OF NATURAL RESOURCES (DNR) HAS DECLARED “WORK IN WATER RESTRICTIONS” DURING FISH SPAWNING TIMEFRAMESN/ASELECTION OF A PERMANENT STORMWATER MANAGEMENT SYSTEM (III.D.)1. WILL THE PROJECT CREATE A NEW CUMULATIVE IMPERVIOUS SURFACE GREATER THAN OR EQUAL TO ONE ACRE? NIF YES, A WATER QUALITY VOLUME OF ONE INCH OF RUNOFF FROM THE CUMULATIVE NEW IMPERVIOUS SURFACES MUST BE RETAINED ON SITE (SEE PART III.D OF THE PERMIT) THROUGH INFILTRATION UNLESS PROHIBITED DUETO ONE OF THE REASONS IN PART III.D.1.J. IF INFILTRATION IS PROHIBITED IDENTIFY OTHER METHOD OF OTHER VOLUME REDUCTION (E.G., FILTRATION SYSTEM, WET SEDIMENTATION BASIN, REGIONAL PONDING OR EQUIVALENTMETHOD2. DESCRIBE WHICH METHOD WILL BE USED TO TREAT RUNOFF FROM THE NEW IMPERVIOUS SURFACES CREATED BY THE PROJECT (III.D):·WET SEDIMENTATION BASIN·INFILTRATION/FILTRATION·REGIONAL PONDS·COMBINATION OF PRACTICESINCLUDE ALL CALCULATIONS AND DESIGN INFORMATION FOR THE METHOD SELECTED. SEE PART III.D OF THE PERMIT FOR SPECIFIC REQUIREMENTS ASSOCIATED WITH EACH METHOD.INFILTRATION / FILTRATION / REGIONAL PONDINGCALCULATIONS ARE WITHIN THE SITE STORM WATER MANAGEMENT REPORT AND PART OF THIS SWPPP AS ATTACHMENT D.3. IF IT IS NOT FEASIBLE TO MEET THE TREATMENT REQUIREMENT FOR THE WATER QUALITY VOLUME, DESCRIBE WHY. THIS CAN INCLUDE PROXIMITY TO BEDROCK OR ROAD PROJECTS WHERE THE LACK OF RIGHT OF WAYPRECLUDES THE INSTALLATION OF ANY PERMANENT STORMWATER MANAGEMENT PRACTICES. DESCRIBE WHAT OTHER TREATMENT, SUCH AS GRASSES SWALES, SMALLER PONDS, OR GRIT CHAMBERS, WILL BE IMPLEMENTEDTO TREAT RUNOFF PRIOR TO DISCHARGE TO SURFACE WATERS. (III.C)IT IS FEASIBLE TO MEET REQUIREMENT FOR WATER QUALITY VOLUME.4. FOR PROJECTS THAT DISCHARGE TO TROUT STREAMS, INCLUDING TRIBUTARIES TO TROUT STREAMS, IDENTIFY METHOD OF INCORPORATING TEMPERATURE CONTROLS INTO THE PERMANENT STORMWATER MANAGEMENTSYSTEM.N/AEROSION PREVENTION PRACTICES (IV.B)DESCRIBE THE TYPES OF TEMPORARY EROSION PREVENTION BMP'S EXPECTED TO BE IMPLEMENTED ON THIS SITE DURING CONSTRUCITON:1. DESCRIBE CONSTRUCTION PHASING, VEGETATIVE BUFFER STRIPS, HORIZONTAL SLOPE GRADING, AND OTHER CONSTRUCTION PRACTICES TO MINIMIZE EROSION. DELINEATE AREAS NOT TO BEDISTURBED (E.G., WITH FLAGS, STAKES, SIGNS, SILT FENCE, ETC.) BEFORE WORK BEGINS.SILT FENCE WILL BE INSTALLED AT ATHE DOWNHILL LOCATIONS OF THE SITE.2. DESCRIBE METHODS OF TEMPORARILY STABILIZING SOILS AND SOIL STOCKPILES (E.G., MULCHES, HYDRAULIC TACKIFIERS, EROSION BLANKETS, ETC.):TEMPORARY EROSION PROTECTION WILL BE SEED AND MULCH AND EROSION BLANKETS WHERE REQUIRED, WITH PERMANENT COVER BEING EITHER SOD OR LANDSCAPE FEATURES.3. DESCRIBE METHODS OF DISSIPATING VELOCITY ALONG STORMWATER CONVEYANCE CHANNELS AND AT CHANNEL OUTLETS (E.G., CHECK DAMS, SEDIMENT TRAPS, RIP RAP, ETC.):SOD WILL BE UTILIZED ALONG CHANNELS AND RIP RAP AT CHANNEL.4. DESCRIBE METHODS TO BE USED FOR STABILIZATION OF DITCH AND SWALE WETTED PERIMETERS (NOTE THAT MULCH, HYDRAULIC SOIL TACKIFIERS, HYDROMULCHES, ETC. ARE NOT ACCEPTABLESOIL STABILIZATION METHODS FOR ANY PART OF A DRAINAGE DITCH OR SWALE)FINAL STABILIZATION OF SWALES WILL BE SOD5. DESCRIBE METHODS TO BE USED FOR ENERGY DISSIPATION AT PIPE OUTLETS (E.G., RIP RAP, SPLASH PADS, GABIONS, ETC.)RIP RAP WILL BE UTILIZED AT PIPE OUTLETS6. DESCRIBE METHODS TO BE USED TO PROMOTE INFILTRATION AND SEDIMENT REMOVAL ON THE SITE PRIOR TO OFFSITE DISCHARGE, UNLESS INFEASIBLE (E.G., DIRECT STORMWATER FLOW TOVEGETATED AREAS):DISCONNECTED IMPERVIOUS AREA AND INFILTRATION AREAS WILL BE UTILIZED7. FOR DRAINAGE OR DIVERSION DITCHES, DESCRIBE PRACTICES TO STABILIZE THE NORMAL WETTED PERIMETER WITHIN 200 LINEAL FEET OF THE PROPERTY EDGE OR POINT OF DISCHARGE TOSURFACE WATER. THE LAST 200 LINEAL FEET MUST BE STABILIZED WITHIN 24 HOURS AFTER CONNECTING TO SURFACE WATERS AND CONSTRUCTION IN THAT PORTION OF THE DITCH HAS TEMPORARILYOR PERMANENTLY CEASED FOR ALL DISCHARGES TO SPECIAL, IMPAIRED OR “WORK IN WATER RESTRICTIONS”. ALL OTHER REMAINING PORTIONS OF THE TEMPORARY OR PERMANENT DITCHES ORSWALES WITHIN 14 CALENDAR DAYS AFTER CONNECTING TO A SURFACE WATER, PROPERTY EDGE AND CONSTRUCTION IN THAT AREA HAS TEMPORARILY OR PERMANENTLY CEASED.N/A, NO DITCHES ON SITE8. DESCRIBE ADDITIONAL EROSION PREVENTION MEASURES THAT WILL BE IMPLEMENTED AT THE SITE DURING CONSTRUCTION (E.G., CONSTRUCTION PHASING, MINIMIZING SOIL DISTURBANCE,VEGETATIVE BUFFERS, HORIZONTAL SLOPE GRADING, SLOPE DRAINING/TERRACING, ETC.):OTHER EROSION CONTROL PRACTICES INCLUDE BUT ARE NOT LIMITED TO; MINIMIZING SITE EXPOSURE WHEN POSSIBLE.9. IF APPLICABLE, INCLUDE ADDITIONAL REQUIREMENTS IN APPENDIX A PART C.3 REGARDING MAINTAINING A 100-FOOT BUFFER ZONE OR INSTALLING REDUNDANT BMPS FOR PORTIONS OF THE SITETHAT DRAIN TO SPECIAL WATERS).N/A10. IF APPLICABLE, DESCRIBE ADDITIONAL EROSION PREVENTION BMPS TO BE IMPLEMENTED AT THE SITE TO PROTECT PLANNED INFILTRATION AREASMINIMIZE SITE EXPOSURE IN AREAS ADJACENT TO INFILTRATION AREAS.SEDIMENT CONTROL PRACTICIES (IV.C)DESCRIBE THE METHODS OF SEDIMENT CONTROL BMPS TO BE IMPLEMENTED AT THIS SITE DURING CONSTRUCTION TO MINIMIZE SEDIMENT IMPACTS TO SURFACE WATERS, INCLUDING CURB ANDGUTTER SYSTEMS1. DESCRIBE METHODS TO BE USED FOR DOWN GRADIENT PERIMETER CONTROL:SILT FENCE WILL BE INSTALLED AROUND THE ENTIRE PERIMETER OF THE SITE2. DESCRIBE METHODS TO BE USED TO CONTAIN SOIL STOCKPILES:SEED AND MULCH AS WELL AS EROSION CONTROL BLANKETS WILL BE UTILIZED AS NECESSARY3. DESCRIBE METHODS TO BE USED FOR STORM DRAIN INLET PROTECTION:SEE INLET PROTECTION DETAILS4. DESCRIBE METHODS TO MINIMIZE VEHICLE TRACKING AT CONSTRUCTION EXITS AND STREET SWEEPING ACTIVITIES:THE PROJECT WILL UTILIZE A ROCK CONSTRUCTION ENTRANCE.5. DESCRIBE METHODS, IF APPLICABLE, ADDITIONAL SEDIMENT CONTROLS (E.G., DIVERSION BERMS) TO BE INSTALLED TO KEEP RUNOFF AWAY FROM PLANNED INFILTRATION AREAS WHEN EXCAVATEDPRIOR TO FINAL STABILIZATION OF THE CONTRIBUTING DRAINAGE AREA:SILT FENCE TO BE INSTALLED IMMEDIATELY AFTER GRADING TO PROTECT INFILTRATION AREAS.6. DESCRIBE METHODS TO BE USED TO MINIMIZE SOIL COMPACTION AND PRESERVE TOP SOIL (UNLESS INFEASIBLE) AT THIS SITE:LIGHT TRACKED EQUIPMENT WILL BE USED, TOPSOIL WILL BE STRIPPED AND STOCKPILED7. DESCRIBE PLANS TO PRESERVE A 50-FOOT NATURAL BUFFER BETWEEN THE PROJECT'S SOIL DISTURBANCE AND A SURFACE WATER OR PLANS FOR REDUNDANT SEDIMENT CONTROLS IF A BUFFERIS INFEASIBLE:DOUBLE ROW OF SILT FENCE WILL BE INSTALLED ALONG WETLAND. PROJECT WILL NOT DISTURB WITHIN 200 FEET OF WETLAND.8. DESCRIBE PLANS FOR USE OF SEDIMENTATION TREATMENT CHEMICALS (E.G., POLYMERS, FLOCCULANTS, ETC.) SEE PART IV.C.10 OF THE PERMIT:N/A9. IS THE PROJECT REQUIRED TO INSTALL A TEMPORARY SEDIMENT BASIN DUE TO 10 OR MORE ACRES DRAINING TO A COMMON LOCATION OR 5 ACRES OR MORE IF THE SITE IS WITHIN 1 MILE OF ASPECIAL OR IMPAIRED WATER?NOIF YES, DESCRIBE (OR ATTACH PLANS ) SHOWING HOW THE BASIN WILL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH PART III.C OF THE PERMIT.N/ADEWATERING AND BASIN DRAINING (IV.D)1. WILL THE PROJECT INCLUDE DEWATERING OR BASIN DRAINING? NOIF YES, DESCRIBE MEASURES TO BE USED TO TREAT/DISPOSE OF TURBID OR SEDIMENT-LADEN WATER AND METHOD TO PREVENT EROSION OR SCOUR OF DISCHARGE POINTS (SEE PART IV. D OF THEPERMIT):N/A 2. WILL THE PROJECT INCLUDE USE OF FILTERS FOR BACKWASH WATER? NOIF YES, DESCRIBE HOW FILTER BACKWASH WATER WILL BE MANAGED ON THE SITE OR PROPERLY DISPOSED (SEE PART III.D.3. OF THE PERMIT):N/AADDITIONAL BMP'S FOR SPECIAL WATERS AND DISCHARGES TO WETLANDS (APPENDIX A, PARTS C AND D)1. SPECIAL WATERS. DOES YOUR PROJECT DISCHARGE TO SPECIAL WATERS? NO2. IF PROXIMITY TO BEDROCK OR ROAD PROJECTS WHERE THE LACK OF RIGHT OF WAY PRECLUDES THE INSTALLATION OF ANY OF THE PERMANENT STORMWATER MANAGEMENT PRACTICES, THENOTHER TREATMENT SUCH AS GRASSED SWALES, SMALLER PONDS, OR GRIT CHAMBERS IS REQUIRED PRIOR TO DISCHARGE TO SURFACE WATERS. DESCRIBE WHAT OTHER TREATMENT WILL BEPROVIDED.N/A3. DESCRIBE EROSION AND SEDIMENT CONTROLS FOR EXPOSED SOIL AREAS WITH A CONTINUOUS POSITIVE SLOPE TO A SPECIAL WATERS, AND TEMPORARY SEDIMENT BASINS FOR AREAS THATDRAIN FIVE OR MORE ACRES DISTURBED AT ONE TIME.N/A4. DESCRIBE THE UNDISTURBED BUFFER ZONE TO BE USED (NOT LESS THAN 100 LINEAR FEET FROM THE SPECIAL WATER).N/A5. DESCRIBE HOW THE PERMANENT STORMWATER MANAGEMENT SYSTEM WILL ENSURE THAT THE PRE AND POST PROJECT RUNOFF RATE AND VOLUME FROM THE 1, AND 2-YEAR 24-HOURPRECIPITATION EVENTS REMAINS THE SAME.N/A6. DESCRIBE HOW THE PERMANENT STORMWATER MANAGEMENT SYSTEM WILL MINIMIZE ANY INCREASE IN THE TEMPERATURE OF TROUT STREAM RECEIVING WATERS RESULTING IN THE 1, AND2-YEAR 24-HOUR PRECIPITATION EVENTS.N/A7. WETLANDS. DOES YOUR PROJECT DISCHARGE STORMWATER WITH THE POTENTIAL FOR SIGNIFICANT ADVERSE IMPACTS TO A WETLAND (E.G., CONVERSION OF A NATURAL WETLAND TO ASTORMWATER POND)? YES OR NOIF YES, DESCRIBE THE WETLAND MITIGATION SEQUENCE THAT WILL BE FOLLOWED IN ACCORDANCE WITH PART D OF APPENDIX A.N/AINSPECTIONS AND MAINTENANCE (IV.E)DESCRIBE PROCEDURES TO ROUTINELY INSPECT THE CONSTRUCTION SITE:·ONCE EVERY SEVEN (7) DAYS DURING ACTIVE CONSTRUCTION AND·WITHIN 24 HOURS AFTER A RAINFALL EVENT GREATER THAN 0.5 INCHES IN 24 HOURS, AND WITHIN (7) DAYS AFTER THATINSPECTIONS MUST INCLUDE STABILIZED AREAS, EROSION PREVENTION,AND SEDIMENT CONTROL BMP'S AND INFILTRATION AREAS.INSPECTOR WILL FOLLOW REQUIREMENTS SPECIFIED ABOVE AND FILL OUT "ATTACHMENT B - CONSTRUCTION STORMWATER INSPECTION CHECKLIST"1. Describe practices for storage of building products with a potential to leach pollutants to minimize exposure to stormwater:ALL BUILDING PRODUCTS WILL BE SEALED AND STORED IN A MANNER TO MINIMIZE EXPOSURE2. Describe practices for storage of pesticides, herbicides, insecticides, fertilizers, treatment chemical, and landscape materials:ALL LANDSCAPE TREATMENT CHEMICALS WILL BE SEALED AND STORED IN A MANNER TO MINIMIZED EXPOSURE3. Describe practices for storage and disposal of hazardous materials or toxic waste (e.g., oil, fuel, hydraulic fluids, paint solvents, petroleum-based products, wood preservative, additives, curing compounds, and acids) accordingto Minn. R. ch. 7045, including restricted access and secondary containment:ALL HAZARDOUS WASTE WILL BE APPROPRIATELY DISPOSED OF OFF SITE ACCORDING TO LOCAL AND STATE LAWS.4. Describe collection, storage and disposal of solid waste in compliance with Minn. R. ch. 7035:ALL CONSTRUCTION DEBRIS AND SOLID WASTER WILL BE APPROPRIATELY DISPOSED OF OFF SITE ACCORDING TO LOCAL AND STATE LAWS5. Describe management of portable toilets to prevent tipping and disposal of sanitary wastes in accordance with Minn. R. ch. 7040:SANITARY AND SEPTIC SERVICES WILL BE PROVIDED TO WORKERS WITH PORTABLE FACILITIES MAINTAINED AS NEEDED BY THE PROVIDER.6. Describe spill prevention and response for fueling and equipment or vehicle maintenance:EMPLOYEES WILL BE TRAINED IN TECHNIQUES DESIGNED TO MINIMIZE SPILLS. VEHICLES AND EQUIPMENT SHALL BE CHECKED FOR LEAKS.7. Describe containment and disposal of vehicle and equipment wash water and prohibiting engine degreasing on the site:ALL CONSTRUCTION VEHICLES SHALL BE WASHED OFF SITE8. Describe storage and disposal of concrete and other washout wastes so that wastes do not contact the ground:ALL CONCRETE WASHOUT SHALL OCCUR OFF SITE.FINAL STABILIZATION (IV.G)1. DESCRIBE METHOD OF FINAL STABILIZATION (PERMANENT COVER) OF ALL DISTURBED AREAS:FINAL STABILIZATION WILL BE ACCOMPLISHED WITH PAVEMENT, SOD AND LANDSCAPE MATERIALS.2. DESCRIBE PROCEDURES FOR COMPLETING FINAL STABILIZATION AND TERMINATING PERMIT COVERAGE (SEE PART IV.G.1-5):UPON STABILIZATION DESCRIBED ABOVE, THE CONTRCTOR AND OWNER SHALL MUTUALLY TRANSFER THE NPDES PERMIT TO THE NEXT OWNER WITH DOCUMENTS DESCRIBING THE NATURE OFTERMINATION PROCEDURE.DOCUMENTATION OF INFEASIBILITY: (IF APPLICABLE)SOILS INFORMATIONMAP UNITSYMBOLU6BURBAN LAND UDORTHENTSCOMPLEX, 0-6% SLOPESMAP UNIT NAME...... Civil Engineering Surveying Landscape Architecture4931 W. 35th Street, Suite 200St. Louis Park, MN 55416civilsitegroup.com 612-615-00602401 NE LOWRY AVE 2401 NE LOWRY AVENUE; ST. ANTHONY, MN 55418 6390 CARLSON DRIVE; EDEN PRAIRIE, MN 55346 INTERSTATE DEVELOPMENT CORPORATION PROJECT ISSUE/SUBMITTAL SUMMARYDATEDESCRIPTION............PROJECT NUMBER:21308............07/20/21CITY SUBMITTALDRAWN BY:REVIEWED BY:KW, RLMP, PS..............COPYRIGHT CIVIL SITE GROUP INC.cP R E L I M I N A R Y : N O T F O R C O N S T R U C T I O N44263Matthew R. PavekLICENSE NO.DATEI HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION, OR REPORT WASPREPARED BY ME OR UNDER MY DIRECTSUPERVISION AND THAT I AM A DULYLICENSED PROFESSIONAL ENGINEERUNDER THE LAWS OF THE STATE OFMINNESOTA.07/20/21REVISION SUMMARYDATEDESCRIPTIONSW1.5SWPPP - ATTACHMENTS............ATTACHMENT B: SWPPP INSPECTION FORMATTACHMENT C: MAINTENANCE PLAN FOR PERMANENT STORM WATER TREATMENT SYSTEMNOTE: THIS INSPECTION REPORT DOES NOT ADDRESS ALL ASPECTS OF THE NATIONAL APOLLUTANT DISCHARGE ELIMINATION SYSTEM/STATE DISPOSAL SYSTEM (NPDES/SDS) CONSTRUCTION STORMWATER PERMIT ISSUED ON AUGUST 1,2013. THE COMPLETION OF THIS CHECKLIST DOES NOT GUARANTEE THAT ALL PERMIT REQUIREMENTS ARE IN COMPLIANCE; IT IS THE RESPONSIBILITY OF THE PERMITTEE(S) TO READ AND UNDERSTAND THE PERMIT REQUIREMENTS.FACILITY INFORMATIONSITE NAME: FACILITY ADDRESS: PERMIT NUMBER:CITY: STATE: ZIP CODE:INSPECTION INFORMATIONINSPECTOR NAME: _______________________ PHONE NUMBER: _________________________DATE (MM/DD/YYYY): _____________________TIME: ____________ AM / PMIS THE INSPECTOR CERTIFIED IN SEDIMENT AND EROSION CONTROL AND IS IT DOCUMENTED IN THE STORMWATER POLLUTION PREVENTION PLAN (SWPPP)?IS THIS INSPECTION ROUTINE OR IN RESPONSE TO A STORM EVENT:RAINFALL AMOUNT (IF APPLICABLE): ____________IS THE SITE WITHIN ONE AERIAL MILE OF A SPECIAL OR IMPARED WATER?IF YES, FOLLOW APPENDIX A AND OTHER APPLICABLE PERMIT REQUIREMENTSNOTE: IF N/A IS SELECTED AT ANY TIME, SPECIFY WHY IN THE COMMENT AREA FOR THAT SECTION.EROSION CONTROL REQUIREMENT (PART IV.B)1.SOIL STABILIZATION WHERE NO CONSTRUCTION ACTIVITY FOR 14 DAYS? (7 DAYS WHERE APPLICABLE)2.HAS THE NEED TO DISTURB STEEP SLOPES BEEN MINIMIZED?3.ALL DITCHES STABILIZED 200; BACK FROM POINT OF DISCHARGE WITHIN 24 HOURS? (NOT MULCH)4.ARE THERE BMP'S FOR ONSITE STOCKPILES?5.ARE APPROPRIATE BMP'S INSTALLED PROTECTING INLETS/OUTLETS?6.DO PIPE OUTLETS HAVE ENERGY DISSIPATION?COMMENTS:SEDIMENT CONTROL REQUIREMENT (PART IV.C)1.PERIMETER CONTROL INSTALLED ON ALL DOWN GRADIENT PERIMETERS?2.PERIMETER CONTROL TRENCHED IN WHERE APPROPRIATE?3.50 FOOT NATURAL BUFFER MAINTAINED AROUND ALL SURFACE WATERS?3.1.IF NO, HAVE REDUNDANT SEDIMENT CONTROLS BEEN INSTALLED?4.INLET PROTECTION ON ALL CATCH BASINS AND CULVERT INLETS?5.VEHICLE TRACKING BEST MANAGEMENT PRACTICES (BMP'S) AT ALL SITE EXITS?6.ALL TRACKED SEDIMENT REMOVED WITHIN 24 HOURS?7.ARE ALL INFILTRATION SYSTEMS STAKED AND MARKED TO AVOID COMPACTION?8.ARE ALL INFILTRATION AREAS PROTECTED WITH A PRETREATMENT DEVICE?9.DO ALL STOCKPILES HAVE PERIMETER CONTROLS?COMMENTS:MAINTENANCE-EROSION AND SEDIMENT CONTROL BMP'S (PART IV.E.)1.ARE ALL PREVIOUSLY STABILIZED AREAS MAINTAINING 90% GROUND COVER?2.ANY DITCH EROSION OBSERVED?3.PERIMETER CONTROL--HAS SEDIMENT REACHED ONE HALF THE HEIGHT OF THE DEVICE?4.ARE INLET PROTECTION DEVICES MAINTAINED AND FUNCTIONING PROPERLY?COMMENTS:OTHER1.ARE ALL MATERIALS THAT CAN LEACH POLLUTANTS UNDER COVER?2.HAS ACCESS BEEN RESTRICTED TO ONSITE HAZARDOUS MATERIALS?3.DOES ON-SITE FUELING ONLY OCCUR IN A CONTAINED AREA?4.ARE ALL SOLID WASTES BEING PROPERLY DISPOSED OF?5.IS THE CONCRETE WASHOUT AREA COMPLETELY CONTAINED?6.IS THE CONCRETE WASHOUT AREA MARKED WITH SIGN?COMMENTS:7.WERE ANY DISCHARGES SEEN DURING THIS INSPECTION, SEDIMENT, WATER, OR OTHERWISE?7.1.IF YES, STATE THE EXACT LOCATION OF ALL POINTS OF DISCHARGE. PHOTOGRAPH THE DISCHARGE AND DESCRIBE THE DISCHARGE (COLOR, ODOR, FOAM, OIL SHEEN, ETC). HOW WILL IT BE REMOVED? HOW DID THE DISCHARGEHAPPEN? HOW MUCH WAS DISCHARGED? HOW WILL IT BE STOPPED, AND HOW LONG WILL IT TAKE TO STOP? IS THE DISCHARGE GOING INTO AN ADJACENT SITE? WAS THE DISCHARGE A SEDIMENT DELTA? IF YES, WILL THE DELTA BERECOVERED WITHIN 7 DAYS?8.WILL A PERMANENT STORMWATER MANAGEMENT SYSTEM BE UTILIZED IN THIS PROJECT AS REQUIRED AND IN ACCORDANCE WITH PART III.D OF THE PERMIT? DESCRIBE:9.IS ANY DEWATERING OCCURRING ON SITE?9.1.IF YES, WHERE? WHAT BMP IS BEING USED? HOW MUCH WATER IS BEING DEWATERED? IS THE WATER CLEAR? WHERE IS THE WATER BEING DISCHARGED TO?10.IS A COPY OF THE SWPPP LOCATED ON THE CONSTRUCTION SITE?11.HAS THE SWPPP BEEN FOLLOWED AND IMPLEMENTED ON SITE?12.IS A SEDIMENTATION BASIN REQUIRED FOR THIS PROJECT AS SPECIFIED IN THE PERMIT?12.1.IF YES, ARE THEY MAINTAINED AS SPECIFIED IN THE PERMIT?13.IS THE TOPSOIL ON THIS PROJECT BEING PRESERVED?13.1.IF YES, EXPLAIN HOW THE TOP SOIL IS BEING PRESERVED. IF NO, EXPLAIN WHY IT WAS INFEASIBLE.14.ARE ALL INFILTRATION SYSTEMS MARKED TO AVOID COMPACTION?14.1.DO ALL INFILTRATION AREAS HAVE PRETREATMENT DEVICES?15.DESCRIPTION OF AREAS OF NON-COMPLIANCE NOTED DURING THE INSPECTION, REQUIRED CORRECTIVE ACTIONS, AND RECOMMENDED DATE OF COMPLETION OF CORRECTIVE ACTIONS:16.PROPOSED AMENDMENTS TO THE SWPPP:17.POTENTIAL AREAS OF FUTURE CONCERN:18.ADDITIONAL COMMENTSDISCLOSURES:·AFTER DISCOVERY, THE PERMIT REQUIRES MANY OF THE DEFICIENCIES THAT MAY BE FOUND IN THIS CHECKLIST BE CORRECTED WITHIN A SPECIFIED PERIOD OF TIME. SEE PERMIT FOR MORE DETAILS.·THIS INSPECTION CHECKLIST IS AN OPTION FOR SMALL CONSTRUCTION SITES. LARGE CONSTRUCTION SITES AND LINEAR PROJECTS REQUIRE MORE EXTENSIVE/MORE LOCATION SPECIFIC INSPECTION REQUIREMENTS.·THE PERMITTEE(S) IS/ARE RESPONSIBLE FOR THE INSPECTION AND MAINTENANCE OF TEMPORARY AND PERMANENT WATER QUALITY MANAGEMENT BMP'S AS WELL AS EROSION PREVENTION AND SEDIMENT CONTROL BMP'S UNTILANOTHER PERMITTEE HAS OBTAINED COVERAGE UNDER THIS PERMIT ACCORDING TO PART II.B.5., OR THE PROJECT HAS UNDERGONE FINAL STABILIZATION AND A NOTICE OF TERMINATION HAS BEEN SUBMITTED TO THE MPCA.Y N N/AY N N/AY N N/AY N N/AY N N/AY N N/AY N N/AY N N/A # Date CommentsRevisionsDate:7/20/202124x36Drawn By: Kathy FreyScale: 1" = 20'These drawings are for conceptual use only and are notintended for construction. Fixture runs and quantitiesshould be verified prior to order. Values representedare an approximation generated from manufacturersphotometric inhouse or independent lab tests with datasupplied by lamp manufacturers.Sales Agent: Steve HahnKenzie Terrace2401 Lowry Ave NESt Anthony MNLS952-3813-2Luminaire ScheduleSymbolQtyLabelArrangementCalculation SummaryLabelLum. LumensLLFDescriptionLum. WattsTotal WattsTagCalcTypeUnitsAvg38SCSingle4970.900MaxSAVOY HOUSE- 5-5630-DS-13/60A 19 5.2197.6MinAvg/MinMax/MinSITEIlluminanceFc1.399.40.0N.A.1P1-HSSingle120430.900LSI SLM-LED-18L-SIL-FT-40-70CRI-IL BRZ13513520FT POLE 2FT BASE1P22 @ 90 degrees189040.900LSI SLM-LED-18L-SIL-FT-40-70CRI BRZ13527020FT POLE 2FT BASE2P3Single190720.900LSI SLM-LED-18L-SIL-3-40-70CRI BRZ13527020FT POLE 2FT BASE5WPSingle31740.900LSI SSW-LED-03L-3-UNV-DIM-40 70CRI BRZ 2311510FT MHN.A.PARKING AND DRIVEIlluminanceFc2.478.30.54.9416.60Scale: 1 inch= 20 Ft.NO PARKINGMH: 10WPMH: 10WPMH: 10WPMH: 10WPMH: 10WPMH: 22P3P2MH: 22P1-HSMH: 22MH: 22P3SCMH: 6MH: 6SCMH: 6SCSCMH: 6SCMH: 6MH: 6SCMH: 6SCMH: 6SCSCMH: 6MH: 6SCMH: 6SCSCMH: 6MH: 6SCMH: 6SCSCMH: 6SCMH: 6SCMH: 6MH: 6SCSCMH: 6SCMH: 6SCMH: 6MH: 6SCSCMH: 6MH: 6SCSCMH: 6SCMH: 6SCMH: 6MH: 6SCSCMH: 6SCMH: 6SCMH: 6MH: 6SCMH: 6SCSCMH: 6SCMH: 6SCMH: 6SCMH: 6SCMH: 60.12.0 1.61.61.61.82.32.62.62.64.15.30.2 1.01.42.80.00.00.00.00.10.01.21.31.41.20.90.70.81.00.72.52.10.10.0 0.1 0.2 0.51.2 1.5 4.3 3.8 3.4 3.7 3.8 2.30.70.10.10.50.80.93.60.83.10.60.81.21.72.00.00.92.72.6 3.1 6.0 6.1 3.0 2.4 1.5 1.2 1.0 0.7 0.7 1.1 2.13.90.03.52.21.20.70.53.10.13.30.00.00.00.21.54.20.52.90.00.81.11.52.0 0.72.81.02.62.52.22.14.89.42.20.00.25.60.10.10.00.70.02.00.21.11.92.22.11.70.00.02.01.83.47.20.33.80.15.70.00.40.81.21.61.70.12.92.80.80.50.50.72.51.91.44.76.27.27.67.97.41.20.52.17.70.80.20.11.50.02.01.01.51.92.42.33.50.06.60.70.50.60.91.53.34.01.48.79.07.66.75.03.22.32.80.45.54.84.13.4 4.92.24.40.70.20.10.00.01.32.70.60.20.60.80.90.75.50.50.70.81.32.02.73.34.00.60.20.24.12.92.12.6 7.10.97.30.10.00.00.30.61.03.91.31.11.10.90.60.55.70.80.12.13.14.35.46.26.60.50.20.30.10.20.20.2 0.00.20.00.10.10.30.10.10.10.20.10.50.00.00.00.10.10.10.20.10.00.00.00.00.00.10.10.20.00.00.00.0 0.20.00.30.20.30.40.40.50.00.20.10.20.30.10.10.10.30.00.10.00.10.20.30.20.10.11.61.30.10.00.10.10.0 0.10.10.10.10.00.10.10.00.00.00.00.10.10.00.00.10.10.10.12.00.12.54.14.43.8 0.11.40.02.30.10.10.00.00.02.21.30.50.22.13.64.20.32.20.32.74.80.50.20.10.03.51.00.04.43.82.21.2 2.50.60.30.20.00.00.00.10.20.92.22.53.94.53.82.24.11.40.00.20.10.00.00.00.11.41.20.20.00.00.00.10.11.00.21.31.11.02.03.30.00.60.50.10.00.00.00.00.00.30.00.60.70.70.81.31.20.02.01.00.00.11.52.70.03.00.11.33.78.31.00.20.13.32.10.00.00.00.11.00.02.22.11.61.22.94.90.70.21.81.60.1 0.5 0.4 1.0 0.8 0.9 1.1 0.4 0.8 0.6 0.2 0.4 0.70.03.70.30.40.50.61.01.03.11.33.43.93.22.42.00.01.80.20.00.20.20.20.2 0.40.20.70.20.20.10.10.01.00.22.90.00.30.50.91.70.33.20.02.21.81.61.51.20.92.73.60.22.84.44.84.7 1.84.41.52.81.91.41.11.20.24.80.50.20.10.00.00.02.10.40.10.50.50.50.71.11.30.21.21.94.84.33.12.4 3.41.73.40.90.81.10.20.01.52.10.40.00.00.00.30.33.30.30.00.60.80.91.01.22.10.30.00.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00.00.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0 0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.50.10.10.10.1 0.10.00.10.00.01.00.70.50.00.10.91.92.51.81.10.80.11.00.40.60.40.20.10.10.11.00.00.50.00.20.20.20.00.10.00.00.00.00.00.00.90.10.00.30.20.10.10.00.00.00.00.00.00.00.00.00.00.00.11.1 1.2 1.8 3.2 4.1 4.5 4.9 4.5 3.1 1.4 0.7 0.40.01.92.11.72.83.64.24.70.03.20.01.41.41.81.80.21.64.34.51.11.01.93.03.30.04.70.04.12.92.01.61.61.43.51.40.81.92.43.13.20.61.91.31.22.02.80.80.20.02.61.50.60.20.00.00.03.31.02.32.23.03.63.52.31.20.58.60.50.71.11.93.80.78.20.77.16.24.42.71.71.36.04.01.10.00.00.40.70.12.60.14.54.23.52.01.01.71.55.40.91.62.74.26.00.06.20.93.92.41.51.42.02.86.53.60.92.32.52.83.1 1.73.01.94.24.23.62.81.91.03.00.01.30.80.82.96.72.10.10.70.00.00.50.81.62.00.44.61.22.22.62.83.1 1.64.81.24.24.13.12.11.40.64.20.00.72.03.61.10.21.90.01.10.30.61.01.00.90.80.13.31.33.63.63.35.0 1.53.90.82.72.42.22.11.90.94.52.32.12.22.11.62.41.01.43.40.70.20.00.00.01.22.81.53.23.73.53.2 3.03.02.42.93.13.22.82.11.53.30.21.51.41.21.00.93.27.71.40.10.00.00.00.71.33.1 Civil Site Group, PC • 4931 West 35th Street • Suite 200 • St. Louis Park • Minnesota • 55416 www.CivilSiteGroup.com • (612) 615-0060 Stormwater Management Report Owner: Interstate Development 6390 Carlson Drive Eden Prairie, MN 55346 Project: 2401 Lowry Ave NE St. Anthony, MN 55418 Engineer’s Certification: All plans and supporting Documentation contained in this report have been reviewed by me and it is hereby certified that to the best of my knowledge the plans comply with the requirements of the ordinance. I hereby certify that this report was prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota. _________________ Matthew R. Pavek P.E. Registration Number: 44263 Date: 07/20/2021 Civil Site Group, PC • 4931 West 35th Street • Suite 200 • St. Louis Park • Minnesota • 55416 www.CivilSiteGroup.com • (612) 615-0060 Table of Contents: 1.0 Cover Sheet, Engineer’s Certification 2.0 Summary Analysis / Narrative 2.1 Introduction 2.2 Existing Site Conditions 2.3 Proposed Site Conditions 2.4 Stormwater Requirements – St. Anthony 2.5 Stormwater Requirements – MWMO 2.6 Stormwater Requirements – MPCA / NPDES 3.0 Stormwater Calculations 3.1 Proposed Stormwater Management Strategy & Facilities Description 3.2 Rate Control 3.3 Water Quality 3.4 Volume Control 4.0 Conclusions Figures: Figure 1 – Existing Conditions Drainage Area map Figure 2 – Proposed Conditions Drainage Area Map Appendices: • HydroCAD Existing Conditions HydroCAD Modeling Proposed Conditions HydroCAD Modeling • Drainage Calculations Summary Table Civil Site Group, PC • 4931 West 35th Street • Suite 200 • St. Louis Park • Minnesota • 55416 www.CivilSiteGroup.com • (612) 615-0060 2.0 Summary Analysis / Narrative: 2.1 Introduction: This stormwater management report accompanies the Civil Engineering Plans prepared by Civil Site Group for the subject project dated 07/20/2021. This report includes a summary of the existing and proposed site conditions, the stormwater requirements of relevant regulatory agencies, and proposed design calculations and data to meet the requirements. 2.2 Existing Site Conditions : Site Description: The existing site is an office building with associated landscaping and parking. Area [SF]CN Value Area [SF]CN Value Area [SF]CN Value EX1 (DRAINS TO STINSON STORM SEWER)66759 98 8198 80 74957 96 EX2 (DRAINS OFFSITE OVERLAND)700 98 6455 80 7155 82 Total AreaImpervious AreaDrainage Area Pervious Area Existing Soils: A geotechnical exploration has not been completed for the site as of July 2021. Soils are known to be contaminated due to past site uses such as dry cleaning and fuel storage. Groundwater: Groundwater observations have not been taken. 2.3 Proposed Site Conditions: Site Description: The proposed site is a multi-family residential building with associated parking, landscaping, utility and stormwater improvements. The project proposes to reduce the total amount of impervious surface by approximately 13,300 sf, a reduction of 16 percentage points of the total site area. The proposed site surface coverage areas are shown in the table below: Area [SF]CN Value Area [SF]CN Value Area [SF]CN Value PR1 (TO 1P)51989 98 7539 80 59528 96 PR2 (DRAINS OFFSITE)2107 98 20477 80 22584 82 Pervious Area Total AreaDrainage Area Impervious Area 2.4 Stormwater Requirements City (St. Anthony): Requirement threshold - Projects over 1 acre in size. Rate Control – Peak runoff rate during the 1-year, 2-year, 10-year, and 100-year Atlas-14 storm events may not exceed the existing conditions. Water Quality – Provide 60% Total Phosphorus and 90% Total Suspended Solids removal ef ficiencies. Volume Control – Providing 1.1” volume abstraction from the site’s impervious surfaces is sufficient to meet the Water Quality requirement. 2.5 Stormwater Requirements Watershed District – (Mississippi Watershed Management Organization): MWMO defers to the city of St. Anthony. 2.6 Stormwater Requirements - Minnesota Pollution Control Agency – NPPDES permit (MPCA): Requirement threshold - A permit is required for projects with a disturbed area over 1 acre in size, Stormwater management is required for a project adding 1-acre of more of NEW impervious surface (reconstructed impervious is not included). Rate Control – No specific regulation, may not degrade downstream facilities. Civil Site Group, PC • 4931 West 35th Street • Suite 200 • St. Louis Park • Minnesota • 55416 www.CivilSiteGroup.com • (612) 615-0060 Water Quality – Stormwater water quality treatment volume must be provided equal to 1.0” over all new impervious surfaces (includes all newly constructed impervious surfaces only, re-constructed impervious surfaces are not included). Volume Control – Must consider volume reduction if feasible and not prohibited on site. The required infiltration volume is equal to the water quality volume described above. 3.0 Stormwater Calculations: 3.1 Proposed Stormwater Management Strategy & Facilities Description This project is greater than one acre. Infiltration is not feasible on this site due to past uses which have resulted in contaminated soils. A lined stormwater filtration system will be used to provide water quality treatment and volume abstraction for 1.1” of runoff from the site’s impervious surface. Live storage within the filtration system will provide rate control. 3.2 Rate Control Rate control for the 1-year, 2-year, 10-year and 100-year storms with the Atlas-14 rainfall distribution is provided by the filtration system. See the table below and the full drainage calculation summary in the appendix. Overall Stormwater Rate Summary 1-Year Event 5.91 1.17 2-Year Event 6.93 1.43 10-Year Event 10.72 2.99 100-Year Event 19.07 8.42 Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) 3.3 Water Quality Water quality is provided by the sand filter in the filtration system which drains by 6” perforated drain tile at the base of the filter. A lined pretreatment row of the proposed Prinsco HS75 chamber system provides pretreatment. 3.4 Volume Control 1.1” of volume abstraction is provided to satisfy the 60% TP and 90% TSS removal requirements. See the table below showing the required and provided volumes. New Impv. Area (sf)Required Volume (cf) PR1 51989 4766 PR2A 2107 193 TOTAL 54096 4959 Inf. Area (sf)Assoc. Inf. Height (ft)Drawdown Time (h) Infiltration Basin 1 5684 7252 0.78 5.88 TOTAL 5684 Proposed BMP Area Provided Vol (cf)Drawdown Time Calculations (1.6"/Hour) Required Infiltration Vol. Summary Infiltration Volume = 1.1"*Dist. Impv. Area Drainage Area 4.0 Conclusions: To the best of our knowledge, this project meets all State, City and Watershed District stormwater management requirements. BREMER BA N K STINSON PARKWAY NE.8KENZIETERRACE(COUNTYROADNO.153)EXCEPTION EXCEPTION 12OWNER:(FKA - STATE HIGHWAY NO. 63)1EX. 1 (DRAINS TO STINSON STORMSEWER)EX. IMPERVIOUS=66,759EX. PERVIOUS=8,198TOTAL=74,957EX. 2 (DRAINS OFF SITE OVERLAND)EX. IMPERVIOUS=700EX. PERVIOUS=6,455TOTAL=7,155Project Number:Issue Date:Revision Number:Revision Date:4931 W. 35TH ST., #200ST. LOUIS PARK, MN 55416952.250.2003 / 763.213.394www.CivilSiteGroup.com2401 LOWRY AVEST. ANTHONY, MN DA12130807/20/21..01" = 40'-0"40'-0"20'-0"NEXISTING DRAINAGE MAP STINSON PARKWAY NE.8KENZIETERRACE(COUNTYROADNO.153)EXCEPTION EXCEPTION 12OWNER:(FKA - STATE HIGHWAY NO. 63)1NOPARKINGPR1 (TO 1P)PR IMPV = 51,989 SFPR PERV = 7,539 SFTOTAL = 59,528 SFPR2 (DRAINS OFFSITE OVERLAND)PR IMPV = 2,107 SFPR PERV = 20,477 SFTOTAL = 22,584 SFProject Number:Issue Date:Revision Number:Revision Date:4931 W. 35TH ST., #200ST. LOUIS PARK, MN 55416952.250.2003 / 763.213.394www.CivilSiteGroup.com2401 LOWRY AVE NEST. ANTHONY, MNDA22130807/20/21..01" = 40'-0"40'-0"20'-0"NPROPOSED DRAINAGE MAP EX1 EX. 1 (DRAINS TO STINSON STORM SEWER) EX2 EX2 (DRAINS OFF SITE OVERLAND) Routing Diagram for 21308 - EXISTING Prepared by {enter your company name here}, Printed 7/15/2021 HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 21308 - EXISTING Printed 7/15/2021Prepared by {enter your company name here} Page 2HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Project Notes Rainfall events imported from "Atlas-14-Rain.txt" for 543 MN Hennepin 21308 - EXISTING Printed 7/15/2021Prepared by {enter your company name here} Page 3HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1-Year Type II 24-hr Default 24.00 1 2.48 2 2 2-Year Type II 24-hr Default 24.00 1 2.86 2 3 10-Year Type II 24-hr Default 24.00 1 4.26 2 4 100-Year Type II 24-hr Default 24.00 1 7.32 2 21308 - EXISTING Printed 7/15/2021Prepared by {enter your company name here} Page 4HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.336 80 >75% Grass cover, Good, HSG D (EX1, EX2) 1.549 98 Paved parking, HSG D (EX1, EX2) 1.885 95 TOTAL AREA 21308 - EXISTING Printed 7/15/2021Prepared by {enter your company name here} Page 5HydroCAD® 10.10-6a s/n 02202 © 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 1.885 HSG D EX1, EX2 0.000 Other 1.885 TOTAL AREA 21308 - EXISTING Printed 7/15/2021Prepared by {enter your company name here} Page 6HydroCAD® 10.10-6a s/n 02202 © 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 0.336 0.000 0.336 >75% Grass cover, Good EX1, EX2 0.000 0.000 0.000 1.549 0.000 1.549 Paved parking EX1, EX2 0.000 0.000 0.000 1.885 0.000 1.885 TOTAL AREA Type II 24-hr 1-Year Rainfall=2.48"21308 - EXISTING Printed 7/15/2021Prepared by {enter your company name here} Page 7HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=74,957 sf 89.06% Impervious Runoff Depth=2.10"Subcatchment EX1: EX. 1 (DRAINS TO Tc=6.0 min CN=WQ Runoff=5.62 cfs 0.301 af Runoff Area=7,155 sf 9.78% Impervious Runoff Depth=1.01"Subcatchment EX2: EX2 (DRAINS OFF SITE Tc=6.0 min CN=WQ Runoff=0.29 cfs 0.014 af Total Runoff Area = 1.885 ac Runoff Volume = 0.315 af Average Runoff Depth = 2.01" 17.85% Pervious = 0.336 ac 82.15% Impervious = 1.549 ac Type II 24-hr 1-Year Rainfall=2.48"21308 - EXISTING Printed 7/15/2021Prepared by {enter your company name here} Page 8HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX1: EX. 1 (DRAINS TO STINSON STORM SEWER) Runoff = 5.62 cfs @ 11.97 hrs, Volume= 0.301 af, Depth= 2.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Type II 24-hr 1-Year Rainfall=2.48" Area (sf) CN Description 66,759 98 Paved parking, HSG D 8,198 80 >75% Grass cover, Good, HSG D 74,957 Weighted Average 8,198 10.94% Pervious Area 66,759 89.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX1: EX. 1 (DRAINS TO STINSON STORM SEWER) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)6 5 4 3 2 1 0 Type II 24-hr 1-Year Rainfall=2.48" Runoff Area=74,957 sf Runoff Volume=0.301 af Runoff Depth=2.10" Tc=6.0 min CN=WQ 5.62 cfs Type II 24-hr 1-Year Rainfall=2.48"21308 - EXISTING Printed 7/15/2021Prepared by {enter your company name here} Page 9HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: EX2 (DRAINS OFF SITE OVERLAND) Runoff = 0.29 cfs @ 11.98 hrs, Volume= 0.014 af, Depth= 1.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Type II 24-hr 1-Year Rainfall=2.48" Area (sf) CN Description 700 98 Paved parking, HSG D 6,455 80 >75% Grass cover, Good, HSG D 7,155 Weighted Average 6,455 90.22% Pervious Area 700 9.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX2: EX2 (DRAINS OFF SITE OVERLAND) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 1-Year Rainfall=2.48" Runoff Area=7,155 sf Runoff Volume=0.014 af Runoff Depth=1.01" Tc=6.0 min CN=WQ 0.29 cfs Type II 24-hr 2-Year Rainfall=2.86"21308 - EXISTING Printed 7/15/2021Prepared by {enter your company name here} Page 10HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=74,957 sf 89.06% Impervious Runoff Depth=2.47"Subcatchment EX1: EX. 1 (DRAINS TO Tc=6.0 min CN=WQ Runoff=6.56 cfs 0.354 af Runoff Area=7,155 sf 9.78% Impervious Runoff Depth=1.29"Subcatchment EX2: EX2 (DRAINS OFF SITE Tc=6.0 min CN=WQ Runoff=0.37 cfs 0.018 af Total Runoff Area = 1.885 ac Runoff Volume = 0.371 af Average Runoff Depth = 2.36" 17.85% Pervious = 0.336 ac 82.15% Impervious = 1.549 ac Type II 24-hr 2-Year Rainfall=2.86"21308 - EXISTING Printed 7/15/2021Prepared by {enter your company name here} Page 11HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX1: EX. 1 (DRAINS TO STINSON STORM SEWER) Runoff = 6.56 cfs @ 11.97 hrs, Volume= 0.354 af, Depth= 2.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.86" Area (sf) CN Description 66,759 98 Paved parking, HSG D 8,198 80 >75% Grass cover, Good, HSG D 74,957 Weighted Average 8,198 10.94% Pervious Area 66,759 89.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX1: EX. 1 (DRAINS TO STINSON STORM SEWER) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 Type II 24-hr 2-Year Rainfall=2.86" Runoff Area=74,957 sf Runoff Volume=0.354 af Runoff Depth=2.47" Tc=6.0 min CN=WQ 6.56 cfs Type II 24-hr 2-Year Rainfall=2.86"21308 - EXISTING Printed 7/15/2021Prepared by {enter your company name here} Page 12HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: EX2 (DRAINS OFF SITE OVERLAND) Runoff = 0.37 cfs @ 11.98 hrs, Volume= 0.018 af, Depth= 1.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.86" Area (sf) CN Description 700 98 Paved parking, HSG D 6,455 80 >75% Grass cover, Good, HSG D 7,155 Weighted Average 6,455 90.22% Pervious Area 700 9.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX2: EX2 (DRAINS OFF SITE OVERLAND) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 2-Year Rainfall=2.86" Runoff Area=7,155 sf Runoff Volume=0.018 af Runoff Depth=1.29" Tc=6.0 min CN=WQ 0.37 cfs Type II 24-hr 10-Year Rainfall=4.26"21308 - EXISTING Printed 7/15/2021Prepared by {enter your company name here} Page 13HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=74,957 sf 89.06% Impervious Runoff Depth=3.83"Subcatchment EX1: EX. 1 (DRAINS TO Tc=6.0 min CN=WQ Runoff=10.03 cfs 0.549 af Runoff Area=7,155 sf 9.78% Impervious Runoff Depth=2.43"Subcatchment EX2: EX2 (DRAINS OFF SITE Tc=6.0 min CN=WQ Runoff=0.69 cfs 0.033 af Total Runoff Area = 1.885 ac Runoff Volume = 0.583 af Average Runoff Depth = 3.71" 17.85% Pervious = 0.336 ac 82.15% Impervious = 1.549 ac Type II 24-hr 10-Year Rainfall=4.26"21308 - EXISTING Printed 7/15/2021Prepared by {enter your company name here} Page 14HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX1: EX. 1 (DRAINS TO STINSON STORM SEWER) Runoff = 10.03 cfs @ 11.97 hrs, Volume= 0.549 af, Depth= 3.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=4.26" Area (sf) CN Description 66,759 98 Paved parking, HSG D 8,198 80 >75% Grass cover, Good, HSG D 74,957 Weighted Average 8,198 10.94% Pervious Area 66,759 89.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX1: EX. 1 (DRAINS TO STINSON STORM SEWER) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10-Year Rainfall=4.26" Runoff Area=74,957 sf Runoff Volume=0.549 af Runoff Depth=3.83" Tc=6.0 min CN=WQ 10.03 cfs Type II 24-hr 10-Year Rainfall=4.26"21308 - EXISTING Printed 7/15/2021Prepared by {enter your company name here} Page 15HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: EX2 (DRAINS OFF SITE OVERLAND) Runoff = 0.69 cfs @ 11.97 hrs, Volume= 0.033 af, Depth= 2.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=4.26" Area (sf) CN Description 700 98 Paved parking, HSG D 6,455 80 >75% Grass cover, Good, HSG D 7,155 Weighted Average 6,455 90.22% Pervious Area 700 9.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX2: EX2 (DRAINS OFF SITE OVERLAND) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 10-Year Rainfall=4.26" Runoff Area=7,155 sf Runoff Volume=0.033 af Runoff Depth=2.43" Tc=6.0 min CN=WQ 0.69 cfs Type II 24-hr 100-Year Rainfall=7.32"21308 - EXISTING Printed 7/15/2021Prepared by {enter your company name here} Page 16HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=74,957 sf 89.06% Impervious Runoff Depth=6.85"Subcatchment EX1: EX. 1 (DRAINS TO Tc=6.0 min CN=WQ Runoff=17.63 cfs 0.983 af Runoff Area=7,155 sf 9.78% Impervious Runoff Depth=5.20"Subcatchment EX2: EX2 (DRAINS OFF SITE Tc=6.0 min CN=WQ Runoff=1.44 cfs 0.071 af Total Runoff Area = 1.885 ac Runoff Volume = 1.054 af Average Runoff Depth = 6.71" 17.85% Pervious = 0.336 ac 82.15% Impervious = 1.549 ac Type II 24-hr 100-Year Rainfall=7.32"21308 - EXISTING Printed 7/15/2021Prepared by {enter your company name here} Page 17HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX1: EX. 1 (DRAINS TO STINSON STORM SEWER) Runoff = 17.63 cfs @ 11.97 hrs, Volume= 0.983 af, Depth= 6.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=7.32" Area (sf) CN Description 66,759 98 Paved parking, HSG D 8,198 80 >75% Grass cover, Good, HSG D 74,957 Weighted Average 8,198 10.94% Pervious Area 66,759 89.06% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX1: EX. 1 (DRAINS TO STINSON STORM SEWER) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-Year Rainfall=7.32" Runoff Area=74,957 sf Runoff Volume=0.983 af Runoff Depth=6.85" Tc=6.0 min CN=WQ 17.63 cfs Type II 24-hr 100-Year Rainfall=7.32"21308 - EXISTING Printed 7/15/2021Prepared by {enter your company name here} Page 18HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment EX2: EX2 (DRAINS OFF SITE OVERLAND) Runoff = 1.44 cfs @ 11.97 hrs, Volume= 0.071 af, Depth= 5.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=7.32" Area (sf) CN Description 700 98 Paved parking, HSG D 6,455 80 >75% Grass cover, Good, HSG D 7,155 Weighted Average 6,455 90.22% Pervious Area 700 9.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment EX2: EX2 (DRAINS OFF SITE OVERLAND) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Type II 24-hr 100-Year Rainfall=7.32" Runoff Area=7,155 sf Runoff Volume=0.071 af Runoff Depth=5.20" Tc=6.0 min CN=WQ 1.44 cfs PR1 PR1 (DRAINS TO 1P) PR2 PR2 (DRAINS OFFSITE OVERLAND) 1P FILTRATION BASIN Routing Diagram for 21308 - PROPOSED Prepared by {enter your company name here}, Printed 7/15/2021 HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 2HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Project Notes Rainfall events imported from "21308 - EXISTING.hcp" 21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 3HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1-Year Type II 24-hr Default 24.00 1 2.48 2 2 2-Year Type II 24-hr Default 24.00 1 2.86 2 3 10-Year Type II 24-hr Default 24.00 1 4.26 2 4 100-Year Type II 24-hr Default 24.00 1 7.32 2 21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 4HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.643 80 >75% Grass cover, Good, HSG D (PR1, PR2) 1.242 98 Paved parking, HSG D (PR1, PR2) 1.885 92 TOTAL AREA 21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 5HydroCAD® 10.10-6a s/n 02202 © 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 1.885 HSG D PR1, PR2 0.000 Other 1.885 TOTAL AREA 21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 6HydroCAD® 10.10-6a s/n 02202 © 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 0.643 0.000 0.643 >75% Grass cover, Good PR1, PR2 0.000 0.000 0.000 1.242 0.000 1.242 Paved parking PR1, PR2 0.000 0.000 0.000 1.885 0.000 1.885 TOTAL AREA Type II 24-hr 1-Year Rainfall=2.48"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 7HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=59,528 sf 87.34% Impervious Runoff Depth=2.08"Subcatchment PR1: PR1 (DRAINS TO 1P) Tc=6.0 min CN=WQ Runoff=4.42 cfs 0.236 af Runoff Area=22,584 sf 9.33% Impervious Runoff Depth=1.00"Subcatchment PR2: PR2 (DRAINS OFFSITE Tc=6.0 min CN=WQ Runoff=0.90 cfs 0.043 af Peak Elev=926.20' Storage=4,181 cf Inflow=4.42 cfs 0.236 afPond 1P: FILTRATION BASIN Outflow=0.27 cfs 0.236 af Total Runoff Area = 1.885 ac Runoff Volume = 0.280 af Average Runoff Depth = 1.78" 34.12% Pervious = 0.643 ac 65.88% Impervious = 1.242 ac Type II 24-hr 1-Year Rainfall=2.48"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 8HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR1: PR1 (DRAINS TO 1P) Runoff = 4.42 cfs @ 11.97 hrs, Volume= 0.236 af, Depth= 2.08" Routed to Pond 1P : FILTRATION BASIN Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Type II 24-hr 1-Year Rainfall=2.48" Area (sf) CN Description 51,989 98 Paved parking, HSG D 7,539 80 >75% Grass cover, Good, HSG D 59,528 Weighted Average 7,539 12.66% Pervious Area 51,989 87.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1: PR1 (DRAINS TO 1P) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 Type II 24-hr 1-Year Rainfall=2.48" Runoff Area=59,528 sf Runoff Volume=0.236 af Runoff Depth=2.08" Tc=6.0 min CN=WQ 4.42 cfs Type II 24-hr 1-Year Rainfall=2.48"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 9HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: PR2 (DRAINS OFFSITE OVERLAND) Runoff = 0.90 cfs @ 11.98 hrs, Volume= 0.043 af, Depth= 1.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Type II 24-hr 1-Year Rainfall=2.48" Area (sf) CN Description 2,107 98 Paved parking, HSG D 20,477 80 >75% Grass cover, Good, HSG D 22,584 Weighted Average 20,477 90.67% Pervious Area 2,107 9.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR2: PR2 (DRAINS OFFSITE OVERLAND) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Type II 24-hr 1-Year Rainfall=2.48" Runoff Area=22,584 sf Runoff Volume=0.043 af Runoff Depth=1.00" Tc=6.0 min CN=WQ 0.90 cfs Type II 24-hr 1-Year Rainfall=2.48"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 10HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: FILTRATION BASIN Inflow Area = 1.367 ac, 87.34% Impervious, Inflow Depth = 2.08" for 1-Year event Inflow = 4.42 cfs @ 11.97 hrs, Volume= 0.236 af Outflow = 0.27 cfs @ 11.44 hrs, Volume= 0.236 af, Atten= 94%, Lag= 0.0 min Primary = 0.27 cfs @ 11.44 hrs, Volume= 0.236 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 926.20' @ 12.66 hrs Surf.Area= 7,252 sf Storage= 4,181 cf Plug-Flow detention time= 113.7 min calculated for 0.236 af (100% of inflow) Center-of-Mass det. time= 113.7 min ( 877.1 - 763.4 ) Volume Invert Avail.Storage Storage Description #1A 925.25' 6,270 cf 58.50'W x 123.96'L x 3.48'H Field A 25,199 cf Overall - 9,523 cf Embedded = 15,676 cf x 40.0% Voids #2A 925.75' 9,523 cf Prinsco HydroStor v2 HS75 x 204 Inside #1 Effective Size= 45.4"W x 29.0"H => 6.55 sf x 7.08'L = 46.4 cf Overall Size= 51.0"W x 29.7"H x 7.26'L with 0.18' Overlap 204 Chambers in 12 Rows Cap Storage= 2.8 cf x 2 x 12 rows = 66.0 cf 15,793 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Device 3 925.25'1.600 in/hr Exfiltration over Surface area #2 Device 4 926.45'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 4 923.75'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 923.75'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.27 cfs @ 11.44 hrs HW=925.29' (Free Discharge) 4=Orifice/Grate (Passes 0.27 cfs of 3.85 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Passes 0.27 cfs of 1.07 cfs potential flow) 1=Exfiltration (Exfiltration Controls 0.27 cfs) Type II 24-hr 1-Year Rainfall=2.48"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 11HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 1P: FILTRATION BASIN - Chamber Wizard Field A Chamber Model = Prinsco HydroStor v2 HS75 (Prinsco HydroStor with Cap storage) Effective Size= 45.4"W x 29.0"H => 6.55 sf x 7.08'L = 46.4 cf Overall Size= 51.0"W x 29.7"H x 7.26'L with 0.18' Overlap Cap Storage= 2.8 cf x 2 x 12 rows = 66.0 cf 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 17 Chambers/Row x 7.08' Long +0.84' Cap Length x 2 = 121.96' Row Length +12.0" End Stone x 2 = 123.96' Base Length 12 Rows x 51.0" Wide + 6.0" Spacing x 11 + 12.0" Side Stone x 2 = 58.50' Base Width 6.0" Stone Base + 29.7" Chamber Height + 6.0" Stone Cover = 3.48' Field Height 204 Chambers x 46.4 cf + 2.8 cf Cap Volume x 2 x 12 Rows = 9,523.0 cf Chamber Storage 25,199.2 cf Field - 9,523.0 cf Chambers = 15,676.2 cf Stone x 40.0% Voids = 6,270.5 cf Stone Storage Chamber Storage + Stone Storage = 15,793.5 cf = 0.363 af Overall Storage Efficiency = 62.7% Overall System Size = 123.96' x 58.50' x 3.48' 204 Chambers 933.3 cy Field 580.6 cy Stone Type II 24-hr 1-Year Rainfall=2.48"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 12HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 1P: FILTRATION BASIN Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 Inflow Area=1.367 ac Peak Elev=926.20' Storage=4,181 cf 4.42 cfs 0.27 cfs Type II 24-hr 1-Year Rainfall=2.48"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 13HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: FILTRATION BASIN Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 925.25 7,252 0 925.30 7,252 145 925.35 7,252 290 925.40 7,252 435 925.45 7,252 580 925.50 7,252 725 925.55 7,252 870 925.60 7,252 1,015 925.65 7,252 1,160 925.70 7,252 1,305 925.75 7,252 1,450 925.80 7,252 1,760 925.85 7,252 2,069 925.90 7,252 2,377 925.95 7,252 2,684 926.00 7,252 2,989 926.05 7,252 3,294 926.10 7,252 3,597 926.15 7,252 3,899 926.20 7,252 4,200 926.25 7,252 4,499 926.30 7,252 4,798 926.35 7,252 5,094 926.40 7,252 5,390 926.45 7,252 5,684 926.50 7,252 5,977 926.55 7,252 6,268 926.60 7,252 6,558 926.65 7,252 6,847 926.70 7,252 7,133 926.75 7,252 7,418 926.80 7,252 7,701 926.85 7,252 7,982 926.90 7,252 8,261 926.95 7,252 8,538 927.00 7,252 8,814 927.05 7,252 9,086 927.10 7,252 9,357 927.15 7,252 9,625 927.20 7,252 9,891 927.25 7,252 10,154 927.30 7,252 10,415 927.35 7,252 10,672 927.40 7,252 10,927 927.45 7,252 11,178 927.50 7,252 11,426 927.55 7,252 11,671 927.60 7,252 11,912 927.65 7,252 12,149 927.70 7,252 12,381 927.75 7,252 12,608 927.80 7,252 12,830 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 927.85 7,252 13,045 927.90 7,252 13,251 927.95 7,252 13,449 928.00 7,252 13,634 928.05 7,252 13,807 928.10 7,252 13,970 928.15 7,252 14,124 928.20 7,252 14,271 928.25 7,252 14,416 928.30 7,252 14,561 928.35 7,252 14,706 928.40 7,252 14,851 928.45 7,252 14,996 928.50 7,252 15,141 928.55 7,252 15,286 928.60 7,252 15,431 928.65 7,252 15,576 928.70 7,252 15,721 Type II 24-hr 2-Year Rainfall=2.86"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 14HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=59,528 sf 87.34% Impervious Runoff Depth=2.44"Subcatchment PR1: PR1 (DRAINS TO 1P) Tc=6.0 min CN=WQ Runoff=5.16 cfs 0.278 af Runoff Area=22,584 sf 9.33% Impervious Runoff Depth=1.28"Subcatchment PR2: PR2 (DRAINS OFFSITE Tc=6.0 min CN=WQ Runoff=1.16 cfs 0.055 af Peak Elev=926.35' Storage=5,123 cf Inflow=5.16 cfs 0.278 afPond 1P: FILTRATION BASIN Outflow=0.27 cfs 0.278 af Total Runoff Area = 1.885 ac Runoff Volume = 0.333 af Average Runoff Depth = 2.12" 34.12% Pervious = 0.643 ac 65.88% Impervious = 1.242 ac Type II 24-hr 2-Year Rainfall=2.86"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 15HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR1: PR1 (DRAINS TO 1P) Runoff = 5.16 cfs @ 11.97 hrs, Volume= 0.278 af, Depth= 2.44" Routed to Pond 1P : FILTRATION BASIN Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.86" Area (sf) CN Description 51,989 98 Paved parking, HSG D 7,539 80 >75% Grass cover, Good, HSG D 59,528 Weighted Average 7,539 12.66% Pervious Area 51,989 87.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1: PR1 (DRAINS TO 1P) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Type II 24-hr 2-Year Rainfall=2.86" Runoff Area=59,528 sf Runoff Volume=0.278 af Runoff Depth=2.44" Tc=6.0 min CN=WQ 5.16 cfs Type II 24-hr 2-Year Rainfall=2.86"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 16HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: PR2 (DRAINS OFFSITE OVERLAND) Runoff = 1.16 cfs @ 11.98 hrs, Volume= 0.055 af, Depth= 1.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.86" Area (sf) CN Description 2,107 98 Paved parking, HSG D 20,477 80 >75% Grass cover, Good, HSG D 22,584 Weighted Average 20,477 90.67% Pervious Area 2,107 9.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR2: PR2 (DRAINS OFFSITE OVERLAND) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Type II 24-hr 2-Year Rainfall=2.86" Runoff Area=22,584 sf Runoff Volume=0.055 af Runoff Depth=1.28" Tc=6.0 min CN=WQ 1.16 cfs Type II 24-hr 2-Year Rainfall=2.86"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 17HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: FILTRATION BASIN Inflow Area = 1.367 ac, 87.34% Impervious, Inflow Depth = 2.44" for 2-Year event Inflow = 5.16 cfs @ 11.97 hrs, Volume= 0.278 af Outflow = 0.27 cfs @ 11.28 hrs, Volume= 0.278 af, Atten= 95%, Lag= 0.0 min Primary = 0.27 cfs @ 11.28 hrs, Volume= 0.278 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 926.35' @ 12.88 hrs Surf.Area= 7,252 sf Storage= 5,123 cf Plug-Flow detention time= 144.6 min calculated for 0.278 af (100% of inflow) Center-of-Mass det. time= 144.6 min ( 904.9 - 760.4 ) Volume Invert Avail.Storage Storage Description #1A 925.25' 6,270 cf 58.50'W x 123.96'L x 3.48'H Field A 25,199 cf Overall - 9,523 cf Embedded = 15,676 cf x 40.0% Voids #2A 925.75' 9,523 cf Prinsco HydroStor v2 HS75 x 204 Inside #1 Effective Size= 45.4"W x 29.0"H => 6.55 sf x 7.08'L = 46.4 cf Overall Size= 51.0"W x 29.7"H x 7.26'L with 0.18' Overlap 204 Chambers in 12 Rows Cap Storage= 2.8 cf x 2 x 12 rows = 66.0 cf 15,793 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Device 3 925.25'1.600 in/hr Exfiltration over Surface area #2 Device 4 926.45'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 4 923.75'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 923.75'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.27 cfs @ 11.28 hrs HW=925.28' (Free Discharge) 4=Orifice/Grate (Passes 0.27 cfs of 3.85 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate (Passes 0.27 cfs of 1.07 cfs potential flow) 1=Exfiltration (Exfiltration Controls 0.27 cfs) Type II 24-hr 2-Year Rainfall=2.86"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 18HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 1P: FILTRATION BASIN - Chamber Wizard Field A Chamber Model = Prinsco HydroStor v2 HS75 (Prinsco HydroStor with Cap storage) Effective Size= 45.4"W x 29.0"H => 6.55 sf x 7.08'L = 46.4 cf Overall Size= 51.0"W x 29.7"H x 7.26'L with 0.18' Overlap Cap Storage= 2.8 cf x 2 x 12 rows = 66.0 cf 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 17 Chambers/Row x 7.08' Long +0.84' Cap Length x 2 = 121.96' Row Length +12.0" End Stone x 2 = 123.96' Base Length 12 Rows x 51.0" Wide + 6.0" Spacing x 11 + 12.0" Side Stone x 2 = 58.50' Base Width 6.0" Stone Base + 29.7" Chamber Height + 6.0" Stone Cover = 3.48' Field Height 204 Chambers x 46.4 cf + 2.8 cf Cap Volume x 2 x 12 Rows = 9,523.0 cf Chamber Storage 25,199.2 cf Field - 9,523.0 cf Chambers = 15,676.2 cf Stone x 40.0% Voids = 6,270.5 cf Stone Storage Chamber Storage + Stone Storage = 15,793.5 cf = 0.363 af Overall Storage Efficiency = 62.7% Overall System Size = 123.96' x 58.50' x 3.48' 204 Chambers 933.3 cy Field 580.6 cy Stone Type II 24-hr 2-Year Rainfall=2.86"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 19HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 1P: FILTRATION BASIN Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Inflow Area=1.367 ac Peak Elev=926.35' Storage=5,123 cf 5.16 cfs 0.27 cfs Type II 24-hr 2-Year Rainfall=2.86"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 20HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: FILTRATION BASIN Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 925.25 7,252 0 925.30 7,252 145 925.35 7,252 290 925.40 7,252 435 925.45 7,252 580 925.50 7,252 725 925.55 7,252 870 925.60 7,252 1,015 925.65 7,252 1,160 925.70 7,252 1,305 925.75 7,252 1,450 925.80 7,252 1,760 925.85 7,252 2,069 925.90 7,252 2,377 925.95 7,252 2,684 926.00 7,252 2,989 926.05 7,252 3,294 926.10 7,252 3,597 926.15 7,252 3,899 926.20 7,252 4,200 926.25 7,252 4,499 926.30 7,252 4,798 926.35 7,252 5,094 926.40 7,252 5,390 926.45 7,252 5,684 926.50 7,252 5,977 926.55 7,252 6,268 926.60 7,252 6,558 926.65 7,252 6,847 926.70 7,252 7,133 926.75 7,252 7,418 926.80 7,252 7,701 926.85 7,252 7,982 926.90 7,252 8,261 926.95 7,252 8,538 927.00 7,252 8,814 927.05 7,252 9,086 927.10 7,252 9,357 927.15 7,252 9,625 927.20 7,252 9,891 927.25 7,252 10,154 927.30 7,252 10,415 927.35 7,252 10,672 927.40 7,252 10,927 927.45 7,252 11,178 927.50 7,252 11,426 927.55 7,252 11,671 927.60 7,252 11,912 927.65 7,252 12,149 927.70 7,252 12,381 927.75 7,252 12,608 927.80 7,252 12,830 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 927.85 7,252 13,045 927.90 7,252 13,251 927.95 7,252 13,449 928.00 7,252 13,634 928.05 7,252 13,807 928.10 7,252 13,970 928.15 7,252 14,124 928.20 7,252 14,271 928.25 7,252 14,416 928.30 7,252 14,561 928.35 7,252 14,706 928.40 7,252 14,851 928.45 7,252 14,996 928.50 7,252 15,141 928.55 7,252 15,286 928.60 7,252 15,431 928.65 7,252 15,576 928.70 7,252 15,721 Type II 24-hr 10-Year Rainfall=4.26"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 21HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=59,528 sf 87.34% Impervious Runoff Depth=3.80"Subcatchment PR1: PR1 (DRAINS TO 1P) Tc=6.0 min CN=WQ Runoff=7.92 cfs 0.433 af Runoff Area=22,584 sf 9.33% Impervious Runoff Depth=2.42"Subcatchment PR2: PR2 (DRAINS OFFSITE Tc=6.0 min CN=WQ Runoff=2.18 cfs 0.105 af Peak Elev=926.82' Storage=7,794 cf Inflow=7.92 cfs 0.433 afPond 1P: FILTRATION BASIN Outflow=0.81 cfs 0.433 af Total Runoff Area = 1.885 ac Runoff Volume = 0.538 af Average Runoff Depth = 3.42" 34.12% Pervious = 0.643 ac 65.88% Impervious = 1.242 ac Type II 24-hr 10-Year Rainfall=4.26"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 22HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR1: PR1 (DRAINS TO 1P) Runoff = 7.92 cfs @ 11.97 hrs, Volume= 0.433 af, Depth= 3.80" Routed to Pond 1P : FILTRATION BASIN Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=4.26" Area (sf) CN Description 51,989 98 Paved parking, HSG D 7,539 80 >75% Grass cover, Good, HSG D 59,528 Weighted Average 7,539 12.66% Pervious Area 51,989 87.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1: PR1 (DRAINS TO 1P) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 10-Year Rainfall=4.26" Runoff Area=59,528 sf Runoff Volume=0.433 af Runoff Depth=3.80" Tc=6.0 min CN=WQ 7.92 cfs Type II 24-hr 10-Year Rainfall=4.26"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 23HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: PR2 (DRAINS OFFSITE OVERLAND) Runoff = 2.18 cfs @ 11.97 hrs, Volume= 0.105 af, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=4.26" Area (sf) CN Description 2,107 98 Paved parking, HSG D 20,477 80 >75% Grass cover, Good, HSG D 22,584 Weighted Average 20,477 90.67% Pervious Area 2,107 9.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR2: PR2 (DRAINS OFFSITE OVERLAND) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Type II 24-hr 10-Year Rainfall=4.26" Runoff Area=22,584 sf Runoff Volume=0.105 af Runoff Depth=2.42" Tc=6.0 min CN=WQ 2.18 cfs Type II 24-hr 10-Year Rainfall=4.26"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 24HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: FILTRATION BASIN Inflow Area = 1.367 ac, 87.34% Impervious, Inflow Depth = 3.80" for 10-Year event Inflow = 7.92 cfs @ 11.97 hrs, Volume= 0.433 af Outflow = 0.81 cfs @ 12.35 hrs, Volume= 0.433 af, Atten= 90%, Lag= 22.9 min Primary = 0.81 cfs @ 12.35 hrs, Volume= 0.433 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 926.82' @ 12.35 hrs Surf.Area= 7,252 sf Storage= 7,794 cf Plug-Flow detention time= 173.1 min calculated for 0.433 af (100% of inflow) Center-of-Mass det. time= 173.1 min ( 925.9 - 752.7 ) Volume Invert Avail.Storage Storage Description #1A 925.25' 6,270 cf 58.50'W x 123.96'L x 3.48'H Field A 25,199 cf Overall - 9,523 cf Embedded = 15,676 cf x 40.0% Voids #2A 925.75' 9,523 cf Prinsco HydroStor v2 HS75 x 204 Inside #1 Effective Size= 45.4"W x 29.0"H => 6.55 sf x 7.08'L = 46.4 cf Overall Size= 51.0"W x 29.7"H x 7.26'L with 0.18' Overlap 204 Chambers in 12 Rows Cap Storage= 2.8 cf x 2 x 12 rows = 66.0 cf 15,793 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Device 3 925.25'1.600 in/hr Exfiltration over Surface area #2 Device 4 926.45'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 4 923.75'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 923.75'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.81 cfs @ 12.35 hrs HW=926.82' (Free Discharge) 4=Orifice/Grate (Passes 0.81 cfs of 6.06 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.54 cfs @ 2.06 fps) 3=Orifice/Grate (Passes 0.27 cfs of 1.59 cfs potential flow) 1=Exfiltration (Exfiltration Controls 0.27 cfs) Type II 24-hr 10-Year Rainfall=4.26"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 25HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 1P: FILTRATION BASIN - Chamber Wizard Field A Chamber Model = Prinsco HydroStor v2 HS75 (Prinsco HydroStor with Cap storage) Effective Size= 45.4"W x 29.0"H => 6.55 sf x 7.08'L = 46.4 cf Overall Size= 51.0"W x 29.7"H x 7.26'L with 0.18' Overlap Cap Storage= 2.8 cf x 2 x 12 rows = 66.0 cf 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 17 Chambers/Row x 7.08' Long +0.84' Cap Length x 2 = 121.96' Row Length +12.0" End Stone x 2 = 123.96' Base Length 12 Rows x 51.0" Wide + 6.0" Spacing x 11 + 12.0" Side Stone x 2 = 58.50' Base Width 6.0" Stone Base + 29.7" Chamber Height + 6.0" Stone Cover = 3.48' Field Height 204 Chambers x 46.4 cf + 2.8 cf Cap Volume x 2 x 12 Rows = 9,523.0 cf Chamber Storage 25,199.2 cf Field - 9,523.0 cf Chambers = 15,676.2 cf Stone x 40.0% Voids = 6,270.5 cf Stone Storage Chamber Storage + Stone Storage = 15,793.5 cf = 0.363 af Overall Storage Efficiency = 62.7% Overall System Size = 123.96' x 58.50' x 3.48' 204 Chambers 933.3 cy Field 580.6 cy Stone Type II 24-hr 10-Year Rainfall=4.26"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 26HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 1P: FILTRATION BASIN Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=1.367 ac Peak Elev=926.82' Storage=7,794 cf 7.92 cfs 0.81 cfs Type II 24-hr 10-Year Rainfall=4.26"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 27HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: FILTRATION BASIN Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 925.25 7,252 0 925.30 7,252 145 925.35 7,252 290 925.40 7,252 435 925.45 7,252 580 925.50 7,252 725 925.55 7,252 870 925.60 7,252 1,015 925.65 7,252 1,160 925.70 7,252 1,305 925.75 7,252 1,450 925.80 7,252 1,760 925.85 7,252 2,069 925.90 7,252 2,377 925.95 7,252 2,684 926.00 7,252 2,989 926.05 7,252 3,294 926.10 7,252 3,597 926.15 7,252 3,899 926.20 7,252 4,200 926.25 7,252 4,499 926.30 7,252 4,798 926.35 7,252 5,094 926.40 7,252 5,390 926.45 7,252 5,684 926.50 7,252 5,977 926.55 7,252 6,268 926.60 7,252 6,558 926.65 7,252 6,847 926.70 7,252 7,133 926.75 7,252 7,418 926.80 7,252 7,701 926.85 7,252 7,982 926.90 7,252 8,261 926.95 7,252 8,538 927.00 7,252 8,814 927.05 7,252 9,086 927.10 7,252 9,357 927.15 7,252 9,625 927.20 7,252 9,891 927.25 7,252 10,154 927.30 7,252 10,415 927.35 7,252 10,672 927.40 7,252 10,927 927.45 7,252 11,178 927.50 7,252 11,426 927.55 7,252 11,671 927.60 7,252 11,912 927.65 7,252 12,149 927.70 7,252 12,381 927.75 7,252 12,608 927.80 7,252 12,830 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 927.85 7,252 13,045 927.90 7,252 13,251 927.95 7,252 13,449 928.00 7,252 13,634 928.05 7,252 13,807 928.10 7,252 13,970 928.15 7,252 14,124 928.20 7,252 14,271 928.25 7,252 14,416 928.30 7,252 14,561 928.35 7,252 14,706 928.40 7,252 14,851 928.45 7,252 14,996 928.50 7,252 15,141 928.55 7,252 15,286 928.60 7,252 15,431 928.65 7,252 15,576 928.70 7,252 15,721 Type II 24-hr 100-Year Rainfall=7.32"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 28HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Runoff Area=59,528 sf 87.34% Impervious Runoff Depth=6.82"Subcatchment PR1: PR1 (DRAINS TO 1P) Tc=6.0 min CN=WQ Runoff=13.96 cfs 0.776 af Runoff Area=22,584 sf 9.33% Impervious Runoff Depth=5.19"Subcatchment PR2: PR2 (DRAINS OFFSITE Tc=6.0 min CN=WQ Runoff=4.55 cfs 0.224 af Peak Elev=927.86' Storage=13,073 cf Inflow=13.96 cfs 0.776 afPond 1P: FILTRATION BASIN Outflow=3.87 cfs 0.776 af Total Runoff Area = 1.885 ac Runoff Volume = 1.000 af Average Runoff Depth = 6.37" 34.12% Pervious = 0.643 ac 65.88% Impervious = 1.242 ac Type II 24-hr 100-Year Rainfall=7.32"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 29HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR1: PR1 (DRAINS TO 1P) Runoff = 13.96 cfs @ 11.97 hrs, Volume= 0.776 af, Depth= 6.82" Routed to Pond 1P : FILTRATION BASIN Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=7.32" Area (sf) CN Description 51,989 98 Paved parking, HSG D 7,539 80 >75% Grass cover, Good, HSG D 59,528 Weighted Average 7,539 12.66% Pervious Area 51,989 87.34% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR1: PR1 (DRAINS TO 1P) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-Year Rainfall=7.32" Runoff Area=59,528 sf Runoff Volume=0.776 af Runoff Depth=6.82" Tc=6.0 min CN=WQ 13.96 cfs Type II 24-hr 100-Year Rainfall=7.32"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 30HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment PR2: PR2 (DRAINS OFFSITE OVERLAND) Runoff = 4.55 cfs @ 11.97 hrs, Volume= 0.224 af, Depth= 5.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=7.32" Area (sf) CN Description 2,107 98 Paved parking, HSG D 20,477 80 >75% Grass cover, Good, HSG D 22,584 Weighted Average 20,477 90.67% Pervious Area 2,107 9.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment PR2: PR2 (DRAINS OFFSITE OVERLAND) Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Type II 24-hr 100-Year Rainfall=7.32" Runoff Area=22,584 sf Runoff Volume=0.224 af Runoff Depth=5.19" Tc=6.0 min CN=WQ 4.55 cfs Type II 24-hr 100-Year Rainfall=7.32"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 31HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Summary for Pond 1P: FILTRATION BASIN Inflow Area = 1.367 ac, 87.34% Impervious, Inflow Depth = 6.82" for 100-Year event Inflow = 13.96 cfs @ 11.97 hrs, Volume= 0.776 af Outflow = 3.87 cfs @ 12.10 hrs, Volume= 0.776 af, Atten= 72%, Lag= 7.9 min Primary = 3.87 cfs @ 12.10 hrs, Volume= 0.776 af Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Peak Elev= 927.86' @ 12.10 hrs Surf.Area= 7,252 sf Storage= 13,073 cf Plug-Flow detention time= 141.1 min calculated for 0.776 af (100% of inflow) Center-of-Mass det. time= 141.1 min ( 885.3 - 744.2 ) Volume Invert Avail.Storage Storage Description #1A 925.25' 6,270 cf 58.50'W x 123.96'L x 3.48'H Field A 25,199 cf Overall - 9,523 cf Embedded = 15,676 cf x 40.0% Voids #2A 925.75' 9,523 cf Prinsco HydroStor v2 HS75 x 204 Inside #1 Effective Size= 45.4"W x 29.0"H => 6.55 sf x 7.08'L = 46.4 cf Overall Size= 51.0"W x 29.7"H x 7.26'L with 0.18' Overlap 204 Chambers in 12 Rows Cap Storage= 2.8 cf x 2 x 12 rows = 66.0 cf 15,793 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Device 3 925.25'1.600 in/hr Exfiltration over Surface area #2 Device 4 926.45'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 4 923.75'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 923.75'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.87 cfs @ 12.10 hrs HW=927.86' (Free Discharge) 4=Orifice/Grate (Passes 3.87 cfs of 7.18 cfs potential flow) 2=Orifice/Grate (Orifice Controls 3.60 cfs @ 4.58 fps) 3=Orifice/Grate (Passes 0.27 cfs of 1.86 cfs potential flow) 1=Exfiltration (Exfiltration Controls 0.27 cfs) Type II 24-hr 100-Year Rainfall=7.32"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 32HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 1P: FILTRATION BASIN - Chamber Wizard Field A Chamber Model = Prinsco HydroStor v2 HS75 (Prinsco HydroStor with Cap storage) Effective Size= 45.4"W x 29.0"H => 6.55 sf x 7.08'L = 46.4 cf Overall Size= 51.0"W x 29.7"H x 7.26'L with 0.18' Overlap Cap Storage= 2.8 cf x 2 x 12 rows = 66.0 cf 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 17 Chambers/Row x 7.08' Long +0.84' Cap Length x 2 = 121.96' Row Length +12.0" End Stone x 2 = 123.96' Base Length 12 Rows x 51.0" Wide + 6.0" Spacing x 11 + 12.0" Side Stone x 2 = 58.50' Base Width 6.0" Stone Base + 29.7" Chamber Height + 6.0" Stone Cover = 3.48' Field Height 204 Chambers x 46.4 cf + 2.8 cf Cap Volume x 2 x 12 Rows = 9,523.0 cf Chamber Storage 25,199.2 cf Field - 9,523.0 cf Chambers = 15,676.2 cf Stone x 40.0% Voids = 6,270.5 cf Stone Storage Chamber Storage + Stone Storage = 15,793.5 cf = 0.363 af Overall Storage Efficiency = 62.7% Overall System Size = 123.96' x 58.50' x 3.48' 204 Chambers 933.3 cy Field 580.6 cy Stone Type II 24-hr 100-Year Rainfall=7.32"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 33HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Pond 1P: FILTRATION BASIN Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.367 ac Peak Elev=927.86' Storage=13,073 cf 13.96 cfs 3.87 cfs Type II 24-hr 100-Year Rainfall=7.32"21308 - PROPOSED Printed 7/15/2021Prepared by {enter your company name here} Page 34HydroCAD® 10.10-6a s/n 02202 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: FILTRATION BASIN Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 925.25 7,252 0 925.30 7,252 145 925.35 7,252 290 925.40 7,252 435 925.45 7,252 580 925.50 7,252 725 925.55 7,252 870 925.60 7,252 1,015 925.65 7,252 1,160 925.70 7,252 1,305 925.75 7,252 1,450 925.80 7,252 1,760 925.85 7,252 2,069 925.90 7,252 2,377 925.95 7,252 2,684 926.00 7,252 2,989 926.05 7,252 3,294 926.10 7,252 3,597 926.15 7,252 3,899 926.20 7,252 4,200 926.25 7,252 4,499 926.30 7,252 4,798 926.35 7,252 5,094 926.40 7,252 5,390 926.45 7,252 5,684 926.50 7,252 5,977 926.55 7,252 6,268 926.60 7,252 6,558 926.65 7,252 6,847 926.70 7,252 7,133 926.75 7,252 7,418 926.80 7,252 7,701 926.85 7,252 7,982 926.90 7,252 8,261 926.95 7,252 8,538 927.00 7,252 8,814 927.05 7,252 9,086 927.10 7,252 9,357 927.15 7,252 9,625 927.20 7,252 9,891 927.25 7,252 10,154 927.30 7,252 10,415 927.35 7,252 10,672 927.40 7,252 10,927 927.45 7,252 11,178 927.50 7,252 11,426 927.55 7,252 11,671 927.60 7,252 11,912 927.65 7,252 12,149 927.70 7,252 12,381 927.75 7,252 12,608 927.80 7,252 12,830 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 927.85 7,252 13,045 927.90 7,252 13,251 927.95 7,252 13,449 928.00 7,252 13,634 928.05 7,252 13,807 928.10 7,252 13,970 928.15 7,252 14,124 928.20 7,252 14,271 928.25 7,252 14,416 928.30 7,252 14,561 928.35 7,252 14,706 928.40 7,252 14,851 928.45 7,252 14,996 928.50 7,252 15,141 928.55 7,252 15,286 928.60 7,252 15,431 928.65 7,252 15,576 928.70 7,252 15,721 Civil Site Group - Stormwater Calculations Area [SF] CN Value Area [SF] CN Value Area [SF] CN Value EX1 (DRAINS TO STINSON STORM SEWER)66759 98 8198 80 74957 96 EX2 (DRAINS OFFSITE OVERLAND)700 98 6455 80 7155 82 Area [SF] CN Value Area [SF] CN Value Area [SF] CN Value PR1 (TO 1P) 51989 98 7539 80 59528 96 PR2 (DRAINS OFFSITE) 2107 98 20477 80 22584 82 Impervious [SF] Impervious [AC] Pervious [SF] Pervious [AC] Total [SF] Total [AC] Existing Site 67459 1.55 14653 0.34 82112 1.89 Proposed Site 54096 1.24 28016 0.64 82112 1.89 1-YR [2.48"]2-YR [2.86"] 10-YR [4.26"] 100-YR [7.32"] EX1 5.62 6.56 10.03 17.63 EX2 0.29 0.37 0.69 1.44 TOTAL 5.91 6.93 10.72 19.07 1-YR [2.48"]2-YR [2.86"] 10-YR [4.26"] 100-YR [7.32"] PR1 (1P) 0.27 0.27 0.81 3.87 PR2 0.9 1.16 2.18 4.55 TOTAL 1.17 1.43 2.99 8.42 Overall Stormwater Rate Summary 1-Year Event 5.91 1.17 2-Year Event 6.93 1.43 10-Year Event 10.72 2.99 100-Year Event 19.07 8.42 Stormwater Water Quality and Volume Summary New Impv. Area (sf) Required Volume (cf) PR1 51989 4766 PR2A 2107 193 TOTAL 54096 4959 Inf. Area (sf) Assoc. Inf. Height (ft) Drawdown Time (h) Infiltration Basin 1 5684 7252 0.78 5.88 TOTAL 5684 Proposed BMP Area Provided Vol (cf) Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) Drawdown Time Calculations (1.6"/Hour) Required Infiltration Vol. Summary Infiltration Volume = 1.1"*Dist. Impv. Area Drainage Area 2401 LOWRY AVE NE Pervious Area Total Area Existing Conditions Proposed Conditions Drainage Area Impervious Area Total AreaImpervious AreaDrainage Area Pervious Area Existing Rate (cfs)Drainage Area Stormwater Rate Summary Drainage Area Site Area Summary Proposed Conditions Rate (cfs) 8/12/2021 1 PLANNING COMMISSION AUGUST 17, 2021 2401 Lowry Avenue NE, 2654 Kenzie Terrace, 2534 Kenzie Terrace Interstate Development/Bremer Bank/City of St. Anthony Village – Preliminary Plan PUD PRELIMINARY PLAN PUD -ZONING 8/12/2021 2 PRELIMINARY PLAN PUD –SITE PLANS BANK BUILDING ELEVATIONS 8/12/2021 3 PRELIMINARY PLAN PUD –APARTMENT BUILDING PERSPECTIVE PRELIMINARY PLAN PUD –LANDSCAPED PLAZA 8/12/2021 4 PRELIMINARY PLAN PUD –PUD CONSIDERATIONS Scattered site PUD to total 3 acres, per code Bank site encroachment toward alley violates 25’ setback Recently revised side setbacks require 25’ north setback on residential (15’ proposed, consistent with original zoning) Residential parking at less than 2 spaces per unit (meets new R-4) Lot coverage/impervious surface for residential (R-4 code limits this to 50%); applicant’s proposal is approximately 65.9%. (existing is 82.2%) PRELIMINARY PLAN PUD –RECOMMENDED CONDITIONS 1. The applicant participates in a subdivision of the portion of 2654 Kenzie that encroaches into the alley and the City retains ownership of that remnant. 2. Access-related issues shall be subject to comment and recommendation by the City Engineer, as well as Hennepin County and Minneapolis Park Board. 3. The proposed bank site plan is modified to increase drive-through lane stacking space. 4. The applicants modify the landscaping plan for the bank location to retain a portion of the existing evergreen plantings. 5. The proposed monument sign on the bank site is placed and designed to meet city ordinances for size and setback. If an electronic display is desired, the applicants will need to apply for a separate Conditional Use Permit under the applicable code. 6. The lighting plan for the proposed bank site is modified to show a zero footcandle light intensity at the boundary with the senior residential property to the west. 7. The applicant adds foundation plantings along the Stinson and Kenzie frontages of the residential building. 8/12/2021 5 PRELIMINARY PLAN PUD –RECOMMENDED CONDITIONS 8. The City finds that the proposed parking supply is adequate to serve the residential facility. 9. Final PUD Plans demonstrate compliance with ADA parking supply requirements (for disabled persons). 10. As part of the Final PUD Plan submission, a final signage plan be submitted for review which demonstrates compliance with City requirements. 11. Issues related to grading, drainage and utilities shall be subject to comment and recommendation by the City Engineer. 12. The applicant enter into a PUD agreement with the City and post all the necessary securities required by it. 13. The applicant executes the required land transfers suitable to the City Council. 14. Consideration of comments of other City Staff. PRELIMINARY PLAN PUD -PROCESS Preliminary Review with Community Development Committee (staff) Concept Plan Review by Joint City Council and Planning Commission Preliminary Plan PUD Application – Public Hearing at Planning Commission; Consideration by City Council Property Transfer Consideration –HRA/City Council Final Plan PUD –City Council CITY OF SAINT ANTHONY VILLAGE HENNEPIN COUNTY, MINNESOTA RESOLUTION NO. _____________ A RESOLUTION APPROVING A REQUEST FOR A PRELIMINARY PLAN STAGE PUD, FOR THE INTERSTATE/BREMER BANK/CITY OF ST. ANTHONY VILLAGE, INCLUDING A COMMERCIAL BANK FACILITY OF APPROXIMATELY 5,825 SQUARE FEET, A MULTI-FAMILY RESIDENTIAL PROJECT OF UP TO 76 DWELLING UNITS, AND LAND TRANSFERS NECESSARY TO ACCOMMODATE THE PROPOSED PROJECT AT 2401 LOWRY AVENUE NE, 2654 KENZIE TERRACE, AND 2534 KENZIE TERRACE WHEREAS, the City of St. Anthony Village received a request from Interstate Development for a multi-parcel PUD, redeveloping the subject sites to (1) a commercial bank facility, (2) a multiple family residential development of up to 76 dwelling units, and land transfers between Bremer Bank and the City of St. Anthony Village at 2401 Lowry Avenue NE, 2654 Kenzie Terrace, and 2534 Kenzie Terrace; and WHEREAS, the property consists of 4 separate parcels of approximately 3 acres and is located along the east boundary of Stinson Parkway and along Kenzie Terrace; and WHEREAS, the properties currently zoned C, Commercial; and WHEREAS, the project would be consistent with the St. Anthony 2040 Comprehensive Plan related to the conversion of this property to the mixed uses proposed, including commercial and multiple family residential use; and WHEREAS, the density of the proposed project at 40 units per acre is consistent with the Comprehensive Plan density range for such use; 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 August 17, 2021 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 Preliminary Plan PUD with the conditions noted in the Staff report, and as identified 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 mixed commercial and residential use. 2. The proposed improvements to the property are consistent with the character of the neighborhood in which it is located. 3. The various aspects of the proposed development are consistent with requirements of the City’s commercial and high density housing requirements, or are supported by the goals and objectives of the requirements for PUD consideration, and the long-term expectations of the Comprehensive Plan. 4. With the modification to the site plan under conditions as recommended by the Planning Commission, the proposed improvements constitute a reasonable use of the properties in question. 5. The proposed PUD will accommodate reasonable use without negative impacts on neighboring property nor on public improvements and services. 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 Preliminary Plan for the St. Anthony Village Senior Housing PUD as shown on the plans submitted on July 20, 2021: 1. The applicant participates in a subdivision of the portion of 2654 Kenzie that encroaches into the alley and the City retains ownership of that remnant. 2. Access-related issues shall be subject to comment and recommendation by the City Engineer, as well as Hennepin County and Minneapolis Park Board. 3. The proposed bank site plan is modified to increase drive-through lane stacking space. 4. The applicants modify the landscaping plan for the bank location to retain a portion of the existing evergreen plantings. 5. The proposed monument sign on the bank site is placed and designed to meet city ordinances for size and setback. If an electronic display is desired, the applicants will need to apply for a separate Conditional Use Permit under the applicable code. 6. The lighting plan for the proposed bank site is modified to show a zero footcandle light intensity at the boundary with the senior residential property to the west. 7. The applicant adds foundation plantings along the Stinson and Kenzie frontages of the residential building. 8. The City finds that the proposed parking supply is adequate to serve the residential facility. 9. Final PUD Plans demonstrate compliance with ADA parking supply requirements (for disabled persons). 10. As part of the Final PUD Plan submission, a final signage plan be submitted for review which demonstrates compliance with City requirements. 11. Issues related to grading, drainage and utilities shall be subject to comment and recommendation by the City Engineer. 12. The applicant enter into a PUD agreement with the City and post all the necessary securities required by it. 13. The applicant executes the required land transfers suitable to the City Council. 14. Consideration of comments of other City Staff. Passed in regular session of the City Council on the __ day of _______ 2021. ____________________________________ Randy Stille, Mayor ATTEST:____________________________ City Clerk Review for Administration: ____________________________________ Charlie Yunker, City Manager